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1.00 General Application Materials_PartK
APPENDIX A1 Pre-Development 25-Year and 100-Year Hydrologic Analysis For Areas Tributary to the Abandoned Irrigation Ditch (4A, 4B, 4C, 4D1, 4D2, 5, 6 and 7) 7S PRE-AREA-07A 10S PRE-AREA-06 11S PRE-AREA-05 24S PRE-AREA-04A 25S PRE-AREA-04B 26S PRE-AREA-04C 30S PRE-AREA-04D-1 32S PRE-AREA-04D-2 9R Reach 7A-6 13R PRE-AREA-06-CULVERT 14R Reach-07A 15R Reach-06 16R PRE-AREA-05-CULVERT 17R Reach-05A 18R Reach-05B 19R Reach-05C 20R Reach-05D 21R Reach-05E 22R Reach-05F 23R Reach-05G 28R Reach-05H 31R Reach-05I 8PCB PRE-AREA-07A-CULVERT Routing Diagram for 03385-2020-20210713 Prepared by Gamba Engineering, Printed 7/14/2021 HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 2HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 25-YR Type II 24-hr Default 24.00 1 2.21 2 2 100-YR Type II 24-hr Default 24.00 1 2.81 2 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 3HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.817 71 Meadow, non-grazed, HSG C (26S, 30S) 44.064 57 Oak/aspen range, Fair, HSG C (7S, 10S, 11S, 24S, 25S, 26S, 30S, 32S) 72.910 41 Oak/aspen range, Good, HSG C (10S, 11S) 0.460 98 Paved parking, HSG C (24S, 25S, 26S, 30S, 32S) 118.251 47 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 4HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 118.251 HSG C 7S, 10S, 11S, 24S, 25S, 26S, 30S, 32S 0.000 HSG D 0.000 Other 118.251 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 5HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.817 0.000 0.000 0.817 Meadow, non-grazed 26S, 30S 0.000 0.000 44.064 0.000 0.000 44.064 Oak/aspen range, Fair 7S, 10S, 11S, 24S, 25S, 26S, 30S, 32S 0.000 0.000 72.910 0.000 0.000 72.910 Oak/aspen range, Good 10S, 11S 0.000 0.000 0.460 0.000 0.000 0.460 Paved parking 24S, 25S, 26S, 30S, 32S 0.000 0.000 118.251 0.000 0.000 118.251 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 6HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 13R 6,944.72 6,944.12 30.0 0.0200 0.025 0.0 18.0 8.0 2 16R 6,923.48 6,922.88 30.0 0.0200 0.012 0.0 12.0 5.0 3 8P 6,992.37 6,991.77 30.0 0.0200 0.025 0.0 18.0 16.5 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 7HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5.631 ac 0.00% Impervious Runoff Depth=0.13"Subcatchment 7S: PRE-AREA-07A Flow Length=813' Tc=55.4 min CN=57 Runoff=0.18 cfs 0.063 af Runoff Area=76.472 ac 0.00% Impervious Runoff Depth=0.02"Subcatchment 10S: PRE-AREA-06 Flow Length=4,044' Tc=99.4 min CN=46 Runoff=0.14 cfs 0.105 af Runoff Area=27.686 ac 0.00% Impervious Runoff Depth=0.02"Subcatchment 11S: PRE-AREA-05 Flow Length=5,152' Tc=107.9 min CN=46 Runoff=0.05 cfs 0.038 af Runoff Area=0.786 ac 7.51% Impervious Runoff Depth=0.19"Subcatchment 24S: PRE-AREA-04A Flow Length=208' Tc=45.0 min CN=60 Runoff=0.05 cfs 0.012 af Runoff Area=0.792 ac 10.86% Impervious Runoff Depth=0.20"Subcatchment 25S: PRE-AREA-04B Flow Length=328' Tc=33.8 min CN=61 Runoff=0.07 cfs 0.014 af Runoff Area=2.704 ac 6.84% Impervious Runoff Depth=0.22"Subcatchment 26S: PRE-AREA-04C Flow Length=525' Tc=25.7 min CN=62 Runoff=0.34 cfs 0.051 af Runoff Area=2.220 ac 3.38% Impervious Runoff Depth=0.20"Subcatchment 30S: PRE-AREA-04D-1 Flow Length=574' Tc=25.0 min CN=61 Runoff=0.24 cfs 0.038 af Runoff Area=1.960 ac 2.81% Impervious Runoff Depth=0.15"Subcatchment 32S: PRE-AREA-04D-2 Flow Length=707' Tc=29.6 min CN=58 Runoff=0.11 cfs 0.025 af Avg. Flow Depth=0.11' Max Vel=1.96 fps Inflow=0.06 cfs 0.004 afReach 9R: Reach 7A-6 n=0.030 L=626.8' S=0.0800 '/' Capacity=21.00 cfs Outflow=0.06 cfs 0.004 af Avg. Flow Depth=0.07' Max Vel=1.33 fps Inflow=0.14 cfs 0.109 afReach 13R: PRE-AREA-06-CULVERT 18.0" Round Pipe w/ 8.0" inside fill n=0.025 L=30.0' S=0.0200 '/' Capacity=3.37 cfs Outflow=0.14 cfs 0.109 af Avg. Flow Depth=0.02' Max Vel=1.42 fps Inflow=0.12 cfs 0.060 afReach 14R: Reach-07A n=0.035 L=355.0' S=0.3195 '/' Capacity=26.97 cfs Outflow=0.12 cfs 0.060 af Avg. Flow Depth=0.02' Max Vel=1.39 fps Inflow=0.14 cfs 0.109 afReach 15R: Reach-06 n=0.035 L=188.3' S=0.2577 '/' Capacity=24.22 cfs Outflow=0.14 cfs 0.109 af Avg. Flow Depth=0.03' Max Vel=1.65 fps Inflow=0.05 cfs 0.038 afReach 16R: PRE-AREA-05-CULVERT 12.0" Round Pipe w/ 5.0" inside fill n=0.012 L=30.0' S=0.0200 '/' Capacity=2.60 cfs Outflow=0.05 cfs 0.038 af Avg. Flow Depth=0.01' Max Vel=0.82 fps Inflow=0.05 cfs 0.038 afReach 17R: Reach-05A n=0.035 L=173.7' S=0.1471 '/' Capacity=18.30 cfs Outflow=0.05 cfs 0.038 af Avg. Flow Depth=0.14' Max Vel=0.91 fps Inflow=0.06 cfs 0.050 afReach 18R: Reach-05B n=0.035 L=104.5' S=0.0166 '/' Capacity=9.97 cfs Outflow=0.06 cfs 0.050 af Avg. Flow Depth=0.21' Max Vel=1.58 fps Inflow=0.20 cfs 0.173 afReach 19R: Reach-05C n=0.035 L=148.2' S=0.0310 '/' Capacity=13.65 cfs Outflow=0.20 cfs 0.173 af Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 8HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.18' Max Vel=3.05 fps Inflow=0.20 cfs 0.173 afReach 20R: Reach-05D n=0.035 L=89.1' S=0.1422 '/' Capacity=1,368.86 cfs Outflow=0.20 cfs 0.173 af Avg. Flow Depth=0.25' Max Vel=3.54 fps Inflow=0.46 cfs 0.283 afReach 21R: Reach-05E n=0.030 L=224.8' S=0.0917 '/' Capacity=328.40 cfs Outflow=0.46 cfs 0.283 af Avg. Flow Depth=0.24' Max Vel=2.73 fps Inflow=0.46 cfs 0.283 afReach 22R: Reach-05F n=0.030 L=61.2' S=0.0559 '/' Capacity=8.25 cfs Outflow=0.46 cfs 0.283 af Avg. Flow Depth=0.37' Max Vel=1.80 fps Inflow=0.68 cfs 0.321 afReach 23R: Reach-05G n=0.040 L=53.6' S=0.0243 '/' Capacity=2.09 cfs Outflow=0.68 cfs 0.321 af Avg. Flow Depth=0.30' Max Vel=2.15 fps Inflow=0.68 cfs 0.321 afReach 28R: Reach-05H n=0.040 L=89.9' S=0.0445 '/' Capacity=5.31 cfs Outflow=0.68 cfs 0.321 af Avg. Flow Depth=0.28' Max Vel=2.79 fps Inflow=0.79 cfs 0.346 afReach 31R: Reach-05I n=0.040 L=80.7' S=0.0809 '/' Capacity=7.16 cfs Outflow=0.79 cfs 0.346 af Peak Elev=6,994.98' Inflow=0.18 cfs 0.063 afPond 8P: PRE-AREA-07A-CULVERT Primary=0.12 cfs 0.060 af Secondary=0.06 cfs 0.004 af Outflow=0.18 cfs 0.063 af Total Runoff Area = 118.251 ac Runoff Volume = 0.346 af Average Runoff Depth = 0.04" 99.61% Pervious = 117.791 ac 0.39% Impervious = 0.460 ac Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 9HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: PRE-AREA-07A Runoff = 0.18 cfs @ 12.85 hrs, Volume= 0.063 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 5.631 57 Oak/aspen range, Fair, HSG C 5.631 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.9 270 0.2237 0.09 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 6.3 521 0.3082 1.39 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.2 22 0.0581 2.43 0.38 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.035 Earth, dense weeds 55.4 813 Total Subcatchment 7S: PRE-AREA-07A Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=5.631 ac Runoff Volume=0.063 af Runoff Depth=0.13" Flow Length=813' Tc=55.4 min CN=57 0.18 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 10HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 7S: PRE-AREA-07A Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.00 0.00 12.20 1.54 0.02 0.03 12.50 1.62 0.03 0.12 12.80 1.68 0.04 0.18 13.10 1.72 0.04 0.16 13.40 1.76 0.05 0.14 13.70 1.79 0.05 0.12 14.00 1.81 0.06 0.10 14.30 1.84 0.06 0.09 14.60 1.86 0.06 0.08 14.90 1.88 0.07 0.08 15.20 1.90 0.07 0.07 15.50 1.92 0.07 0.07 15.80 1.93 0.08 0.07 16.10 1.95 0.08 0.06 16.40 1.96 0.08 0.06 16.70 1.98 0.09 0.06 17.00 1.99 0.09 0.05 17.30 2.01 0.09 0.05 17.60 2.02 0.09 0.05 17.90 2.03 0.10 0.05 18.20 2.04 0.10 0.05 18.50 2.05 0.10 0.05 18.80 2.07 0.10 0.05 19.10 2.08 0.11 0.04 19.40 2.09 0.11 0.04 19.70 2.10 0.11 0.04 20.00 2.10 0.11 0.04 20.30 2.11 0.11 0.04 20.60 2.12 0.11 0.04 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.12 0.04 21.20 2.14 0.12 0.04 21.50 2.15 0.12 0.03 21.80 2.15 0.12 0.03 22.10 2.16 0.12 0.03 22.40 2.17 0.13 0.03 22.70 2.18 0.13 0.03 23.00 2.19 0.13 0.03 23.30 2.19 0.13 0.03 23.60 2.20 0.13 0.03 23.90 2.21 0.13 0.03 24.20 2.21 0.13 0.03 24.50 2.21 0.13 0.03 24.80 2.21 0.13 0.02 25.10 2.21 0.13 0.01 25.40 2.21 0.13 0.00 25.70 2.21 0.13 0.00 26.00 2.21 0.13 0.00 26.30 2.21 0.13 0.00 26.60 2.21 0.13 0.00 26.90 2.21 0.13 0.00 27.20 2.21 0.13 0.00 27.50 2.21 0.13 0.00 27.80 2.21 0.13 0.00 28.10 2.21 0.13 0.00 28.40 2.21 0.13 0.00 28.70 2.21 0.13 0.00 29.00 2.21 0.13 0.00 29.30 2.21 0.13 0.00 29.60 2.21 0.13 0.00 29.90 2.21 0.13 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 11HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PRE-AREA-06 Runoff = 0.14 cfs @ 19.55 hrs, Volume= 0.105 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 53.530 41 Oak/aspen range, Good, HSG C 22.942 57 Oak/aspen range, Fair, HSG C 76.472 46 Weighted Average 76.472 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.3 201 0.1496 0.07 Sheet Flow, Oak - Aspen Woods: Dense underbrush n= 0.800 P2= 1.33" 53.4 3,697 0.2131 1.15 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.7 146 0.0847 3.43 0.54 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 99.4 4,044 Total Subcatchment 10S: PRE-AREA-06 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=76.472 ac Runoff Volume=0.105 af Runoff Depth=0.02" Flow Length=4,044' Tc=99.4 min CN=46 0.14 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 12HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 10S: PRE-AREA-06 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.00 0.00 12.20 1.54 0.00 0.00 12.50 1.62 0.00 0.00 12.80 1.68 0.00 0.00 13.10 1.72 0.00 0.00 13.40 1.76 0.00 0.00 13.70 1.79 0.00 0.00 14.00 1.81 0.00 0.00 14.30 1.84 0.00 0.00 14.60 1.86 0.00 0.01 14.90 1.88 0.00 0.02 15.20 1.90 0.00 0.04 15.50 1.92 0.00 0.05 15.80 1.93 0.00 0.07 16.10 1.95 0.00 0.08 16.40 1.96 0.00 0.09 16.70 1.98 0.00 0.10 17.00 1.99 0.00 0.11 17.30 2.01 0.01 0.12 17.60 2.02 0.01 0.12 17.90 2.03 0.01 0.12 18.20 2.04 0.01 0.13 18.50 2.05 0.01 0.13 18.80 2.07 0.01 0.13 19.10 2.08 0.01 0.14 19.40 2.09 0.01 0.14 19.70 2.10 0.01 0.14 20.00 2.10 0.01 0.14 20.30 2.11 0.01 0.13 20.60 2.12 0.01 0.13 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.01 0.13 21.20 2.14 0.01 0.13 21.50 2.15 0.01 0.13 21.80 2.15 0.01 0.13 22.10 2.16 0.01 0.13 22.40 2.17 0.01 0.13 22.70 2.18 0.01 0.13 23.00 2.19 0.01 0.13 23.30 2.19 0.02 0.13 23.60 2.20 0.02 0.13 23.90 2.21 0.02 0.13 24.20 2.21 0.02 0.13 24.50 2.21 0.02 0.13 24.80 2.21 0.02 0.12 25.10 2.21 0.02 0.09 25.40 2.21 0.02 0.07 25.70 2.21 0.02 0.04 26.00 2.21 0.02 0.03 26.30 2.21 0.02 0.02 26.60 2.21 0.02 0.01 26.90 2.21 0.02 0.01 27.20 2.21 0.02 0.00 27.50 2.21 0.02 0.00 27.80 2.21 0.02 0.00 28.10 2.21 0.02 0.00 28.40 2.21 0.02 0.00 28.70 2.21 0.02 0.00 29.00 2.21 0.02 0.00 29.30 2.21 0.02 0.00 29.60 2.21 0.02 0.00 29.90 2.21 0.02 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 13HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PRE-AREA-05 Runoff = 0.05 cfs @ 19.78 hrs, Volume= 0.038 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 19.380 41 Oak/aspen range, Good, HSG C 8.306 57 Oak/aspen range, Fair, HSG C 27.686 46 Weighted Average 27.686 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.7 200 0.2894 0.10 Sheet Flow, Oak-Aspen Woods: Dense underbrush n= 0.800 P2= 1.33" 69.4 4,586 0.1943 1.10 Shallow Concentrated Flow, Oak-Aspen Forest w/Heavy Litter Kv= 2.5 fps 1.5 131 0.0375 1.45 0.35 Trap/Vee/Rect Channel Flow, Channel along old RR Grade Bot.W=0.00' D=0.15' Z= 2.2 & 19.3 '/' Top.W=3.23' n= 0.035 Earth, dense weeds 1.7 110 0.1888 1.09 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.6 125 0.0785 3.30 0.52 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 107.9 5,152 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 14HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 11S: PRE-AREA-05 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=27.686 ac Runoff Volume=0.038 af Runoff Depth=0.02" Flow Length=5,152' Tc=107.9 min CN=46 0.05 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 15HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 11S: PRE-AREA-05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.00 0.00 12.20 1.54 0.00 0.00 12.50 1.62 0.00 0.00 12.80 1.68 0.00 0.00 13.10 1.72 0.00 0.00 13.40 1.76 0.00 0.00 13.70 1.79 0.00 0.00 14.00 1.81 0.00 0.00 14.30 1.84 0.00 0.00 14.60 1.86 0.00 0.00 14.90 1.88 0.00 0.01 15.20 1.90 0.00 0.01 15.50 1.92 0.00 0.02 15.80 1.93 0.00 0.02 16.10 1.95 0.00 0.03 16.40 1.96 0.00 0.03 16.70 1.98 0.00 0.04 17.00 1.99 0.00 0.04 17.30 2.01 0.01 0.04 17.60 2.02 0.01 0.04 17.90 2.03 0.01 0.04 18.20 2.04 0.01 0.05 18.50 2.05 0.01 0.05 18.80 2.07 0.01 0.05 19.10 2.08 0.01 0.05 19.40 2.09 0.01 0.05 19.70 2.10 0.01 0.05 20.00 2.10 0.01 0.05 20.30 2.11 0.01 0.05 20.60 2.12 0.01 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.01 0.05 21.20 2.14 0.01 0.05 21.50 2.15 0.01 0.05 21.80 2.15 0.01 0.05 22.10 2.16 0.01 0.05 22.40 2.17 0.01 0.05 22.70 2.18 0.01 0.05 23.00 2.19 0.01 0.05 23.30 2.19 0.02 0.05 23.60 2.20 0.02 0.05 23.90 2.21 0.02 0.05 24.20 2.21 0.02 0.05 24.50 2.21 0.02 0.05 24.80 2.21 0.02 0.04 25.10 2.21 0.02 0.04 25.40 2.21 0.02 0.03 25.70 2.21 0.02 0.02 26.00 2.21 0.02 0.01 26.30 2.21 0.02 0.01 26.60 2.21 0.02 0.01 26.90 2.21 0.02 0.00 27.20 2.21 0.02 0.00 27.50 2.21 0.02 0.00 27.80 2.21 0.02 0.00 28.10 2.21 0.02 0.00 28.40 2.21 0.02 0.00 28.70 2.21 0.02 0.00 29.00 2.21 0.02 0.00 29.30 2.21 0.02 0.00 29.60 2.21 0.02 0.00 29.90 2.21 0.02 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 16HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: PRE-AREA-04A Runoff = 0.05 cfs @ 12.60 hrs, Volume= 0.012 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.727 57 Oak/aspen range, Fair, HSG C 0.059 98 Paved parking, HSG C 0.786 60 Weighted Average 0.727 92.49% Pervious Area 0.059 7.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 12 0.0899 1.06 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 44.7 188 0.1357 0.07 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 0.1 8 0.2439 1.23 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 45.0 208 Total Subcatchment 24S: PRE-AREA-04A Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=0.786 ac Runoff Volume=0.012 af Runoff Depth=0.19" Flow Length=208' Tc=45.0 min CN=60 0.05 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 17HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 24S: PRE-AREA-04A Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.01 0.00 12.20 1.54 0.04 0.02 12.50 1.62 0.05 0.05 12.80 1.68 0.06 0.04 13.10 1.72 0.07 0.03 13.40 1.76 0.08 0.03 13.70 1.79 0.08 0.02 14.00 1.81 0.09 0.02 14.30 1.84 0.09 0.02 14.60 1.86 0.10 0.01 14.90 1.88 0.10 0.01 15.20 1.90 0.11 0.01 15.50 1.92 0.11 0.01 15.80 1.93 0.11 0.01 16.10 1.95 0.12 0.01 16.40 1.96 0.12 0.01 16.70 1.98 0.13 0.01 17.00 1.99 0.13 0.01 17.30 2.01 0.13 0.01 17.60 2.02 0.14 0.01 17.90 2.03 0.14 0.01 18.20 2.04 0.14 0.01 18.50 2.05 0.14 0.01 18.80 2.07 0.15 0.01 19.10 2.08 0.15 0.01 19.40 2.09 0.15 0.01 19.70 2.10 0.15 0.01 20.00 2.10 0.16 0.01 20.30 2.11 0.16 0.01 20.60 2.12 0.16 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.16 0.01 21.20 2.14 0.17 0.01 21.50 2.15 0.17 0.01 21.80 2.15 0.17 0.01 22.10 2.16 0.17 0.01 22.40 2.17 0.17 0.01 22.70 2.18 0.18 0.01 23.00 2.19 0.18 0.01 23.30 2.19 0.18 0.01 23.60 2.20 0.18 0.01 23.90 2.21 0.19 0.01 24.20 2.21 0.19 0.01 24.50 2.21 0.19 0.00 24.80 2.21 0.19 0.00 25.10 2.21 0.19 0.00 25.40 2.21 0.19 0.00 25.70 2.21 0.19 0.00 26.00 2.21 0.19 0.00 26.30 2.21 0.19 0.00 26.60 2.21 0.19 0.00 26.90 2.21 0.19 0.00 27.20 2.21 0.19 0.00 27.50 2.21 0.19 0.00 27.80 2.21 0.19 0.00 28.10 2.21 0.19 0.00 28.40 2.21 0.19 0.00 28.70 2.21 0.19 0.00 29.00 2.21 0.19 0.00 29.30 2.21 0.19 0.00 29.60 2.21 0.19 0.00 29.90 2.21 0.19 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 18HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: PRE-AREA-04B Runoff = 0.07 cfs @ 12.41 hrs, Volume= 0.014 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.706 57 Oak/aspen range, Fair, HSG C 0.086 98 Paved parking, HSG C 0.792 61 Weighted Average 0.706 89.14% Pervious Area 0.086 10.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 56 0.0619 1.24 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 31.3 144 0.1938 0.08 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 0.4 23 0.1605 1.00 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 1.3 105 0.0166 1.32 0.25 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch Bot.W=0.00' D=0.25' Z= 3.0 '/' Top.W=1.50' n= 0.035 Earth, dense weeds 33.8 328 Total Subcatchment 25S: PRE-AREA-04B Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=0.792 ac Runoff Volume=0.014 af Runoff Depth=0.20" Flow Length=328' Tc=33.8 min CN=61 0.07 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 19HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 25S: PRE-AREA-04B Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.01 0.00 12.20 1.54 0.05 0.04 12.50 1.62 0.06 0.07 12.80 1.68 0.07 0.04 13.10 1.72 0.08 0.03 13.40 1.76 0.09 0.02 13.70 1.79 0.09 0.02 14.00 1.81 0.10 0.02 14.30 1.84 0.11 0.02 14.60 1.86 0.11 0.01 14.90 1.88 0.12 0.01 15.20 1.90 0.12 0.01 15.50 1.92 0.12 0.01 15.80 1.93 0.13 0.01 16.10 1.95 0.13 0.01 16.40 1.96 0.14 0.01 16.70 1.98 0.14 0.01 17.00 1.99 0.14 0.01 17.30 2.01 0.15 0.01 17.60 2.02 0.15 0.01 17.90 2.03 0.15 0.01 18.20 2.04 0.16 0.01 18.50 2.05 0.16 0.01 18.80 2.07 0.16 0.01 19.10 2.08 0.17 0.01 19.40 2.09 0.17 0.01 19.70 2.10 0.17 0.01 20.00 2.10 0.17 0.01 20.30 2.11 0.18 0.01 20.60 2.12 0.18 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.18 0.01 21.20 2.14 0.18 0.01 21.50 2.15 0.19 0.01 21.80 2.15 0.19 0.01 22.10 2.16 0.19 0.01 22.40 2.17 0.19 0.01 22.70 2.18 0.20 0.01 23.00 2.19 0.20 0.01 23.30 2.19 0.20 0.01 23.60 2.20 0.20 0.01 23.90 2.21 0.20 0.01 24.20 2.21 0.20 0.01 24.50 2.21 0.20 0.00 24.80 2.21 0.20 0.00 25.10 2.21 0.20 0.00 25.40 2.21 0.20 0.00 25.70 2.21 0.20 0.00 26.00 2.21 0.20 0.00 26.30 2.21 0.20 0.00 26.60 2.21 0.20 0.00 26.90 2.21 0.20 0.00 27.20 2.21 0.20 0.00 27.50 2.21 0.20 0.00 27.80 2.21 0.20 0.00 28.10 2.21 0.20 0.00 28.40 2.21 0.20 0.00 28.70 2.21 0.20 0.00 29.00 2.21 0.20 0.00 29.30 2.21 0.20 0.00 29.60 2.21 0.20 0.00 29.90 2.21 0.20 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 20HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: PRE-AREA-04C [47] Hint: Peak is 101% of capacity of segment #4 Runoff = 0.34 cfs @ 12.27 hrs, Volume= 0.051 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 2.067 57 Oak/aspen range, Fair, HSG C 0.452 71 Meadow, non-grazed, HSG C 0.185 98 Paved parking, HSG C 2.704 62 Weighted Average 2.519 93.16% Pervious Area 0.185 6.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 91 0.0785 1.50 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 21.8 109 0.2746 0.08 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 1.2 88 0.2304 1.20 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 1.4 148 0.0310 1.80 0.34 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05C) Bot.W=0.00' D=0.25' Z= 3.0 '/' Top.W=1.50' n= 0.035 Earth, dense weeds 0.3 89 0.1423 5.90 2.95 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05D) Bot.W=0.00' D=0.50' Z= 2.0 '/' Top.W=2.00' n= 0.035 Earth, dense weeds 25.7 525 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 21HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 26S: PRE-AREA-04C Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=2.704 ac Runoff Volume=0.051 af Runoff Depth=0.22" Flow Length=525' Tc=25.7 min CN=62 0.34 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 22HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 26S: PRE-AREA-04C Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.02 0.00 12.20 1.54 0.06 0.32 12.50 1.62 0.07 0.23 12.80 1.68 0.08 0.14 13.10 1.72 0.09 0.10 13.40 1.76 0.10 0.08 13.70 1.79 0.11 0.07 14.00 1.81 0.11 0.06 14.30 1.84 0.12 0.06 14.60 1.86 0.12 0.05 14.90 1.88 0.13 0.05 15.20 1.90 0.14 0.05 15.50 1.92 0.14 0.05 15.80 1.93 0.14 0.04 16.10 1.95 0.15 0.04 16.40 1.96 0.15 0.04 16.70 1.98 0.16 0.04 17.00 1.99 0.16 0.04 17.30 2.01 0.16 0.03 17.60 2.02 0.17 0.03 17.90 2.03 0.17 0.03 18.20 2.04 0.17 0.03 18.50 2.05 0.18 0.03 18.80 2.07 0.18 0.03 19.10 2.08 0.18 0.03 19.40 2.09 0.19 0.03 19.70 2.10 0.19 0.03 20.00 2.10 0.19 0.02 20.30 2.11 0.19 0.02 20.60 2.12 0.20 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.20 0.02 21.20 2.14 0.20 0.02 21.50 2.15 0.20 0.02 21.80 2.15 0.21 0.02 22.10 2.16 0.21 0.02 22.40 2.17 0.21 0.02 22.70 2.18 0.21 0.02 23.00 2.19 0.22 0.02 23.30 2.19 0.22 0.02 23.60 2.20 0.22 0.02 23.90 2.21 0.22 0.02 24.20 2.21 0.22 0.02 24.50 2.21 0.22 0.00 24.80 2.21 0.22 0.00 25.10 2.21 0.22 0.00 25.40 2.21 0.22 0.00 25.70 2.21 0.22 0.00 26.00 2.21 0.22 0.00 26.30 2.21 0.22 0.00 26.60 2.21 0.22 0.00 26.90 2.21 0.22 0.00 27.20 2.21 0.22 0.00 27.50 2.21 0.22 0.00 27.80 2.21 0.22 0.00 28.10 2.21 0.22 0.00 28.40 2.21 0.22 0.00 28.70 2.21 0.22 0.00 29.00 2.21 0.22 0.00 29.30 2.21 0.22 0.00 29.60 2.21 0.22 0.00 29.90 2.21 0.22 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 23HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: PRE-AREA-04D-1 Runoff = 0.24 cfs @ 12.27 hrs, Volume= 0.038 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 1.780 57 Oak/aspen range, Fair, HSG C 0.365 71 Meadow, non-grazed, HSG C 0.075 98 Paved parking, HSG C 2.220 61 Weighted Average 2.145 96.62% Pervious Area 0.075 3.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 91 0.0785 1.50 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 21.8 109 0.2746 0.08 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 1.2 88 0.2304 1.20 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.8 225 0.0917 4.76 1.52 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05E) Bot.W=0.00' D=0.40' Z= 2.0 '/' Top.W=1.60' n= 0.030 Earth, grassed & winding 0.2 61 0.0559 4.49 3.37 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05F) Bot.W=0.00' D=0.50' Z= 3.0 '/' Top.W=3.00' n= 0.030 Earth, grassed & winding 25.0 574 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 24HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 30S: PRE-AREA-04D-1 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=2.220 ac Runoff Volume=0.038 af Runoff Depth=0.20" Flow Length=574' Tc=25.0 min CN=61 0.24 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 25HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 30S: PRE-AREA-04D-1 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.01 0.00 12.20 1.54 0.05 0.23 12.50 1.62 0.06 0.16 12.80 1.68 0.07 0.10 13.10 1.72 0.08 0.07 13.40 1.76 0.09 0.06 13.70 1.79 0.09 0.05 14.00 1.81 0.10 0.05 14.30 1.84 0.11 0.04 14.60 1.86 0.11 0.04 14.90 1.88 0.12 0.04 15.20 1.90 0.12 0.04 15.50 1.92 0.12 0.03 15.80 1.93 0.13 0.03 16.10 1.95 0.13 0.03 16.40 1.96 0.14 0.03 16.70 1.98 0.14 0.03 17.00 1.99 0.14 0.03 17.30 2.01 0.15 0.03 17.60 2.02 0.15 0.03 17.90 2.03 0.15 0.03 18.20 2.04 0.16 0.02 18.50 2.05 0.16 0.02 18.80 2.07 0.16 0.02 19.10 2.08 0.17 0.02 19.40 2.09 0.17 0.02 19.70 2.10 0.17 0.02 20.00 2.10 0.17 0.02 20.30 2.11 0.18 0.02 20.60 2.12 0.18 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.18 0.02 21.20 2.14 0.18 0.02 21.50 2.15 0.19 0.02 21.80 2.15 0.19 0.02 22.10 2.16 0.19 0.02 22.40 2.17 0.19 0.02 22.70 2.18 0.20 0.02 23.00 2.19 0.20 0.02 23.30 2.19 0.20 0.02 23.60 2.20 0.20 0.02 23.90 2.21 0.20 0.02 24.20 2.21 0.20 0.01 24.50 2.21 0.20 0.00 24.80 2.21 0.20 0.00 25.10 2.21 0.20 0.00 25.40 2.21 0.20 0.00 25.70 2.21 0.20 0.00 26.00 2.21 0.20 0.00 26.30 2.21 0.20 0.00 26.60 2.21 0.20 0.00 26.90 2.21 0.20 0.00 27.20 2.21 0.20 0.00 27.50 2.21 0.20 0.00 27.80 2.21 0.20 0.00 28.10 2.21 0.20 0.00 28.40 2.21 0.20 0.00 28.70 2.21 0.20 0.00 29.00 2.21 0.20 0.00 29.30 2.21 0.20 0.00 29.60 2.21 0.20 0.00 29.90 2.21 0.20 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 26HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: PRE-AREA-04D-2 Runoff = 0.11 cfs @ 12.38 hrs, Volume= 0.025 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 1.905 57 Oak/aspen range, Fair, HSG C 0.000 71 Meadow, non-grazed, HSG C 0.055 98 Paved parking, HSG C 1.960 58 Weighted Average 1.905 97.19% Pervious Area 0.055 2.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 51 0.0757 1.32 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 25.6 150 0.3485 0.10 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 0.7 77 0.4857 1.74 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.7 99 0.0614 2.23 0.54 Trap/Vee/Rect Channel Flow, Channel along old RR Grade Bot.W=0.00' D=0.20' Z= 2.0 & 10.0 '/' Top.W=2.40' n= 0.035 Earth, dense weeds 1.1 186 0.3693 2.82 0.92 Trap/Vee/Rect Channel Flow, Swale down Oak Brush slope Bot.W=4.00' D=0.05' Z= 50.0 '/' Top.W=9.00' n= 0.035 Earth, dense weeds 0.4 54 0.0242 2.32 1.89 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05G) Bot.W=0.00' D=0.54' Z= 3.1 & 2.5 '/' Top.W=3.02' n= 0.040 Earth, cobble bottom, clean sides 0.5 90 0.0445 3.01 2.64 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05H) Bot.W=0.00' D=0.50' Z= 2.0 & 5.0 '/' Top.W=3.50' n= 0.040 Earth, cobble bottom, clean sides 29.6 707 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 27HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 32S: PRE-AREA-04D-2 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=1.960 ac Runoff Volume=0.025 af Runoff Depth=0.15" Flow Length=707' Tc=29.6 min CN=58 0.11 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 28HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 32S: PRE-AREA-04D-2 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.00 0.00 12.20 1.54 0.03 0.07 12.50 1.62 0.04 0.10 12.80 1.68 0.04 0.07 13.10 1.72 0.05 0.05 13.40 1.76 0.06 0.04 13.70 1.79 0.06 0.04 14.00 1.81 0.07 0.03 14.30 1.84 0.07 0.03 14.60 1.86 0.07 0.03 14.90 1.88 0.08 0.03 15.20 1.90 0.08 0.03 15.50 1.92 0.09 0.02 15.80 1.93 0.09 0.02 16.10 1.95 0.09 0.02 16.40 1.96 0.10 0.02 16.70 1.98 0.10 0.02 17.00 1.99 0.10 0.02 17.30 2.01 0.10 0.02 17.60 2.02 0.11 0.02 17.90 2.03 0.11 0.02 18.20 2.04 0.11 0.02 18.50 2.05 0.11 0.02 18.80 2.07 0.12 0.02 19.10 2.08 0.12 0.02 19.40 2.09 0.12 0.02 19.70 2.10 0.12 0.01 20.00 2.10 0.13 0.01 20.30 2.11 0.13 0.01 20.60 2.12 0.13 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.13 0.01 21.20 2.14 0.13 0.01 21.50 2.15 0.14 0.01 21.80 2.15 0.14 0.01 22.10 2.16 0.14 0.01 22.40 2.17 0.14 0.01 22.70 2.18 0.14 0.01 23.00 2.19 0.14 0.01 23.30 2.19 0.15 0.01 23.60 2.20 0.15 0.01 23.90 2.21 0.15 0.01 24.20 2.21 0.15 0.01 24.50 2.21 0.15 0.00 24.80 2.21 0.15 0.00 25.10 2.21 0.15 0.00 25.40 2.21 0.15 0.00 25.70 2.21 0.15 0.00 26.00 2.21 0.15 0.00 26.30 2.21 0.15 0.00 26.60 2.21 0.15 0.00 26.90 2.21 0.15 0.00 27.20 2.21 0.15 0.00 27.50 2.21 0.15 0.00 27.80 2.21 0.15 0.00 28.10 2.21 0.15 0.00 28.40 2.21 0.15 0.00 28.70 2.21 0.15 0.00 29.00 2.21 0.15 0.00 29.30 2.21 0.15 0.00 29.60 2.21 0.15 0.00 29.90 2.21 0.15 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 29HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 9R: Reach 7A-6 Inflow = 0.06 cfs @ 12.85 hrs, Volume= 0.004 af Outflow = 0.06 cfs @ 12.92 hrs, Volume= 0.004 af, Atten= 4%, Lag= 4.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.96 fps, Min. Travel Time= 5.3 min Avg. Velocity = 1.10 fps, Avg. Travel Time= 9.5 min Peak Storage= 20 cf @ 12.92 hrs Average Depth at Peak Storage= 0.11' , Surface Width= 0.56' Bank-Full Depth= 1.00' Flow Area= 2.5 sf, Capacity= 21.00 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 2.5 '/' Top Width= 5.00' Length= 626.8' Slope= 0.0800 '/' Inlet Invert= 6,994.87', Outlet Invert= 6,944.72' Reach 9R: Reach 7A-6 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Avg. Flow Depth=0.11' Max Vel=1.96 fps n=0.030 L=626.8' S=0.0800 '/' Capacity=21.00 cfs 0.06 cfs 0.06 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 30HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 9R: Reach 7A-6 Primary Stage-Discharge Discharge (cfs) 20181614121086420Depth (feet)1 0 Reach 9R: Reach 7A-6 Storage Stage-Storage Storage (cubic-feet) 1,5001,4001,3001,2001,1001,0009008007006005004003002001000Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 31HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 9R: Reach 7A-6 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,994.87 0.00 5.60 0.00 0 6,994.87 0.00 6.20 0.00 0 6,994.87 0.00 6.80 0.00 0 6,994.87 0.00 7.40 0.00 0 6,994.87 0.00 8.00 0.00 0 6,994.87 0.00 8.60 0.00 0 6,994.87 0.00 9.20 0.00 0 6,994.87 0.00 9.80 0.00 0 6,994.87 0.00 10.40 0.00 0 6,994.87 0.00 11.00 0.00 0 6,994.87 0.00 11.60 0.00 0 6,994.87 0.00 12.20 0.00 0 6,994.87 0.00 12.80 0.06 18 6,994.98 0.05 13.40 0.02 11 6,994.95 0.03 14.00 0.00 1 6,994.90 0.00 14.60 0.00 0 6,994.88 0.00 15.20 0.00 0 6,994.87 0.00 15.80 0.00 0 6,994.87 0.00 16.40 0.00 0 6,994.87 0.00 17.00 0.00 0 6,994.87 0.00 17.60 0.00 0 6,994.87 0.00 18.20 0.00 0 6,994.87 0.00 18.80 0.00 0 6,994.87 0.00 19.40 0.00 0 6,994.87 0.00 20.00 0.00 0 6,994.87 0.00 20.60 0.00 0 6,994.87 0.00 21.20 0.00 0 6,994.87 0.00 21.80 0.00 0 6,994.87 0.00 22.40 0.00 0 6,994.87 0.00 23.00 0.00 0 6,994.87 0.00 23.60 0.00 0 6,994.87 0.00 24.20 0.00 0 6,994.87 0.00 24.80 0.00 0 6,994.87 0.00 25.40 0.00 0 6,994.87 0.00 26.00 0.00 0 6,994.87 0.00 26.60 0.00 0 6,994.87 0.00 27.20 0.00 0 6,994.87 0.00 27.80 0.00 0 6,994.87 0.00 28.40 0.00 0 6,994.87 0.00 29.00 0.00 0 6,994.87 0.00 29.60 0.00 0 6,994.87 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 32HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 9R: Reach 7A-6 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,994.87 0.00 0.00 6,994.88 0.39 0.00 6,994.89 0.62 0.00 6,994.90 0.81 0.00 6,994.91 0.98 0.00 6,994.92 1.14 0.01 6,994.93 1.29 0.01 6,994.94 1.43 0.02 6,994.95 1.56 0.02 6,994.96 1.69 0.03 6,994.97 1.81 0.05 6,994.98 1.93 0.06 6,994.99 2.04 0.07 6,995.00 2.16 0.09 6,995.01 2.26 0.11 6,995.02 2.37 0.13 6,995.03 2.48 0.16 6,995.04 2.58 0.19 6,995.05 2.68 0.22 6,995.06 2.78 0.25 6,995.07 2.87 0.29 6,995.08 2.97 0.33 6,995.09 3.06 0.37 6,995.10 3.15 0.42 6,995.11 3.24 0.47 6,995.12 3.33 0.52 6,995.13 3.42 0.58 6,995.14 3.51 0.64 6,995.15 3.60 0.70 6,995.16 3.68 0.77 6,995.17 3.76 0.85 6,995.18 3.85 0.92 6,995.19 3.93 1.01 6,995.20 4.01 1.09 6,995.21 4.09 1.18 6,995.22 4.17 1.28 6,995.23 4.25 1.38 6,995.24 4.33 1.48 6,995.25 4.41 1.59 6,995.26 4.48 1.71 6,995.27 4.56 1.82 6,995.28 4.64 1.95 6,995.29 4.71 2.08 6,995.30 4.79 2.21 6,995.31 4.86 2.35 6,995.32 4.93 2.50 6,995.33 5.01 2.65 6,995.34 5.08 2.80 6,995.35 5.15 2.97 6,995.36 5.22 3.13 6,995.37 5.29 3.31 6,995.38 5.36 3.49 6,995.39 5.43 3.67 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,995.40 5.50 3.86 6,995.41 5.57 4.06 6,995.42 5.64 4.26 6,995.43 5.71 4.47 6,995.44 5.77 4.69 6,995.45 5.84 4.91 6,995.46 5.91 5.14 6,995.47 5.98 5.38 6,995.48 6.04 5.62 6,995.49 6.11 5.87 6,995.50 6.17 6.13 6,995.51 6.24 6.39 6,995.52 6.30 6.66 6,995.53 6.37 6.93 6,995.54 6.43 7.22 6,995.55 6.50 7.51 6,995.56 6.56 7.81 6,995.57 6.62 8.11 6,995.58 6.69 8.43 6,995.59 6.75 8.75 6,995.60 6.81 9.07 6,995.61 6.87 9.41 6,995.62 6.93 9.75 6,995.63 7.00 10.10 6,995.64 7.06 10.46 6,995.65 7.12 10.83 6,995.66 7.18 11.20 6,995.67 7.24 11.58 6,995.68 7.30 11.97 6,995.69 7.36 12.37 6,995.70 7.42 12.78 6,995.71 7.48 13.19 6,995.72 7.54 13.62 6,995.73 7.60 14.05 6,995.74 7.66 14.49 6,995.75 7.71 14.93 6,995.76 7.77 15.39 6,995.77 7.83 15.86 6,995.78 7.89 16.33 6,995.79 7.95 16.81 6,995.80 8.00 17.31 6,995.81 8.06 17.81 6,995.82 8.12 18.32 6,995.83 8.17 18.83 6,995.84 8.23 19.36 6,995.85 8.29 19.90 6,995.86 8.34 20.45 6,995.87 8.40 21.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 33HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 9R: Reach 7A-6 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,994.87 0.0 0 6,994.88 0.0 0 6,994.89 0.0 1 6,994.90 0.0 1 6,994.91 0.0 3 6,994.92 0.0 4 6,994.93 0.0 6 6,994.94 0.0 8 6,994.95 0.0 10 6,994.96 0.0 13 6,994.97 0.0 16 6,994.98 0.0 19 6,994.99 0.0 23 6,995.00 0.0 26 6,995.01 0.0 31 6,995.02 0.1 35 6,995.03 0.1 40 6,995.04 0.1 45 6,995.05 0.1 51 6,995.06 0.1 57 6,995.07 0.1 63 6,995.08 0.1 69 6,995.09 0.1 76 6,995.10 0.1 83 6,995.11 0.1 90 6,995.12 0.2 98 6,995.13 0.2 106 6,995.14 0.2 114 6,995.15 0.2 123 6,995.16 0.2 132 6,995.17 0.2 141 6,995.18 0.2 151 6,995.19 0.3 160 6,995.20 0.3 171 6,995.21 0.3 181 6,995.22 0.3 192 6,995.23 0.3 203 6,995.24 0.3 215 6,995.25 0.4 226 6,995.26 0.4 238 6,995.27 0.4 251 6,995.28 0.4 263 6,995.29 0.4 276 6,995.30 0.5 290 6,995.31 0.5 303 6,995.32 0.5 317 6,995.33 0.5 332 6,995.34 0.6 346 6,995.35 0.6 361 6,995.36 0.6 376 6,995.37 0.6 392 6,995.38 0.7 408 6,995.39 0.7 424 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,995.40 0.7 440 6,995.41 0.7 457 6,995.42 0.8 474 6,995.43 0.8 491 6,995.44 0.8 509 6,995.45 0.8 527 6,995.46 0.9 545 6,995.47 0.9 564 6,995.48 0.9 583 6,995.49 1.0 602 6,995.50 1.0 622 6,995.51 1.0 642 6,995.52 1.1 662 6,995.53 1.1 683 6,995.54 1.1 703 6,995.55 1.2 725 6,995.56 1.2 746 6,995.57 1.2 768 6,995.58 1.3 790 6,995.59 1.3 812 6,995.60 1.3 835 6,995.61 1.4 858 6,995.62 1.4 881 6,995.63 1.4 905 6,995.64 1.5 929 6,995.65 1.5 953 6,995.66 1.6 978 6,995.67 1.6 1,003 6,995.68 1.6 1,028 6,995.69 1.7 1,054 6,995.70 1.7 1,080 6,995.71 1.8 1,106 6,995.72 1.8 1,132 6,995.73 1.8 1,159 6,995.74 1.9 1,186 6,995.75 1.9 1,213 6,995.76 2.0 1,241 6,995.77 2.0 1,269 6,995.78 2.1 1,298 6,995.79 2.1 1,326 6,995.80 2.2 1,355 6,995.81 2.2 1,385 6,995.82 2.3 1,414 6,995.83 2.3 1,444 6,995.84 2.4 1,474 6,995.85 2.4 1,505 6,995.86 2.5 1,536 6,995.87 2.5 1,567 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 34HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 13R: PRE-AREA-06-CULVERT [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 9R OUTLET depth by 0.74' @ 19.55 hrs Inflow Area = 76.472 ac, 0.00% Impervious, Inflow Depth = 0.02" for 25-YR event Inflow = 0.14 cfs @ 19.55 hrs, Volume= 0.109 af Outflow = 0.14 cfs @ 19.55 hrs, Volume= 0.109 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.33 fps, Min. Travel Time= 0.4 min Avg. Velocity = 0.98 fps, Avg. Travel Time= 0.5 min Peak Storage= 3 cf @ 19.55 hrs Average Depth at Peak Storage= 0.74' above invert (0.07' above fill) , Surface Width= 1.50' Bank-Full Depth= 1.50' above invert (0.83' above fill) Flow Area= 1.0 sf, Capacity= 3.37 cfs 18.0" Round Pipe w/ 8.0" inside fill n= 0.025 Corrugated metal Length= 30.0' Slope= 0.0200 '/' (101 Elevation Intervals) Inlet Invert= 6,944.72', Outlet Invert= 6,944.12' Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 35HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 13R: PRE-AREA-06-CULVERT Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=76.472 ac Avg. Flow Depth=0.07' Max Vel=1.33 fps 18.0" Round Pipe w/ 8.0" inside fill n=0.025 L=30.0' S=0.0200 '/' Capacity=3.37 cfs 0.14 cfs0.14 cfs Reach 13R: PRE-AREA-06-CULVERT Primary Stage-Discharge Discharge (cfs) 3210Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 36HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 13R: PRE-AREA-06-CULVERT Storage Stage-Storage Storage (cubic-feet) 302826242220181614121086420Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 37HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 13R: PRE-AREA-06-CULVERT Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,945.39 0.00 5.60 0.00 0 6,945.39 0.00 6.20 0.00 0 6,945.39 0.00 6.80 0.00 0 6,945.39 0.00 7.40 0.00 0 6,945.39 0.00 8.00 0.00 0 6,945.39 0.00 8.60 0.00 0 6,945.39 0.00 9.20 0.00 0 6,945.39 0.00 9.80 0.00 0 6,945.39 0.00 10.40 0.00 0 6,945.39 0.00 11.00 0.00 0 6,945.39 0.00 11.60 0.00 0 6,945.39 0.00 12.20 0.00 0 6,945.39 0.00 12.80 0.05 2 6,945.43 0.05 13.40 0.03 1 6,945.41 0.03 14.00 0.00 0 6,945.39 0.00 14.60 0.01 1 6,945.40 0.01 15.20 0.04 1 6,945.42 0.04 15.80 0.07 2 6,945.43 0.07 16.40 0.09 2 6,945.44 0.09 17.00 0.11 3 6,945.45 0.11 17.60 0.12 3 6,945.45 0.12 18.20 0.13 3 6,945.45 0.13 18.80 0.13 3 6,945.45 0.13 19.40 0.14 3 6,945.46 0.14 20.00 0.14 3 6,945.45 0.14 20.60 0.13 3 6,945.45 0.13 21.20 0.13 3 6,945.45 0.13 21.80 0.13 3 6,945.45 0.13 22.40 0.13 3 6,945.45 0.13 23.00 0.13 3 6,945.45 0.13 23.60 0.13 3 6,945.45 0.13 24.20 0.13 3 6,945.45 0.13 24.80 0.12 3 6,945.45 0.12 25.40 0.07 2 6,945.43 0.07 26.00 0.03 1 6,945.41 0.03 26.60 0.01 1 6,945.40 0.01 27.20 0.00 0 6,945.40 0.00 27.80 0.00 0 6,945.39 0.00 28.40 0.00 0 6,945.39 0.00 29.00 0.00 0 6,945.39 0.00 29.60 0.00 0 6,945.39 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 38HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 13R: PRE-AREA-06-CULVERT Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,944.72 0.00 0.00 6,944.73 0.00 0.00 6,944.74 0.00 0.00 6,944.75 0.00 0.00 6,944.76 0.00 0.00 6,944.77 0.00 0.00 6,944.78 0.00 0.00 6,944.79 0.00 0.00 6,944.80 0.00 0.00 6,944.81 0.00 0.00 6,944.82 0.00 0.00 6,944.83 0.00 0.00 6,944.84 0.00 0.00 6,944.85 0.00 0.00 6,944.86 0.00 0.00 6,944.87 0.00 0.00 6,944.88 0.00 0.00 6,944.89 0.00 0.00 6,944.90 0.00 0.00 6,944.91 0.00 0.00 6,944.92 0.00 0.00 6,944.93 0.00 0.00 6,944.94 0.00 0.00 6,944.95 0.00 0.00 6,944.96 0.00 0.00 6,944.97 0.00 0.00 6,944.98 0.00 0.00 6,944.99 0.00 0.00 6,945.00 0.00 0.00 6,945.01 0.00 0.00 6,945.02 0.00 0.00 6,945.03 0.00 0.00 6,945.04 0.00 0.00 6,945.05 0.00 0.00 6,945.06 0.00 0.00 6,945.07 0.00 0.00 6,945.08 0.00 0.00 6,945.09 0.00 0.00 6,945.10 0.00 0.00 6,945.11 0.00 0.00 6,945.12 0.00 0.00 6,945.13 0.00 0.00 6,945.14 0.00 0.00 6,945.15 0.00 0.00 6,945.16 0.00 0.00 6,945.17 0.00 0.00 6,945.18 0.00 0.00 6,945.19 0.00 0.00 6,945.20 0.00 0.00 6,945.21 0.00 0.00 6,945.22 0.00 0.00 6,945.23 0.00 0.00 6,945.24 0.00 0.00 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,945.25 0.00 0.00 6,945.26 0.00 0.00 6,945.27 0.00 0.00 6,945.28 0.00 0.00 6,945.29 0.00 0.00 6,945.30 0.00 0.00 6,945.31 0.00 0.00 6,945.32 0.00 0.00 6,945.33 0.00 0.00 6,945.34 0.00 0.00 6,945.35 0.00 0.00 6,945.36 0.00 0.00 6,945.37 0.00 0.00 6,945.38 0.00 0.00 6,945.39 0.14 0.00 6,945.40 0.45 0.01 6,945.41 0.67 0.02 6,945.42 0.84 0.04 6,945.43 1.00 0.07 6,945.44 1.14 0.09 6,945.45 1.27 0.12 6,945.46 1.38 0.15 6,945.47 1.50 0.19 6,945.48 1.60 0.22 6,945.49 1.70 0.26 6,945.50 1.80 0.30 6,945.51 1.89 0.35 6,945.52 1.97 0.39 6,945.53 2.05 0.44 6,945.54 2.13 0.49 6,945.55 2.21 0.54 6,945.56 2.28 0.59 6,945.57 2.35 0.64 6,945.58 2.41 0.70 6,945.59 2.48 0.75 6,945.60 2.54 0.81 6,945.61 2.60 0.87 6,945.62 2.66 0.93 6,945.63 2.71 0.98 6,945.64 2.77 1.04 6,945.65 2.82 1.10 6,945.66 2.87 1.17 6,945.67 2.91 1.23 6,945.68 2.96 1.29 6,945.69 3.01 1.35 6,945.70 3.05 1.42 6,945.71 3.09 1.48 6,945.72 3.13 1.54 6,945.73 3.17 1.61 6,945.74 3.21 1.67 6,945.75 3.24 1.73 6,945.76 3.28 1.80 6,945.77 3.31 1.86 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,945.78 3.34 1.93 6,945.79 3.37 1.99 6,945.80 3.40 2.05 6,945.81 3.43 2.12 6,945.82 3.46 2.18 6,945.83 3.49 2.24 6,945.84 3.51 2.30 6,945.85 3.53 2.37 6,945.86 3.56 2.43 6,945.87 3.58 2.49 6,945.88 3.60 2.55 6,945.89 3.62 2.61 6,945.90 3.64 2.66 6,945.91 3.65 2.72 6,945.92 3.67 2.78 6,945.93 3.68 2.83 6,945.94 3.70 2.89 6,945.95 3.71 2.94 6,945.96 3.72 2.99 6,945.97 3.73 3.04 6,945.98 3.74 3.09 6,945.99 3.75 3.14 6,946.00 3.76 3.18 6,946.01 3.76 3.23 6,946.02 3.77 3.27 6,946.03 3.77 3.31 6,946.04 3.77 3.35 6,946.05 3.77 3.39 6,946.06 3.77 3.42 6,946.07 3.77 3.46 6,946.08 3.77 3.49 6,946.09 3.76 3.51 6,946.10 3.76 3.54 6,946.11 3.75 3.56 6,946.12 3.74 3.58 6,946.13 3.72 3.59 6,946.14 3.71 3.61 6,946.15 3.69 3.61 6,946.16 3.67 3.62 6,946.17 3.65 3.61 6,946.18 3.62 3.60 6,946.19 3.59 3.59 6,946.20 3.54 3.55 6,946.21 3.46 3.48 6,946.22 3.35 3.37 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 39HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 13R: PRE-AREA-06-CULVERT Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,944.72 0.0 0 6,944.74 0.0 0 6,944.76 0.0 0 6,944.78 0.0 0 6,944.80 0.0 0 6,944.82 0.0 0 6,944.84 0.0 0 6,944.86 0.0 0 6,944.88 0.0 0 6,944.90 0.0 0 6,944.92 0.0 0 6,944.94 0.0 0 6,944.96 0.0 0 6,944.98 0.0 0 6,945.00 0.0 0 6,945.02 0.0 0 6,945.04 0.0 0 6,945.06 0.0 0 6,945.08 0.0 0 6,945.10 0.0 0 6,945.12 0.0 0 6,945.14 0.0 0 6,945.16 0.0 0 6,945.18 0.0 0 6,945.20 0.0 0 6,945.22 0.0 0 6,945.24 0.0 0 6,945.26 0.0 0 6,945.28 0.0 0 6,945.30 0.0 0 6,945.32 0.0 0 6,945.34 0.0 0 6,945.36 0.0 0 6,945.38 0.0 0 6,945.40 0.0 1 6,945.42 0.0 1 6,945.44 0.1 2 6,945.46 0.1 3 6,945.48 0.1 4 6,945.50 0.2 5 6,945.52 0.2 6 6,945.54 0.2 7 6,945.56 0.3 8 6,945.58 0.3 9 6,945.60 0.3 10 6,945.62 0.3 10 6,945.64 0.4 11 6,945.66 0.4 12 6,945.68 0.4 13 6,945.70 0.5 14 6,945.72 0.5 15 6,945.74 0.5 16 6,945.76 0.5 16 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,945.78 0.6 17 6,945.80 0.6 18 6,945.82 0.6 19 6,945.84 0.7 20 6,945.86 0.7 20 6,945.88 0.7 21 6,945.90 0.7 22 6,945.92 0.8 23 6,945.94 0.8 23 6,945.96 0.8 24 6,945.98 0.8 25 6,946.00 0.8 25 6,946.02 0.9 26 6,946.04 0.9 27 6,946.06 0.9 27 6,946.08 0.9 28 6,946.10 0.9 28 6,946.12 1.0 29 6,946.14 1.0 29 6,946.16 1.0 30 6,946.18 1.0 30 6,946.20 1.0 30 6,946.22 1.0 30 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 40HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 14R: Reach-07A Inflow Area = 5.631 ac, 0.00% Impervious, Inflow Depth = 0.13" for 25-YR event Inflow = 0.12 cfs @ 12.85 hrs, Volume= 0.060 af Outflow = 0.12 cfs @ 12.90 hrs, Volume= 0.060 af, Atten= 0%, Lag= 2.6 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.42 fps, Min. Travel Time= 4.2 min Avg. Velocity = 0.98 fps, Avg. Travel Time= 6.0 min Peak Storage= 29 cf @ 12.90 hrs Average Depth at Peak Storage= 0.02' , Surface Width= 5.69' Bank-Full Depth= 0.25' Flow Area= 4.1 sf, Capacity= 26.97 cfs 4.00' x 0.25' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 50.0 '/' Top Width= 29.00' Length= 355.0' Slope= 0.3195 '/' Inlet Invert= 6,991.77', Outlet Invert= 6,878.33' ‡ Reach 14R: Reach-07A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5.631 ac Avg. Flow Depth=0.02' Max Vel=1.42 fps n=0.035 L=355.0' S=0.3195 '/' Capacity=26.97 cfs 0.12 cfs0.12 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 41HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 14R: Reach-07A Primary Stage-Discharge Discharge (cfs) 26242220181614121086420Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 14R: Reach-07A Storage Stage-Storage Storage (cubic-feet) 1,4001,2001,0008006004002000Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 42HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 14R: Reach-07A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,991.77 0.00 5.60 0.00 0 6,991.77 0.00 6.20 0.00 0 6,991.77 0.00 6.80 0.00 0 6,991.77 0.00 7.40 0.00 0 6,991.77 0.00 8.00 0.00 0 6,991.77 0.00 8.60 0.00 0 6,991.77 0.00 9.20 0.00 0 6,991.77 0.00 9.80 0.00 0 6,991.77 0.00 10.40 0.00 0 6,991.77 0.00 11.00 0.00 0 6,991.77 0.00 11.60 0.00 0 6,991.77 0.00 12.20 0.03 6 6,991.77 0.01 12.80 0.12 29 6,991.79 0.12 13.40 0.11 29 6,991.79 0.12 14.00 0.10 27 6,991.79 0.11 14.60 0.08 24 6,991.78 0.09 15.20 0.07 21 6,991.78 0.07 15.80 0.07 20 6,991.78 0.07 16.40 0.06 19 6,991.78 0.06 17.00 0.05 18 6,991.78 0.05 17.60 0.05 17 6,991.78 0.05 18.20 0.05 16 6,991.78 0.05 18.80 0.05 16 6,991.78 0.05 19.40 0.04 15 6,991.78 0.04 20.00 0.04 14 6,991.78 0.04 20.60 0.04 14 6,991.78 0.04 21.20 0.04 13 6,991.78 0.04 21.80 0.03 13 6,991.78 0.03 22.40 0.03 13 6,991.78 0.03 23.00 0.03 13 6,991.78 0.03 23.60 0.03 13 6,991.78 0.03 24.20 0.03 13 6,991.78 0.03 24.80 0.02 9 6,991.78 0.02 25.40 0.00 4 6,991.77 0.00 26.00 0.00 1 6,991.77 0.00 26.60 0.00 0 6,991.77 0.00 27.20 0.00 0 6,991.77 0.00 27.80 0.00 0 6,991.77 0.00 28.40 0.00 0 6,991.77 0.00 29.00 0.00 0 6,991.77 0.00 29.60 0.00 0 6,991.77 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 43HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 14R: Reach-07A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,991.77 0.00 0.00 6,991.78 1.04 0.05 6,991.79 1.57 0.16 6,991.80 1.97 0.33 6,991.81 2.32 0.56 6,991.82 2.62 0.85 6,991.83 2.90 1.22 6,991.84 3.16 1.66 6,991.85 3.40 2.18 6,991.86 3.63 2.78 6,991.87 3.85 3.47 6,991.88 4.06 4.25 6,991.89 4.27 5.12 6,991.90 4.47 6.10 6,991.91 4.66 7.18 6,991.92 4.85 8.36 6,991.93 5.03 9.66 6,991.94 5.21 11.07 6,991.95 5.39 12.61 6,991.96 5.56 14.26 6,991.97 5.73 16.04 6,991.98 5.90 17.96 6,991.99 6.06 20.00 6,992.00 6.22 22.18 6,992.01 6.38 24.51 6,992.02 6.54 26.97 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 44HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 14R: Reach-07A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,991.77 0.0 0 6,991.78 0.0 16 6,991.79 0.1 36 6,991.80 0.2 59 6,991.81 0.2 85 6,991.82 0.3 115 6,991.83 0.4 149 6,991.84 0.5 186 6,991.85 0.6 227 6,991.86 0.8 272 6,991.87 0.9 320 6,991.88 1.0 371 6,991.89 1.2 426 6,991.90 1.4 485 6,991.91 1.5 547 6,991.92 1.7 612 6,991.93 1.9 682 6,991.94 2.1 754 6,991.95 2.3 831 6,991.96 2.6 911 6,991.97 2.8 994 6,991.98 3.0 1,081 6,991.99 3.3 1,172 6,992.00 3.6 1,266 6,992.01 3.8 1,363 6,992.02 4.1 1,464 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 45HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 15R: Reach-06 [61] Hint: Exceeded Reach 13R outlet invert by 0.02' @ 19.58 hrs Inflow Area = 76.472 ac, 0.00% Impervious, Inflow Depth = 0.02" for 25-YR event Inflow = 0.14 cfs @ 19.55 hrs, Volume= 0.109 af Outflow = 0.14 cfs @ 19.58 hrs, Volume= 0.109 af, Atten= 0%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.39 fps, Min. Travel Time= 2.3 min Avg. Velocity = 1.03 fps, Avg. Travel Time= 3.0 min Peak Storage= 18 cf @ 19.58 hrs Average Depth at Peak Storage= 0.02' , Surface Width= 5.96' Bank-Full Depth= 0.25' Flow Area= 4.1 sf, Capacity= 24.22 cfs 4.00' x 0.25' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 50.0 '/' Top Width= 29.00' Length= 188.3' Slope= 0.2577 '/' Inlet Invert= 6,944.12', Outlet Invert= 6,895.60' ‡ Reach 15R: Reach-06 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=76.472 ac Avg. Flow Depth=0.02' Max Vel=1.39 fps n=0.035 L=188.3' S=0.2577 '/' Capacity=24.22 cfs 0.14 cfs0.14 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 46HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 15R: Reach-06 Primary Stage-Discharge Discharge (cfs) 242220181614121086420Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 15R: Reach-06 Storage Stage-Storage Storage (cubic-feet) 7006005004003002001000Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 47HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 15R: Reach-06 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,944.12 0.00 5.60 0.00 0 6,944.12 0.00 6.20 0.00 0 6,944.12 0.00 6.80 0.00 0 6,944.12 0.00 7.40 0.00 0 6,944.12 0.00 8.00 0.00 0 6,944.12 0.00 8.60 0.00 0 6,944.12 0.00 9.20 0.00 0 6,944.12 0.00 9.80 0.00 0 6,944.12 0.00 10.40 0.00 0 6,944.12 0.00 11.00 0.00 0 6,944.12 0.00 11.60 0.00 0 6,944.12 0.00 12.20 0.00 0 6,944.12 0.00 12.80 0.05 9 6,944.13 0.05 13.40 0.03 7 6,944.13 0.03 14.00 0.00 2 6,944.12 0.00 14.60 0.01 3 6,944.12 0.01 15.20 0.04 8 6,944.13 0.04 15.80 0.07 12 6,944.13 0.07 16.40 0.09 14 6,944.14 0.09 17.00 0.11 16 6,944.14 0.11 17.60 0.12 17 6,944.14 0.12 18.20 0.13 18 6,944.14 0.13 18.80 0.13 18 6,944.14 0.13 19.40 0.14 18 6,944.14 0.14 20.00 0.14 18 6,944.14 0.14 20.60 0.13 18 6,944.14 0.13 21.20 0.13 18 6,944.14 0.13 21.80 0.13 18 6,944.14 0.13 22.40 0.13 18 6,944.14 0.13 23.00 0.13 18 6,944.14 0.13 23.60 0.13 18 6,944.14 0.13 24.20 0.13 18 6,944.14 0.13 24.80 0.12 17 6,944.14 0.12 25.40 0.07 12 6,944.13 0.07 26.00 0.03 7 6,944.13 0.03 26.60 0.01 4 6,944.12 0.01 27.20 0.00 2 6,944.12 0.01 27.80 0.00 1 6,944.12 0.00 28.40 0.00 0 6,944.12 0.00 29.00 0.00 0 6,944.12 0.00 29.60 0.00 0 6,944.12 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 48HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 15R: Reach-06 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,944.12 0.00 0.00 6,944.13 0.93 0.04 6,944.14 1.41 0.14 6,944.15 1.77 0.29 6,944.16 2.08 0.50 6,944.17 2.35 0.77 6,944.18 2.60 1.09 6,944.19 2.84 1.49 6,944.20 3.05 1.95 6,944.21 3.26 2.49 6,944.22 3.46 3.11 6,944.23 3.65 3.81 6,944.24 3.83 4.60 6,944.25 4.01 5.47 6,944.26 4.18 6.44 6,944.27 4.35 7.51 6,944.28 4.52 8.67 6,944.29 4.68 9.94 6,944.30 4.84 11.32 6,944.31 4.99 12.81 6,944.32 5.15 14.41 6,944.33 5.30 16.12 6,944.34 5.44 17.96 6,944.35 5.59 19.92 6,944.36 5.73 22.01 6,944.37 5.87 24.22 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 49HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 15R: Reach-06 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,944.12 0.0 0 6,944.13 0.0 8 6,944.14 0.1 19 6,944.15 0.2 31 6,944.16 0.2 45 6,944.17 0.3 61 6,944.18 0.4 79 6,944.19 0.5 99 6,944.20 0.6 121 6,944.21 0.8 144 6,944.22 0.9 169 6,944.23 1.0 197 6,944.24 1.2 226 6,944.25 1.4 257 6,944.26 1.5 290 6,944.27 1.7 325 6,944.28 1.9 362 6,944.29 2.1 400 6,944.30 2.3 441 6,944.31 2.6 483 6,944.32 2.8 527 6,944.33 3.0 573 6,944.34 3.3 621 6,944.35 3.6 671 6,944.36 3.8 723 6,944.37 4.1 777 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 50HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 16R: PRE-AREA-05-CULVERT [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 27.686 ac, 0.00% Impervious, Inflow Depth = 0.02" for 25-YR event Inflow = 0.05 cfs @ 19.78 hrs, Volume= 0.038 af Outflow = 0.05 cfs @ 19.78 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.65 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.23 fps, Avg. Travel Time= 0.4 min Peak Storage= 1 cf @ 19.78 hrs Average Depth at Peak Storage= 0.45' above invert (0.03' above fill) , Surface Width= 0.99' Bank-Full Depth= 1.00' above invert (0.58' above fill) Flow Area= 0.5 sf, Capacity= 2.60 cfs 12.0" Round Pipe w/ 5.0" inside fill n= 0.012 Corrugated PP, smooth interior Length= 30.0' Slope= 0.0200 '/' Inlet Invert= 6,923.48', Outlet Invert= 6,922.88' Reach 16R: PRE-AREA-05-CULVERT Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=27.686 ac Avg. Flow Depth=0.03' Max Vel=1.65 fps 12.0" Round Pipe w/ 5.0" inside fill n=0.012 L=30.0' S=0.0200 '/' Capacity=2.60 cfs 0.05 cfs0.05 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 51HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 16R: PRE-AREA-05-CULVERT Primary Stage-Discharge Discharge (cfs) 210Depth (feet)1 0 Reach 16R: PRE-AREA-05-CULVERT Storage Stage-Storage Storage (cubic-feet) 14131211109876543210Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 52HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 16R: PRE-AREA-05-CULVERT Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,923.90 0.00 5.60 0.00 0 6,923.90 0.00 6.20 0.00 0 6,923.90 0.00 6.80 0.00 0 6,923.90 0.00 7.40 0.00 0 6,923.90 0.00 8.00 0.00 0 6,923.90 0.00 8.60 0.00 0 6,923.90 0.00 9.20 0.00 0 6,923.90 0.00 9.80 0.00 0 6,923.90 0.00 10.40 0.00 0 6,923.90 0.00 11.00 0.00 0 6,923.90 0.00 11.60 0.00 0 6,923.90 0.00 12.20 0.00 0 6,923.90 0.00 12.80 0.00 0 6,923.90 0.00 13.40 0.00 0 6,923.90 0.00 14.00 0.00 0 6,923.90 0.00 14.60 0.00 0 6,923.90 0.00 15.20 0.01 0 6,923.91 0.01 15.80 0.02 1 6,923.92 0.02 16.40 0.03 1 6,923.92 0.03 17.00 0.04 1 6,923.92 0.04 17.60 0.04 1 6,923.92 0.04 18.20 0.05 1 6,923.93 0.05 18.80 0.05 1 6,923.93 0.05 19.40 0.05 1 6,923.93 0.05 20.00 0.05 1 6,923.93 0.05 20.60 0.05 1 6,923.93 0.05 21.20 0.05 1 6,923.93 0.05 21.80 0.05 1 6,923.93 0.05 22.40 0.05 1 6,923.93 0.05 23.00 0.05 1 6,923.93 0.05 23.60 0.05 1 6,923.93 0.05 24.20 0.05 1 6,923.93 0.05 24.80 0.04 1 6,923.92 0.04 25.40 0.03 1 6,923.92 0.03 26.00 0.01 0 6,923.91 0.01 26.60 0.01 0 6,923.90 0.01 27.20 0.00 0 6,923.90 0.00 27.80 0.00 0 6,923.90 0.00 28.40 0.00 0 6,923.90 0.00 29.00 0.00 0 6,923.90 0.00 29.60 0.00 0 6,923.90 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 53HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 16R: PRE-AREA-05-CULVERT Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,923.48 0.00 0.00 6,923.49 0.00 0.00 6,923.50 0.00 0.00 6,923.51 0.00 0.00 6,923.52 0.00 0.00 6,923.53 0.00 0.00 6,923.54 0.00 0.00 6,923.55 0.00 0.00 6,923.56 0.00 0.00 6,923.57 0.00 0.00 6,923.58 0.00 0.00 6,923.59 0.00 0.00 6,923.60 0.00 0.00 6,923.61 0.00 0.00 6,923.62 0.00 0.00 6,923.63 0.00 0.00 6,923.64 0.00 0.00 6,923.65 0.00 0.00 6,923.66 0.00 0.00 6,923.67 0.00 0.00 6,923.68 0.00 0.00 6,923.69 0.00 0.00 6,923.70 0.00 0.00 6,923.71 0.00 0.00 6,923.72 0.00 0.00 6,923.73 0.00 0.00 6,923.74 0.00 0.00 6,923.75 0.00 0.00 6,923.76 0.00 0.00 6,923.77 0.00 0.00 6,923.78 0.00 0.00 6,923.79 0.00 0.00 6,923.80 0.00 0.00 6,923.81 0.00 0.00 6,923.82 0.00 0.00 6,923.83 0.00 0.00 6,923.84 0.00 0.00 6,923.85 0.00 0.00 6,923.86 0.00 0.00 6,923.87 0.00 0.00 6,923.88 0.00 0.00 6,923.89 0.00 0.00 6,923.90 0.39 0.00 6,923.91 0.97 0.01 6,923.92 1.39 0.03 6,923.93 1.74 0.06 6,923.94 2.05 0.09 6,923.95 2.33 0.12 6,923.96 2.58 0.16 6,923.97 2.81 0.21 6,923.98 3.03 0.25 6,923.99 3.23 0.30 6,924.00 3.42 0.35 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,924.01 3.60 0.41 6,924.02 3.76 0.46 6,924.03 3.92 0.52 6,924.04 4.07 0.58 6,924.05 4.21 0.64 6,924.06 4.35 0.71 6,924.07 4.48 0.77 6,924.08 4.60 0.84 6,924.09 4.71 0.91 6,924.10 4.82 0.97 6,924.11 4.93 1.04 6,924.12 5.03 1.11 6,924.13 5.12 1.18 6,924.14 5.21 1.25 6,924.15 5.30 1.32 6,924.16 5.38 1.39 6,924.17 5.45 1.46 6,924.18 5.53 1.53 6,924.19 5.60 1.60 6,924.20 5.66 1.67 6,924.21 5.72 1.74 6,924.22 5.78 1.81 6,924.23 5.83 1.88 6,924.24 5.88 1.94 6,924.25 5.92 2.01 6,924.26 5.97 2.07 6,924.27 6.00 2.14 6,924.28 6.04 2.20 6,924.29 6.07 2.26 6,924.30 6.10 2.31 6,924.31 6.12 2.37 6,924.32 6.14 2.42 6,924.33 6.15 2.47 6,924.34 6.17 2.52 6,924.35 6.17 2.57 6,924.36 6.17 2.61 6,924.37 6.17 2.65 6,924.38 6.17 2.68 6,924.39 6.15 2.71 6,924.40 6.14 2.74 6,924.41 6.11 2.76 6,924.42 6.08 2.78 6,924.43 6.04 2.79 6,924.44 6.00 2.79 6,924.45 5.94 2.78 6,924.46 5.86 2.76 6,924.47 5.75 2.73 6,924.48 5.47 2.60 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 54HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 16R: PRE-AREA-05-CULVERT Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,923.48 0.0 0 6,923.49 0.0 0 6,923.50 0.0 0 6,923.51 0.0 0 6,923.52 0.0 0 6,923.53 0.0 0 6,923.54 0.0 0 6,923.55 0.0 0 6,923.56 0.0 0 6,923.57 0.0 0 6,923.58 0.0 0 6,923.59 0.0 0 6,923.60 0.0 0 6,923.61 0.0 0 6,923.62 0.0 0 6,923.63 0.0 0 6,923.64 0.0 0 6,923.65 0.0 0 6,923.66 0.0 0 6,923.67 0.0 0 6,923.68 0.0 0 6,923.69 0.0 0 6,923.70 0.0 0 6,923.71 0.0 0 6,923.72 0.0 0 6,923.73 0.0 0 6,923.74 0.0 0 6,923.75 0.0 0 6,923.76 0.0 0 6,923.77 0.0 0 6,923.78 0.0 0 6,923.79 0.0 0 6,923.80 0.0 0 6,923.81 0.0 0 6,923.82 0.0 0 6,923.83 0.0 0 6,923.84 0.0 0 6,923.85 0.0 0 6,923.86 0.0 0 6,923.87 0.0 0 6,923.88 0.0 0 6,923.89 0.0 0 6,923.90 0.0 0 6,923.91 0.0 0 6,923.92 0.0 1 6,923.93 0.0 1 6,923.94 0.0 1 6,923.95 0.1 2 6,923.96 0.1 2 6,923.97 0.1 2 6,923.98 0.1 2 6,923.99 0.1 3 6,924.00 0.1 3 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,924.01 0.1 3 6,924.02 0.1 4 6,924.03 0.1 4 6,924.04 0.1 4 6,924.05 0.2 5 6,924.06 0.2 5 6,924.07 0.2 5 6,924.08 0.2 5 6,924.09 0.2 6 6,924.10 0.2 6 6,924.11 0.2 6 6,924.12 0.2 7 6,924.13 0.2 7 6,924.14 0.2 7 6,924.15 0.2 7 6,924.16 0.3 8 6,924.17 0.3 8 6,924.18 0.3 8 6,924.19 0.3 9 6,924.20 0.3 9 6,924.21 0.3 9 6,924.22 0.3 9 6,924.23 0.3 10 6,924.24 0.3 10 6,924.25 0.3 10 6,924.26 0.3 10 6,924.27 0.4 11 6,924.28 0.4 11 6,924.29 0.4 11 6,924.30 0.4 11 6,924.31 0.4 12 6,924.32 0.4 12 6,924.33 0.4 12 6,924.34 0.4 12 6,924.35 0.4 12 6,924.36 0.4 13 6,924.37 0.4 13 6,924.38 0.4 13 6,924.39 0.4 13 6,924.40 0.4 13 6,924.41 0.5 14 6,924.42 0.5 14 6,924.43 0.5 14 6,924.44 0.5 14 6,924.45 0.5 14 6,924.46 0.5 14 6,924.47 0.5 14 6,924.48 0.5 14 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 55HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 17R: Reach-05A [61] Hint: Exceeded Reach 16R outlet invert by 0.01' @ 19.82 hrs Inflow Area = 27.686 ac, 0.00% Impervious, Inflow Depth > 0.02" for 25-YR event Inflow = 0.05 cfs @ 19.78 hrs, Volume= 0.038 af Outflow = 0.05 cfs @ 19.81 hrs, Volume= 0.038 af, Atten= 0%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 0.82 fps, Min. Travel Time= 3.5 min Avg. Velocity = 0.63 fps, Avg. Travel Time= 4.6 min Peak Storage= 10 cf @ 19.81 hrs Average Depth at Peak Storage= 0.01' , Surface Width= 5.29' Bank-Full Depth= 0.25' Flow Area= 4.1 sf, Capacity= 18.30 cfs 4.00' x 0.25' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 50.0 '/' Top Width= 29.00' Length= 173.7' Slope= 0.1471 '/' Inlet Invert= 6,922.88', Outlet Invert= 6,897.33' ‡ Reach 17R: Reach-05A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=27.686 ac Avg. Flow Depth=0.01' Max Vel=0.82 fps n=0.035 L=173.7' S=0.1471 '/' Capacity=18.30 cfs 0.05 cfs0.05 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 56HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 17R: Reach-05A Primary Stage-Discharge Discharge (cfs) 181614121086420Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 17R: Reach-05A Storage Stage-Storage Storage (cubic-feet) 700650600550500450400350300250200150100500Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 57HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 17R: Reach-05A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,922.88 0.00 5.60 0.00 0 6,922.88 0.00 6.20 0.00 0 6,922.88 0.00 6.80 0.00 0 6,922.88 0.00 7.40 0.00 0 6,922.88 0.00 8.00 0.00 0 6,922.88 0.00 8.60 0.00 0 6,922.88 0.00 9.20 0.00 0 6,922.88 0.00 9.80 0.00 0 6,922.88 0.00 10.40 0.00 0 6,922.88 0.00 11.00 0.00 0 6,922.88 0.00 11.60 0.00 0 6,922.88 0.00 12.20 0.00 0 6,922.88 0.00 12.80 0.00 0 6,922.88 0.00 13.40 0.00 0 6,922.88 0.00 14.00 0.00 0 6,922.88 0.00 14.60 0.00 1 6,922.88 0.00 15.20 0.01 4 6,922.89 0.01 15.80 0.02 6 6,922.89 0.02 16.40 0.03 8 6,922.89 0.03 17.00 0.04 9 6,922.89 0.04 17.60 0.04 9 6,922.89 0.04 18.20 0.05 10 6,922.89 0.05 18.80 0.05 10 6,922.89 0.05 19.40 0.05 10 6,922.89 0.05 20.00 0.05 10 6,922.89 0.05 20.60 0.05 10 6,922.89 0.05 21.20 0.05 10 6,922.89 0.05 21.80 0.05 10 6,922.89 0.05 22.40 0.05 10 6,922.89 0.05 23.00 0.05 10 6,922.89 0.05 23.60 0.05 10 6,922.89 0.05 24.20 0.05 10 6,922.89 0.05 24.80 0.04 10 6,922.89 0.04 25.40 0.03 7 6,922.89 0.03 26.00 0.01 5 6,922.89 0.01 26.60 0.01 3 6,922.88 0.01 27.20 0.00 2 6,922.88 0.00 27.80 0.00 1 6,922.88 0.00 28.40 0.00 0 6,922.88 0.00 29.00 0.00 0 6,922.88 0.00 29.60 0.00 0 6,922.88 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 58HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 17R: Reach-05A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,922.88 0.00 0.00 6,922.89 0.70 0.03 6,922.90 1.06 0.11 6,922.91 1.34 0.22 6,922.92 1.57 0.38 6,922.93 1.78 0.58 6,922.94 1.97 0.83 6,922.95 2.14 1.12 6,922.96 2.31 1.48 6,922.97 2.46 1.88 6,922.98 2.61 2.35 6,922.99 2.76 2.88 6,923.00 2.90 3.47 6,923.01 3.03 4.14 6,923.02 3.16 4.87 6,923.03 3.29 5.67 6,923.04 3.41 6.55 6,923.05 3.54 7.51 6,923.06 3.66 8.55 6,923.07 3.77 9.68 6,923.08 3.89 10.88 6,923.09 4.00 12.18 6,923.10 4.11 13.57 6,923.11 4.22 15.05 6,923.12 4.33 16.63 6,923.13 4.44 18.30 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 59HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 17R: Reach-05A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,922.88 0.0 0 6,922.89 0.0 8 6,922.90 0.1 17 6,922.91 0.2 29 6,922.92 0.2 42 6,922.93 0.3 56 6,922.94 0.4 73 6,922.95 0.5 91 6,922.96 0.6 111 6,922.97 0.8 133 6,922.98 0.9 156 6,922.99 1.0 182 6,923.00 1.2 208 6,923.01 1.4 237 6,923.02 1.5 267 6,923.03 1.7 300 6,923.04 1.9 334 6,923.05 2.1 369 6,923.06 2.3 406 6,923.07 2.6 446 6,923.08 2.8 486 6,923.09 3.0 529 6,923.10 3.3 573 6,923.11 3.6 619 6,923.12 3.8 667 6,923.13 4.1 717 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 60HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 18R: Reach-05B [62] Hint: Exceeded Reach 17R OUTLET depth by 0.14' @ 12.62 hrs Inflow Area = 28.472 ac, 0.21% Impervious, Inflow Depth > 0.02" for 25-YR event Inflow = 0.06 cfs @ 19.35 hrs, Volume= 0.050 af Outflow = 0.06 cfs @ 19.38 hrs, Volume= 0.050 af, Atten= 0%, Lag= 1.6 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 0.91 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.73 fps, Avg. Travel Time= 2.4 min Peak Storage= 6 cf @ 19.38 hrs Average Depth at Peak Storage= 0.14' , Surface Width= 0.86' Bank-Full Depth= 1.00' Flow Area= 3.0 sf, Capacity= 9.97 cfs 0.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 '/' Top Width= 6.00' Length= 104.5' Slope= 0.0166 '/' Inlet Invert= 6,897.33', Outlet Invert= 6,895.60' Reach 18R: Reach-05B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=28.472 ac Avg. Flow Depth=0.14' Max Vel=0.91 fps n=0.035 L=104.5' S=0.0166 '/' Capacity=9.97 cfs 0.06 cfs0.06 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 61HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 18R: Reach-05B Primary Stage-Discharge Discharge (cfs) 9876543210Depth (feet)1 0 Reach 18R: Reach-05B Storage Stage-Storage Storage (cubic-feet) 300280260240220200180160140120100806040200Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 62HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 18R: Reach-05B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,897.33 0.00 5.60 0.00 0 6,897.33 0.00 6.20 0.00 0 6,897.33 0.00 6.80 0.00 0 6,897.33 0.00 7.40 0.00 0 6,897.33 0.00 8.00 0.00 0 6,897.33 0.00 8.60 0.00 0 6,897.33 0.00 9.20 0.00 0 6,897.33 0.00 9.80 0.00 0 6,897.33 0.00 10.40 0.00 0 6,897.33 0.00 11.00 0.00 0 6,897.33 0.00 11.60 0.00 0 6,897.33 0.00 12.20 0.02 2 6,897.41 0.01 12.80 0.04 5 6,897.46 0.04 13.40 0.03 4 6,897.44 0.03 14.00 0.02 3 6,897.42 0.02 14.60 0.02 3 6,897.42 0.02 15.20 0.02 3 6,897.43 0.02 15.80 0.03 4 6,897.45 0.03 16.40 0.04 5 6,897.46 0.04 17.00 0.05 6 6,897.46 0.05 17.60 0.05 6 6,897.47 0.05 18.20 0.05 6 6,897.47 0.05 18.80 0.06 6 6,897.47 0.06 19.40 0.06 6 6,897.47 0.06 20.00 0.06 6 6,897.47 0.06 20.60 0.05 6 6,897.47 0.05 21.20 0.05 6 6,897.47 0.05 21.80 0.05 6 6,897.47 0.05 22.40 0.05 6 6,897.47 0.05 23.00 0.05 6 6,897.47 0.05 23.60 0.05 6 6,897.47 0.05 24.20 0.05 6 6,897.47 0.05 24.80 0.05 6 6,897.46 0.05 25.40 0.03 4 6,897.44 0.03 26.00 0.01 2 6,897.42 0.01 26.60 0.01 1 6,897.39 0.01 27.20 0.00 1 6,897.38 0.00 27.80 0.00 0 6,897.37 0.00 28.40 0.00 0 6,897.36 0.00 29.00 0.00 0 6,897.35 0.00 29.60 0.00 0 6,897.34 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 63HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 18R: Reach-05B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,897.33 0.00 0.00 6,897.34 0.15 0.00 6,897.35 0.24 0.00 6,897.36 0.32 0.00 6,897.37 0.39 0.00 6,897.38 0.45 0.00 6,897.39 0.51 0.01 6,897.40 0.56 0.01 6,897.41 0.62 0.01 6,897.42 0.67 0.02 6,897.43 0.72 0.02 6,897.44 0.76 0.03 6,897.45 0.81 0.03 6,897.46 0.85 0.04 6,897.47 0.90 0.05 6,897.48 0.94 0.06 6,897.49 0.98 0.08 6,897.50 1.02 0.09 6,897.51 1.06 0.10 6,897.52 1.10 0.12 6,897.53 1.14 0.14 6,897.54 1.17 0.16 6,897.55 1.21 0.18 6,897.56 1.25 0.20 6,897.57 1.28 0.22 6,897.58 1.32 0.25 6,897.59 1.35 0.27 6,897.60 1.39 0.30 6,897.61 1.42 0.33 6,897.62 1.46 0.37 6,897.63 1.49 0.40 6,897.64 1.52 0.44 6,897.65 1.55 0.48 6,897.66 1.59 0.52 6,897.67 1.62 0.56 6,897.68 1.65 0.61 6,897.69 1.68 0.65 6,897.70 1.71 0.70 6,897.71 1.74 0.76 6,897.72 1.77 0.81 6,897.73 1.80 0.87 6,897.74 1.83 0.92 6,897.75 1.86 0.99 6,897.76 1.89 1.05 6,897.77 1.92 1.12 6,897.78 1.95 1.19 6,897.79 1.98 1.26 6,897.80 2.01 1.33 6,897.81 2.04 1.41 6,897.82 2.07 1.49 6,897.83 2.09 1.57 6,897.84 2.12 1.65 6,897.85 2.15 1.74 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,897.86 2.18 1.83 6,897.87 2.20 1.93 6,897.88 2.23 2.02 6,897.89 2.26 2.12 6,897.90 2.28 2.23 6,897.91 2.31 2.33 6,897.92 2.34 2.44 6,897.93 2.36 2.55 6,897.94 2.39 2.67 6,897.95 2.42 2.79 6,897.96 2.44 2.91 6,897.97 2.47 3.03 6,897.98 2.49 3.16 6,897.99 2.52 3.29 6,898.00 2.54 3.43 6,898.01 2.57 3.56 6,898.02 2.59 3.71 6,898.03 2.62 3.85 6,898.04 2.64 4.00 6,898.05 2.67 4.15 6,898.06 2.69 4.31 6,898.07 2.72 4.47 6,898.08 2.74 4.63 6,898.09 2.77 4.79 6,898.10 2.79 4.96 6,898.11 2.82 5.14 6,898.12 2.84 5.32 6,898.13 2.86 5.50 6,898.14 2.89 5.68 6,898.15 2.91 5.87 6,898.16 2.93 6.06 6,898.17 2.96 6.26 6,898.18 2.98 6.46 6,898.19 3.00 6.67 6,898.20 3.03 6.88 6,898.21 3.05 7.09 6,898.22 3.07 7.31 6,898.23 3.10 7.53 6,898.24 3.12 7.75 6,898.25 3.14 7.98 6,898.26 3.17 8.21 6,898.27 3.19 8.45 6,898.28 3.21 8.69 6,898.29 3.23 8.94 6,898.30 3.26 9.19 6,898.31 3.28 9.44 6,898.32 3.30 9.70 6,898.33 3.32 9.97 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 64HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 18R: Reach-05B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,897.33 0.0 0 6,897.34 0.0 0 6,897.35 0.0 0 6,897.36 0.0 0 6,897.37 0.0 1 6,897.38 0.0 1 6,897.39 0.0 1 6,897.40 0.0 2 6,897.41 0.0 2 6,897.42 0.0 3 6,897.43 0.0 3 6,897.44 0.0 4 6,897.45 0.0 5 6,897.46 0.1 5 6,897.47 0.1 6 6,897.48 0.1 7 6,897.49 0.1 8 6,897.50 0.1 9 6,897.51 0.1 10 6,897.52 0.1 11 6,897.53 0.1 13 6,897.54 0.1 14 6,897.55 0.1 15 6,897.56 0.2 17 6,897.57 0.2 18 6,897.58 0.2 20 6,897.59 0.2 21 6,897.60 0.2 23 6,897.61 0.2 25 6,897.62 0.3 26 6,897.63 0.3 28 6,897.64 0.3 30 6,897.65 0.3 32 6,897.66 0.3 34 6,897.67 0.3 36 6,897.68 0.4 38 6,897.69 0.4 41 6,897.70 0.4 43 6,897.71 0.4 45 6,897.72 0.5 48 6,897.73 0.5 50 6,897.74 0.5 53 6,897.75 0.5 55 6,897.76 0.6 58 6,897.77 0.6 61 6,897.78 0.6 63 6,897.79 0.6 66 6,897.80 0.7 69 6,897.81 0.7 72 6,897.82 0.7 75 6,897.83 0.8 78 6,897.84 0.8 82 6,897.85 0.8 85 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,897.86 0.8 88 6,897.87 0.9 91 6,897.88 0.9 95 6,897.89 0.9 98 6,897.90 1.0 102 6,897.91 1.0 105 6,897.92 1.0 109 6,897.93 1.1 113 6,897.94 1.1 117 6,897.95 1.2 121 6,897.96 1.2 124 6,897.97 1.2 128 6,897.98 1.3 132 6,897.99 1.3 137 6,898.00 1.3 141 6,898.01 1.4 145 6,898.02 1.4 149 6,898.03 1.5 154 6,898.04 1.5 158 6,898.05 1.6 163 6,898.06 1.6 167 6,898.07 1.6 172 6,898.08 1.7 176 6,898.09 1.7 181 6,898.10 1.8 186 6,898.11 1.8 191 6,898.12 1.9 196 6,898.13 1.9 201 6,898.14 2.0 206 6,898.15 2.0 211 6,898.16 2.1 216 6,898.17 2.1 221 6,898.18 2.2 227 6,898.19 2.2 232 6,898.20 2.3 237 6,898.21 2.3 243 6,898.22 2.4 248 6,898.23 2.4 254 6,898.24 2.5 260 6,898.25 2.5 265 6,898.26 2.6 271 6,898.27 2.7 277 6,898.28 2.7 283 6,898.29 2.8 289 6,898.30 2.8 295 6,898.31 2.9 301 6,898.32 2.9 307 6,898.33 3.0 314 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 65HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 19R: Reach-05C [62] Hint: Exceeded Reach 15R OUTLET depth by 0.19' @ 19.40 hrs [62] Hint: Exceeded Reach 18R OUTLET depth by 0.06' @ 19.61 hrs Inflow Area = 105.736 ac, 0.14% Impervious, Inflow Depth > 0.02" for 25-YR event Inflow = 0.20 cfs @ 19.57 hrs, Volume= 0.173 af Outflow = 0.20 cfs @ 19.58 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.8 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.58 fps, Min. Travel Time= 1.6 min Avg. Velocity = 1.24 fps, Avg. Travel Time= 2.0 min Peak Storage= 19 cf @ 19.58 hrs Average Depth at Peak Storage= 0.21' , Surface Width= 1.23' Bank-Full Depth= 1.00' Flow Area= 3.0 sf, Capacity= 13.65 cfs 0.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 '/' Top Width= 6.00' Length= 148.2' Slope= 0.0310 '/' Inlet Invert= 6,895.60', Outlet Invert= 6,891.00' Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 66HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 19R: Reach-05C Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=105.736 ac Avg. Flow Depth=0.21' Max Vel=1.58 fps n=0.035 L=148.2' S=0.0310 '/' Capacity=13.65 cfs 0.20 cfs0.20 cfs Reach 19R: Reach-05C Primary Stage-Discharge Discharge (cfs) 131211109876543210Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 67HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 19R: Reach-05C Storage Stage-Storage Storage (cubic-feet) 400350300250200150100500Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 68HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 19R: Reach-05C Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,895.60 0.00 5.60 0.00 0 6,895.60 0.00 6.20 0.00 0 6,895.60 0.00 6.80 0.00 0 6,895.60 0.00 7.40 0.00 0 6,895.60 0.00 8.00 0.00 0 6,895.60 0.00 8.60 0.00 0 6,895.60 0.00 9.20 0.00 0 6,895.60 0.00 9.80 0.00 0 6,895.60 0.00 10.40 0.00 0 6,895.60 0.00 11.00 0.00 0 6,895.60 0.00 11.60 0.00 0 6,895.60 0.00 12.20 0.06 6 6,895.72 0.05 12.80 0.14 14 6,895.78 0.13 13.40 0.08 10 6,895.75 0.09 14.00 0.04 6 6,895.71 0.04 14.60 0.04 5 6,895.71 0.04 15.20 0.07 9 6,895.74 0.07 15.80 0.11 12 6,895.77 0.11 16.40 0.15 15 6,895.78 0.14 17.00 0.17 16 6,895.79 0.17 17.60 0.18 17 6,895.80 0.18 18.20 0.19 18 6,895.80 0.19 18.80 0.20 19 6,895.80 0.20 19.40 0.20 19 6,895.81 0.20 20.00 0.20 19 6,895.80 0.20 20.60 0.19 18 6,895.80 0.19 21.20 0.19 18 6,895.80 0.19 21.80 0.19 18 6,895.80 0.19 22.40 0.19 18 6,895.80 0.19 23.00 0.19 18 6,895.80 0.19 23.60 0.19 18 6,895.80 0.19 24.20 0.19 18 6,895.80 0.19 24.80 0.17 16 6,895.79 0.17 25.40 0.10 11 6,895.76 0.10 26.00 0.04 6 6,895.72 0.05 26.60 0.02 3 6,895.69 0.02 27.20 0.01 2 6,895.66 0.01 27.80 0.00 1 6,895.65 0.00 28.40 0.00 1 6,895.63 0.00 29.00 0.00 0 6,895.62 0.00 29.60 0.00 0 6,895.61 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 69HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 19R: Reach-05C Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,895.60 0.00 0.00 6,895.61 0.21 0.00 6,895.62 0.34 0.00 6,895.63 0.44 0.00 6,895.64 0.53 0.00 6,895.65 0.62 0.00 6,895.66 0.70 0.01 6,895.67 0.77 0.01 6,895.68 0.84 0.02 6,895.69 0.91 0.02 6,895.70 0.98 0.03 6,895.71 1.04 0.04 6,895.72 1.11 0.05 6,895.73 1.17 0.06 6,895.74 1.23 0.07 6,895.75 1.28 0.09 6,895.76 1.34 0.10 6,895.77 1.40 0.12 6,895.78 1.45 0.14 6,895.79 1.50 0.16 6,895.80 1.56 0.19 6,895.81 1.61 0.21 6,895.82 1.66 0.24 6,895.83 1.71 0.27 6,895.84 1.76 0.30 6,895.85 1.81 0.34 6,895.86 1.85 0.38 6,895.87 1.90 0.42 6,895.88 1.95 0.46 6,895.89 1.99 0.50 6,895.90 2.04 0.55 6,895.91 2.08 0.60 6,895.92 2.13 0.65 6,895.93 2.17 0.71 6,895.94 2.22 0.77 6,895.95 2.26 0.83 6,895.96 2.30 0.90 6,895.97 2.34 0.96 6,895.98 2.39 1.03 6,895.99 2.43 1.11 6,896.00 2.47 1.19 6,896.01 2.51 1.27 6,896.02 2.55 1.35 6,896.03 2.59 1.44 6,896.04 2.63 1.53 6,896.05 2.67 1.62 6,896.06 2.71 1.72 6,896.07 2.75 1.82 6,896.08 2.79 1.93 6,896.09 2.83 2.04 6,896.10 2.87 2.15 6,896.11 2.90 2.27 6,896.12 2.94 2.39 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,896.13 2.98 2.51 6,896.14 3.02 2.64 6,896.15 3.05 2.77 6,896.16 3.09 2.91 6,896.17 3.13 3.05 6,896.18 3.16 3.19 6,896.19 3.20 3.34 6,896.20 3.24 3.50 6,896.21 3.27 3.65 6,896.22 3.31 3.81 6,896.23 3.34 3.98 6,896.24 3.38 4.15 6,896.25 3.41 4.33 6,896.26 3.45 4.51 6,896.27 3.48 4.69 6,896.28 3.52 4.88 6,896.29 3.55 5.07 6,896.30 3.59 5.27 6,896.31 3.62 5.48 6,896.32 3.65 5.68 6,896.33 3.69 5.90 6,896.34 3.72 6.11 6,896.35 3.76 6.34 6,896.36 3.79 6.57 6,896.37 3.82 6.80 6,896.38 3.86 7.04 6,896.39 3.89 7.28 6,896.40 3.92 7.53 6,896.41 3.95 7.78 6,896.42 3.99 8.04 6,896.43 4.02 8.30 6,896.44 4.05 8.57 6,896.45 4.08 8.85 6,896.46 4.11 9.13 6,896.47 4.15 9.41 6,896.48 4.18 9.71 6,896.49 4.21 10.00 6,896.50 4.24 10.31 6,896.51 4.27 10.61 6,896.52 4.30 10.93 6,896.53 4.33 11.25 6,896.54 4.37 11.57 6,896.55 4.40 11.90 6,896.56 4.43 12.24 6,896.57 4.46 12.58 6,896.58 4.49 12.93 6,896.59 4.52 13.29 6,896.60 4.55 13.65 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 70HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 19R: Reach-05C Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,895.60 0.0 0 6,895.61 0.0 0 6,895.62 0.0 0 6,895.63 0.0 0 6,895.64 0.0 1 6,895.65 0.0 1 6,895.66 0.0 2 6,895.67 0.0 2 6,895.68 0.0 3 6,895.69 0.0 4 6,895.70 0.0 4 6,895.71 0.0 5 6,895.72 0.0 6 6,895.73 0.1 8 6,895.74 0.1 9 6,895.75 0.1 10 6,895.76 0.1 11 6,895.77 0.1 13 6,895.78 0.1 14 6,895.79 0.1 16 6,895.80 0.1 18 6,895.81 0.1 20 6,895.82 0.1 22 6,895.83 0.2 24 6,895.84 0.2 26 6,895.85 0.2 28 6,895.86 0.2 30 6,895.87 0.2 32 6,895.88 0.2 35 6,895.89 0.3 37 6,895.90 0.3 40 6,895.91 0.3 43 6,895.92 0.3 46 6,895.93 0.3 48 6,895.94 0.3 51 6,895.95 0.4 54 6,895.96 0.4 58 6,895.97 0.4 61 6,895.98 0.4 64 6,895.99 0.5 68 6,896.00 0.5 71 6,896.01 0.5 75 6,896.02 0.5 78 6,896.03 0.6 82 6,896.04 0.6 86 6,896.05 0.6 90 6,896.06 0.6 94 6,896.07 0.7 98 6,896.08 0.7 102 6,896.09 0.7 107 6,896.10 0.8 111 6,896.11 0.8 116 6,896.12 0.8 120 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,896.13 0.8 125 6,896.14 0.9 130 6,896.15 0.9 134 6,896.16 0.9 139 6,896.17 1.0 144 6,896.18 1.0 150 6,896.19 1.0 155 6,896.20 1.1 160 6,896.21 1.1 165 6,896.22 1.2 171 6,896.23 1.2 176 6,896.24 1.2 182 6,896.25 1.3 188 6,896.26 1.3 194 6,896.27 1.3 200 6,896.28 1.4 206 6,896.29 1.4 212 6,896.30 1.5 218 6,896.31 1.5 224 6,896.32 1.6 230 6,896.33 1.6 237 6,896.34 1.6 243 6,896.35 1.7 250 6,896.36 1.7 257 6,896.37 1.8 264 6,896.38 1.8 270 6,896.39 1.9 277 6,896.40 1.9 285 6,896.41 2.0 292 6,896.42 2.0 299 6,896.43 2.1 306 6,896.44 2.1 314 6,896.45 2.2 321 6,896.46 2.2 329 6,896.47 2.3 337 6,896.48 2.3 344 6,896.49 2.4 352 6,896.50 2.4 360 6,896.51 2.5 368 6,896.52 2.5 376 6,896.53 2.6 385 6,896.54 2.7 393 6,896.55 2.7 401 6,896.56 2.8 410 6,896.57 2.8 418 6,896.58 2.9 427 6,896.59 2.9 436 6,896.60 3.0 445 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 71HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 20R: Reach-05D [61] Hint: Exceeded Reach 19R outlet invert by 0.18' @ 19.58 hrs Inflow Area = 105.736 ac, 0.14% Impervious, Inflow Depth > 0.02" for 25-YR event Inflow = 0.20 cfs @ 19.58 hrs, Volume= 0.173 af Outflow = 0.20 cfs @ 19.59 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.05 fps, Min. Travel Time= 0.5 min Avg. Velocity = 2.49 fps, Avg. Travel Time= 0.6 min Peak Storage= 6 cf @ 19.59 hrs Average Depth at Peak Storage= 0.18' , Surface Width= 0.72' Bank-Full Depth= 5.00' Flow Area= 50.0 sf, Capacity= 1,368.86 cfs 0.00' x 5.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 2.0 '/' Top Width= 20.00' Length= 89.1' Slope= 0.1422 '/' Inlet Invert= 6,891.00', Outlet Invert= 6,878.33' Reach 20R: Reach-05D Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=105.736 ac Avg. Flow Depth=0.18' Max Vel=3.05 fps n=0.035 L=89.1' S=0.1422 '/' Capacity=1,368.86 cfs 0.20 cfs0.20 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 72HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 20R: Reach-05D Primary Stage-Discharge Discharge (cfs) 1,2001,0008006004002000Depth (feet)5 4 3 2 1 0 Reach 20R: Reach-05D Storage Stage-Storage Storage (cubic-feet) 4,0003,5003,0002,5002,0001,5001,0005000Depth (feet)5 4 3 2 1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 73HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 20R: Reach-05D Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,891.00 0.00 5.60 0.00 0 6,891.00 0.00 6.20 0.00 0 6,891.00 0.00 6.80 0.00 0 6,891.00 0.00 7.40 0.00 0 6,891.00 0.00 8.00 0.00 0 6,891.00 0.00 8.60 0.00 0 6,891.00 0.00 9.20 0.00 0 6,891.00 0.00 9.80 0.00 0 6,891.00 0.00 10.40 0.00 0 6,891.00 0.00 11.00 0.00 0 6,891.00 0.00 11.60 0.00 0 6,891.00 0.00 12.20 0.05 2 6,891.10 0.04 12.80 0.13 4 6,891.16 0.13 13.40 0.09 3 6,891.13 0.09 14.00 0.04 2 6,891.10 0.04 14.60 0.04 2 6,891.10 0.04 15.20 0.07 3 6,891.12 0.07 15.80 0.11 4 6,891.15 0.11 16.40 0.14 5 6,891.16 0.14 17.00 0.17 5 6,891.17 0.17 17.60 0.18 5 6,891.17 0.18 18.20 0.19 6 6,891.18 0.19 18.80 0.20 6 6,891.18 0.20 19.40 0.20 6 6,891.18 0.20 20.00 0.20 6 6,891.18 0.20 20.60 0.19 6 6,891.18 0.19 21.20 0.19 6 6,891.18 0.19 21.80 0.19 6 6,891.17 0.19 22.40 0.19 6 6,891.17 0.19 23.00 0.19 6 6,891.18 0.19 23.60 0.19 6 6,891.18 0.19 24.20 0.19 6 6,891.18 0.19 24.80 0.17 5 6,891.17 0.17 25.40 0.10 4 6,891.14 0.11 26.00 0.05 2 6,891.10 0.05 26.60 0.02 1 6,891.07 0.02 27.20 0.01 1 6,891.05 0.01 27.80 0.00 0 6,891.03 0.00 28.40 0.00 0 6,891.01 0.00 29.00 0.00 0 6,891.01 0.00 29.60 0.00 0 6,891.00 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 74HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 20R: Reach-05D Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,891.00 0.00 0.00 6,891.05 1.27 0.01 6,891.10 2.02 0.04 6,891.15 2.64 0.12 6,891.20 3.20 0.26 6,891.25 3.72 0.46 6,891.30 4.20 0.76 6,891.35 4.65 1.14 6,891.40 5.08 1.63 6,891.45 5.50 2.23 6,891.50 5.90 2.95 6,891.55 6.29 3.80 6,891.60 6.66 4.80 6,891.65 7.03 5.94 6,891.70 7.38 7.23 6,891.75 7.73 8.70 6,891.80 8.07 10.33 6,891.85 8.40 12.14 6,891.90 8.73 14.14 6,891.95 9.05 16.33 6,892.00 9.36 18.73 6,892.05 9.67 21.33 6,892.10 9.98 24.14 6,892.15 10.28 27.18 6,892.20 10.57 30.45 6,892.25 10.86 33.95 6,892.30 11.15 37.70 6,892.35 11.44 41.69 6,892.40 11.72 45.93 6,892.45 11.99 50.44 6,892.50 12.27 55.21 6,892.55 12.54 60.25 6,892.60 12.81 65.58 6,892.65 13.07 71.19 6,892.70 13.34 77.09 6,892.75 13.60 83.28 6,892.80 13.85 89.78 6,892.85 14.11 96.58 6,892.90 14.36 103.70 6,892.95 14.61 111.14 6,893.00 14.86 118.90 6,893.05 15.11 126.99 6,893.10 15.35 135.42 6,893.15 15.60 144.19 6,893.20 15.84 153.31 6,893.25 16.08 162.78 6,893.30 16.31 172.60 6,893.35 16.55 182.79 6,893.40 16.78 193.35 6,893.45 17.02 204.28 6,893.50 17.25 215.58 6,893.55 17.48 227.27 6,893.60 17.70 239.35 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,893.65 17.93 251.82 6,893.70 18.15 264.69 6,893.75 18.38 277.97 6,893.80 18.60 291.65 6,893.85 18.82 305.75 6,893.90 19.04 320.26 6,893.95 19.26 335.20 6,894.00 19.48 350.56 6,894.05 19.69 366.36 6,894.10 19.91 382.59 6,894.15 20.12 399.27 6,894.20 20.33 416.40 6,894.25 20.54 433.97 6,894.30 20.75 452.01 6,894.35 20.96 470.50 6,894.40 21.17 489.46 6,894.45 21.38 508.89 6,894.50 21.58 528.80 6,894.55 21.79 549.18 6,894.60 21.99 570.05 6,894.65 22.20 591.41 6,894.70 22.40 613.26 6,894.75 22.60 635.61 6,894.80 22.80 658.46 6,894.85 23.00 681.82 6,894.90 23.20 705.69 6,894.95 23.40 730.07 6,895.00 23.59 754.98 6,895.05 23.79 780.41 6,895.10 23.98 806.36 6,895.15 24.18 832.85 6,895.20 24.37 859.88 6,895.25 24.57 887.45 6,895.30 24.76 915.57 6,895.35 24.95 944.23 6,895.40 25.14 973.45 6,895.45 25.33 1,003.23 6,895.50 25.52 1,033.57 6,895.55 25.71 1,064.48 6,895.60 25.90 1,095.96 6,895.65 26.08 1,128.01 6,895.70 26.27 1,160.65 6,895.75 26.46 1,193.87 6,895.80 26.64 1,227.68 6,895.85 26.83 1,262.07 6,895.90 27.01 1,297.07 6,895.95 27.19 1,332.66 6,896.00 27.38 1,368.86 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 75HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 20R: Reach-05D Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,891.00 0.0 0 6,891.05 0.0 0 6,891.10 0.0 2 6,891.15 0.0 4 6,891.20 0.1 7 6,891.25 0.1 11 6,891.30 0.2 16 6,891.35 0.2 22 6,891.40 0.3 29 6,891.45 0.4 36 6,891.50 0.5 45 6,891.55 0.6 54 6,891.60 0.7 64 6,891.65 0.8 75 6,891.70 1.0 87 6,891.75 1.1 100 6,891.80 1.3 114 6,891.85 1.4 129 6,891.90 1.6 144 6,891.95 1.8 161 6,892.00 2.0 178 6,892.05 2.2 196 6,892.10 2.4 216 6,892.15 2.6 236 6,892.20 2.9 257 6,892.25 3.1 278 6,892.30 3.4 301 6,892.35 3.6 325 6,892.40 3.9 349 6,892.45 4.2 375 6,892.50 4.5 401 6,892.55 4.8 428 6,892.60 5.1 456 6,892.65 5.4 485 6,892.70 5.8 515 6,892.75 6.1 546 6,892.80 6.5 577 6,892.85 6.8 610 6,892.90 7.2 643 6,892.95 7.6 678 6,893.00 8.0 713 6,893.05 8.4 749 6,893.10 8.8 786 6,893.15 9.2 824 6,893.20 9.7 862 6,893.25 10.1 902 6,893.30 10.6 943 6,893.35 11.0 984 6,893.40 11.5 1,026 6,893.45 12.0 1,070 6,893.50 12.5 1,114 6,893.55 13.0 1,159 6,893.60 13.5 1,205 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,893.65 14.0 1,251 6,893.70 14.6 1,299 6,893.75 15.1 1,348 6,893.80 15.7 1,397 6,893.85 16.2 1,447 6,893.90 16.8 1,499 6,893.95 17.4 1,551 6,894.00 18.0 1,604 6,894.05 18.6 1,658 6,894.10 19.2 1,713 6,894.15 19.8 1,768 6,894.20 20.5 1,825 6,894.25 21.1 1,882 6,894.30 21.8 1,941 6,894.35 22.4 2,000 6,894.40 23.1 2,060 6,894.45 23.8 2,121 6,894.50 24.5 2,183 6,894.55 25.2 2,246 6,894.60 25.9 2,309 6,894.65 26.6 2,374 6,894.70 27.4 2,440 6,894.75 28.1 2,506 6,894.80 28.9 2,573 6,894.85 29.6 2,641 6,894.90 30.4 2,710 6,894.95 31.2 2,780 6,895.00 32.0 2,851 6,895.05 32.8 2,923 6,895.10 33.6 2,996 6,895.15 34.4 3,069 6,895.20 35.3 3,143 6,895.25 36.1 3,219 6,895.30 37.0 3,295 6,895.35 37.8 3,372 6,895.40 38.7 3,450 6,895.45 39.6 3,529 6,895.50 40.5 3,609 6,895.55 41.4 3,689 6,895.60 42.3 3,771 6,895.65 43.2 3,853 6,895.70 44.2 3,936 6,895.75 45.1 4,021 6,895.80 46.1 4,106 6,895.85 47.0 4,192 6,895.90 48.0 4,279 6,895.95 49.0 4,366 6,896.00 50.0 4,455 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 76HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 21R: Reach-05E [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=1) [62] Hint: Exceeded Reach 14R OUTLET depth by 0.24' @ 12.32 hrs [62] Hint: Exceeded Reach 20R OUTLET depth by 0.13' @ 12.23 hrs Inflow Area = 114.071 ac, 0.29% Impervious, Inflow Depth > 0.03" for 25-YR event Inflow = 0.46 cfs @ 12.36 hrs, Volume= 0.283 af Outflow = 0.46 cfs @ 12.37 hrs, Volume= 0.283 af, Atten= 0%, Lag= 0.9 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.54 fps, Min. Travel Time= 1.1 min Avg. Velocity = 2.59 fps, Avg. Travel Time= 1.4 min Peak Storage= 29 cf @ 12.37 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 1.02' Bank-Full Depth= 3.00' Flow Area= 18.0 sf, Capacity= 328.40 cfs 0.00' x 3.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 2.0 '/' Top Width= 12.00' Length= 224.8' Slope= 0.0917 '/' Inlet Invert= 6,878.33', Outlet Invert= 6,857.72' Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 77HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 21R: Reach-05E Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=114.071 ac Avg. Flow Depth=0.25' Max Vel=3.54 fps n=0.030 L=224.8' S=0.0917 '/' Capacity=328.40 cfs 0.46 cfs0.46 cfs Reach 21R: Reach-05E Primary Stage-Discharge Discharge (cfs) 300250200150100500Depth (feet)3 2 1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 78HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 21R: Reach-05E Storage Stage-Storage Storage (cubic-feet) 4,0003,5003,0002,5002,0001,5001,0005000Depth (feet)3 2 1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 79HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 21R: Reach-05E Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,878.33 0.00 5.60 0.00 0 6,878.33 0.00 6.20 0.00 0 6,878.33 0.00 6.80 0.00 0 6,878.33 0.00 7.40 0.00 0 6,878.33 0.00 8.00 0.00 0 6,878.33 0.00 8.60 0.00 0 6,878.33 0.00 9.20 0.00 0 6,878.33 0.00 9.80 0.00 0 6,878.33 0.00 10.40 0.00 0 6,878.33 0.00 11.00 0.00 0 6,878.33 0.00 11.60 0.00 0 6,878.33 0.00 12.20 0.37 24 6,878.56 0.35 12.80 0.39 26 6,878.57 0.39 13.40 0.28 20 6,878.54 0.29 14.00 0.21 16 6,878.52 0.21 14.60 0.18 14 6,878.51 0.18 15.20 0.19 15 6,878.51 0.19 15.80 0.22 17 6,878.52 0.22 16.40 0.24 18 6,878.53 0.24 17.00 0.26 19 6,878.53 0.26 17.60 0.26 19 6,878.54 0.26 18.20 0.27 20 6,878.54 0.27 18.80 0.27 20 6,878.54 0.27 19.40 0.27 20 6,878.54 0.27 20.00 0.26 19 6,878.54 0.26 20.60 0.25 19 6,878.53 0.25 21.20 0.25 18 6,878.53 0.25 21.80 0.24 18 6,878.53 0.24 22.40 0.24 18 6,878.53 0.24 23.00 0.24 18 6,878.53 0.24 23.60 0.25 18 6,878.53 0.25 24.20 0.24 18 6,878.53 0.24 24.80 0.19 15 6,878.51 0.19 25.40 0.11 10 6,878.48 0.11 26.00 0.05 6 6,878.44 0.05 26.60 0.02 3 6,878.41 0.02 27.20 0.01 2 6,878.39 0.01 27.80 0.00 1 6,878.37 0.00 28.40 0.00 0 6,878.36 0.00 29.00 0.00 0 6,878.34 0.00 29.60 0.00 0 6,878.33 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 80HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 21R: Reach-05E Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,878.33 0.00 0.00 6,878.35 0.56 0.00 6,878.37 1.01 0.00 6,878.39 1.34 0.01 6,878.41 1.62 0.02 6,878.43 1.89 0.04 6,878.45 2.13 0.06 6,878.47 2.36 0.09 6,878.49 2.58 0.13 6,878.51 2.80 0.18 6,878.53 3.00 0.24 6,878.55 3.19 0.31 6,878.57 3.39 0.39 6,878.59 3.57 0.49 6,878.61 3.75 0.59 6,878.63 3.93 0.71 6,878.65 4.10 0.84 6,878.67 4.27 0.99 6,878.69 4.44 1.15 6,878.71 4.60 1.33 6,878.73 4.76 1.53 6,878.75 4.92 1.74 6,878.77 5.07 1.97 6,878.79 5.23 2.22 6,878.81 5.38 2.48 6,878.83 5.52 2.77 6,878.85 5.67 3.07 6,878.87 5.82 3.39 6,878.89 5.96 3.74 6,878.91 6.10 4.11 6,878.93 6.24 4.49 6,878.95 6.38 4.91 6,878.97 6.51 5.34 6,878.99 6.65 5.79 6,879.01 6.78 6.28 6,879.03 6.91 6.78 6,879.05 7.05 7.31 6,879.07 7.18 7.87 6,879.09 7.30 8.44 6,879.11 7.43 9.04 6,879.13 7.56 9.68 6,879.15 7.68 10.34 6,879.17 7.81 11.02 6,879.19 7.93 11.74 6,879.21 8.05 12.48 6,879.23 8.18 13.25 6,879.25 8.30 14.05 6,879.27 8.42 14.88 6,879.29 8.54 15.73 6,879.31 8.65 16.63 6,879.33 8.77 17.55 6,879.35 8.89 18.49 6,879.37 9.00 19.48 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,879.39 9.12 20.50 6,879.41 9.23 21.54 6,879.43 9.35 22.63 6,879.45 9.46 23.74 6,879.47 9.57 24.88 6,879.49 9.68 26.07 6,879.51 9.79 27.28 6,879.53 9.90 28.53 6,879.55 10.01 29.82 6,879.57 10.12 31.14 6,879.59 10.23 32.49 6,879.61 10.34 33.89 6,879.63 10.45 35.32 6,879.65 10.55 36.78 6,879.67 10.66 38.29 6,879.69 10.77 39.84 6,879.71 10.87 41.41 6,879.73 10.98 43.04 6,879.75 11.08 44.70 6,879.77 11.18 46.39 6,879.79 11.29 48.13 6,879.81 11.39 49.91 6,879.83 11.49 51.72 6,879.85 11.60 53.59 6,879.87 11.70 55.49 6,879.89 11.80 57.42 6,879.91 11.90 59.42 6,879.93 12.00 61.44 6,879.95 12.10 63.50 6,879.97 12.20 65.62 6,879.99 12.30 67.78 6,880.01 12.40 69.97 6,880.03 12.49 72.22 6,880.05 12.59 74.51 6,880.07 12.69 76.83 6,880.09 12.79 79.22 6,880.11 12.88 81.64 6,880.13 12.98 84.10 6,880.15 13.07 86.63 6,880.17 13.17 89.19 6,880.19 13.27 91.79 6,880.21 13.36 94.45 6,880.23 13.45 97.16 6,880.25 13.55 99.90 6,880.27 13.64 102.71 6,880.29 13.74 105.55 6,880.31 13.83 108.44 6,880.33 13.92 111.40 6,880.35 14.02 114.39 6,880.37 14.11 117.42 6,880.39 14.20 120.53 6,880.41 14.29 123.68 6,880.43 14.38 126.86 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,880.45 14.47 130.12 6,880.47 14.57 133.42 6,880.49 14.66 136.76 6,880.51 14.75 140.17 6,880.53 14.84 143.63 6,880.55 14.93 147.12 6,880.57 15.02 150.70 6,880.59 15.10 154.31 6,880.61 15.19 157.97 6,880.63 15.28 161.70 6,880.65 15.37 165.48 6,880.67 15.46 169.30 6,880.69 15.55 173.20 6,880.71 15.64 177.14 6,880.73 15.72 181.12 6,880.75 15.81 185.19 6,880.77 15.90 189.30 6,880.79 15.98 193.45 6,880.81 16.07 197.69 6,880.83 16.16 201.97 6,880.85 16.24 206.29 6,880.87 16.33 210.70 6,880.89 16.41 215.15 6,880.91 16.50 219.65 6,880.93 16.58 224.23 6,880.95 16.67 228.86 6,880.97 16.75 233.54 6,880.99 16.84 238.30 6,881.01 16.92 243.11 6,881.03 17.01 247.96 6,881.05 17.09 252.90 6,881.07 17.17 257.89 6,881.09 17.26 262.93 6,881.11 17.34 268.05 6,881.13 17.42 273.23 6,881.15 17.51 278.45 6,881.17 17.59 283.76 6,881.19 17.67 289.12 6,881.21 17.75 294.53 6,881.23 17.84 300.03 6,881.25 17.92 305.58 6,881.27 18.00 311.17 6,881.29 18.08 316.87 6,881.31 18.16 322.61 6,881.33 18.24 328.40 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 81HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 21R: Reach-05E Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,878.33 0.0 0 6,878.38 0.0 1 6,878.43 0.0 5 6,878.48 0.0 10 6,878.53 0.1 18 6,878.58 0.1 28 6,878.63 0.2 40 6,878.68 0.2 55 6,878.73 0.3 72 6,878.78 0.4 91 6,878.83 0.5 112 6,878.88 0.6 136 6,878.93 0.7 162 6,878.98 0.8 190 6,879.03 1.0 220 6,879.08 1.1 253 6,879.13 1.3 288 6,879.18 1.4 325 6,879.23 1.6 364 6,879.28 1.8 406 6,879.33 2.0 450 6,879.38 2.2 496 6,879.43 2.4 544 6,879.48 2.6 595 6,879.53 2.9 647 6,879.58 3.1 703 6,879.63 3.4 760 6,879.68 3.6 819 6,879.73 3.9 881 6,879.78 4.2 945 6,879.83 4.5 1,012 6,879.88 4.8 1,080 6,879.93 5.1 1,151 6,879.98 5.4 1,224 6,880.03 5.8 1,299 6,880.08 6.1 1,377 6,880.13 6.5 1,457 6,880.18 6.8 1,539 6,880.23 7.2 1,623 6,880.28 7.6 1,710 6,880.33 8.0 1,798 6,880.38 8.4 1,890 6,880.43 8.8 1,983 6,880.48 9.2 2,078 6,880.53 9.7 2,176 6,880.58 10.1 2,276 6,880.63 10.6 2,378 6,880.68 11.0 2,483 6,880.73 11.5 2,590 6,880.78 12.0 2,699 6,880.83 12.5 2,810 6,880.88 13.0 2,924 6,880.93 13.5 3,039 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,880.98 14.0 3,157 6,881.03 14.6 3,278 6,881.08 15.1 3,400 6,881.13 15.7 3,525 6,881.18 16.2 3,652 6,881.23 16.8 3,781 6,881.28 17.4 3,913 6,881.33 18.0 4,046 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 82HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 22R: Reach-05F [62] Hint: Exceeded Reach 21R OUTLET depth by 0.01' @ 29.57 hrs Inflow Area = 114.071 ac, 0.29% Impervious, Inflow Depth > 0.03" for 25-YR event Inflow = 0.46 cfs @ 12.37 hrs, Volume= 0.283 af Outflow = 0.46 cfs @ 12.38 hrs, Volume= 0.283 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.73 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.97 fps, Avg. Travel Time= 0.5 min Peak Storage= 10 cf @ 12.38 hrs Average Depth at Peak Storage= 0.24' , Surface Width= 1.42' Bank-Full Depth= 0.70' Flow Area= 1.5 sf, Capacity= 8.25 cfs 0.00' x 0.70' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 4.20' Length= 61.2' Slope= 0.0559 '/' Inlet Invert= 6,857.72', Outlet Invert= 6,854.30' Reach 22R: Reach-05F Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=114.071 ac Avg. Flow Depth=0.24' Max Vel=2.73 fps n=0.030 L=61.2' S=0.0559 '/' Capacity=8.25 cfs 0.46 cfs0.46 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 83HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 22R: Reach-05F Primary Stage-Discharge Discharge (cfs) 876543210Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 22R: Reach-05F Storage Stage-Storage Storage (cubic-feet) 80706050403020100Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 84HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 22R: Reach-05F Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,857.72 0.00 5.60 0.00 0 6,857.72 0.00 6.20 0.00 0 6,857.72 0.00 6.80 0.00 0 6,857.72 0.00 7.40 0.00 0 6,857.72 0.00 8.00 0.00 0 6,857.72 0.00 8.60 0.00 0 6,857.72 0.00 9.20 0.00 0 6,857.72 0.00 9.80 0.00 0 6,857.72 0.00 10.40 0.00 0 6,857.72 0.00 11.00 0.00 0 6,857.72 0.00 11.60 0.00 0 6,857.72 0.00 12.20 0.35 8 6,857.93 0.34 12.80 0.39 9 6,857.94 0.39 13.40 0.29 7 6,857.92 0.29 14.00 0.21 6 6,857.90 0.21 14.60 0.18 5 6,857.89 0.18 15.20 0.19 5 6,857.89 0.19 15.80 0.22 6 6,857.90 0.22 16.40 0.24 6 6,857.91 0.24 17.00 0.26 7 6,857.91 0.26 17.60 0.26 7 6,857.91 0.26 18.20 0.27 7 6,857.91 0.27 18.80 0.27 7 6,857.91 0.27 19.40 0.27 7 6,857.91 0.27 20.00 0.26 7 6,857.91 0.26 20.60 0.25 7 6,857.91 0.25 21.20 0.25 6 6,857.91 0.25 21.80 0.24 6 6,857.91 0.24 22.40 0.24 6 6,857.91 0.24 23.00 0.24 6 6,857.91 0.24 23.60 0.25 6 6,857.91 0.25 24.20 0.24 6 6,857.91 0.25 24.80 0.19 5 6,857.89 0.19 25.40 0.11 4 6,857.86 0.11 26.00 0.05 2 6,857.82 0.05 26.60 0.02 1 6,857.80 0.02 27.20 0.01 1 6,857.78 0.01 27.80 0.00 0 6,857.76 0.00 28.40 0.00 0 6,857.75 0.00 29.00 0.00 0 6,857.74 0.00 29.60 0.00 0 6,857.73 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 85HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 22R: Reach-05F Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,857.72 0.00 0.00 6,857.73 0.33 0.00 6,857.74 0.52 0.00 6,857.75 0.69 0.00 6,857.76 0.83 0.00 6,857.77 0.97 0.01 6,857.78 1.09 0.01 6,857.79 1.21 0.02 6,857.80 1.32 0.03 6,857.81 1.43 0.03 6,857.82 1.53 0.05 6,857.83 1.63 0.06 6,857.84 1.73 0.07 6,857.85 1.83 0.09 6,857.86 1.92 0.11 6,857.87 2.01 0.14 6,857.88 2.10 0.16 6,857.89 2.19 0.19 6,857.90 2.27 0.22 6,857.91 2.35 0.26 6,857.92 2.44 0.29 6,857.93 2.52 0.33 6,857.94 2.60 0.38 6,857.95 2.67 0.42 6,857.96 2.75 0.48 6,857.97 2.83 0.53 6,857.98 2.90 0.59 6,857.99 2.98 0.65 6,858.00 3.05 0.72 6,858.01 3.12 0.79 6,858.02 3.19 0.86 6,858.03 3.26 0.94 6,858.04 3.33 1.02 6,858.05 3.40 1.11 6,858.06 3.47 1.20 6,858.07 3.54 1.30 6,858.08 3.60 1.40 6,858.09 3.67 1.51 6,858.10 3.74 1.62 6,858.11 3.80 1.73 6,858.12 3.87 1.86 6,858.13 3.93 1.98 6,858.14 3.99 2.11 6,858.15 4.06 2.25 6,858.16 4.12 2.39 6,858.17 4.18 2.54 6,858.18 4.24 2.69 6,858.19 4.31 2.85 6,858.20 4.37 3.02 6,858.21 4.43 3.19 6,858.22 4.49 3.37 6,858.23 4.55 3.55 6,858.24 4.61 3.74 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,858.25 4.66 3.93 6,858.26 4.72 4.13 6,858.27 4.78 4.34 6,858.28 4.84 4.55 6,858.29 4.90 4.77 6,858.30 4.95 5.00 6,858.31 5.01 5.23 6,858.32 5.07 5.47 6,858.33 5.12 5.72 6,858.34 5.18 5.97 6,858.35 5.23 6.23 6,858.36 5.29 6.50 6,858.37 5.34 6.77 6,858.38 5.40 7.06 6,858.39 5.45 7.34 6,858.40 5.51 7.64 6,858.41 5.56 7.94 6,858.42 5.61 8.25 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 86HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 22R: Reach-05F Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,857.72 0.0 0 6,857.73 0.0 0 6,857.74 0.0 0 6,857.75 0.0 0 6,857.76 0.0 0 6,857.77 0.0 0 6,857.78 0.0 1 6,857.79 0.0 1 6,857.80 0.0 1 6,857.81 0.0 1 6,857.82 0.0 2 6,857.83 0.0 2 6,857.84 0.0 3 6,857.85 0.1 3 6,857.86 0.1 4 6,857.87 0.1 4 6,857.88 0.1 5 6,857.89 0.1 5 6,857.90 0.1 6 6,857.91 0.1 7 6,857.92 0.1 7 6,857.93 0.1 8 6,857.94 0.1 9 6,857.95 0.2 10 6,857.96 0.2 11 6,857.97 0.2 11 6,857.98 0.2 12 6,857.99 0.2 13 6,858.00 0.2 14 6,858.01 0.3 15 6,858.02 0.3 17 6,858.03 0.3 18 6,858.04 0.3 19 6,858.05 0.3 20 6,858.06 0.3 21 6,858.07 0.4 22 6,858.08 0.4 24 6,858.09 0.4 25 6,858.10 0.4 27 6,858.11 0.5 28 6,858.12 0.5 29 6,858.13 0.5 31 6,858.14 0.5 32 6,858.15 0.6 34 6,858.16 0.6 36 6,858.17 0.6 37 6,858.18 0.6 39 6,858.19 0.7 41 6,858.20 0.7 42 6,858.21 0.7 44 6,858.22 0.8 46 6,858.23 0.8 48 6,858.24 0.8 50 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,858.25 0.8 52 6,858.26 0.9 54 6,858.27 0.9 56 6,858.28 0.9 58 6,858.29 1.0 60 6,858.30 1.0 62 6,858.31 1.0 64 6,858.32 1.1 66 6,858.33 1.1 68 6,858.34 1.2 71 6,858.35 1.2 73 6,858.36 1.2 75 6,858.37 1.3 78 6,858.38 1.3 80 6,858.39 1.3 82 6,858.40 1.4 85 6,858.41 1.4 87 6,858.42 1.5 90 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 87HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 23R: Reach-05G [62] Hint: Exceeded Reach 22R OUTLET depth by 0.13' @ 12.29 hrs Inflow Area = 116.291 ac, 0.35% Impervious, Inflow Depth > 0.03" for 25-YR event Inflow = 0.68 cfs @ 12.32 hrs, Volume= 0.321 af Outflow = 0.68 cfs @ 12.33 hrs, Volume= 0.321 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.80 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.21 fps, Avg. Travel Time= 0.7 min Peak Storage= 20 cf @ 12.33 hrs Average Depth at Peak Storage= 0.37' , Surface Width= 2.06' Bank-Full Depth= 0.56' Flow Area= 0.9 sf, Capacity= 2.09 cfs 0.00' x 0.56' deep channel, n= 0.040 Earth, cobble bottom, clean sides Side Slope Z-value= 3.1 2.5 '/' Top Width= 3.14' Length= 53.6' Slope= 0.0243 '/' Inlet Invert= 6,854.30', Outlet Invert= 6,853.00' Reach 23R: Reach-05G Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=116.291 ac Avg. Flow Depth=0.37' Max Vel=1.80 fps n=0.040 L=53.6' S=0.0243 '/' Capacity=2.09 cfs 0.68 cfs0.68 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 88HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 23R: Reach-05G Primary Stage-Discharge Discharge (cfs) 210Depth (feet)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 23R: Reach-05G Storage Stage-Storage Storage (cubic-feet) 454035302520151050Depth (feet)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 89HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 23R: Reach-05G Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,854.30 0.00 5.60 0.00 0 6,854.30 0.00 6.20 0.00 0 6,854.30 0.00 6.80 0.00 0 6,854.30 0.00 7.40 0.00 0 6,854.30 0.00 8.00 0.00 0 6,854.30 0.00 8.60 0.00 0 6,854.30 0.00 9.20 0.00 0 6,854.30 0.00 9.80 0.00 0 6,854.30 0.00 10.40 0.00 0 6,854.30 0.00 11.00 0.00 0 6,854.30 0.00 11.60 0.00 0 6,854.30 0.00 12.20 0.57 17 6,854.64 0.55 12.80 0.49 16 6,854.62 0.49 13.40 0.35 12 6,854.59 0.35 14.00 0.26 10 6,854.56 0.26 14.60 0.22 9 6,854.54 0.22 15.20 0.23 9 6,854.54 0.23 15.80 0.25 10 6,854.55 0.25 16.40 0.27 10 6,854.56 0.27 17.00 0.28 10 6,854.56 0.28 17.60 0.29 11 6,854.57 0.29 18.20 0.29 11 6,854.57 0.29 18.80 0.30 11 6,854.57 0.30 19.40 0.29 11 6,854.57 0.29 20.00 0.28 11 6,854.56 0.28 20.60 0.27 10 6,854.56 0.27 21.20 0.26 10 6,854.56 0.26 21.80 0.26 10 6,854.56 0.26 22.40 0.26 10 6,854.56 0.26 23.00 0.26 10 6,854.56 0.26 23.60 0.26 10 6,854.56 0.26 24.20 0.26 10 6,854.56 0.26 24.80 0.19 8 6,854.53 0.19 25.40 0.11 5 6,854.49 0.11 26.00 0.05 3 6,854.44 0.05 26.60 0.02 2 6,854.40 0.02 27.20 0.01 1 6,854.37 0.01 27.80 0.00 0 6,854.36 0.00 28.40 0.00 0 6,854.34 0.00 29.00 0.00 0 6,854.33 0.00 29.60 0.00 0 6,854.32 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 90HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 23R: Reach-05G Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,854.30 0.00 0.00 6,854.31 0.16 0.00 6,854.32 0.26 0.00 6,854.33 0.34 0.00 6,854.34 0.41 0.00 6,854.35 0.48 0.00 6,854.36 0.54 0.01 6,854.37 0.59 0.01 6,854.38 0.65 0.01 6,854.39 0.70 0.02 6,854.40 0.75 0.02 6,854.41 0.80 0.03 6,854.42 0.85 0.03 6,854.43 0.90 0.04 6,854.44 0.94 0.05 6,854.45 0.99 0.06 6,854.46 1.03 0.07 6,854.47 1.07 0.09 6,854.48 1.12 0.10 6,854.49 1.16 0.12 6,854.50 1.20 0.13 6,854.51 1.24 0.15 6,854.52 1.28 0.17 6,854.53 1.31 0.19 6,854.54 1.35 0.22 6,854.55 1.39 0.24 6,854.56 1.43 0.27 6,854.57 1.46 0.30 6,854.58 1.50 0.33 6,854.59 1.53 0.36 6,854.60 1.57 0.40 6,854.61 1.60 0.43 6,854.62 1.64 0.47 6,854.63 1.67 0.51 6,854.64 1.71 0.55 6,854.65 1.74 0.60 6,854.66 1.77 0.64 6,854.67 1.80 0.69 6,854.68 1.84 0.74 6,854.69 1.87 0.80 6,854.70 1.90 0.85 6,854.71 1.93 0.91 6,854.72 1.96 0.97 6,854.73 1.99 1.03 6,854.74 2.02 1.10 6,854.75 2.06 1.17 6,854.76 2.09 1.24 6,854.77 2.12 1.31 6,854.78 2.15 1.38 6,854.79 2.18 1.46 6,854.80 2.21 1.54 6,854.81 2.23 1.63 6,854.82 2.26 1.71 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,854.83 2.29 1.80 6,854.84 2.32 1.90 6,854.85 2.35 1.99 6,854.86 2.38 2.09 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 91HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 23R: Reach-05G Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,854.30 0.0 0 6,854.31 0.0 0 6,854.32 0.0 0 6,854.33 0.0 0 6,854.34 0.0 0 6,854.35 0.0 0 6,854.36 0.0 1 6,854.37 0.0 1 6,854.38 0.0 1 6,854.39 0.0 1 6,854.40 0.0 2 6,854.41 0.0 2 6,854.42 0.0 2 6,854.43 0.0 3 6,854.44 0.1 3 6,854.45 0.1 3 6,854.46 0.1 4 6,854.47 0.1 4 6,854.48 0.1 5 6,854.49 0.1 5 6,854.50 0.1 6 6,854.51 0.1 7 6,854.52 0.1 7 6,854.53 0.1 8 6,854.54 0.2 9 6,854.55 0.2 9 6,854.56 0.2 10 6,854.57 0.2 11 6,854.58 0.2 12 6,854.59 0.2 13 6,854.60 0.3 14 6,854.61 0.3 14 6,854.62 0.3 15 6,854.63 0.3 16 6,854.64 0.3 17 6,854.65 0.3 18 6,854.66 0.4 19 6,854.67 0.4 21 6,854.68 0.4 22 6,854.69 0.4 23 6,854.70 0.4 24 6,854.71 0.5 25 6,854.72 0.5 26 6,854.73 0.5 28 6,854.74 0.5 29 6,854.75 0.6 30 6,854.76 0.6 32 6,854.77 0.6 33 6,854.78 0.6 35 6,854.79 0.7 36 6,854.80 0.7 38 6,854.81 0.7 39 6,854.82 0.8 41 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,854.83 0.8 42 6,854.84 0.8 44 6,854.85 0.8 45 6,854.86 0.9 47 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 92HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 28R: Reach-05H [61] Hint: Exceeded Reach 23R outlet invert by 0.30' @ 12.35 hrs Inflow Area = 116.291 ac, 0.35% Impervious, Inflow Depth > 0.03" for 25-YR event Inflow = 0.68 cfs @ 12.33 hrs, Volume= 0.321 af Outflow = 0.68 cfs @ 12.34 hrs, Volume= 0.321 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.15 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.45 fps, Avg. Travel Time= 1.0 min Peak Storage= 29 cf @ 12.34 hrs Average Depth at Peak Storage= 0.30' , Surface Width= 2.11' Bank-Full Depth= 0.65' Flow Area= 1.5 sf, Capacity= 5.31 cfs 0.00' x 0.65' deep channel, n= 0.040 Earth, cobble bottom, clean sides Side Slope Z-value= 2.0 5.0 '/' Top Width= 4.55' Length= 89.9' Slope= 0.0445 '/' Inlet Invert= 6,853.00', Outlet Invert= 6,849.00' Reach 28R: Reach-05H Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=116.291 ac Avg. Flow Depth=0.30' Max Vel=2.15 fps n=0.040 L=89.9' S=0.0445 '/' Capacity=5.31 cfs 0.68 cfs0.68 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 93HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 28R: Reach-05H Primary Stage-Discharge Discharge (cfs) 543210Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 28R: Reach-05H Storage Stage-Storage Storage (cubic-feet) 1301201101009080706050403020100Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 94HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 28R: Reach-05H Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,853.00 0.00 5.60 0.00 0 6,853.00 0.00 6.20 0.00 0 6,853.00 0.00 6.80 0.00 0 6,853.00 0.00 7.40 0.00 0 6,853.00 0.00 8.00 0.00 0 6,853.00 0.00 8.60 0.00 0 6,853.00 0.00 9.20 0.00 0 6,853.00 0.00 9.80 0.00 0 6,853.00 0.00 10.40 0.00 0 6,853.00 0.00 11.00 0.00 0 6,853.00 0.00 11.60 0.00 0 6,853.00 0.00 12.20 0.55 24 6,853.27 0.53 12.80 0.49 22 6,853.27 0.49 13.40 0.35 17 6,853.23 0.35 14.00 0.26 14 6,853.21 0.26 14.60 0.22 12 6,853.20 0.22 15.20 0.23 12 6,853.20 0.23 15.80 0.25 13 6,853.21 0.25 16.40 0.27 14 6,853.21 0.27 17.00 0.28 15 6,853.22 0.28 17.60 0.29 15 6,853.22 0.29 18.20 0.29 15 6,853.22 0.29 18.80 0.30 15 6,853.22 0.30 19.40 0.29 15 6,853.22 0.29 20.00 0.28 15 6,853.22 0.28 20.60 0.27 14 6,853.21 0.27 21.20 0.26 14 6,853.21 0.27 21.80 0.26 14 6,853.21 0.26 22.40 0.26 14 6,853.21 0.26 23.00 0.26 14 6,853.21 0.26 23.60 0.26 14 6,853.21 0.26 24.20 0.26 14 6,853.21 0.26 24.80 0.19 11 6,853.19 0.19 25.40 0.11 8 6,853.15 0.12 26.00 0.05 4 6,853.12 0.05 26.60 0.02 2 6,853.08 0.02 27.20 0.01 1 6,853.06 0.01 27.80 0.00 1 6,853.05 0.00 28.40 0.00 0 6,853.03 0.00 29.00 0.00 0 6,853.02 0.00 29.60 0.00 0 6,853.02 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 95HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 28R: Reach-05H Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,853.00 0.00 0.00 6,853.01 0.22 0.00 6,853.02 0.35 0.00 6,853.03 0.46 0.00 6,853.04 0.56 0.00 6,853.05 0.65 0.01 6,853.06 0.73 0.01 6,853.07 0.81 0.01 6,853.08 0.89 0.02 6,853.09 0.96 0.03 6,853.10 1.03 0.04 6,853.11 1.10 0.05 6,853.12 1.16 0.06 6,853.13 1.23 0.07 6,853.14 1.29 0.09 6,853.15 1.35 0.11 6,853.16 1.41 0.13 6,853.17 1.47 0.15 6,853.18 1.53 0.17 6,853.19 1.58 0.20 6,853.20 1.64 0.23 6,853.21 1.69 0.26 6,853.22 1.74 0.30 6,853.23 1.80 0.33 6,853.24 1.85 0.37 6,853.25 1.90 0.42 6,853.26 1.95 0.46 6,853.27 2.00 0.51 6,853.28 2.05 0.56 6,853.29 2.10 0.62 6,853.30 2.14 0.68 6,853.31 2.19 0.74 6,853.32 2.24 0.80 6,853.33 2.29 0.87 6,853.34 2.33 0.94 6,853.35 2.38 1.02 6,853.36 2.42 1.10 6,853.37 2.47 1.18 6,853.38 2.51 1.27 6,853.39 2.55 1.36 6,853.40 2.60 1.45 6,853.41 2.64 1.55 6,853.42 2.68 1.66 6,853.43 2.73 1.76 6,853.44 2.77 1.88 6,853.45 2.81 1.99 6,853.46 2.85 2.11 6,853.47 2.89 2.24 6,853.48 2.93 2.37 6,853.49 2.97 2.50 6,853.50 3.01 2.64 6,853.51 3.05 2.78 6,853.52 3.09 2.93 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,853.53 3.13 3.08 6,853.54 3.17 3.24 6,853.55 3.21 3.40 6,853.56 3.25 3.57 6,853.57 3.29 3.74 6,853.58 3.33 3.92 6,853.59 3.37 4.10 6,853.60 3.40 4.29 6,853.61 3.44 4.48 6,853.62 3.48 4.68 6,853.63 3.52 4.89 6,853.64 3.55 5.09 6,853.65 3.59 5.31 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 96HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 28R: Reach-05H Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,853.00 0.0 0 6,853.01 0.0 0 6,853.02 0.0 0 6,853.03 0.0 0 6,853.04 0.0 1 6,853.05 0.0 1 6,853.06 0.0 1 6,853.07 0.0 2 6,853.08 0.0 2 6,853.09 0.0 3 6,853.10 0.0 3 6,853.11 0.0 4 6,853.12 0.1 5 6,853.13 0.1 5 6,853.14 0.1 6 6,853.15 0.1 7 6,853.16 0.1 8 6,853.17 0.1 9 6,853.18 0.1 10 6,853.19 0.1 11 6,853.20 0.1 13 6,853.21 0.2 14 6,853.22 0.2 15 6,853.23 0.2 17 6,853.24 0.2 18 6,853.25 0.2 20 6,853.26 0.2 21 6,853.27 0.3 23 6,853.28 0.3 25 6,853.29 0.3 26 6,853.30 0.3 28 6,853.31 0.3 30 6,853.32 0.4 32 6,853.33 0.4 34 6,853.34 0.4 36 6,853.35 0.4 39 6,853.36 0.5 41 6,853.37 0.5 43 6,853.38 0.5 45 6,853.39 0.5 48 6,853.40 0.6 50 6,853.41 0.6 53 6,853.42 0.6 56 6,853.43 0.6 58 6,853.44 0.7 61 6,853.45 0.7 64 6,853.46 0.7 67 6,853.47 0.8 70 6,853.48 0.8 72 6,853.49 0.8 76 6,853.50 0.9 79 6,853.51 0.9 82 6,853.52 0.9 85 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,853.53 1.0 88 6,853.54 1.0 92 6,853.55 1.1 95 6,853.56 1.1 99 6,853.57 1.1 102 6,853.58 1.2 106 6,853.59 1.2 110 6,853.60 1.3 113 6,853.61 1.3 117 6,853.62 1.3 121 6,853.63 1.4 125 6,853.64 1.4 129 6,853.65 1.5 133 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 97HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 31R: Reach-05I [61] Hint: Exceeded Reach 28R outlet invert by 0.28' @ 12.35 hrs Inflow Area = 118.251 ac, 0.39% Impervious, Inflow Depth > 0.04" for 25-YR event Inflow = 0.79 cfs @ 12.34 hrs, Volume= 0.346 af Outflow = 0.79 cfs @ 12.35 hrs, Volume= 0.346 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.79 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.85 fps, Avg. Travel Time= 0.7 min Peak Storage= 23 cf @ 12.35 hrs Average Depth at Peak Storage= 0.28' , Surface Width= 1.99' Bank-Full Depth= 0.65' Flow Area= 1.5 sf, Capacity= 7.16 cfs 0.00' x 0.65' deep channel, n= 0.040 Earth, cobble bottom, clean sides Side Slope Z-value= 2.0 5.0 '/' Top Width= 4.55' Length= 80.7' Slope= 0.0809 '/' Inlet Invert= 6,849.00', Outlet Invert= 6,842.47' Reach 31R: Reach-05I Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=118.251 ac Avg. Flow Depth=0.28' Max Vel=2.79 fps n=0.040 L=80.7' S=0.0809 '/' Capacity=7.16 cfs 0.79 cfs0.79 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 98HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 31R: Reach-05I Primary Stage-Discharge Discharge (cfs) 76543210Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 31R: Reach-05I Storage Stage-Storage Storage (cubic-feet) 1101009080706050403020100Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 99HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 31R: Reach-05I Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,849.00 0.00 5.60 0.00 0 6,849.00 0.00 6.20 0.00 0 6,849.00 0.00 6.80 0.00 0 6,849.00 0.00 7.40 0.00 0 6,849.00 0.00 8.00 0.00 0 6,849.00 0.00 8.60 0.00 0 6,849.00 0.00 9.20 0.00 0 6,849.00 0.00 9.80 0.00 0 6,849.00 0.00 10.40 0.00 0 6,849.00 0.00 11.00 0.00 0 6,849.00 0.00 11.60 0.00 0 6,849.00 0.00 12.20 0.61 18 6,849.25 0.59 12.80 0.56 18 6,849.25 0.56 13.40 0.39 14 6,849.22 0.40 14.00 0.30 11 6,849.20 0.30 14.60 0.24 9 6,849.18 0.24 15.20 0.25 10 6,849.18 0.25 15.80 0.27 10 6,849.19 0.27 16.40 0.29 11 6,849.20 0.29 17.00 0.30 11 6,849.20 0.30 17.60 0.31 11 6,849.20 0.31 18.20 0.31 11 6,849.20 0.31 18.80 0.31 11 6,849.20 0.31 19.40 0.31 11 6,849.20 0.31 20.00 0.30 11 6,849.20 0.30 20.60 0.29 11 6,849.19 0.29 21.20 0.28 10 6,849.19 0.28 21.80 0.27 10 6,849.19 0.27 22.40 0.27 10 6,849.19 0.27 23.00 0.27 10 6,849.19 0.27 23.60 0.28 10 6,849.19 0.28 24.20 0.27 10 6,849.19 0.27 24.80 0.20 8 6,849.17 0.20 25.40 0.12 5 6,849.14 0.12 26.00 0.05 3 6,849.10 0.05 26.60 0.02 2 6,849.08 0.02 27.20 0.01 1 6,849.06 0.01 27.80 0.00 1 6,849.04 0.01 28.40 0.00 0 6,849.03 0.00 29.00 0.00 0 6,849.02 0.00 29.60 0.00 0 6,849.01 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 100HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 31R: Reach-05I Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,849.00 0.00 0.00 6,849.01 0.30 0.00 6,849.02 0.48 0.00 6,849.03 0.62 0.00 6,849.04 0.75 0.00 6,849.05 0.88 0.01 6,849.06 0.99 0.01 6,849.07 1.10 0.02 6,849.08 1.20 0.03 6,849.09 1.30 0.04 6,849.10 1.39 0.05 6,849.11 1.48 0.06 6,849.12 1.57 0.08 6,849.13 1.66 0.10 6,849.14 1.74 0.12 6,849.15 1.82 0.14 6,849.16 1.90 0.17 6,849.17 1.98 0.20 6,849.18 2.06 0.23 6,849.19 2.13 0.27 6,849.20 2.21 0.31 6,849.21 2.28 0.35 6,849.22 2.35 0.40 6,849.23 2.42 0.45 6,849.24 2.49 0.50 6,849.25 2.56 0.56 6,849.26 2.63 0.62 6,849.27 2.70 0.69 6,849.28 2.76 0.76 6,849.29 2.83 0.83 6,849.30 2.89 0.91 6,849.31 2.96 0.99 6,849.32 3.02 1.08 6,849.33 3.08 1.17 6,849.34 3.14 1.27 6,849.35 3.20 1.37 6,849.36 3.27 1.48 6,849.37 3.33 1.59 6,849.38 3.39 1.71 6,849.39 3.44 1.83 6,849.40 3.50 1.96 6,849.41 3.56 2.10 6,849.42 3.62 2.23 6,849.43 3.68 2.38 6,849.44 3.73 2.53 6,849.45 3.79 2.69 6,849.46 3.85 2.85 6,849.47 3.90 3.02 6,849.48 3.96 3.19 6,849.49 4.01 3.37 6,849.50 4.07 3.56 6,849.51 4.12 3.75 6,849.52 4.17 3.95 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,849.53 4.23 4.16 6,849.54 4.28 4.37 6,849.55 4.33 4.59 6,849.56 4.38 4.81 6,849.57 4.44 5.04 6,849.58 4.49 5.28 6,849.59 4.54 5.53 6,849.60 4.59 5.78 6,849.61 4.64 6.04 6,849.62 4.69 6.31 6,849.63 4.74 6.59 6,849.64 4.79 6.87 6,849.65 4.84 7.16 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 101HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 31R: Reach-05I Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,849.00 0.0 0 6,849.01 0.0 0 6,849.02 0.0 0 6,849.03 0.0 0 6,849.04 0.0 0 6,849.05 0.0 1 6,849.06 0.0 1 6,849.07 0.0 1 6,849.08 0.0 2 6,849.09 0.0 2 6,849.10 0.0 3 6,849.11 0.0 3 6,849.12 0.1 4 6,849.13 0.1 5 6,849.14 0.1 6 6,849.15 0.1 6 6,849.16 0.1 7 6,849.17 0.1 8 6,849.18 0.1 9 6,849.19 0.1 10 6,849.20 0.1 11 6,849.21 0.2 12 6,849.22 0.2 14 6,849.23 0.2 15 6,849.24 0.2 16 6,849.25 0.2 18 6,849.26 0.2 19 6,849.27 0.3 21 6,849.28 0.3 22 6,849.29 0.3 24 6,849.30 0.3 25 6,849.31 0.3 27 6,849.32 0.4 29 6,849.33 0.4 31 6,849.34 0.4 33 6,849.35 0.4 35 6,849.36 0.5 37 6,849.37 0.5 39 6,849.38 0.5 41 6,849.39 0.5 43 6,849.40 0.6 45 6,849.41 0.6 47 6,849.42 0.6 50 6,849.43 0.6 52 6,849.44 0.7 55 6,849.45 0.7 57 6,849.46 0.7 60 6,849.47 0.8 62 6,849.48 0.8 65 6,849.49 0.8 68 6,849.50 0.9 71 6,849.51 0.9 73 6,849.52 0.9 76 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,849.53 1.0 79 6,849.54 1.0 82 6,849.55 1.1 85 6,849.56 1.1 89 6,849.57 1.1 92 6,849.58 1.2 95 6,849.59 1.2 98 6,849.60 1.3 102 6,849.61 1.3 105 6,849.62 1.3 109 6,849.63 1.4 112 6,849.64 1.4 116 6,849.65 1.5 119 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 102HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: PRE-AREA-07A-CULVERT [57] Hint: Peaked at 6,994.98' (Flood elevation advised) Inflow Area = 5.631 ac, 0.00% Impervious, Inflow Depth = 0.13" for 25-YR event Inflow = 0.18 cfs @ 12.85 hrs, Volume= 0.063 af Outflow = 0.18 cfs @ 12.85 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs @ 12.85 hrs, Volume= 0.060 af Secondary = 0.06 cfs @ 12.85 hrs, Volume= 0.004 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,994.98' @ 12.85 hrs Device Routing Invert Outlet Devices #1 Primary 6,993.74'18.0" Round Culvert w/ 16.5" inside fill L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6,992.37' / 6,991.77' S= 0.0200 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.07 sf #2 Secondary 6,994.87'Channel/Reach using Reach 9R: Reach 7A-6 Primary OutFlow Max=0.12 cfs @ 12.85 hrs HW=6,994.98' TW=6,991.79' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.12 cfs @ 1.65 fps) Secondary OutFlow Max=0.06 cfs @ 12.85 hrs HW=6,994.98' TW=6,994.98' (Dynamic Tailwater) 2=Channel/Reach (Channel Controls 0.06 cfs @ 1.97 fps) Pond 8P: PRE-AREA-07A-CULVERT Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5.631 ac Peak Elev=6,994.98' 0.18 cfs0.18 cfs 0.12 cfs 0.06 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 103HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 8P: PRE-AREA-07A-CULVERT Total Primary Secondary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)6,995 6,994 Culvert Initial Tailwater Channel/Reach Pond 8P: PRE-AREA-07A-CULVERT Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,995 6,994 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 104HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 8P: PRE-AREA-07A-CULVERT Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 6,993.74 0.00 0.00 0.00 5.60 0.00 6,993.74 0.00 0.00 0.00 6.20 0.00 6,993.74 0.00 0.00 0.00 6.80 0.00 6,993.74 0.00 0.00 0.00 7.40 0.00 6,993.74 0.00 0.00 0.00 8.00 0.00 6,993.74 0.00 0.00 0.00 8.60 0.00 6,993.74 0.00 0.00 0.00 9.20 0.00 6,993.74 0.00 0.00 0.00 9.80 0.00 6,993.74 0.00 0.00 0.00 10.40 0.00 6,993.74 0.00 0.00 0.00 11.00 0.00 6,993.74 0.00 0.00 0.00 11.60 0.00 6,993.74 0.00 0.00 0.00 12.20 0.03 6,993.80 0.03 0.03 0.00 12.80 0.18 6,994.98 0.18 0.12 0.06 13.40 0.14 6,994.95 0.14 0.11 0.02 14.00 0.10 6,994.66 0.10 0.10 0.00 14.60 0.08 6,994.16 0.08 0.08 0.00 15.20 0.07 6,993.94 0.07 0.07 0.00 15.80 0.07 6,993.87 0.07 0.07 0.00 16.40 0.06 6,993.85 0.06 0.06 0.00 17.00 0.05 6,993.84 0.05 0.05 0.00 17.60 0.05 6,993.84 0.05 0.05 0.00 18.20 0.05 6,993.84 0.05 0.05 0.00 18.80 0.05 6,993.83 0.05 0.05 0.00 19.40 0.04 6,993.83 0.04 0.04 0.00 20.00 0.04 6,993.82 0.04 0.04 0.00 20.60 0.04 6,993.82 0.04 0.04 0.00 21.20 0.04 6,993.82 0.04 0.04 0.00 21.80 0.03 6,993.81 0.03 0.03 0.00 22.40 0.03 6,993.81 0.03 0.03 0.00 23.00 0.03 6,993.81 0.03 0.03 0.00 23.60 0.03 6,993.81 0.03 0.03 0.00 24.20 0.03 6,993.81 0.03 0.03 0.00 24.80 0.02 6,993.78 0.02 0.02 0.00 25.40 0.00 6,993.76 0.00 0.00 0.00 26.00 0.00 6,993.75 0.00 0.00 0.00 26.60 0.00 6,993.75 0.00 0.00 0.00 27.20 0.00 6,993.74 0.00 0.00 0.00 27.80 0.00 6,993.74 0.00 0.00 0.00 28.40 0.00 6,993.74 0.00 0.00 0.00 29.00 0.00 6,993.74 0.00 0.00 0.00 29.60 0.00 6,993.74 0.00 0.00 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 105HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 8P: PRE-AREA-07A-CULVERT Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,993.74 0.00 0.00 0.00 6,993.80 0.02 0.02 0.00 6,993.85 0.05 0.05 0.00 6,993.89 0.08 0.08 0.00 6,993.94 0.07 0.07 0.00 6,993.99 0.08 0.08 0.00 6,994.05 0.08 0.08 0.00 6,994.10 0.08 0.08 0.00 6,994.14 0.08 0.08 0.00 6,994.19 0.09 0.09 0.00 6,994.24 0.09 0.09 0.00 6,994.30 0.09 0.09 0.00 6,994.35 0.09 0.09 0.00 6,994.39 0.09 0.09 0.00 6,994.44 0.10 0.10 0.00 6,994.49 0.10 0.10 0.00 6,994.55 0.10 0.10 0.00 6,994.60 0.10 0.10 0.00 6,994.64 0.10 0.10 0.00 6,994.69 0.11 0.11 0.00 6,994.74 0.11 0.11 0.00 6,994.80 0.11 0.11 0.00 6,994.85 0.11 0.11 0.00 6,994.89 0.11 0.11 0.00 6,994.94 0.14 0.11 0.02 6,994.99 0.20 0.12 0.08 6,995.05 0.32 0.12 0.20 6,995.10 0.51 0.12 0.39 6,995.14 0.79 0.12 0.67 6,995.19 1.17 0.12 1.05 6,995.24 1.66 0.12 1.54 6,995.30 2.27 0.13 2.14 6,995.35 3.01 0.13 2.88 6,995.39 3.90 0.13 3.77 6,995.44 4.93 0.13 4.80 6,995.49 6.13 0.13 6.00 6,995.55 7.50 0.13 7.36 6,995.60 9.04 0.14 8.91 6,995.64 10.78 0.14 10.64 6,995.69 12.71 0.14 12.57 6,995.74 14.85 0.14 14.71 6,995.80 17.20 0.14 17.06 6,995.85 19.77 0.14 19.63 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 106HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8P: PRE-AREA-07A-CULVERT Elevation (feet) Storage (acre-feet) 6,993.74 0.000 6,993.77 0.000 6,993.78 0.000 6,993.81 0.000 6,993.82 0.000 6,993.85 0.000 6,993.86 0.000 6,993.89 0.000 6,993.90 0.000 6,993.93 0.000 6,993.94 0.000 6,993.97 0.000 6,993.98 0.000 6,994.01 0.000 6,994.02 0.000 6,994.05 0.000 6,994.06 0.000 6,994.09 0.000 6,994.10 0.000 6,994.13 0.000 6,994.14 0.000 6,994.16 0.000 6,994.18 0.000 6,994.20 0.000 6,994.22 0.000 6,994.24 0.000 6,994.27 0.000 6,994.28 0.000 6,994.31 0.000 6,994.32 0.000 6,994.35 0.000 6,994.36 0.000 6,994.39 0.000 6,994.40 0.000 6,994.43 0.000 6,994.44 0.000 6,994.47 0.000 6,994.48 0.000 6,994.51 0.000 6,994.52 0.000 6,994.55 0.000 6,994.56 0.000 6,994.59 0.000 6,994.60 0.000 6,994.63 0.000 6,994.64 0.000 6,994.66 0.000 6,994.68 0.000 6,994.70 0.000 6,994.72 0.000 6,994.74 0.000 6,994.77 0.000 6,994.78 0.000 Elevation (feet) Storage (acre-feet) 6,994.81 0.000 6,994.82 0.000 6,994.85 0.000 6,994.86 0.000 6,994.89 0.000 6,994.90 0.000 6,994.93 0.000 6,994.94 0.000 6,994.97 0.000 6,994.98 0.000 6,995.01 0.000 6,995.02 0.000 6,995.05 0.000 6,995.06 0.000 6,995.09 0.000 6,995.10 0.000 6,995.13 0.000 6,995.14 0.000 6,995.16 0.000 6,995.18 0.000 6,995.20 0.000 6,995.22 0.000 6,995.24 0.000 6,995.27 0.000 6,995.28 0.000 6,995.31 0.000 6,995.32 0.000 6,995.35 0.000 6,995.36 0.000 6,995.39 0.000 6,995.40 0.000 6,995.43 0.000 6,995.44 0.000 6,995.47 0.000 6,995.48 0.000 6,995.51 0.000 6,995.52 0.000 6,995.55 0.000 6,995.56 0.000 6,995.59 0.000 6,995.60 0.000 6,995.63 0.000 6,995.64 0.000 6,995.66 0.000 6,995.68 0.000 6,995.70 0.000 6,995.72 0.000 6,995.74 0.000 6,995.77 0.000 6,995.78 0.000 6,995.81 0.000 6,995.82 0.000 6,995.85 0.000 Elevation (feet) Storage (acre-feet) 6,995.86 0.000 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 107HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5.631 ac 0.00% Impervious Runoff Depth=0.31"Subcatchment 7S: PRE-AREA-07A Flow Length=813' Tc=55.4 min CN=57 Runoff=0.60 cfs 0.143 af Runoff Area=76.472 ac 0.00% Impervious Runoff Depth=0.09"Subcatchment 10S: PRE-AREA-06 Flow Length=4,044' Tc=99.4 min CN=46 Runoff=0.79 cfs 0.548 af Runoff Area=27.686 ac 0.00% Impervious Runoff Depth=0.09"Subcatchment 11S: PRE-AREA-05 Flow Length=5,152' Tc=107.9 min CN=46 Runoff=0.28 cfs 0.199 af Runoff Area=0.786 ac 7.51% Impervious Runoff Depth=0.39"Subcatchment 24S: PRE-AREA-04A Flow Length=208' Tc=45.0 min CN=60 Runoff=0.14 cfs 0.025 af Runoff Area=0.792 ac 10.86% Impervious Runoff Depth=0.42"Subcatchment 25S: PRE-AREA-04B Flow Length=328' Tc=33.8 min CN=61 Runoff=0.19 cfs 0.027 af Runoff Area=2.704 ac 6.84% Impervious Runoff Depth=0.45"Subcatchment 26S: PRE-AREA-04C Flow Length=525' Tc=25.7 min CN=62 Runoff=0.88 cfs 0.100 af Runoff Area=2.220 ac 3.38% Impervious Runoff Depth=0.42"Subcatchment 30S: PRE-AREA-04D-1 Flow Length=574' Tc=25.0 min CN=61 Runoff=0.67 cfs 0.077 af Runoff Area=1.960 ac 2.81% Impervious Runoff Depth=0.33"Subcatchment 32S: PRE-AREA-04D-2 Flow Length=707' Tc=29.6 min CN=58 Runoff=0.37 cfs 0.054 af Avg. Flow Depth=0.24' Max Vel=3.26 fps Inflow=0.48 cfs 0.049 afReach 9R: Reach 7A-6 n=0.030 L=626.8' S=0.0800 '/' Capacity=21.00 cfs Outflow=0.48 cfs 0.049 af Avg. Flow Depth=0.23' Max Vel=2.62 fps Inflow=0.89 cfs 0.598 afReach 13R: PRE-AREA-06-CULVERT 18.0" Round Pipe w/ 8.0" inside fill n=0.025 L=30.0' S=0.0200 '/' Capacity=3.37 cfs Outflow=0.89 cfs 0.598 af Avg. Flow Depth=0.02' Max Vel=1.44 fps Inflow=0.12 cfs 0.094 afReach 14R: Reach-07A n=0.035 L=355.0' S=0.3195 '/' Capacity=26.97 cfs Outflow=0.12 cfs 0.094 af Avg. Flow Depth=0.05' Max Vel=2.46 fps Inflow=0.89 cfs 0.598 afReach 15R: Reach-06 n=0.035 L=188.3' S=0.2577 '/' Capacity=24.22 cfs Outflow=0.89 cfs 0.598 af Avg. Flow Depth=0.09' Max Vel=3.15 fps Inflow=0.28 cfs 0.199 afReach 16R: PRE-AREA-05-CULVERT 12.0" Round Pipe w/ 5.0" inside fill n=0.012 L=30.0' S=0.0200 '/' Capacity=2.60 cfs Outflow=0.28 cfs 0.199 af Avg. Flow Depth=0.03' Max Vel=1.44 fps Inflow=0.28 cfs 0.199 afReach 17R: Reach-05A n=0.035 L=173.7' S=0.1471 '/' Capacity=18.30 cfs Outflow=0.28 cfs 0.199 af Avg. Flow Depth=0.27' Max Vel=1.39 fps Inflow=0.31 cfs 0.224 afReach 18R: Reach-05B n=0.035 L=104.5' S=0.0166 '/' Capacity=9.97 cfs Outflow=0.31 cfs 0.224 af Avg. Flow Depth=0.40' Max Vel=2.49 fps Inflow=1.22 cfs 0.849 afReach 19R: Reach-05C n=0.035 L=148.2' S=0.0310 '/' Capacity=13.65 cfs Outflow=1.22 cfs 0.849 af Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 108HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.36' Max Vel=4.74 fps Inflow=1.22 cfs 0.849 afReach 20R: Reach-05D n=0.035 L=89.1' S=0.1422 '/' Capacity=1,368.86 cfs Outflow=1.22 cfs 0.849 af Avg. Flow Depth=0.39' Max Vel=4.70 fps Inflow=1.44 cfs 1.044 afReach 21R: Reach-05E n=0.030 L=224.8' S=0.0917 '/' Capacity=328.40 cfs Outflow=1.44 cfs 1.044 af Avg. Flow Depth=0.36' Max Vel=3.63 fps Inflow=1.44 cfs 1.044 afReach 22R: Reach-05F n=0.030 L=61.2' S=0.0559 '/' Capacity=8.25 cfs Outflow=1.44 cfs 1.044 af Avg. Flow Depth=0.54' Max Vel=2.31 fps Inflow=1.86 cfs 1.120 afReach 23R: Reach-05G n=0.040 L=53.6' S=0.0243 '/' Capacity=2.09 cfs Outflow=1.86 cfs 1.120 af Avg. Flow Depth=0.44' Max Vel=2.76 fps Inflow=1.86 cfs 1.120 afReach 28R: Reach-05H n=0.040 L=89.9' S=0.0445 '/' Capacity=5.31 cfs Outflow=1.86 cfs 1.120 af Avg. Flow Depth=0.42' Max Vel=3.61 fps Inflow=2.22 cfs 1.175 afReach 31R: Reach-05I n=0.040 L=80.7' S=0.0809 '/' Capacity=7.16 cfs Outflow=2.22 cfs 1.175 af Peak Elev=6,995.11' Inflow=0.60 cfs 0.143 afPond 8P: PRE-AREA-07A-CULVERT Primary=0.12 cfs 0.094 af Secondary=0.48 cfs 0.049 af Outflow=0.60 cfs 0.143 af Total Runoff Area = 118.251 ac Runoff Volume = 1.175 af Average Runoff Depth = 0.12" 99.61% Pervious = 117.791 ac 0.39% Impervious = 0.460 ac Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 109HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: PRE-AREA-07A [47] Hint: Peak is 158% of capacity of segment #3 Runoff = 0.60 cfs @ 12.73 hrs, Volume= 0.143 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 5.631 57 Oak/aspen range, Fair, HSG C 5.631 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.9 270 0.2237 0.09 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 6.3 521 0.3082 1.39 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.2 22 0.0581 2.43 0.38 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.035 Earth, dense weeds 55.4 813 Total Subcatchment 7S: PRE-AREA-07A Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=5.631 ac Runoff Volume=0.143 af Runoff Depth=0.31" Flow Length=813' Tc=55.4 min CN=57 0.60 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 110HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 7S: PRE-AREA-07A Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.03 0.00 12.20 1.96 0.08 0.14 12.50 2.07 0.10 0.51 12.80 2.13 0.12 0.59 13.10 2.19 0.13 0.45 13.40 2.23 0.14 0.35 13.70 2.27 0.15 0.28 14.00 2.30 0.16 0.23 14.30 2.33 0.17 0.20 14.60 2.36 0.17 0.17 14.90 2.39 0.18 0.16 15.20 2.41 0.19 0.15 15.50 2.44 0.19 0.14 15.80 2.46 0.20 0.13 16.10 2.48 0.20 0.12 16.40 2.50 0.21 0.11 16.70 2.52 0.21 0.11 17.00 2.53 0.22 0.10 17.30 2.55 0.22 0.10 17.60 2.57 0.23 0.10 17.90 2.58 0.23 0.09 18.20 2.60 0.24 0.09 18.50 2.61 0.24 0.09 18.80 2.63 0.25 0.09 19.10 2.64 0.25 0.08 19.40 2.65 0.26 0.08 19.70 2.66 0.26 0.08 20.00 2.68 0.26 0.07 20.30 2.69 0.27 0.07 20.60 2.70 0.27 0.07 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.27 0.07 21.20 2.72 0.28 0.06 21.50 2.73 0.28 0.06 21.80 2.74 0.28 0.06 22.10 2.75 0.29 0.06 22.40 2.76 0.29 0.06 22.70 2.77 0.29 0.06 23.00 2.78 0.30 0.06 23.30 2.79 0.30 0.06 23.60 2.80 0.30 0.06 23.90 2.81 0.30 0.06 24.20 2.81 0.31 0.06 24.50 2.81 0.31 0.05 24.80 2.81 0.31 0.03 25.10 2.81 0.31 0.01 25.40 2.81 0.31 0.01 25.70 2.81 0.31 0.00 26.00 2.81 0.31 0.00 26.30 2.81 0.31 0.00 26.60 2.81 0.31 0.00 26.90 2.81 0.31 0.00 27.20 2.81 0.31 0.00 27.50 2.81 0.31 0.00 27.80 2.81 0.31 0.00 28.10 2.81 0.31 0.00 28.40 2.81 0.31 0.00 28.70 2.81 0.31 0.00 29.00 2.81 0.31 0.00 29.30 2.81 0.31 0.00 29.60 2.81 0.31 0.00 29.90 2.81 0.31 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 111HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: PRE-AREA-06 [47] Hint: Peak is 148% of capacity of segment #3 Runoff = 0.79 cfs @ 14.44 hrs, Volume= 0.548 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 53.530 41 Oak/aspen range, Good, HSG C 22.942 57 Oak/aspen range, Fair, HSG C 76.472 46 Weighted Average 76.472 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.3 201 0.1496 0.07 Sheet Flow, Oak - Aspen Woods: Dense underbrush n= 0.800 P2= 1.33" 53.4 3,697 0.2131 1.15 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.7 146 0.0847 3.43 0.54 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 99.4 4,044 Total Subcatchment 10S: PRE-AREA-06 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=76.472 ac Runoff Volume=0.548 af Runoff Depth=0.09" Flow Length=4,044' Tc=99.4 min CN=46 0.79 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 112HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 10S: PRE-AREA-06 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.00 0.00 12.20 1.96 0.00 0.00 12.50 2.07 0.01 0.04 12.80 2.13 0.01 0.15 13.10 2.19 0.01 0.35 13.40 2.23 0.02 0.55 13.70 2.27 0.02 0.69 14.00 2.30 0.02 0.77 14.30 2.33 0.03 0.79 14.60 2.36 0.03 0.79 14.90 2.39 0.03 0.77 15.20 2.41 0.03 0.74 15.50 2.44 0.04 0.72 15.80 2.46 0.04 0.70 16.10 2.48 0.04 0.68 16.40 2.50 0.04 0.66 16.70 2.52 0.05 0.63 17.00 2.53 0.05 0.61 17.30 2.55 0.05 0.59 17.60 2.57 0.05 0.57 17.90 2.58 0.05 0.56 18.20 2.60 0.06 0.55 18.50 2.61 0.06 0.54 18.80 2.63 0.06 0.52 19.10 2.64 0.06 0.51 19.40 2.65 0.06 0.50 19.70 2.66 0.06 0.49 20.00 2.68 0.07 0.47 20.30 2.69 0.07 0.46 20.60 2.70 0.07 0.44 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.07 0.43 21.20 2.72 0.07 0.42 21.50 2.73 0.07 0.41 21.80 2.74 0.08 0.40 22.10 2.75 0.08 0.40 22.40 2.76 0.08 0.39 22.70 2.77 0.08 0.39 23.00 2.78 0.08 0.39 23.30 2.79 0.08 0.39 23.60 2.80 0.08 0.39 23.90 2.81 0.09 0.38 24.20 2.81 0.09 0.38 24.50 2.81 0.09 0.37 24.80 2.81 0.09 0.33 25.10 2.81 0.09 0.27 25.40 2.81 0.09 0.19 25.70 2.81 0.09 0.13 26.00 2.81 0.09 0.08 26.30 2.81 0.09 0.05 26.60 2.81 0.09 0.03 26.90 2.81 0.09 0.02 27.20 2.81 0.09 0.01 27.50 2.81 0.09 0.01 27.80 2.81 0.09 0.01 28.10 2.81 0.09 0.00 28.40 2.81 0.09 0.00 28.70 2.81 0.09 0.00 29.00 2.81 0.09 0.00 29.30 2.81 0.09 0.00 29.60 2.81 0.09 0.00 29.90 2.81 0.09 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 113HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: PRE-AREA-05 Runoff = 0.28 cfs @ 14.52 hrs, Volume= 0.199 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 19.380 41 Oak/aspen range, Good, HSG C 8.306 57 Oak/aspen range, Fair, HSG C 27.686 46 Weighted Average 27.686 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.7 200 0.2894 0.10 Sheet Flow, Oak-Aspen Woods: Dense underbrush n= 0.800 P2= 1.33" 69.4 4,586 0.1943 1.10 Shallow Concentrated Flow, Oak-Aspen Forest w/Heavy Litter Kv= 2.5 fps 1.5 131 0.0375 1.45 0.35 Trap/Vee/Rect Channel Flow, Channel along old RR Grade Bot.W=0.00' D=0.15' Z= 2.2 & 19.3 '/' Top.W=3.23' n= 0.035 Earth, dense weeds 1.7 110 0.1888 1.09 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.6 125 0.0785 3.30 0.52 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 107.9 5,152 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 114HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 11S: PRE-AREA-05 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=27.686 ac Runoff Volume=0.199 af Runoff Depth=0.09" Flow Length=5,152' Tc=107.9 min CN=46 0.28 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 115HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 11S: PRE-AREA-05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.00 0.00 12.20 1.96 0.00 0.00 12.50 2.07 0.01 0.01 12.80 2.13 0.01 0.04 13.10 2.19 0.01 0.10 13.40 2.23 0.02 0.17 13.70 2.27 0.02 0.23 14.00 2.30 0.02 0.26 14.30 2.33 0.03 0.28 14.60 2.36 0.03 0.28 14.90 2.39 0.03 0.28 15.20 2.41 0.03 0.27 15.50 2.44 0.04 0.26 15.80 2.46 0.04 0.26 16.10 2.48 0.04 0.25 16.40 2.50 0.04 0.24 16.70 2.52 0.05 0.23 17.00 2.53 0.05 0.22 17.30 2.55 0.05 0.22 17.60 2.57 0.05 0.21 17.90 2.58 0.05 0.20 18.20 2.60 0.06 0.20 18.50 2.61 0.06 0.20 18.80 2.63 0.06 0.19 19.10 2.64 0.06 0.19 19.40 2.65 0.06 0.18 19.70 2.66 0.06 0.18 20.00 2.68 0.07 0.17 20.30 2.69 0.07 0.17 20.60 2.70 0.07 0.16 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.07 0.16 21.20 2.72 0.07 0.15 21.50 2.73 0.07 0.15 21.80 2.74 0.08 0.15 22.10 2.75 0.08 0.14 22.40 2.76 0.08 0.14 22.70 2.77 0.08 0.14 23.00 2.78 0.08 0.14 23.30 2.79 0.08 0.14 23.60 2.80 0.08 0.14 23.90 2.81 0.09 0.14 24.20 2.81 0.09 0.14 24.50 2.81 0.09 0.14 24.80 2.81 0.09 0.13 25.10 2.81 0.09 0.10 25.40 2.81 0.09 0.08 25.70 2.81 0.09 0.06 26.00 2.81 0.09 0.04 26.30 2.81 0.09 0.02 26.60 2.81 0.09 0.02 26.90 2.81 0.09 0.01 27.20 2.81 0.09 0.01 27.50 2.81 0.09 0.00 27.80 2.81 0.09 0.00 28.10 2.81 0.09 0.00 28.40 2.81 0.09 0.00 28.70 2.81 0.09 0.00 29.00 2.81 0.09 0.00 29.30 2.81 0.09 0.00 29.60 2.81 0.09 0.00 29.90 2.81 0.09 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 116HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 24S: PRE-AREA-04A Runoff = 0.14 cfs @ 12.54 hrs, Volume= 0.025 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.727 57 Oak/aspen range, Fair, HSG C 0.059 98 Paved parking, HSG C 0.786 60 Weighted Average 0.727 92.49% Pervious Area 0.059 7.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 12 0.0899 1.06 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 44.7 188 0.1357 0.07 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 0.1 8 0.2439 1.23 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 45.0 208 Total Subcatchment 24S: PRE-AREA-04A Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=0.786 ac Runoff Volume=0.025 af Runoff Depth=0.39" Flow Length=208' Tc=45.0 min CN=60 0.14 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 117HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 24S: PRE-AREA-04A Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.05 0.00 12.20 1.96 0.12 0.06 12.50 2.07 0.15 0.14 12.80 2.13 0.16 0.11 13.10 2.19 0.18 0.07 13.40 2.23 0.19 0.05 13.70 2.27 0.20 0.04 14.00 2.30 0.21 0.03 14.30 2.33 0.22 0.03 14.60 2.36 0.23 0.03 14.90 2.39 0.24 0.02 15.20 2.41 0.25 0.02 15.50 2.44 0.26 0.02 15.80 2.46 0.26 0.02 16.10 2.48 0.27 0.02 16.40 2.50 0.27 0.02 16.70 2.52 0.28 0.02 17.00 2.53 0.29 0.02 17.30 2.55 0.29 0.02 17.60 2.57 0.30 0.02 17.90 2.58 0.30 0.02 18.20 2.60 0.31 0.01 18.50 2.61 0.31 0.01 18.80 2.63 0.32 0.01 19.10 2.64 0.32 0.01 19.40 2.65 0.33 0.01 19.70 2.66 0.33 0.01 20.00 2.68 0.34 0.01 20.30 2.69 0.34 0.01 20.60 2.70 0.34 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.35 0.01 21.20 2.72 0.35 0.01 21.50 2.73 0.36 0.01 21.80 2.74 0.36 0.01 22.10 2.75 0.36 0.01 22.40 2.76 0.37 0.01 22.70 2.77 0.37 0.01 23.00 2.78 0.37 0.01 23.30 2.79 0.38 0.01 23.60 2.80 0.38 0.01 23.90 2.81 0.39 0.01 24.20 2.81 0.39 0.01 24.50 2.81 0.39 0.01 24.80 2.81 0.39 0.00 25.10 2.81 0.39 0.00 25.40 2.81 0.39 0.00 25.70 2.81 0.39 0.00 26.00 2.81 0.39 0.00 26.30 2.81 0.39 0.00 26.60 2.81 0.39 0.00 26.90 2.81 0.39 0.00 27.20 2.81 0.39 0.00 27.50 2.81 0.39 0.00 27.80 2.81 0.39 0.00 28.10 2.81 0.39 0.00 28.40 2.81 0.39 0.00 28.70 2.81 0.39 0.00 29.00 2.81 0.39 0.00 29.30 2.81 0.39 0.00 29.60 2.81 0.39 0.00 29.90 2.81 0.39 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 118HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 25S: PRE-AREA-04B Runoff = 0.19 cfs @ 12.36 hrs, Volume= 0.027 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.706 57 Oak/aspen range, Fair, HSG C 0.086 98 Paved parking, HSG C 0.792 61 Weighted Average 0.706 89.14% Pervious Area 0.086 10.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 56 0.0619 1.24 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 31.3 144 0.1938 0.08 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 0.4 23 0.1605 1.00 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 1.3 105 0.0166 1.32 0.25 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch Bot.W=0.00' D=0.25' Z= 3.0 '/' Top.W=1.50' n= 0.035 Earth, dense weeds 33.8 328 Total Subcatchment 25S: PRE-AREA-04B Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=0.792 ac Runoff Volume=0.027 af Runoff Depth=0.42" Flow Length=328' Tc=33.8 min CN=61 0.19 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 119HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 25S: PRE-AREA-04B Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.06 0.00 12.20 1.96 0.14 0.14 12.50 2.07 0.16 0.17 12.80 2.13 0.18 0.09 13.10 2.19 0.20 0.06 13.40 2.23 0.21 0.05 13.70 2.27 0.22 0.04 14.00 2.30 0.23 0.03 14.30 2.33 0.24 0.03 14.60 2.36 0.25 0.03 14.90 2.39 0.26 0.03 15.20 2.41 0.27 0.02 15.50 2.44 0.28 0.02 15.80 2.46 0.29 0.02 16.10 2.48 0.29 0.02 16.40 2.50 0.30 0.02 16.70 2.52 0.31 0.02 17.00 2.53 0.31 0.02 17.30 2.55 0.32 0.02 17.60 2.57 0.32 0.02 17.90 2.58 0.33 0.02 18.20 2.60 0.33 0.02 18.50 2.61 0.34 0.01 18.80 2.63 0.34 0.01 19.10 2.64 0.35 0.01 19.40 2.65 0.35 0.01 19.70 2.66 0.36 0.01 20.00 2.68 0.36 0.01 20.30 2.69 0.37 0.01 20.60 2.70 0.37 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.38 0.01 21.20 2.72 0.38 0.01 21.50 2.73 0.38 0.01 21.80 2.74 0.39 0.01 22.10 2.75 0.39 0.01 22.40 2.76 0.40 0.01 22.70 2.77 0.40 0.01 23.00 2.78 0.40 0.01 23.30 2.79 0.41 0.01 23.60 2.80 0.41 0.01 23.90 2.81 0.41 0.01 24.20 2.81 0.42 0.01 24.50 2.81 0.42 0.00 24.80 2.81 0.42 0.00 25.10 2.81 0.42 0.00 25.40 2.81 0.42 0.00 25.70 2.81 0.42 0.00 26.00 2.81 0.42 0.00 26.30 2.81 0.42 0.00 26.60 2.81 0.42 0.00 26.90 2.81 0.42 0.00 27.20 2.81 0.42 0.00 27.50 2.81 0.42 0.00 27.80 2.81 0.42 0.00 28.10 2.81 0.42 0.00 28.40 2.81 0.42 0.00 28.70 2.81 0.42 0.00 29.00 2.81 0.42 0.00 29.30 2.81 0.42 0.00 29.60 2.81 0.42 0.00 29.90 2.81 0.42 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 120HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 26S: PRE-AREA-04C [47] Hint: Peak is 261% of capacity of segment #4 Runoff = 0.88 cfs @ 12.24 hrs, Volume= 0.100 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 2.067 57 Oak/aspen range, Fair, HSG C 0.452 71 Meadow, non-grazed, HSG C 0.185 98 Paved parking, HSG C 2.704 62 Weighted Average 2.519 93.16% Pervious Area 0.185 6.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 91 0.0785 1.50 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 21.8 109 0.2746 0.08 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 1.2 88 0.2304 1.20 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 1.4 148 0.0310 1.80 0.34 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05C) Bot.W=0.00' D=0.25' Z= 3.0 '/' Top.W=1.50' n= 0.035 Earth, dense weeds 0.3 89 0.1423 5.90 2.95 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05D) Bot.W=0.00' D=0.50' Z= 2.0 '/' Top.W=2.00' n= 0.035 Earth, dense weeds 25.7 525 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 121HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 26S: PRE-AREA-04C Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=2.704 ac Runoff Volume=0.100 af Runoff Depth=0.45" Flow Length=525' Tc=25.7 min CN=62 0.88 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 122HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 26S: PRE-AREA-04C Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.07 0.04 12.20 1.96 0.15 0.86 12.50 2.07 0.18 0.50 12.80 2.13 0.20 0.27 13.10 2.19 0.22 0.19 13.40 2.23 0.23 0.15 13.70 2.27 0.24 0.13 14.00 2.30 0.26 0.11 14.30 2.33 0.27 0.10 14.60 2.36 0.28 0.09 14.90 2.39 0.28 0.09 15.20 2.41 0.29 0.08 15.50 2.44 0.30 0.08 15.80 2.46 0.31 0.07 16.10 2.48 0.32 0.07 16.40 2.50 0.32 0.06 16.70 2.52 0.33 0.06 17.00 2.53 0.34 0.06 17.30 2.55 0.34 0.06 17.60 2.57 0.35 0.06 17.90 2.58 0.36 0.06 18.20 2.60 0.36 0.05 18.50 2.61 0.37 0.05 18.80 2.63 0.37 0.05 19.10 2.64 0.38 0.05 19.40 2.65 0.38 0.05 19.70 2.66 0.39 0.04 20.00 2.68 0.39 0.04 20.30 2.69 0.40 0.04 20.60 2.70 0.40 0.04 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.40 0.04 21.20 2.72 0.41 0.04 21.50 2.73 0.41 0.04 21.80 2.74 0.42 0.04 22.10 2.75 0.42 0.04 22.40 2.76 0.42 0.04 22.70 2.77 0.43 0.04 23.00 2.78 0.43 0.04 23.30 2.79 0.44 0.04 23.60 2.80 0.44 0.04 23.90 2.81 0.44 0.04 24.20 2.81 0.45 0.03 24.50 2.81 0.45 0.01 24.80 2.81 0.45 0.00 25.10 2.81 0.45 0.00 25.40 2.81 0.45 0.00 25.70 2.81 0.45 0.00 26.00 2.81 0.45 0.00 26.30 2.81 0.45 0.00 26.60 2.81 0.45 0.00 26.90 2.81 0.45 0.00 27.20 2.81 0.45 0.00 27.50 2.81 0.45 0.00 27.80 2.81 0.45 0.00 28.10 2.81 0.45 0.00 28.40 2.81 0.45 0.00 28.70 2.81 0.45 0.00 29.00 2.81 0.45 0.00 29.30 2.81 0.45 0.00 29.60 2.81 0.45 0.00 29.90 2.81 0.45 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 123HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: PRE-AREA-04D-1 Runoff = 0.67 cfs @ 12.23 hrs, Volume= 0.077 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 1.780 57 Oak/aspen range, Fair, HSG C 0.365 71 Meadow, non-grazed, HSG C 0.075 98 Paved parking, HSG C 2.220 61 Weighted Average 2.145 96.62% Pervious Area 0.075 3.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 91 0.0785 1.50 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 21.8 109 0.2746 0.08 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 1.2 88 0.2304 1.20 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.8 225 0.0917 4.76 1.52 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05E) Bot.W=0.00' D=0.40' Z= 2.0 '/' Top.W=1.60' n= 0.030 Earth, grassed & winding 0.2 61 0.0559 4.49 3.37 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05F) Bot.W=0.00' D=0.50' Z= 3.0 '/' Top.W=3.00' n= 0.030 Earth, grassed & winding 25.0 574 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 124HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 30S: PRE-AREA-04D-1 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=2.220 ac Runoff Volume=0.077 af Runoff Depth=0.42" Flow Length=574' Tc=25.0 min CN=61 0.67 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 125HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 30S: PRE-AREA-04D-1 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.06 0.03 12.20 1.96 0.14 0.66 12.50 2.07 0.16 0.37 12.80 2.13 0.18 0.20 13.10 2.19 0.20 0.14 13.40 2.23 0.21 0.11 13.70 2.27 0.22 0.10 14.00 2.30 0.23 0.09 14.30 2.33 0.24 0.08 14.60 2.36 0.25 0.07 14.90 2.39 0.26 0.07 15.20 2.41 0.27 0.07 15.50 2.44 0.28 0.06 15.80 2.46 0.29 0.06 16.10 2.48 0.29 0.05 16.40 2.50 0.30 0.05 16.70 2.52 0.31 0.05 17.00 2.53 0.31 0.05 17.30 2.55 0.32 0.05 17.60 2.57 0.32 0.04 17.90 2.58 0.33 0.04 18.20 2.60 0.33 0.04 18.50 2.61 0.34 0.04 18.80 2.63 0.34 0.04 19.10 2.64 0.35 0.04 19.40 2.65 0.35 0.04 19.70 2.66 0.36 0.03 20.00 2.68 0.36 0.03 20.30 2.69 0.37 0.03 20.60 2.70 0.37 0.03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.38 0.03 21.20 2.72 0.38 0.03 21.50 2.73 0.38 0.03 21.80 2.74 0.39 0.03 22.10 2.75 0.39 0.03 22.40 2.76 0.40 0.03 22.70 2.77 0.40 0.03 23.00 2.78 0.40 0.03 23.30 2.79 0.41 0.03 23.60 2.80 0.41 0.03 23.90 2.81 0.41 0.03 24.20 2.81 0.42 0.02 24.50 2.81 0.42 0.01 24.80 2.81 0.42 0.00 25.10 2.81 0.42 0.00 25.40 2.81 0.42 0.00 25.70 2.81 0.42 0.00 26.00 2.81 0.42 0.00 26.30 2.81 0.42 0.00 26.60 2.81 0.42 0.00 26.90 2.81 0.42 0.00 27.20 2.81 0.42 0.00 27.50 2.81 0.42 0.00 27.80 2.81 0.42 0.00 28.10 2.81 0.42 0.00 28.40 2.81 0.42 0.00 28.70 2.81 0.42 0.00 29.00 2.81 0.42 0.00 29.30 2.81 0.42 0.00 29.60 2.81 0.42 0.00 29.90 2.81 0.42 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 126HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: PRE-AREA-04D-2 Runoff = 0.37 cfs @ 12.32 hrs, Volume= 0.054 af, Depth= 0.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 1.905 57 Oak/aspen range, Fair, HSG C 0.000 71 Meadow, non-grazed, HSG C 0.055 98 Paved parking, HSG C 1.960 58 Weighted Average 1.905 97.19% Pervious Area 0.055 2.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 51 0.0757 1.32 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 25.6 150 0.3485 0.10 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 0.7 77 0.4857 1.74 Shallow Concentrated Flow, Oak Brush Forest w/Heavy Litter Kv= 2.5 fps 0.7 99 0.0614 2.23 0.54 Trap/Vee/Rect Channel Flow, Channel along old RR Grade Bot.W=0.00' D=0.20' Z= 2.0 & 10.0 '/' Top.W=2.40' n= 0.035 Earth, dense weeds 1.1 186 0.3693 2.82 0.92 Trap/Vee/Rect Channel Flow, Swale down Oak Brush slope Bot.W=4.00' D=0.05' Z= 50.0 '/' Top.W=9.00' n= 0.035 Earth, dense weeds 0.4 54 0.0242 2.32 1.89 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05G) Bot.W=0.00' D=0.54' Z= 3.1 & 2.5 '/' Top.W=3.02' n= 0.040 Earth, cobble bottom, clean sides 0.5 90 0.0445 3.01 2.64 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch (Reach 05H) Bot.W=0.00' D=0.50' Z= 2.0 & 5.0 '/' Top.W=3.50' n= 0.040 Earth, cobble bottom, clean sides 29.6 707 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 127HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 32S: PRE-AREA-04D-2 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=1.960 ac Runoff Volume=0.054 af Runoff Depth=0.33" Flow Length=707' Tc=29.6 min CN=58 0.37 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 128HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 32S: PRE-AREA-04D-2 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.03 0.00 12.20 1.96 0.09 0.31 12.50 2.07 0.12 0.28 12.80 2.13 0.13 0.16 13.10 2.19 0.15 0.11 13.40 2.23 0.16 0.09 13.70 2.27 0.17 0.08 14.00 2.30 0.18 0.07 14.30 2.33 0.18 0.06 14.60 2.36 0.19 0.05 14.90 2.39 0.20 0.05 15.20 2.41 0.21 0.05 15.50 2.44 0.21 0.05 15.80 2.46 0.22 0.04 16.10 2.48 0.22 0.04 16.40 2.50 0.23 0.04 16.70 2.52 0.24 0.04 17.00 2.53 0.24 0.04 17.30 2.55 0.25 0.04 17.60 2.57 0.25 0.03 17.90 2.58 0.26 0.03 18.20 2.60 0.26 0.03 18.50 2.61 0.27 0.03 18.80 2.63 0.27 0.03 19.10 2.64 0.27 0.03 19.40 2.65 0.28 0.03 19.70 2.66 0.28 0.03 20.00 2.68 0.29 0.03 20.30 2.69 0.29 0.02 20.60 2.70 0.29 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.30 0.02 21.20 2.72 0.30 0.02 21.50 2.73 0.30 0.02 21.80 2.74 0.31 0.02 22.10 2.75 0.31 0.02 22.40 2.76 0.31 0.02 22.70 2.77 0.32 0.02 23.00 2.78 0.32 0.02 23.30 2.79 0.32 0.02 23.60 2.80 0.33 0.02 23.90 2.81 0.33 0.02 24.20 2.81 0.33 0.02 24.50 2.81 0.33 0.01 24.80 2.81 0.33 0.00 25.10 2.81 0.33 0.00 25.40 2.81 0.33 0.00 25.70 2.81 0.33 0.00 26.00 2.81 0.33 0.00 26.30 2.81 0.33 0.00 26.60 2.81 0.33 0.00 26.90 2.81 0.33 0.00 27.20 2.81 0.33 0.00 27.50 2.81 0.33 0.00 27.80 2.81 0.33 0.00 28.10 2.81 0.33 0.00 28.40 2.81 0.33 0.00 28.70 2.81 0.33 0.00 29.00 2.81 0.33 0.00 29.30 2.81 0.33 0.00 29.60 2.81 0.33 0.00 29.90 2.81 0.33 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 129HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 9R: Reach 7A-6 Inflow = 0.48 cfs @ 12.73 hrs, Volume= 0.049 af Outflow = 0.48 cfs @ 12.77 hrs, Volume= 0.049 af, Atten= 1%, Lag= 2.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.26 fps, Min. Travel Time= 3.2 min Avg. Velocity = 1.78 fps, Avg. Travel Time= 5.9 min Peak Storage= 92 cf @ 12.77 hrs Average Depth at Peak Storage= 0.24' , Surface Width= 1.21' Bank-Full Depth= 1.00' Flow Area= 2.5 sf, Capacity= 21.00 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 2.5 '/' Top Width= 5.00' Length= 626.8' Slope= 0.0800 '/' Inlet Invert= 6,994.87', Outlet Invert= 6,944.72' Reach 9R: Reach 7A-6 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Avg. Flow Depth=0.24' Max Vel=3.26 fps n=0.030 L=626.8' S=0.0800 '/' Capacity=21.00 cfs 0.48 cfs0.48 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 130HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 9R: Reach 7A-6 Primary Stage-Discharge Discharge (cfs) 20181614121086420Depth (feet)1 0 Reach 9R: Reach 7A-6 Storage Stage-Storage Storage (cubic-feet) 1,5001,4001,3001,2001,1001,0009008007006005004003002001000Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 131HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 9R: Reach 7A-6 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,994.87 0.00 5.60 0.00 0 6,994.87 0.00 6.20 0.00 0 6,994.87 0.00 6.80 0.00 0 6,994.87 0.00 7.40 0.00 0 6,994.87 0.00 8.00 0.00 0 6,994.87 0.00 8.60 0.00 0 6,994.87 0.00 9.20 0.00 0 6,994.87 0.00 9.80 0.00 0 6,994.87 0.00 10.40 0.00 0 6,994.87 0.00 11.00 0.00 0 6,994.87 0.00 11.60 0.00 0 6,994.87 0.00 12.20 0.02 1 6,994.90 0.00 12.80 0.47 92 6,995.11 0.48 13.40 0.23 55 6,995.06 0.24 14.00 0.11 32 6,995.01 0.12 14.60 0.06 20 6,994.98 0.06 15.20 0.03 12 6,994.96 0.03 15.80 0.01 7 6,994.94 0.02 16.40 0.00 2 6,994.91 0.00 17.00 0.00 0 6,994.88 0.00 17.60 0.00 0 6,994.87 0.00 18.20 0.00 0 6,994.87 0.00 18.80 0.00 0 6,994.87 0.00 19.40 0.00 0 6,994.87 0.00 20.00 0.00 0 6,994.87 0.00 20.60 0.00 0 6,994.87 0.00 21.20 0.00 0 6,994.87 0.00 21.80 0.00 0 6,994.87 0.00 22.40 0.00 0 6,994.87 0.00 23.00 0.00 0 6,994.87 0.00 23.60 0.00 0 6,994.87 0.00 24.20 0.00 0 6,994.87 0.00 24.80 0.00 0 6,994.87 0.00 25.40 0.00 0 6,994.87 0.00 26.00 0.00 0 6,994.87 0.00 26.60 0.00 0 6,994.87 0.00 27.20 0.00 0 6,994.87 0.00 27.80 0.00 0 6,994.87 0.00 28.40 0.00 0 6,994.87 0.00 29.00 0.00 0 6,994.87 0.00 29.60 0.00 0 6,994.87 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 132HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 9R: Reach 7A-6 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,994.87 0.00 0.00 6,994.88 0.39 0.00 6,994.89 0.62 0.00 6,994.90 0.81 0.00 6,994.91 0.98 0.00 6,994.92 1.14 0.01 6,994.93 1.29 0.01 6,994.94 1.43 0.02 6,994.95 1.56 0.02 6,994.96 1.69 0.03 6,994.97 1.81 0.05 6,994.98 1.93 0.06 6,994.99 2.04 0.07 6,995.00 2.16 0.09 6,995.01 2.26 0.11 6,995.02 2.37 0.13 6,995.03 2.48 0.16 6,995.04 2.58 0.19 6,995.05 2.68 0.22 6,995.06 2.78 0.25 6,995.07 2.87 0.29 6,995.08 2.97 0.33 6,995.09 3.06 0.37 6,995.10 3.15 0.42 6,995.11 3.24 0.47 6,995.12 3.33 0.52 6,995.13 3.42 0.58 6,995.14 3.51 0.64 6,995.15 3.60 0.70 6,995.16 3.68 0.77 6,995.17 3.76 0.85 6,995.18 3.85 0.92 6,995.19 3.93 1.01 6,995.20 4.01 1.09 6,995.21 4.09 1.18 6,995.22 4.17 1.28 6,995.23 4.25 1.38 6,995.24 4.33 1.48 6,995.25 4.41 1.59 6,995.26 4.48 1.71 6,995.27 4.56 1.82 6,995.28 4.64 1.95 6,995.29 4.71 2.08 6,995.30 4.79 2.21 6,995.31 4.86 2.35 6,995.32 4.93 2.50 6,995.33 5.01 2.65 6,995.34 5.08 2.80 6,995.35 5.15 2.97 6,995.36 5.22 3.13 6,995.37 5.29 3.31 6,995.38 5.36 3.49 6,995.39 5.43 3.67 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,995.40 5.50 3.86 6,995.41 5.57 4.06 6,995.42 5.64 4.26 6,995.43 5.71 4.47 6,995.44 5.77 4.69 6,995.45 5.84 4.91 6,995.46 5.91 5.14 6,995.47 5.98 5.38 6,995.48 6.04 5.62 6,995.49 6.11 5.87 6,995.50 6.17 6.13 6,995.51 6.24 6.39 6,995.52 6.30 6.66 6,995.53 6.37 6.93 6,995.54 6.43 7.22 6,995.55 6.50 7.51 6,995.56 6.56 7.81 6,995.57 6.62 8.11 6,995.58 6.69 8.43 6,995.59 6.75 8.75 6,995.60 6.81 9.07 6,995.61 6.87 9.41 6,995.62 6.93 9.75 6,995.63 7.00 10.10 6,995.64 7.06 10.46 6,995.65 7.12 10.83 6,995.66 7.18 11.20 6,995.67 7.24 11.58 6,995.68 7.30 11.97 6,995.69 7.36 12.37 6,995.70 7.42 12.78 6,995.71 7.48 13.19 6,995.72 7.54 13.62 6,995.73 7.60 14.05 6,995.74 7.66 14.49 6,995.75 7.71 14.93 6,995.76 7.77 15.39 6,995.77 7.83 15.86 6,995.78 7.89 16.33 6,995.79 7.95 16.81 6,995.80 8.00 17.31 6,995.81 8.06 17.81 6,995.82 8.12 18.32 6,995.83 8.17 18.83 6,995.84 8.23 19.36 6,995.85 8.29 19.90 6,995.86 8.34 20.45 6,995.87 8.40 21.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 133HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 9R: Reach 7A-6 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,994.87 0.0 0 6,994.88 0.0 0 6,994.89 0.0 1 6,994.90 0.0 1 6,994.91 0.0 3 6,994.92 0.0 4 6,994.93 0.0 6 6,994.94 0.0 8 6,994.95 0.0 10 6,994.96 0.0 13 6,994.97 0.0 16 6,994.98 0.0 19 6,994.99 0.0 23 6,995.00 0.0 26 6,995.01 0.0 31 6,995.02 0.1 35 6,995.03 0.1 40 6,995.04 0.1 45 6,995.05 0.1 51 6,995.06 0.1 57 6,995.07 0.1 63 6,995.08 0.1 69 6,995.09 0.1 76 6,995.10 0.1 83 6,995.11 0.1 90 6,995.12 0.2 98 6,995.13 0.2 106 6,995.14 0.2 114 6,995.15 0.2 123 6,995.16 0.2 132 6,995.17 0.2 141 6,995.18 0.2 151 6,995.19 0.3 160 6,995.20 0.3 171 6,995.21 0.3 181 6,995.22 0.3 192 6,995.23 0.3 203 6,995.24 0.3 215 6,995.25 0.4 226 6,995.26 0.4 238 6,995.27 0.4 251 6,995.28 0.4 263 6,995.29 0.4 276 6,995.30 0.5 290 6,995.31 0.5 303 6,995.32 0.5 317 6,995.33 0.5 332 6,995.34 0.6 346 6,995.35 0.6 361 6,995.36 0.6 376 6,995.37 0.6 392 6,995.38 0.7 408 6,995.39 0.7 424 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,995.40 0.7 440 6,995.41 0.7 457 6,995.42 0.8 474 6,995.43 0.8 491 6,995.44 0.8 509 6,995.45 0.8 527 6,995.46 0.9 545 6,995.47 0.9 564 6,995.48 0.9 583 6,995.49 1.0 602 6,995.50 1.0 622 6,995.51 1.0 642 6,995.52 1.1 662 6,995.53 1.1 683 6,995.54 1.1 703 6,995.55 1.2 725 6,995.56 1.2 746 6,995.57 1.2 768 6,995.58 1.3 790 6,995.59 1.3 812 6,995.60 1.3 835 6,995.61 1.4 858 6,995.62 1.4 881 6,995.63 1.4 905 6,995.64 1.5 929 6,995.65 1.5 953 6,995.66 1.6 978 6,995.67 1.6 1,003 6,995.68 1.6 1,028 6,995.69 1.7 1,054 6,995.70 1.7 1,080 6,995.71 1.8 1,106 6,995.72 1.8 1,132 6,995.73 1.8 1,159 6,995.74 1.9 1,186 6,995.75 1.9 1,213 6,995.76 2.0 1,241 6,995.77 2.0 1,269 6,995.78 2.1 1,298 6,995.79 2.1 1,326 6,995.80 2.2 1,355 6,995.81 2.2 1,385 6,995.82 2.3 1,414 6,995.83 2.3 1,444 6,995.84 2.4 1,474 6,995.85 2.4 1,505 6,995.86 2.5 1,536 6,995.87 2.5 1,567 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 134HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 13R: PRE-AREA-06-CULVERT [52] Hint: Inlet/Outlet conditions not evaluated [62] Hint: Exceeded Reach 9R OUTLET depth by 0.83' @ 17.54 hrs Inflow Area = 76.472 ac, 0.00% Impervious, Inflow Depth = 0.09" for 100-YR event Inflow = 0.89 cfs @ 14.03 hrs, Volume= 0.598 af Outflow = 0.89 cfs @ 14.03 hrs, Volume= 0.598 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.62 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.80 fps, Avg. Travel Time= 0.3 min Peak Storage= 10 cf @ 14.03 hrs Average Depth at Peak Storage= 0.89' above invert (0.23' above fill) , Surface Width= 1.47' Bank-Full Depth= 1.50' above invert (0.83' above fill) Flow Area= 1.0 sf, Capacity= 3.37 cfs 18.0" Round Pipe w/ 8.0" inside fill n= 0.025 Corrugated metal Length= 30.0' Slope= 0.0200 '/' (101 Elevation Intervals) Inlet Invert= 6,944.72', Outlet Invert= 6,944.12' Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 135HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 13R: PRE-AREA-06-CULVERT Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=76.472 ac Avg. Flow Depth=0.23' Max Vel=2.62 fps 18.0" Round Pipe w/ 8.0" inside fill n=0.025 L=30.0' S=0.0200 '/' Capacity=3.37 cfs 0.89 cfs0.89 cfs Reach 13R: PRE-AREA-06-CULVERT Primary Stage-Discharge Discharge (cfs) 3210Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 136HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 13R: PRE-AREA-06-CULVERT Storage Stage-Storage Storage (cubic-feet) 302826242220181614121086420Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 137HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 13R: PRE-AREA-06-CULVERT Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,945.39 0.00 5.60 0.00 0 6,945.39 0.00 6.20 0.00 0 6,945.39 0.00 6.80 0.00 0 6,945.39 0.00 7.40 0.00 0 6,945.39 0.00 8.00 0.00 0 6,945.39 0.00 8.60 0.00 0 6,945.39 0.00 9.20 0.00 0 6,945.39 0.00 9.80 0.00 0 6,945.39 0.00 10.40 0.00 0 6,945.39 0.00 11.00 0.00 0 6,945.39 0.00 11.60 0.00 0 6,945.39 0.00 12.20 0.00 0 6,945.39 0.00 12.80 0.63 8 6,945.57 0.63 13.40 0.79 9 6,945.60 0.79 14.00 0.89 10 6,945.61 0.89 14.60 0.85 10 6,945.61 0.85 15.20 0.78 9 6,945.59 0.78 15.80 0.72 9 6,945.58 0.72 16.40 0.66 8 6,945.57 0.66 17.00 0.61 8 6,945.56 0.61 17.60 0.57 8 6,945.56 0.57 18.20 0.55 7 6,945.55 0.55 18.80 0.52 7 6,945.55 0.52 19.40 0.50 7 6,945.54 0.50 20.00 0.47 7 6,945.54 0.47 20.60 0.44 6 6,945.53 0.44 21.20 0.42 6 6,945.52 0.42 21.80 0.40 6 6,945.52 0.40 22.40 0.39 6 6,945.52 0.39 23.00 0.39 6 6,945.52 0.39 23.60 0.39 6 6,945.52 0.39 24.20 0.38 6 6,945.52 0.38 24.80 0.33 5 6,945.51 0.33 25.40 0.19 4 6,945.47 0.19 26.00 0.08 2 6,945.44 0.08 26.60 0.03 1 6,945.41 0.03 27.20 0.01 1 6,945.40 0.01 27.80 0.01 0 6,945.40 0.01 28.40 0.00 0 6,945.39 0.00 29.00 0.00 0 6,945.39 0.00 29.60 0.00 0 6,945.39 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 138HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 13R: PRE-AREA-06-CULVERT Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,944.72 0.00 0.00 6,944.73 0.00 0.00 6,944.74 0.00 0.00 6,944.75 0.00 0.00 6,944.76 0.00 0.00 6,944.77 0.00 0.00 6,944.78 0.00 0.00 6,944.79 0.00 0.00 6,944.80 0.00 0.00 6,944.81 0.00 0.00 6,944.82 0.00 0.00 6,944.83 0.00 0.00 6,944.84 0.00 0.00 6,944.85 0.00 0.00 6,944.86 0.00 0.00 6,944.87 0.00 0.00 6,944.88 0.00 0.00 6,944.89 0.00 0.00 6,944.90 0.00 0.00 6,944.91 0.00 0.00 6,944.92 0.00 0.00 6,944.93 0.00 0.00 6,944.94 0.00 0.00 6,944.95 0.00 0.00 6,944.96 0.00 0.00 6,944.97 0.00 0.00 6,944.98 0.00 0.00 6,944.99 0.00 0.00 6,945.00 0.00 0.00 6,945.01 0.00 0.00 6,945.02 0.00 0.00 6,945.03 0.00 0.00 6,945.04 0.00 0.00 6,945.05 0.00 0.00 6,945.06 0.00 0.00 6,945.07 0.00 0.00 6,945.08 0.00 0.00 6,945.09 0.00 0.00 6,945.10 0.00 0.00 6,945.11 0.00 0.00 6,945.12 0.00 0.00 6,945.13 0.00 0.00 6,945.14 0.00 0.00 6,945.15 0.00 0.00 6,945.16 0.00 0.00 6,945.17 0.00 0.00 6,945.18 0.00 0.00 6,945.19 0.00 0.00 6,945.20 0.00 0.00 6,945.21 0.00 0.00 6,945.22 0.00 0.00 6,945.23 0.00 0.00 6,945.24 0.00 0.00 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,945.25 0.00 0.00 6,945.26 0.00 0.00 6,945.27 0.00 0.00 6,945.28 0.00 0.00 6,945.29 0.00 0.00 6,945.30 0.00 0.00 6,945.31 0.00 0.00 6,945.32 0.00 0.00 6,945.33 0.00 0.00 6,945.34 0.00 0.00 6,945.35 0.00 0.00 6,945.36 0.00 0.00 6,945.37 0.00 0.00 6,945.38 0.00 0.00 6,945.39 0.14 0.00 6,945.40 0.45 0.01 6,945.41 0.67 0.02 6,945.42 0.84 0.04 6,945.43 1.00 0.07 6,945.44 1.14 0.09 6,945.45 1.27 0.12 6,945.46 1.38 0.15 6,945.47 1.50 0.19 6,945.48 1.60 0.22 6,945.49 1.70 0.26 6,945.50 1.80 0.30 6,945.51 1.89 0.35 6,945.52 1.97 0.39 6,945.53 2.05 0.44 6,945.54 2.13 0.49 6,945.55 2.21 0.54 6,945.56 2.28 0.59 6,945.57 2.35 0.64 6,945.58 2.41 0.70 6,945.59 2.48 0.75 6,945.60 2.54 0.81 6,945.61 2.60 0.87 6,945.62 2.66 0.93 6,945.63 2.71 0.98 6,945.64 2.77 1.04 6,945.65 2.82 1.10 6,945.66 2.87 1.17 6,945.67 2.91 1.23 6,945.68 2.96 1.29 6,945.69 3.01 1.35 6,945.70 3.05 1.42 6,945.71 3.09 1.48 6,945.72 3.13 1.54 6,945.73 3.17 1.61 6,945.74 3.21 1.67 6,945.75 3.24 1.73 6,945.76 3.28 1.80 6,945.77 3.31 1.86 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,945.78 3.34 1.93 6,945.79 3.37 1.99 6,945.80 3.40 2.05 6,945.81 3.43 2.12 6,945.82 3.46 2.18 6,945.83 3.49 2.24 6,945.84 3.51 2.30 6,945.85 3.53 2.37 6,945.86 3.56 2.43 6,945.87 3.58 2.49 6,945.88 3.60 2.55 6,945.89 3.62 2.61 6,945.90 3.64 2.66 6,945.91 3.65 2.72 6,945.92 3.67 2.78 6,945.93 3.68 2.83 6,945.94 3.70 2.89 6,945.95 3.71 2.94 6,945.96 3.72 2.99 6,945.97 3.73 3.04 6,945.98 3.74 3.09 6,945.99 3.75 3.14 6,946.00 3.76 3.18 6,946.01 3.76 3.23 6,946.02 3.77 3.27 6,946.03 3.77 3.31 6,946.04 3.77 3.35 6,946.05 3.77 3.39 6,946.06 3.77 3.42 6,946.07 3.77 3.46 6,946.08 3.77 3.49 6,946.09 3.76 3.51 6,946.10 3.76 3.54 6,946.11 3.75 3.56 6,946.12 3.74 3.58 6,946.13 3.72 3.59 6,946.14 3.71 3.61 6,946.15 3.69 3.61 6,946.16 3.67 3.62 6,946.17 3.65 3.61 6,946.18 3.62 3.60 6,946.19 3.59 3.59 6,946.20 3.54 3.55 6,946.21 3.46 3.48 6,946.22 3.35 3.37 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 139HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 13R: PRE-AREA-06-CULVERT Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,944.72 0.0 0 6,944.74 0.0 0 6,944.76 0.0 0 6,944.78 0.0 0 6,944.80 0.0 0 6,944.82 0.0 0 6,944.84 0.0 0 6,944.86 0.0 0 6,944.88 0.0 0 6,944.90 0.0 0 6,944.92 0.0 0 6,944.94 0.0 0 6,944.96 0.0 0 6,944.98 0.0 0 6,945.00 0.0 0 6,945.02 0.0 0 6,945.04 0.0 0 6,945.06 0.0 0 6,945.08 0.0 0 6,945.10 0.0 0 6,945.12 0.0 0 6,945.14 0.0 0 6,945.16 0.0 0 6,945.18 0.0 0 6,945.20 0.0 0 6,945.22 0.0 0 6,945.24 0.0 0 6,945.26 0.0 0 6,945.28 0.0 0 6,945.30 0.0 0 6,945.32 0.0 0 6,945.34 0.0 0 6,945.36 0.0 0 6,945.38 0.0 0 6,945.40 0.0 1 6,945.42 0.0 1 6,945.44 0.1 2 6,945.46 0.1 3 6,945.48 0.1 4 6,945.50 0.2 5 6,945.52 0.2 6 6,945.54 0.2 7 6,945.56 0.3 8 6,945.58 0.3 9 6,945.60 0.3 10 6,945.62 0.3 10 6,945.64 0.4 11 6,945.66 0.4 12 6,945.68 0.4 13 6,945.70 0.5 14 6,945.72 0.5 15 6,945.74 0.5 16 6,945.76 0.5 16 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,945.78 0.6 17 6,945.80 0.6 18 6,945.82 0.6 19 6,945.84 0.7 20 6,945.86 0.7 20 6,945.88 0.7 21 6,945.90 0.7 22 6,945.92 0.8 23 6,945.94 0.8 23 6,945.96 0.8 24 6,945.98 0.8 25 6,946.00 0.8 25 6,946.02 0.9 26 6,946.04 0.9 27 6,946.06 0.9 27 6,946.08 0.9 28 6,946.10 0.9 28 6,946.12 1.0 29 6,946.14 1.0 29 6,946.16 1.0 30 6,946.18 1.0 30 6,946.20 1.0 30 6,946.22 1.0 30 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 140HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 14R: Reach-07A Inflow Area = 5.631 ac, 0.00% Impervious, Inflow Depth = 0.20" for 100-YR event Inflow = 0.12 cfs @ 12.73 hrs, Volume= 0.094 af Outflow = 0.12 cfs @ 12.77 hrs, Volume= 0.094 af, Atten= 0%, Lag= 2.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.44 fps, Min. Travel Time= 4.1 min Avg. Velocity = 1.15 fps, Avg. Travel Time= 5.1 min Peak Storage= 30 cf @ 12.77 hrs Average Depth at Peak Storage= 0.02' , Surface Width= 5.72' Bank-Full Depth= 0.25' Flow Area= 4.1 sf, Capacity= 26.97 cfs 4.00' x 0.25' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 50.0 '/' Top Width= 29.00' Length= 355.0' Slope= 0.3195 '/' Inlet Invert= 6,991.77', Outlet Invert= 6,878.33' ‡ Reach 14R: Reach-07A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=5.631 ac Avg. Flow Depth=0.02' Max Vel=1.44 fps n=0.035 L=355.0' S=0.3195 '/' Capacity=26.97 cfs 0.12 cfs0.12 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 141HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 14R: Reach-07A Primary Stage-Discharge Discharge (cfs) 26242220181614121086420Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 14R: Reach-07A Storage Stage-Storage Storage (cubic-feet) 1,4001,2001,0008006004002000Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 142HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 14R: Reach-07A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,991.77 0.00 5.60 0.00 0 6,991.77 0.00 6.20 0.00 0 6,991.77 0.00 6.80 0.00 0 6,991.77 0.00 7.40 0.00 0 6,991.77 0.00 8.00 0.00 0 6,991.77 0.00 8.60 0.00 0 6,991.77 0.00 9.20 0.00 0 6,991.77 0.00 9.80 0.00 0 6,991.77 0.00 10.40 0.00 0 6,991.77 0.00 11.00 0.00 0 6,991.77 0.00 11.60 0.00 0 6,991.77 0.00 12.20 0.11 24 6,991.78 0.09 12.80 0.12 30 6,991.79 0.12 13.40 0.12 29 6,991.79 0.12 14.00 0.12 29 6,991.79 0.12 14.60 0.12 29 6,991.79 0.12 15.20 0.12 29 6,991.79 0.12 15.80 0.11 29 6,991.79 0.11 16.40 0.11 29 6,991.79 0.11 17.00 0.10 27 6,991.79 0.10 17.60 0.10 26 6,991.79 0.10 18.20 0.09 25 6,991.78 0.09 18.80 0.09 24 6,991.78 0.09 19.40 0.08 23 6,991.78 0.08 20.00 0.07 22 6,991.78 0.07 20.60 0.07 20 6,991.78 0.07 21.20 0.06 20 6,991.78 0.06 21.80 0.06 19 6,991.78 0.06 22.40 0.06 19 6,991.78 0.06 23.00 0.06 19 6,991.78 0.06 23.60 0.06 19 6,991.78 0.06 24.20 0.06 19 6,991.78 0.06 24.80 0.03 13 6,991.78 0.03 25.40 0.01 5 6,991.77 0.01 26.00 0.00 2 6,991.77 0.00 26.60 0.00 0 6,991.77 0.00 27.20 0.00 0 6,991.77 0.00 27.80 0.00 0 6,991.77 0.00 28.40 0.00 0 6,991.77 0.00 29.00 0.00 0 6,991.77 0.00 29.60 0.00 0 6,991.77 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 143HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 14R: Reach-07A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,991.77 0.00 0.00 6,991.78 1.04 0.05 6,991.79 1.57 0.16 6,991.80 1.97 0.33 6,991.81 2.32 0.56 6,991.82 2.62 0.85 6,991.83 2.90 1.22 6,991.84 3.16 1.66 6,991.85 3.40 2.18 6,991.86 3.63 2.78 6,991.87 3.85 3.47 6,991.88 4.06 4.25 6,991.89 4.27 5.12 6,991.90 4.47 6.10 6,991.91 4.66 7.18 6,991.92 4.85 8.36 6,991.93 5.03 9.66 6,991.94 5.21 11.07 6,991.95 5.39 12.61 6,991.96 5.56 14.26 6,991.97 5.73 16.04 6,991.98 5.90 17.96 6,991.99 6.06 20.00 6,992.00 6.22 22.18 6,992.01 6.38 24.51 6,992.02 6.54 26.97 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 144HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 14R: Reach-07A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,991.77 0.0 0 6,991.78 0.0 16 6,991.79 0.1 36 6,991.80 0.2 59 6,991.81 0.2 85 6,991.82 0.3 115 6,991.83 0.4 149 6,991.84 0.5 186 6,991.85 0.6 227 6,991.86 0.8 272 6,991.87 0.9 320 6,991.88 1.0 371 6,991.89 1.2 426 6,991.90 1.4 485 6,991.91 1.5 547 6,991.92 1.7 612 6,991.93 1.9 682 6,991.94 2.1 754 6,991.95 2.3 831 6,991.96 2.6 911 6,991.97 2.8 994 6,991.98 3.0 1,081 6,991.99 3.3 1,172 6,992.00 3.6 1,266 6,992.01 3.8 1,363 6,992.02 4.1 1,464 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 145HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 15R: Reach-06 [61] Hint: Exceeded Reach 13R outlet invert by 0.05' @ 14.06 hrs Inflow Area = 76.472 ac, 0.00% Impervious, Inflow Depth = 0.09" for 100-YR event Inflow = 0.89 cfs @ 14.03 hrs, Volume= 0.598 af Outflow = 0.89 cfs @ 14.05 hrs, Volume= 0.598 af, Atten= 0%, Lag= 1.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.46 fps, Min. Travel Time= 1.3 min Avg. Velocity = 1.75 fps, Avg. Travel Time= 1.8 min Peak Storage= 68 cf @ 14.05 hrs Average Depth at Peak Storage= 0.05' , Surface Width= 9.40' Bank-Full Depth= 0.25' Flow Area= 4.1 sf, Capacity= 24.22 cfs 4.00' x 0.25' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 50.0 '/' Top Width= 29.00' Length= 188.3' Slope= 0.2577 '/' Inlet Invert= 6,944.12', Outlet Invert= 6,895.60' ‡ Reach 15R: Reach-06 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=76.472 ac Avg. Flow Depth=0.05' Max Vel=2.46 fps n=0.035 L=188.3' S=0.2577 '/' Capacity=24.22 cfs 0.89 cfs0.89 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 146HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 15R: Reach-06 Primary Stage-Discharge Discharge (cfs) 242220181614121086420Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 15R: Reach-06 Storage Stage-Storage Storage (cubic-feet) 7006005004003002001000Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 147HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 15R: Reach-06 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,944.12 0.00 5.60 0.00 0 6,944.12 0.00 6.20 0.00 0 6,944.12 0.00 6.80 0.00 0 6,944.12 0.00 7.40 0.00 0 6,944.12 0.00 8.00 0.00 0 6,944.12 0.00 8.60 0.00 0 6,944.12 0.00 9.20 0.00 0 6,944.12 0.00 9.80 0.00 0 6,944.12 0.00 10.40 0.00 0 6,944.12 0.00 11.00 0.00 0 6,944.12 0.00 11.60 0.00 0 6,944.12 0.00 12.20 0.00 0 6,944.12 0.00 12.80 0.63 53 6,944.16 0.62 13.40 0.79 62 6,944.17 0.78 14.00 0.89 68 6,944.17 0.89 14.60 0.85 66 6,944.17 0.85 15.20 0.78 62 6,944.17 0.78 15.80 0.72 59 6,944.17 0.72 16.40 0.66 55 6,944.17 0.66 17.00 0.61 52 6,944.16 0.61 17.60 0.57 50 6,944.16 0.57 18.20 0.55 48 6,944.16 0.55 18.80 0.52 47 6,944.16 0.52 19.40 0.50 45 6,944.16 0.50 20.00 0.47 44 6,944.16 0.47 20.60 0.44 42 6,944.16 0.44 21.20 0.42 40 6,944.16 0.42 21.80 0.40 39 6,944.16 0.40 22.40 0.39 38 6,944.16 0.39 23.00 0.39 38 6,944.16 0.39 23.60 0.39 38 6,944.15 0.39 24.20 0.38 38 6,944.15 0.38 24.80 0.33 34 6,944.15 0.34 25.40 0.19 24 6,944.14 0.20 26.00 0.08 13 6,944.13 0.08 26.60 0.03 7 6,944.13 0.03 27.20 0.01 4 6,944.13 0.01 27.80 0.01 2 6,944.12 0.01 28.40 0.00 1 6,944.12 0.00 29.00 0.00 0 6,944.12 0.00 29.60 0.00 0 6,944.12 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 148HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 15R: Reach-06 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,944.12 0.00 0.00 6,944.13 0.93 0.04 6,944.14 1.41 0.14 6,944.15 1.77 0.29 6,944.16 2.08 0.50 6,944.17 2.35 0.77 6,944.18 2.60 1.09 6,944.19 2.84 1.49 6,944.20 3.05 1.95 6,944.21 3.26 2.49 6,944.22 3.46 3.11 6,944.23 3.65 3.81 6,944.24 3.83 4.60 6,944.25 4.01 5.47 6,944.26 4.18 6.44 6,944.27 4.35 7.51 6,944.28 4.52 8.67 6,944.29 4.68 9.94 6,944.30 4.84 11.32 6,944.31 4.99 12.81 6,944.32 5.15 14.41 6,944.33 5.30 16.12 6,944.34 5.44 17.96 6,944.35 5.59 19.92 6,944.36 5.73 22.01 6,944.37 5.87 24.22 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 149HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 15R: Reach-06 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,944.12 0.0 0 6,944.13 0.0 8 6,944.14 0.1 19 6,944.15 0.2 31 6,944.16 0.2 45 6,944.17 0.3 61 6,944.18 0.4 79 6,944.19 0.5 99 6,944.20 0.6 121 6,944.21 0.8 144 6,944.22 0.9 169 6,944.23 1.0 197 6,944.24 1.2 226 6,944.25 1.4 257 6,944.26 1.5 290 6,944.27 1.7 325 6,944.28 1.9 362 6,944.29 2.1 400 6,944.30 2.3 441 6,944.31 2.6 483 6,944.32 2.8 527 6,944.33 3.0 573 6,944.34 3.3 621 6,944.35 3.6 671 6,944.36 3.8 723 6,944.37 4.1 777 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 150HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 16R: PRE-AREA-05-CULVERT [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 27.686 ac, 0.00% Impervious, Inflow Depth = 0.09" for 100-YR event Inflow = 0.28 cfs @ 14.52 hrs, Volume= 0.199 af Outflow = 0.28 cfs @ 14.52 hrs, Volume= 0.199 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.15 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.14 fps, Avg. Travel Time= 0.2 min Peak Storage= 3 cf @ 14.52 hrs Average Depth at Peak Storage= 0.51' above invert (0.09' above fill) , Surface Width= 1.00' Bank-Full Depth= 1.00' above invert (0.58' above fill) Flow Area= 0.5 sf, Capacity= 2.60 cfs 12.0" Round Pipe w/ 5.0" inside fill n= 0.012 Corrugated PP, smooth interior Length= 30.0' Slope= 0.0200 '/' Inlet Invert= 6,923.48', Outlet Invert= 6,922.88' Reach 16R: PRE-AREA-05-CULVERT Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=27.686 ac Avg. Flow Depth=0.09' Max Vel=3.15 fps 12.0" Round Pipe w/ 5.0" inside fill n=0.012 L=30.0' S=0.0200 '/' Capacity=2.60 cfs 0.28 cfs0.28 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 151HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 16R: PRE-AREA-05-CULVERT Primary Stage-Discharge Discharge (cfs) 210Depth (feet)1 0 Reach 16R: PRE-AREA-05-CULVERT Storage Stage-Storage Storage (cubic-feet) 14131211109876543210Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 152HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 16R: PRE-AREA-05-CULVERT Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,923.90 0.00 5.60 0.00 0 6,923.90 0.00 6.20 0.00 0 6,923.90 0.00 6.80 0.00 0 6,923.90 0.00 7.40 0.00 0 6,923.90 0.00 8.00 0.00 0 6,923.90 0.00 8.60 0.00 0 6,923.90 0.00 9.20 0.00 0 6,923.90 0.00 9.80 0.00 0 6,923.90 0.00 10.40 0.00 0 6,923.90 0.00 11.00 0.00 0 6,923.90 0.00 11.60 0.00 0 6,923.90 0.00 12.20 0.00 0 6,923.90 0.00 12.80 0.04 1 6,923.92 0.04 13.40 0.17 2 6,923.96 0.17 14.00 0.26 3 6,923.98 0.26 14.60 0.28 3 6,923.99 0.28 15.20 0.27 3 6,923.98 0.27 15.80 0.26 3 6,923.98 0.26 16.40 0.24 2 6,923.98 0.24 17.00 0.22 2 6,923.97 0.22 17.60 0.21 2 6,923.97 0.21 18.20 0.20 2 6,923.97 0.20 18.80 0.19 2 6,923.97 0.19 19.40 0.18 2 6,923.96 0.18 20.00 0.17 2 6,923.96 0.17 20.60 0.16 2 6,923.96 0.16 21.20 0.15 2 6,923.96 0.15 21.80 0.15 2 6,923.96 0.15 22.40 0.14 2 6,923.96 0.14 23.00 0.14 2 6,923.95 0.14 23.60 0.14 2 6,923.95 0.14 24.20 0.14 2 6,923.95 0.14 24.80 0.13 2 6,923.95 0.13 25.40 0.08 1 6,923.94 0.08 26.00 0.04 1 6,923.92 0.04 26.60 0.02 0 6,923.91 0.02 27.20 0.01 0 6,923.91 0.01 27.80 0.00 0 6,923.90 0.00 28.40 0.00 0 6,923.90 0.00 29.00 0.00 0 6,923.90 0.00 29.60 0.00 0 6,923.90 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 153HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 16R: PRE-AREA-05-CULVERT Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,923.48 0.00 0.00 6,923.49 0.00 0.00 6,923.50 0.00 0.00 6,923.51 0.00 0.00 6,923.52 0.00 0.00 6,923.53 0.00 0.00 6,923.54 0.00 0.00 6,923.55 0.00 0.00 6,923.56 0.00 0.00 6,923.57 0.00 0.00 6,923.58 0.00 0.00 6,923.59 0.00 0.00 6,923.60 0.00 0.00 6,923.61 0.00 0.00 6,923.62 0.00 0.00 6,923.63 0.00 0.00 6,923.64 0.00 0.00 6,923.65 0.00 0.00 6,923.66 0.00 0.00 6,923.67 0.00 0.00 6,923.68 0.00 0.00 6,923.69 0.00 0.00 6,923.70 0.00 0.00 6,923.71 0.00 0.00 6,923.72 0.00 0.00 6,923.73 0.00 0.00 6,923.74 0.00 0.00 6,923.75 0.00 0.00 6,923.76 0.00 0.00 6,923.77 0.00 0.00 6,923.78 0.00 0.00 6,923.79 0.00 0.00 6,923.80 0.00 0.00 6,923.81 0.00 0.00 6,923.82 0.00 0.00 6,923.83 0.00 0.00 6,923.84 0.00 0.00 6,923.85 0.00 0.00 6,923.86 0.00 0.00 6,923.87 0.00 0.00 6,923.88 0.00 0.00 6,923.89 0.00 0.00 6,923.90 0.39 0.00 6,923.91 0.97 0.01 6,923.92 1.39 0.03 6,923.93 1.74 0.06 6,923.94 2.05 0.09 6,923.95 2.33 0.12 6,923.96 2.58 0.16 6,923.97 2.81 0.21 6,923.98 3.03 0.25 6,923.99 3.23 0.30 6,924.00 3.42 0.35 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,924.01 3.60 0.41 6,924.02 3.76 0.46 6,924.03 3.92 0.52 6,924.04 4.07 0.58 6,924.05 4.21 0.64 6,924.06 4.35 0.71 6,924.07 4.48 0.77 6,924.08 4.60 0.84 6,924.09 4.71 0.91 6,924.10 4.82 0.97 6,924.11 4.93 1.04 6,924.12 5.03 1.11 6,924.13 5.12 1.18 6,924.14 5.21 1.25 6,924.15 5.30 1.32 6,924.16 5.38 1.39 6,924.17 5.45 1.46 6,924.18 5.53 1.53 6,924.19 5.60 1.60 6,924.20 5.66 1.67 6,924.21 5.72 1.74 6,924.22 5.78 1.81 6,924.23 5.83 1.88 6,924.24 5.88 1.94 6,924.25 5.92 2.01 6,924.26 5.97 2.07 6,924.27 6.00 2.14 6,924.28 6.04 2.20 6,924.29 6.07 2.26 6,924.30 6.10 2.31 6,924.31 6.12 2.37 6,924.32 6.14 2.42 6,924.33 6.15 2.47 6,924.34 6.17 2.52 6,924.35 6.17 2.57 6,924.36 6.17 2.61 6,924.37 6.17 2.65 6,924.38 6.17 2.68 6,924.39 6.15 2.71 6,924.40 6.14 2.74 6,924.41 6.11 2.76 6,924.42 6.08 2.78 6,924.43 6.04 2.79 6,924.44 6.00 2.79 6,924.45 5.94 2.78 6,924.46 5.86 2.76 6,924.47 5.75 2.73 6,924.48 5.47 2.60 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 154HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 16R: PRE-AREA-05-CULVERT Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,923.48 0.0 0 6,923.49 0.0 0 6,923.50 0.0 0 6,923.51 0.0 0 6,923.52 0.0 0 6,923.53 0.0 0 6,923.54 0.0 0 6,923.55 0.0 0 6,923.56 0.0 0 6,923.57 0.0 0 6,923.58 0.0 0 6,923.59 0.0 0 6,923.60 0.0 0 6,923.61 0.0 0 6,923.62 0.0 0 6,923.63 0.0 0 6,923.64 0.0 0 6,923.65 0.0 0 6,923.66 0.0 0 6,923.67 0.0 0 6,923.68 0.0 0 6,923.69 0.0 0 6,923.70 0.0 0 6,923.71 0.0 0 6,923.72 0.0 0 6,923.73 0.0 0 6,923.74 0.0 0 6,923.75 0.0 0 6,923.76 0.0 0 6,923.77 0.0 0 6,923.78 0.0 0 6,923.79 0.0 0 6,923.80 0.0 0 6,923.81 0.0 0 6,923.82 0.0 0 6,923.83 0.0 0 6,923.84 0.0 0 6,923.85 0.0 0 6,923.86 0.0 0 6,923.87 0.0 0 6,923.88 0.0 0 6,923.89 0.0 0 6,923.90 0.0 0 6,923.91 0.0 0 6,923.92 0.0 1 6,923.93 0.0 1 6,923.94 0.0 1 6,923.95 0.1 2 6,923.96 0.1 2 6,923.97 0.1 2 6,923.98 0.1 2 6,923.99 0.1 3 6,924.00 0.1 3 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,924.01 0.1 3 6,924.02 0.1 4 6,924.03 0.1 4 6,924.04 0.1 4 6,924.05 0.2 5 6,924.06 0.2 5 6,924.07 0.2 5 6,924.08 0.2 5 6,924.09 0.2 6 6,924.10 0.2 6 6,924.11 0.2 6 6,924.12 0.2 7 6,924.13 0.2 7 6,924.14 0.2 7 6,924.15 0.2 7 6,924.16 0.3 8 6,924.17 0.3 8 6,924.18 0.3 8 6,924.19 0.3 9 6,924.20 0.3 9 6,924.21 0.3 9 6,924.22 0.3 9 6,924.23 0.3 10 6,924.24 0.3 10 6,924.25 0.3 10 6,924.26 0.3 10 6,924.27 0.4 11 6,924.28 0.4 11 6,924.29 0.4 11 6,924.30 0.4 11 6,924.31 0.4 12 6,924.32 0.4 12 6,924.33 0.4 12 6,924.34 0.4 12 6,924.35 0.4 12 6,924.36 0.4 13 6,924.37 0.4 13 6,924.38 0.4 13 6,924.39 0.4 13 6,924.40 0.4 13 6,924.41 0.5 14 6,924.42 0.5 14 6,924.43 0.5 14 6,924.44 0.5 14 6,924.45 0.5 14 6,924.46 0.5 14 6,924.47 0.5 14 6,924.48 0.5 14 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 155HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 17R: Reach-05A [61] Hint: Exceeded Reach 16R outlet invert by 0.03' @ 14.54 hrs Inflow Area = 27.686 ac, 0.00% Impervious, Inflow Depth = 0.09" for 100-YR event Inflow = 0.28 cfs @ 14.52 hrs, Volume= 0.199 af Outflow = 0.28 cfs @ 14.55 hrs, Volume= 0.199 af, Atten= 0%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.44 fps, Min. Travel Time= 2.0 min Avg. Velocity = 1.01 fps, Avg. Travel Time= 2.9 min Peak Storage= 34 cf @ 14.55 hrs Average Depth at Peak Storage= 0.03' , Surface Width= 7.41' Bank-Full Depth= 0.25' Flow Area= 4.1 sf, Capacity= 18.30 cfs 4.00' x 0.25' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 50.0 '/' Top Width= 29.00' Length= 173.7' Slope= 0.1471 '/' Inlet Invert= 6,922.88', Outlet Invert= 6,897.33' ‡ Reach 17R: Reach-05A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=27.686 ac Avg. Flow Depth=0.03' Max Vel=1.44 fps n=0.035 L=173.7' S=0.1471 '/' Capacity=18.30 cfs 0.28 cfs0.28 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 156HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 17R: Reach-05A Primary Stage-Discharge Discharge (cfs) 181614121086420Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 17R: Reach-05A Storage Stage-Storage Storage (cubic-feet) 700650600550500450400350300250200150100500Depth (feet)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 157HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 17R: Reach-05A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,922.88 0.00 5.60 0.00 0 6,922.88 0.00 6.20 0.00 0 6,922.88 0.00 6.80 0.00 0 6,922.88 0.00 7.40 0.00 0 6,922.88 0.00 8.00 0.00 0 6,922.88 0.00 8.60 0.00 0 6,922.88 0.00 9.20 0.00 0 6,922.88 0.00 9.80 0.00 0 6,922.88 0.00 10.40 0.00 0 6,922.88 0.00 11.00 0.00 0 6,922.88 0.00 11.60 0.00 0 6,922.88 0.00 12.20 0.00 0 6,922.88 0.00 12.80 0.04 9 6,922.89 0.04 13.40 0.17 23 6,922.91 0.16 14.00 0.26 32 6,922.91 0.26 14.60 0.28 34 6,922.91 0.28 15.20 0.27 33 6,922.91 0.27 15.80 0.26 32 6,922.91 0.26 16.40 0.24 30 6,922.91 0.24 17.00 0.22 29 6,922.91 0.23 17.60 0.21 28 6,922.91 0.21 18.20 0.20 27 6,922.91 0.20 18.80 0.19 26 6,922.91 0.19 19.40 0.18 25 6,922.91 0.18 20.00 0.17 24 6,922.91 0.17 20.60 0.16 23 6,922.91 0.16 21.20 0.15 22 6,922.90 0.15 21.80 0.15 22 6,922.90 0.15 22.40 0.14 21 6,922.90 0.14 23.00 0.14 21 6,922.90 0.14 23.60 0.14 21 6,922.90 0.14 24.20 0.14 21 6,922.90 0.14 24.80 0.13 20 6,922.90 0.13 25.40 0.08 15 6,922.90 0.08 26.00 0.04 9 6,922.89 0.04 26.60 0.02 5 6,922.89 0.02 27.20 0.01 3 6,922.88 0.01 27.80 0.00 2 6,922.88 0.00 28.40 0.00 1 6,922.88 0.00 29.00 0.00 0 6,922.88 0.00 29.60 0.00 0 6,922.88 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 158HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 17R: Reach-05A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,922.88 0.00 0.00 6,922.89 0.70 0.03 6,922.90 1.06 0.11 6,922.91 1.34 0.22 6,922.92 1.57 0.38 6,922.93 1.78 0.58 6,922.94 1.97 0.83 6,922.95 2.14 1.12 6,922.96 2.31 1.48 6,922.97 2.46 1.88 6,922.98 2.61 2.35 6,922.99 2.76 2.88 6,923.00 2.90 3.47 6,923.01 3.03 4.14 6,923.02 3.16 4.87 6,923.03 3.29 5.67 6,923.04 3.41 6.55 6,923.05 3.54 7.51 6,923.06 3.66 8.55 6,923.07 3.77 9.68 6,923.08 3.89 10.88 6,923.09 4.00 12.18 6,923.10 4.11 13.57 6,923.11 4.22 15.05 6,923.12 4.33 16.63 6,923.13 4.44 18.30 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 159HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 17R: Reach-05A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,922.88 0.0 0 6,922.89 0.0 8 6,922.90 0.1 17 6,922.91 0.2 29 6,922.92 0.2 42 6,922.93 0.3 56 6,922.94 0.4 73 6,922.95 0.5 91 6,922.96 0.6 111 6,922.97 0.8 133 6,922.98 0.9 156 6,922.99 1.0 182 6,923.00 1.2 208 6,923.01 1.4 237 6,923.02 1.5 267 6,923.03 1.7 300 6,923.04 1.9 334 6,923.05 2.1 369 6,923.06 2.3 406 6,923.07 2.6 446 6,923.08 2.8 486 6,923.09 3.0 529 6,923.10 3.3 573 6,923.11 3.6 619 6,923.12 3.8 667 6,923.13 4.1 717 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 160HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 18R: Reach-05B [62] Hint: Exceeded Reach 17R OUTLET depth by 0.24' @ 14.45 hrs Inflow Area = 28.472 ac, 0.21% Impervious, Inflow Depth > 0.09" for 100-YR event Inflow = 0.31 cfs @ 14.50 hrs, Volume= 0.224 af Outflow = 0.31 cfs @ 14.51 hrs, Volume= 0.224 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.39 fps, Min. Travel Time= 1.3 min Avg. Velocity = 1.04 fps, Avg. Travel Time= 1.7 min Peak Storage= 23 cf @ 14.51 hrs Average Depth at Peak Storage= 0.27' , Surface Width= 1.63' Bank-Full Depth= 1.00' Flow Area= 3.0 sf, Capacity= 9.97 cfs 0.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 '/' Top Width= 6.00' Length= 104.5' Slope= 0.0166 '/' Inlet Invert= 6,897.33', Outlet Invert= 6,895.60' Reach 18R: Reach-05B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=28.472 ac Avg. Flow Depth=0.27' Max Vel=1.39 fps n=0.035 L=104.5' S=0.0166 '/' Capacity=9.97 cfs 0.31 cfs0.31 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 161HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 18R: Reach-05B Primary Stage-Discharge Discharge (cfs) 9876543210Depth (feet)1 0 Reach 18R: Reach-05B Storage Stage-Storage Storage (cubic-feet) 300280260240220200180160140120100806040200Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 162HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 18R: Reach-05B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,897.33 0.00 5.60 0.00 0 6,897.33 0.00 6.20 0.00 0 6,897.33 0.00 6.80 0.00 0 6,897.33 0.00 7.40 0.00 0 6,897.33 0.00 8.00 0.00 0 6,897.33 0.00 8.60 0.00 0 6,897.33 0.00 9.20 0.00 0 6,897.33 0.00 9.80 0.00 0 6,897.33 0.00 10.40 0.00 0 6,897.33 0.00 11.00 0.00 0 6,897.33 0.00 11.60 0.00 0 6,897.33 0.00 12.20 0.06 6 6,897.47 0.05 12.80 0.15 13 6,897.54 0.15 13.40 0.22 18 6,897.57 0.21 14.00 0.29 22 6,897.60 0.29 14.60 0.31 23 6,897.60 0.31 15.20 0.29 22 6,897.60 0.29 15.80 0.28 21 6,897.59 0.28 16.40 0.26 20 6,897.58 0.26 17.00 0.24 19 6,897.58 0.24 17.60 0.23 18 6,897.57 0.23 18.20 0.22 18 6,897.57 0.22 18.80 0.21 17 6,897.56 0.21 19.40 0.20 16 6,897.56 0.20 20.00 0.19 16 6,897.55 0.19 20.60 0.17 15 6,897.55 0.17 21.20 0.16 14 6,897.54 0.16 21.80 0.16 14 6,897.54 0.16 22.40 0.15 14 6,897.54 0.15 23.00 0.15 14 6,897.54 0.15 23.60 0.15 13 6,897.54 0.15 24.20 0.15 13 6,897.54 0.15 24.80 0.13 12 6,897.53 0.13 25.40 0.08 9 6,897.50 0.08 26.00 0.04 5 6,897.46 0.04 26.60 0.02 3 6,897.42 0.02 27.20 0.01 2 6,897.40 0.01 27.80 0.00 1 6,897.38 0.00 28.40 0.00 0 6,897.37 0.00 29.00 0.00 0 6,897.36 0.00 29.60 0.00 0 6,897.35 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 163HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 18R: Reach-05B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,897.33 0.00 0.00 6,897.34 0.15 0.00 6,897.35 0.24 0.00 6,897.36 0.32 0.00 6,897.37 0.39 0.00 6,897.38 0.45 0.00 6,897.39 0.51 0.01 6,897.40 0.56 0.01 6,897.41 0.62 0.01 6,897.42 0.67 0.02 6,897.43 0.72 0.02 6,897.44 0.76 0.03 6,897.45 0.81 0.03 6,897.46 0.85 0.04 6,897.47 0.90 0.05 6,897.48 0.94 0.06 6,897.49 0.98 0.08 6,897.50 1.02 0.09 6,897.51 1.06 0.10 6,897.52 1.10 0.12 6,897.53 1.14 0.14 6,897.54 1.17 0.16 6,897.55 1.21 0.18 6,897.56 1.25 0.20 6,897.57 1.28 0.22 6,897.58 1.32 0.25 6,897.59 1.35 0.27 6,897.60 1.39 0.30 6,897.61 1.42 0.33 6,897.62 1.46 0.37 6,897.63 1.49 0.40 6,897.64 1.52 0.44 6,897.65 1.55 0.48 6,897.66 1.59 0.52 6,897.67 1.62 0.56 6,897.68 1.65 0.61 6,897.69 1.68 0.65 6,897.70 1.71 0.70 6,897.71 1.74 0.76 6,897.72 1.77 0.81 6,897.73 1.80 0.87 6,897.74 1.83 0.92 6,897.75 1.86 0.99 6,897.76 1.89 1.05 6,897.77 1.92 1.12 6,897.78 1.95 1.19 6,897.79 1.98 1.26 6,897.80 2.01 1.33 6,897.81 2.04 1.41 6,897.82 2.07 1.49 6,897.83 2.09 1.57 6,897.84 2.12 1.65 6,897.85 2.15 1.74 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,897.86 2.18 1.83 6,897.87 2.20 1.93 6,897.88 2.23 2.02 6,897.89 2.26 2.12 6,897.90 2.28 2.23 6,897.91 2.31 2.33 6,897.92 2.34 2.44 6,897.93 2.36 2.55 6,897.94 2.39 2.67 6,897.95 2.42 2.79 6,897.96 2.44 2.91 6,897.97 2.47 3.03 6,897.98 2.49 3.16 6,897.99 2.52 3.29 6,898.00 2.54 3.43 6,898.01 2.57 3.56 6,898.02 2.59 3.71 6,898.03 2.62 3.85 6,898.04 2.64 4.00 6,898.05 2.67 4.15 6,898.06 2.69 4.31 6,898.07 2.72 4.47 6,898.08 2.74 4.63 6,898.09 2.77 4.79 6,898.10 2.79 4.96 6,898.11 2.82 5.14 6,898.12 2.84 5.32 6,898.13 2.86 5.50 6,898.14 2.89 5.68 6,898.15 2.91 5.87 6,898.16 2.93 6.06 6,898.17 2.96 6.26 6,898.18 2.98 6.46 6,898.19 3.00 6.67 6,898.20 3.03 6.88 6,898.21 3.05 7.09 6,898.22 3.07 7.31 6,898.23 3.10 7.53 6,898.24 3.12 7.75 6,898.25 3.14 7.98 6,898.26 3.17 8.21 6,898.27 3.19 8.45 6,898.28 3.21 8.69 6,898.29 3.23 8.94 6,898.30 3.26 9.19 6,898.31 3.28 9.44 6,898.32 3.30 9.70 6,898.33 3.32 9.97 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 164HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 18R: Reach-05B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,897.33 0.0 0 6,897.34 0.0 0 6,897.35 0.0 0 6,897.36 0.0 0 6,897.37 0.0 1 6,897.38 0.0 1 6,897.39 0.0 1 6,897.40 0.0 2 6,897.41 0.0 2 6,897.42 0.0 3 6,897.43 0.0 3 6,897.44 0.0 4 6,897.45 0.0 5 6,897.46 0.1 5 6,897.47 0.1 6 6,897.48 0.1 7 6,897.49 0.1 8 6,897.50 0.1 9 6,897.51 0.1 10 6,897.52 0.1 11 6,897.53 0.1 13 6,897.54 0.1 14 6,897.55 0.1 15 6,897.56 0.2 17 6,897.57 0.2 18 6,897.58 0.2 20 6,897.59 0.2 21 6,897.60 0.2 23 6,897.61 0.2 25 6,897.62 0.3 26 6,897.63 0.3 28 6,897.64 0.3 30 6,897.65 0.3 32 6,897.66 0.3 34 6,897.67 0.3 36 6,897.68 0.4 38 6,897.69 0.4 41 6,897.70 0.4 43 6,897.71 0.4 45 6,897.72 0.5 48 6,897.73 0.5 50 6,897.74 0.5 53 6,897.75 0.5 55 6,897.76 0.6 58 6,897.77 0.6 61 6,897.78 0.6 63 6,897.79 0.6 66 6,897.80 0.7 69 6,897.81 0.7 72 6,897.82 0.7 75 6,897.83 0.8 78 6,897.84 0.8 82 6,897.85 0.8 85 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,897.86 0.8 88 6,897.87 0.9 91 6,897.88 0.9 95 6,897.89 0.9 98 6,897.90 1.0 102 6,897.91 1.0 105 6,897.92 1.0 109 6,897.93 1.1 113 6,897.94 1.1 117 6,897.95 1.2 121 6,897.96 1.2 124 6,897.97 1.2 128 6,897.98 1.3 132 6,897.99 1.3 137 6,898.00 1.3 141 6,898.01 1.4 145 6,898.02 1.4 149 6,898.03 1.5 154 6,898.04 1.5 158 6,898.05 1.6 163 6,898.06 1.6 167 6,898.07 1.6 172 6,898.08 1.7 176 6,898.09 1.7 181 6,898.10 1.8 186 6,898.11 1.8 191 6,898.12 1.9 196 6,898.13 1.9 201 6,898.14 2.0 206 6,898.15 2.0 211 6,898.16 2.1 216 6,898.17 2.1 221 6,898.18 2.2 227 6,898.19 2.2 232 6,898.20 2.3 237 6,898.21 2.3 243 6,898.22 2.4 248 6,898.23 2.4 254 6,898.24 2.5 260 6,898.25 2.5 265 6,898.26 2.6 271 6,898.27 2.7 277 6,898.28 2.7 283 6,898.29 2.8 289 6,898.30 2.8 295 6,898.31 2.9 301 6,898.32 2.9 307 6,898.33 3.0 314 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 165HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 19R: Reach-05C [62] Hint: Exceeded Reach 15R OUTLET depth by 0.35' @ 14.18 hrs [62] Hint: Exceeded Reach 18R OUTLET depth by 0.15' @ 12.92 hrs Inflow Area = 105.736 ac, 0.14% Impervious, Inflow Depth = 0.10" for 100-YR event Inflow = 1.22 cfs @ 14.14 hrs, Volume= 0.849 af Outflow = 1.22 cfs @ 14.14 hrs, Volume= 0.849 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.49 fps, Min. Travel Time= 1.0 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 1.4 min Peak Storage= 73 cf @ 14.14 hrs Average Depth at Peak Storage= 0.40' , Surface Width= 2.42' Bank-Full Depth= 1.00' Flow Area= 3.0 sf, Capacity= 13.65 cfs 0.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 '/' Top Width= 6.00' Length= 148.2' Slope= 0.0310 '/' Inlet Invert= 6,895.60', Outlet Invert= 6,891.00' Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 166HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 19R: Reach-05C Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=105.736 ac Avg. Flow Depth=0.40' Max Vel=2.49 fps n=0.035 L=148.2' S=0.0310 '/' Capacity=13.65 cfs 1.22 cfs1.22 cfs Reach 19R: Reach-05C Primary Stage-Discharge Discharge (cfs) 131211109876543210Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 167HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 19R: Reach-05C Storage Stage-Storage Storage (cubic-feet) 400350300250200150100500Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 168HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 19R: Reach-05C Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,895.60 0.00 5.60 0.00 0 6,895.60 0.00 6.20 0.00 0 6,895.60 0.00 6.80 0.00 0 6,895.60 0.00 7.40 0.00 0 6,895.60 0.00 8.00 0.00 0 6,895.60 0.00 8.60 0.00 0 6,895.60 0.00 9.20 0.00 0 6,895.60 0.00 9.80 0.00 0 6,895.60 0.00 10.40 0.00 0 6,895.60 0.00 11.00 0.00 0 6,895.60 0.00 11.60 0.00 0 6,895.60 0.00 12.20 0.20 17 6,895.79 0.17 12.80 0.86 56 6,895.95 0.86 13.40 1.04 64 6,895.98 1.04 14.00 1.21 72 6,896.00 1.21 14.60 1.18 71 6,896.00 1.19 15.20 1.10 67 6,895.99 1.10 15.80 1.02 64 6,895.98 1.02 16.40 0.94 60 6,895.97 0.94 17.00 0.87 57 6,895.96 0.87 17.60 0.82 54 6,895.95 0.82 18.20 0.78 52 6,895.94 0.78 18.80 0.74 50 6,895.94 0.75 19.40 0.71 49 6,895.93 0.71 20.00 0.67 47 6,895.92 0.67 20.60 0.63 44 6,895.92 0.63 21.20 0.59 42 6,895.91 0.59 21.80 0.57 41 6,895.90 0.57 22.40 0.56 40 6,895.90 0.56 23.00 0.55 40 6,895.90 0.55 23.60 0.55 40 6,895.90 0.55 24.20 0.54 40 6,895.90 0.54 24.80 0.47 36 6,895.88 0.47 25.40 0.28 25 6,895.84 0.29 26.00 0.12 13 6,895.77 0.13 26.60 0.05 7 6,895.73 0.06 27.20 0.02 4 6,895.69 0.02 27.80 0.01 2 6,895.67 0.01 28.40 0.00 1 6,895.65 0.00 29.00 0.00 1 6,895.63 0.00 29.60 0.00 0 6,895.62 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 169HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 19R: Reach-05C Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,895.60 0.00 0.00 6,895.61 0.21 0.00 6,895.62 0.34 0.00 6,895.63 0.44 0.00 6,895.64 0.53 0.00 6,895.65 0.62 0.00 6,895.66 0.70 0.01 6,895.67 0.77 0.01 6,895.68 0.84 0.02 6,895.69 0.91 0.02 6,895.70 0.98 0.03 6,895.71 1.04 0.04 6,895.72 1.11 0.05 6,895.73 1.17 0.06 6,895.74 1.23 0.07 6,895.75 1.28 0.09 6,895.76 1.34 0.10 6,895.77 1.40 0.12 6,895.78 1.45 0.14 6,895.79 1.50 0.16 6,895.80 1.56 0.19 6,895.81 1.61 0.21 6,895.82 1.66 0.24 6,895.83 1.71 0.27 6,895.84 1.76 0.30 6,895.85 1.81 0.34 6,895.86 1.85 0.38 6,895.87 1.90 0.42 6,895.88 1.95 0.46 6,895.89 1.99 0.50 6,895.90 2.04 0.55 6,895.91 2.08 0.60 6,895.92 2.13 0.65 6,895.93 2.17 0.71 6,895.94 2.22 0.77 6,895.95 2.26 0.83 6,895.96 2.30 0.90 6,895.97 2.34 0.96 6,895.98 2.39 1.03 6,895.99 2.43 1.11 6,896.00 2.47 1.19 6,896.01 2.51 1.27 6,896.02 2.55 1.35 6,896.03 2.59 1.44 6,896.04 2.63 1.53 6,896.05 2.67 1.62 6,896.06 2.71 1.72 6,896.07 2.75 1.82 6,896.08 2.79 1.93 6,896.09 2.83 2.04 6,896.10 2.87 2.15 6,896.11 2.90 2.27 6,896.12 2.94 2.39 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,896.13 2.98 2.51 6,896.14 3.02 2.64 6,896.15 3.05 2.77 6,896.16 3.09 2.91 6,896.17 3.13 3.05 6,896.18 3.16 3.19 6,896.19 3.20 3.34 6,896.20 3.24 3.50 6,896.21 3.27 3.65 6,896.22 3.31 3.81 6,896.23 3.34 3.98 6,896.24 3.38 4.15 6,896.25 3.41 4.33 6,896.26 3.45 4.51 6,896.27 3.48 4.69 6,896.28 3.52 4.88 6,896.29 3.55 5.07 6,896.30 3.59 5.27 6,896.31 3.62 5.48 6,896.32 3.65 5.68 6,896.33 3.69 5.90 6,896.34 3.72 6.11 6,896.35 3.76 6.34 6,896.36 3.79 6.57 6,896.37 3.82 6.80 6,896.38 3.86 7.04 6,896.39 3.89 7.28 6,896.40 3.92 7.53 6,896.41 3.95 7.78 6,896.42 3.99 8.04 6,896.43 4.02 8.30 6,896.44 4.05 8.57 6,896.45 4.08 8.85 6,896.46 4.11 9.13 6,896.47 4.15 9.41 6,896.48 4.18 9.71 6,896.49 4.21 10.00 6,896.50 4.24 10.31 6,896.51 4.27 10.61 6,896.52 4.30 10.93 6,896.53 4.33 11.25 6,896.54 4.37 11.57 6,896.55 4.40 11.90 6,896.56 4.43 12.24 6,896.57 4.46 12.58 6,896.58 4.49 12.93 6,896.59 4.52 13.29 6,896.60 4.55 13.65 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 170HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 19R: Reach-05C Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,895.60 0.0 0 6,895.61 0.0 0 6,895.62 0.0 0 6,895.63 0.0 0 6,895.64 0.0 1 6,895.65 0.0 1 6,895.66 0.0 2 6,895.67 0.0 2 6,895.68 0.0 3 6,895.69 0.0 4 6,895.70 0.0 4 6,895.71 0.0 5 6,895.72 0.0 6 6,895.73 0.1 8 6,895.74 0.1 9 6,895.75 0.1 10 6,895.76 0.1 11 6,895.77 0.1 13 6,895.78 0.1 14 6,895.79 0.1 16 6,895.80 0.1 18 6,895.81 0.1 20 6,895.82 0.1 22 6,895.83 0.2 24 6,895.84 0.2 26 6,895.85 0.2 28 6,895.86 0.2 30 6,895.87 0.2 32 6,895.88 0.2 35 6,895.89 0.3 37 6,895.90 0.3 40 6,895.91 0.3 43 6,895.92 0.3 46 6,895.93 0.3 48 6,895.94 0.3 51 6,895.95 0.4 54 6,895.96 0.4 58 6,895.97 0.4 61 6,895.98 0.4 64 6,895.99 0.5 68 6,896.00 0.5 71 6,896.01 0.5 75 6,896.02 0.5 78 6,896.03 0.6 82 6,896.04 0.6 86 6,896.05 0.6 90 6,896.06 0.6 94 6,896.07 0.7 98 6,896.08 0.7 102 6,896.09 0.7 107 6,896.10 0.8 111 6,896.11 0.8 116 6,896.12 0.8 120 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,896.13 0.8 125 6,896.14 0.9 130 6,896.15 0.9 134 6,896.16 0.9 139 6,896.17 1.0 144 6,896.18 1.0 150 6,896.19 1.0 155 6,896.20 1.1 160 6,896.21 1.1 165 6,896.22 1.2 171 6,896.23 1.2 176 6,896.24 1.2 182 6,896.25 1.3 188 6,896.26 1.3 194 6,896.27 1.3 200 6,896.28 1.4 206 6,896.29 1.4 212 6,896.30 1.5 218 6,896.31 1.5 224 6,896.32 1.6 230 6,896.33 1.6 237 6,896.34 1.6 243 6,896.35 1.7 250 6,896.36 1.7 257 6,896.37 1.8 264 6,896.38 1.8 270 6,896.39 1.9 277 6,896.40 1.9 285 6,896.41 2.0 292 6,896.42 2.0 299 6,896.43 2.1 306 6,896.44 2.1 314 6,896.45 2.2 321 6,896.46 2.2 329 6,896.47 2.3 337 6,896.48 2.3 344 6,896.49 2.4 352 6,896.50 2.4 360 6,896.51 2.5 368 6,896.52 2.5 376 6,896.53 2.6 385 6,896.54 2.7 393 6,896.55 2.7 401 6,896.56 2.8 410 6,896.57 2.8 418 6,896.58 2.9 427 6,896.59 2.9 436 6,896.60 3.0 445 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 171HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 20R: Reach-05D [61] Hint: Exceeded Reach 19R outlet invert by 0.36' @ 14.15 hrs Inflow Area = 105.736 ac, 0.14% Impervious, Inflow Depth > 0.10" for 100-YR event Inflow = 1.22 cfs @ 14.14 hrs, Volume= 0.849 af Outflow = 1.22 cfs @ 14.14 hrs, Volume= 0.849 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 4.74 fps, Min. Travel Time= 0.3 min Avg. Velocity = 3.54 fps, Avg. Travel Time= 0.4 min Peak Storage= 23 cf @ 14.14 hrs Average Depth at Peak Storage= 0.36' , Surface Width= 1.43' Bank-Full Depth= 5.00' Flow Area= 50.0 sf, Capacity= 1,368.86 cfs 0.00' x 5.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 2.0 '/' Top Width= 20.00' Length= 89.1' Slope= 0.1422 '/' Inlet Invert= 6,891.00', Outlet Invert= 6,878.33' Reach 20R: Reach-05D Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=105.736 ac Avg. Flow Depth=0.36' Max Vel=4.74 fps n=0.035 L=89.1' S=0.1422 '/' Capacity=1,368.86 cfs 1.22 cfs1.22 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 172HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 20R: Reach-05D Primary Stage-Discharge Discharge (cfs) 1,2001,0008006004002000Depth (feet)5 4 3 2 1 0 Reach 20R: Reach-05D Storage Stage-Storage Storage (cubic-feet) 4,0003,5003,0002,5002,0001,5001,0005000Depth (feet)5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 173HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 20R: Reach-05D Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,891.00 0.00 5.60 0.00 0 6,891.00 0.00 6.20 0.00 0 6,891.00 0.00 6.80 0.00 0 6,891.00 0.00 7.40 0.00 0 6,891.00 0.00 8.00 0.00 0 6,891.00 0.00 8.60 0.00 0 6,891.00 0.00 9.20 0.00 0 6,891.00 0.00 9.80 0.00 0 6,891.00 0.00 10.40 0.00 0 6,891.00 0.00 11.00 0.00 0 6,891.00 0.00 11.60 0.00 0 6,891.00 0.00 12.20 0.17 5 6,891.17 0.17 12.80 0.86 18 6,891.31 0.86 13.40 1.04 20 6,891.34 1.04 14.00 1.21 23 6,891.36 1.21 14.60 1.19 22 6,891.35 1.19 15.20 1.10 21 6,891.34 1.10 15.80 1.02 20 6,891.33 1.02 16.40 0.94 19 6,891.32 0.94 17.00 0.87 18 6,891.32 0.87 17.60 0.82 17 6,891.31 0.82 18.20 0.78 16 6,891.30 0.78 18.80 0.75 16 6,891.30 0.75 19.40 0.71 15 6,891.29 0.71 20.00 0.67 15 6,891.29 0.67 20.60 0.63 14 6,891.28 0.63 21.20 0.59 13 6,891.27 0.59 21.80 0.57 13 6,891.27 0.57 22.40 0.56 13 6,891.27 0.56 23.00 0.55 13 6,891.27 0.55 23.60 0.55 13 6,891.26 0.55 24.20 0.54 12 6,891.26 0.54 24.80 0.47 11 6,891.25 0.47 25.40 0.29 8 6,891.21 0.29 26.00 0.13 4 6,891.15 0.13 26.60 0.06 2 6,891.11 0.06 27.20 0.02 1 6,891.08 0.02 27.80 0.01 1 6,891.06 0.01 28.40 0.00 0 6,891.04 0.00 29.00 0.00 0 6,891.01 0.00 29.60 0.00 0 6,891.00 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 174HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 20R: Reach-05D Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,891.00 0.00 0.00 6,891.05 1.27 0.01 6,891.10 2.02 0.04 6,891.15 2.64 0.12 6,891.20 3.20 0.26 6,891.25 3.72 0.46 6,891.30 4.20 0.76 6,891.35 4.65 1.14 6,891.40 5.08 1.63 6,891.45 5.50 2.23 6,891.50 5.90 2.95 6,891.55 6.29 3.80 6,891.60 6.66 4.80 6,891.65 7.03 5.94 6,891.70 7.38 7.23 6,891.75 7.73 8.70 6,891.80 8.07 10.33 6,891.85 8.40 12.14 6,891.90 8.73 14.14 6,891.95 9.05 16.33 6,892.00 9.36 18.73 6,892.05 9.67 21.33 6,892.10 9.98 24.14 6,892.15 10.28 27.18 6,892.20 10.57 30.45 6,892.25 10.86 33.95 6,892.30 11.15 37.70 6,892.35 11.44 41.69 6,892.40 11.72 45.93 6,892.45 11.99 50.44 6,892.50 12.27 55.21 6,892.55 12.54 60.25 6,892.60 12.81 65.58 6,892.65 13.07 71.19 6,892.70 13.34 77.09 6,892.75 13.60 83.28 6,892.80 13.85 89.78 6,892.85 14.11 96.58 6,892.90 14.36 103.70 6,892.95 14.61 111.14 6,893.00 14.86 118.90 6,893.05 15.11 126.99 6,893.10 15.35 135.42 6,893.15 15.60 144.19 6,893.20 15.84 153.31 6,893.25 16.08 162.78 6,893.30 16.31 172.60 6,893.35 16.55 182.79 6,893.40 16.78 193.35 6,893.45 17.02 204.28 6,893.50 17.25 215.58 6,893.55 17.48 227.27 6,893.60 17.70 239.35 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,893.65 17.93 251.82 6,893.70 18.15 264.69 6,893.75 18.38 277.97 6,893.80 18.60 291.65 6,893.85 18.82 305.75 6,893.90 19.04 320.26 6,893.95 19.26 335.20 6,894.00 19.48 350.56 6,894.05 19.69 366.36 6,894.10 19.91 382.59 6,894.15 20.12 399.27 6,894.20 20.33 416.40 6,894.25 20.54 433.97 6,894.30 20.75 452.01 6,894.35 20.96 470.50 6,894.40 21.17 489.46 6,894.45 21.38 508.89 6,894.50 21.58 528.80 6,894.55 21.79 549.18 6,894.60 21.99 570.05 6,894.65 22.20 591.41 6,894.70 22.40 613.26 6,894.75 22.60 635.61 6,894.80 22.80 658.46 6,894.85 23.00 681.82 6,894.90 23.20 705.69 6,894.95 23.40 730.07 6,895.00 23.59 754.98 6,895.05 23.79 780.41 6,895.10 23.98 806.36 6,895.15 24.18 832.85 6,895.20 24.37 859.88 6,895.25 24.57 887.45 6,895.30 24.76 915.57 6,895.35 24.95 944.23 6,895.40 25.14 973.45 6,895.45 25.33 1,003.23 6,895.50 25.52 1,033.57 6,895.55 25.71 1,064.48 6,895.60 25.90 1,095.96 6,895.65 26.08 1,128.01 6,895.70 26.27 1,160.65 6,895.75 26.46 1,193.87 6,895.80 26.64 1,227.68 6,895.85 26.83 1,262.07 6,895.90 27.01 1,297.07 6,895.95 27.19 1,332.66 6,896.00 27.38 1,368.86 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 175HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 20R: Reach-05D Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,891.00 0.0 0 6,891.05 0.0 0 6,891.10 0.0 2 6,891.15 0.0 4 6,891.20 0.1 7 6,891.25 0.1 11 6,891.30 0.2 16 6,891.35 0.2 22 6,891.40 0.3 29 6,891.45 0.4 36 6,891.50 0.5 45 6,891.55 0.6 54 6,891.60 0.7 64 6,891.65 0.8 75 6,891.70 1.0 87 6,891.75 1.1 100 6,891.80 1.3 114 6,891.85 1.4 129 6,891.90 1.6 144 6,891.95 1.8 161 6,892.00 2.0 178 6,892.05 2.2 196 6,892.10 2.4 216 6,892.15 2.6 236 6,892.20 2.9 257 6,892.25 3.1 278 6,892.30 3.4 301 6,892.35 3.6 325 6,892.40 3.9 349 6,892.45 4.2 375 6,892.50 4.5 401 6,892.55 4.8 428 6,892.60 5.1 456 6,892.65 5.4 485 6,892.70 5.8 515 6,892.75 6.1 546 6,892.80 6.5 577 6,892.85 6.8 610 6,892.90 7.2 643 6,892.95 7.6 678 6,893.00 8.0 713 6,893.05 8.4 749 6,893.10 8.8 786 6,893.15 9.2 824 6,893.20 9.7 862 6,893.25 10.1 902 6,893.30 10.6 943 6,893.35 11.0 984 6,893.40 11.5 1,026 6,893.45 12.0 1,070 6,893.50 12.5 1,114 6,893.55 13.0 1,159 6,893.60 13.5 1,205 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,893.65 14.0 1,251 6,893.70 14.6 1,299 6,893.75 15.1 1,348 6,893.80 15.7 1,397 6,893.85 16.2 1,447 6,893.90 16.8 1,499 6,893.95 17.4 1,551 6,894.00 18.0 1,604 6,894.05 18.6 1,658 6,894.10 19.2 1,713 6,894.15 19.8 1,768 6,894.20 20.5 1,825 6,894.25 21.1 1,882 6,894.30 21.8 1,941 6,894.35 22.4 2,000 6,894.40 23.1 2,060 6,894.45 23.8 2,121 6,894.50 24.5 2,183 6,894.55 25.2 2,246 6,894.60 25.9 2,309 6,894.65 26.6 2,374 6,894.70 27.4 2,440 6,894.75 28.1 2,506 6,894.80 28.9 2,573 6,894.85 29.6 2,641 6,894.90 30.4 2,710 6,894.95 31.2 2,780 6,895.00 32.0 2,851 6,895.05 32.8 2,923 6,895.10 33.6 2,996 6,895.15 34.4 3,069 6,895.20 35.3 3,143 6,895.25 36.1 3,219 6,895.30 37.0 3,295 6,895.35 37.8 3,372 6,895.40 38.7 3,450 6,895.45 39.6 3,529 6,895.50 40.5 3,609 6,895.55 41.4 3,689 6,895.60 42.3 3,771 6,895.65 43.2 3,853 6,895.70 44.2 3,936 6,895.75 45.1 4,021 6,895.80 46.1 4,106 6,895.85 47.0 4,192 6,895.90 48.0 4,279 6,895.95 49.0 4,366 6,896.00 50.0 4,455 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 176HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 21R: Reach-05E [62] Hint: Exceeded Reach 14R OUTLET depth by 0.38' @ 14.09 hrs [62] Hint: Exceeded Reach 20R OUTLET depth by 0.18' @ 12.20 hrs Inflow Area = 114.071 ac, 0.29% Impervious, Inflow Depth > 0.11" for 100-YR event Inflow = 1.44 cfs @ 14.07 hrs, Volume= 1.044 af Outflow = 1.44 cfs @ 14.08 hrs, Volume= 1.044 af, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 4.70 fps, Min. Travel Time= 0.8 min Avg. Velocity = 3.49 fps, Avg. Travel Time= 1.1 min Peak Storage= 69 cf @ 14.08 hrs Average Depth at Peak Storage= 0.39' , Surface Width= 1.57' Bank-Full Depth= 3.00' Flow Area= 18.0 sf, Capacity= 328.40 cfs 0.00' x 3.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 2.0 '/' Top Width= 12.00' Length= 224.8' Slope= 0.0917 '/' Inlet Invert= 6,878.33', Outlet Invert= 6,857.72' Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 177HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 21R: Reach-05E Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=114.071 ac Avg. Flow Depth=0.39' Max Vel=4.70 fps n=0.030 L=224.8' S=0.0917 '/' Capacity=328.40 cfs 1.44 cfs1.44 cfs Reach 21R: Reach-05E Primary Stage-Discharge Discharge (cfs) 300250200150100500Depth (feet)3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 178HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 21R: Reach-05E Storage Stage-Storage Storage (cubic-feet) 4,0003,5003,0002,5002,0001,5001,0005000Depth (feet)3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 179HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 21R: Reach-05E Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,878.33 0.00 5.60 0.00 0 6,878.33 0.00 6.20 0.00 0 6,878.33 0.00 6.80 0.00 0 6,878.33 0.00 7.40 0.00 0 6,878.33 0.00 8.00 0.00 0 6,878.33 0.00 8.60 0.00 0 6,878.33 0.00 9.20 0.00 0 6,878.33 0.00 9.80 0.00 0 6,878.33 0.00 10.40 0.00 0 6,878.33 0.00 11.00 0.00 0 6,878.33 0.00 11.60 0.00 0 6,878.33 0.00 12.20 1.12 56 6,878.68 1.08 12.80 1.25 62 6,878.70 1.25 13.40 1.31 64 6,878.71 1.30 14.00 1.44 69 6,878.72 1.44 14.60 1.39 67 6,878.72 1.40 15.20 1.30 64 6,878.71 1.30 15.80 1.21 60 6,878.70 1.21 16.40 1.12 57 6,878.69 1.12 17.00 1.04 54 6,878.68 1.04 17.60 0.97 51 6,878.67 0.97 18.20 0.92 49 6,878.66 0.93 18.80 0.88 48 6,878.66 0.88 19.40 0.84 46 6,878.65 0.84 20.00 0.79 44 6,878.64 0.79 20.60 0.74 42 6,878.63 0.74 21.20 0.70 40 6,878.63 0.70 21.80 0.67 39 6,878.62 0.67 22.40 0.66 38 6,878.62 0.66 23.00 0.65 38 6,878.62 0.65 23.60 0.64 38 6,878.62 0.64 24.20 0.63 37 6,878.62 0.63 24.80 0.51 32 6,878.60 0.51 25.40 0.30 21 6,878.55 0.30 26.00 0.13 12 6,878.49 0.13 26.60 0.06 6 6,878.45 0.06 27.20 0.02 3 6,878.41 0.03 27.80 0.01 2 6,878.39 0.01 28.40 0.00 1 6,878.37 0.00 29.00 0.00 0 6,878.36 0.00 29.60 0.00 0 6,878.34 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 180HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 21R: Reach-05E Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,878.33 0.00 0.00 6,878.35 0.56 0.00 6,878.37 1.01 0.00 6,878.39 1.34 0.01 6,878.41 1.62 0.02 6,878.43 1.89 0.04 6,878.45 2.13 0.06 6,878.47 2.36 0.09 6,878.49 2.58 0.13 6,878.51 2.80 0.18 6,878.53 3.00 0.24 6,878.55 3.19 0.31 6,878.57 3.39 0.39 6,878.59 3.57 0.49 6,878.61 3.75 0.59 6,878.63 3.93 0.71 6,878.65 4.10 0.84 6,878.67 4.27 0.99 6,878.69 4.44 1.15 6,878.71 4.60 1.33 6,878.73 4.76 1.53 6,878.75 4.92 1.74 6,878.77 5.07 1.97 6,878.79 5.23 2.22 6,878.81 5.38 2.48 6,878.83 5.52 2.77 6,878.85 5.67 3.07 6,878.87 5.82 3.39 6,878.89 5.96 3.74 6,878.91 6.10 4.11 6,878.93 6.24 4.49 6,878.95 6.38 4.91 6,878.97 6.51 5.34 6,878.99 6.65 5.79 6,879.01 6.78 6.28 6,879.03 6.91 6.78 6,879.05 7.05 7.31 6,879.07 7.18 7.87 6,879.09 7.30 8.44 6,879.11 7.43 9.04 6,879.13 7.56 9.68 6,879.15 7.68 10.34 6,879.17 7.81 11.02 6,879.19 7.93 11.74 6,879.21 8.05 12.48 6,879.23 8.18 13.25 6,879.25 8.30 14.05 6,879.27 8.42 14.88 6,879.29 8.54 15.73 6,879.31 8.65 16.63 6,879.33 8.77 17.55 6,879.35 8.89 18.49 6,879.37 9.00 19.48 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,879.39 9.12 20.50 6,879.41 9.23 21.54 6,879.43 9.35 22.63 6,879.45 9.46 23.74 6,879.47 9.57 24.88 6,879.49 9.68 26.07 6,879.51 9.79 27.28 6,879.53 9.90 28.53 6,879.55 10.01 29.82 6,879.57 10.12 31.14 6,879.59 10.23 32.49 6,879.61 10.34 33.89 6,879.63 10.45 35.32 6,879.65 10.55 36.78 6,879.67 10.66 38.29 6,879.69 10.77 39.84 6,879.71 10.87 41.41 6,879.73 10.98 43.04 6,879.75 11.08 44.70 6,879.77 11.18 46.39 6,879.79 11.29 48.13 6,879.81 11.39 49.91 6,879.83 11.49 51.72 6,879.85 11.60 53.59 6,879.87 11.70 55.49 6,879.89 11.80 57.42 6,879.91 11.90 59.42 6,879.93 12.00 61.44 6,879.95 12.10 63.50 6,879.97 12.20 65.62 6,879.99 12.30 67.78 6,880.01 12.40 69.97 6,880.03 12.49 72.22 6,880.05 12.59 74.51 6,880.07 12.69 76.83 6,880.09 12.79 79.22 6,880.11 12.88 81.64 6,880.13 12.98 84.10 6,880.15 13.07 86.63 6,880.17 13.17 89.19 6,880.19 13.27 91.79 6,880.21 13.36 94.45 6,880.23 13.45 97.16 6,880.25 13.55 99.90 6,880.27 13.64 102.71 6,880.29 13.74 105.55 6,880.31 13.83 108.44 6,880.33 13.92 111.40 6,880.35 14.02 114.39 6,880.37 14.11 117.42 6,880.39 14.20 120.53 6,880.41 14.29 123.68 6,880.43 14.38 126.86 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,880.45 14.47 130.12 6,880.47 14.57 133.42 6,880.49 14.66 136.76 6,880.51 14.75 140.17 6,880.53 14.84 143.63 6,880.55 14.93 147.12 6,880.57 15.02 150.70 6,880.59 15.10 154.31 6,880.61 15.19 157.97 6,880.63 15.28 161.70 6,880.65 15.37 165.48 6,880.67 15.46 169.30 6,880.69 15.55 173.20 6,880.71 15.64 177.14 6,880.73 15.72 181.12 6,880.75 15.81 185.19 6,880.77 15.90 189.30 6,880.79 15.98 193.45 6,880.81 16.07 197.69 6,880.83 16.16 201.97 6,880.85 16.24 206.29 6,880.87 16.33 210.70 6,880.89 16.41 215.15 6,880.91 16.50 219.65 6,880.93 16.58 224.23 6,880.95 16.67 228.86 6,880.97 16.75 233.54 6,880.99 16.84 238.30 6,881.01 16.92 243.11 6,881.03 17.01 247.96 6,881.05 17.09 252.90 6,881.07 17.17 257.89 6,881.09 17.26 262.93 6,881.11 17.34 268.05 6,881.13 17.42 273.23 6,881.15 17.51 278.45 6,881.17 17.59 283.76 6,881.19 17.67 289.12 6,881.21 17.75 294.53 6,881.23 17.84 300.03 6,881.25 17.92 305.58 6,881.27 18.00 311.17 6,881.29 18.08 316.87 6,881.31 18.16 322.61 6,881.33 18.24 328.40 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 181HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 21R: Reach-05E Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,878.33 0.0 0 6,878.38 0.0 1 6,878.43 0.0 5 6,878.48 0.0 10 6,878.53 0.1 18 6,878.58 0.1 28 6,878.63 0.2 40 6,878.68 0.2 55 6,878.73 0.3 72 6,878.78 0.4 91 6,878.83 0.5 112 6,878.88 0.6 136 6,878.93 0.7 162 6,878.98 0.8 190 6,879.03 1.0 220 6,879.08 1.1 253 6,879.13 1.3 288 6,879.18 1.4 325 6,879.23 1.6 364 6,879.28 1.8 406 6,879.33 2.0 450 6,879.38 2.2 496 6,879.43 2.4 544 6,879.48 2.6 595 6,879.53 2.9 647 6,879.58 3.1 703 6,879.63 3.4 760 6,879.68 3.6 819 6,879.73 3.9 881 6,879.78 4.2 945 6,879.83 4.5 1,012 6,879.88 4.8 1,080 6,879.93 5.1 1,151 6,879.98 5.4 1,224 6,880.03 5.8 1,299 6,880.08 6.1 1,377 6,880.13 6.5 1,457 6,880.18 6.8 1,539 6,880.23 7.2 1,623 6,880.28 7.6 1,710 6,880.33 8.0 1,798 6,880.38 8.4 1,890 6,880.43 8.8 1,983 6,880.48 9.2 2,078 6,880.53 9.7 2,176 6,880.58 10.1 2,276 6,880.63 10.6 2,378 6,880.68 11.0 2,483 6,880.73 11.5 2,590 6,880.78 12.0 2,699 6,880.83 12.5 2,810 6,880.88 13.0 2,924 6,880.93 13.5 3,039 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,880.98 14.0 3,157 6,881.03 14.6 3,278 6,881.08 15.1 3,400 6,881.13 15.7 3,525 6,881.18 16.2 3,652 6,881.23 16.8 3,781 6,881.28 17.4 3,913 6,881.33 18.0 4,046 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 182HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 22R: Reach-05F [62] Hint: Exceeded Reach 21R OUTLET depth by 0.01' @ 29.90 hrs Inflow Area = 114.071 ac, 0.29% Impervious, Inflow Depth > 0.11" for 100-YR event Inflow = 1.44 cfs @ 14.08 hrs, Volume= 1.044 af Outflow = 1.44 cfs @ 14.08 hrs, Volume= 1.044 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.63 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.68 fps, Avg. Travel Time= 0.4 min Peak Storage= 24 cf @ 14.08 hrs Average Depth at Peak Storage= 0.36' , Surface Width= 2.18' Bank-Full Depth= 0.70' Flow Area= 1.5 sf, Capacity= 8.25 cfs 0.00' x 0.70' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 '/' Top Width= 4.20' Length= 61.2' Slope= 0.0559 '/' Inlet Invert= 6,857.72', Outlet Invert= 6,854.30' Reach 22R: Reach-05F Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=114.071 ac Avg. Flow Depth=0.36' Max Vel=3.63 fps n=0.030 L=61.2' S=0.0559 '/' Capacity=8.25 cfs 1.44 cfs1.44 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 183HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 22R: Reach-05F Primary Stage-Discharge Discharge (cfs) 876543210Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 22R: Reach-05F Storage Stage-Storage Storage (cubic-feet) 80706050403020100Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 184HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 22R: Reach-05F Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,857.72 0.00 5.60 0.00 0 6,857.72 0.00 6.20 0.00 0 6,857.72 0.00 6.80 0.00 0 6,857.72 0.00 7.40 0.00 0 6,857.72 0.00 8.00 0.00 0 6,857.72 0.00 8.60 0.00 0 6,857.72 0.00 9.20 0.00 0 6,857.72 0.00 9.80 0.00 0 6,857.72 0.00 10.40 0.00 0 6,857.72 0.00 11.00 0.00 0 6,857.72 0.00 11.60 0.00 0 6,857.72 0.00 12.20 1.08 19 6,858.05 1.07 12.80 1.25 22 6,858.06 1.25 13.40 1.30 23 6,858.07 1.30 14.00 1.44 24 6,858.08 1.44 14.60 1.40 24 6,858.08 1.40 15.20 1.30 22 6,858.07 1.30 15.80 1.21 21 6,858.06 1.21 16.40 1.12 20 6,858.05 1.12 17.00 1.04 19 6,858.04 1.04 17.60 0.97 18 6,858.03 0.97 18.20 0.93 17 6,858.03 0.93 18.80 0.88 17 6,858.02 0.88 19.40 0.84 16 6,858.02 0.84 20.00 0.79 16 6,858.01 0.79 20.60 0.74 15 6,858.00 0.74 21.20 0.70 14 6,858.00 0.70 21.80 0.67 14 6,857.99 0.67 22.40 0.66 14 6,857.99 0.66 23.00 0.65 13 6,857.99 0.65 23.60 0.64 13 6,857.99 0.64 24.20 0.63 13 6,857.99 0.63 24.80 0.51 11 6,857.97 0.51 25.40 0.30 8 6,857.92 0.30 26.00 0.13 4 6,857.87 0.14 26.60 0.06 2 6,857.83 0.06 27.20 0.03 1 6,857.80 0.03 27.80 0.01 1 6,857.78 0.01 28.40 0.00 0 6,857.76 0.01 29.00 0.00 0 6,857.75 0.00 29.60 0.00 0 6,857.74 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 185HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 22R: Reach-05F Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,857.72 0.00 0.00 6,857.73 0.33 0.00 6,857.74 0.52 0.00 6,857.75 0.69 0.00 6,857.76 0.83 0.00 6,857.77 0.97 0.01 6,857.78 1.09 0.01 6,857.79 1.21 0.02 6,857.80 1.32 0.03 6,857.81 1.43 0.03 6,857.82 1.53 0.05 6,857.83 1.63 0.06 6,857.84 1.73 0.07 6,857.85 1.83 0.09 6,857.86 1.92 0.11 6,857.87 2.01 0.14 6,857.88 2.10 0.16 6,857.89 2.19 0.19 6,857.90 2.27 0.22 6,857.91 2.35 0.26 6,857.92 2.44 0.29 6,857.93 2.52 0.33 6,857.94 2.60 0.38 6,857.95 2.67 0.42 6,857.96 2.75 0.48 6,857.97 2.83 0.53 6,857.98 2.90 0.59 6,857.99 2.98 0.65 6,858.00 3.05 0.72 6,858.01 3.12 0.79 6,858.02 3.19 0.86 6,858.03 3.26 0.94 6,858.04 3.33 1.02 6,858.05 3.40 1.11 6,858.06 3.47 1.20 6,858.07 3.54 1.30 6,858.08 3.60 1.40 6,858.09 3.67 1.51 6,858.10 3.74 1.62 6,858.11 3.80 1.73 6,858.12 3.87 1.86 6,858.13 3.93 1.98 6,858.14 3.99 2.11 6,858.15 4.06 2.25 6,858.16 4.12 2.39 6,858.17 4.18 2.54 6,858.18 4.24 2.69 6,858.19 4.31 2.85 6,858.20 4.37 3.02 6,858.21 4.43 3.19 6,858.22 4.49 3.37 6,858.23 4.55 3.55 6,858.24 4.61 3.74 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,858.25 4.66 3.93 6,858.26 4.72 4.13 6,858.27 4.78 4.34 6,858.28 4.84 4.55 6,858.29 4.90 4.77 6,858.30 4.95 5.00 6,858.31 5.01 5.23 6,858.32 5.07 5.47 6,858.33 5.12 5.72 6,858.34 5.18 5.97 6,858.35 5.23 6.23 6,858.36 5.29 6.50 6,858.37 5.34 6.77 6,858.38 5.40 7.06 6,858.39 5.45 7.34 6,858.40 5.51 7.64 6,858.41 5.56 7.94 6,858.42 5.61 8.25 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 186HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 22R: Reach-05F Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,857.72 0.0 0 6,857.73 0.0 0 6,857.74 0.0 0 6,857.75 0.0 0 6,857.76 0.0 0 6,857.77 0.0 0 6,857.78 0.0 1 6,857.79 0.0 1 6,857.80 0.0 1 6,857.81 0.0 1 6,857.82 0.0 2 6,857.83 0.0 2 6,857.84 0.0 3 6,857.85 0.1 3 6,857.86 0.1 4 6,857.87 0.1 4 6,857.88 0.1 5 6,857.89 0.1 5 6,857.90 0.1 6 6,857.91 0.1 7 6,857.92 0.1 7 6,857.93 0.1 8 6,857.94 0.1 9 6,857.95 0.2 10 6,857.96 0.2 11 6,857.97 0.2 11 6,857.98 0.2 12 6,857.99 0.2 13 6,858.00 0.2 14 6,858.01 0.3 15 6,858.02 0.3 17 6,858.03 0.3 18 6,858.04 0.3 19 6,858.05 0.3 20 6,858.06 0.3 21 6,858.07 0.4 22 6,858.08 0.4 24 6,858.09 0.4 25 6,858.10 0.4 27 6,858.11 0.5 28 6,858.12 0.5 29 6,858.13 0.5 31 6,858.14 0.5 32 6,858.15 0.6 34 6,858.16 0.6 36 6,858.17 0.6 37 6,858.18 0.6 39 6,858.19 0.7 41 6,858.20 0.7 42 6,858.21 0.7 44 6,858.22 0.8 46 6,858.23 0.8 48 6,858.24 0.8 50 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,858.25 0.8 52 6,858.26 0.9 54 6,858.27 0.9 56 6,858.28 0.9 58 6,858.29 1.0 60 6,858.30 1.0 62 6,858.31 1.0 64 6,858.32 1.1 66 6,858.33 1.1 68 6,858.34 1.2 71 6,858.35 1.2 73 6,858.36 1.2 75 6,858.37 1.3 78 6,858.38 1.3 80 6,858.39 1.3 82 6,858.40 1.4 85 6,858.41 1.4 87 6,858.42 1.5 90 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 187HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 23R: Reach-05G [62] Hint: Exceeded Reach 22R OUTLET depth by 0.20' @ 12.26 hrs Inflow Area = 116.291 ac, 0.35% Impervious, Inflow Depth > 0.12" for 100-YR event Inflow = 1.86 cfs @ 12.27 hrs, Volume= 1.120 af Outflow = 1.86 cfs @ 12.28 hrs, Volume= 1.120 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.31 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.63 fps, Avg. Travel Time= 0.5 min Peak Storage= 43 cf @ 12.28 hrs Average Depth at Peak Storage= 0.54' , Surface Width= 3.00' Bank-Full Depth= 0.56' Flow Area= 0.9 sf, Capacity= 2.09 cfs 0.00' x 0.56' deep channel, n= 0.040 Earth, cobble bottom, clean sides Side Slope Z-value= 3.1 2.5 '/' Top Width= 3.14' Length= 53.6' Slope= 0.0243 '/' Inlet Invert= 6,854.30', Outlet Invert= 6,853.00' Reach 23R: Reach-05G Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Inflow Area=116.291 ac Avg. Flow Depth=0.54' Max Vel=2.31 fps n=0.040 L=53.6' S=0.0243 '/' Capacity=2.09 cfs 1.86 cfs1.86 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 188HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 23R: Reach-05G Primary Stage-Discharge Discharge (cfs) 210Depth (feet)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 23R: Reach-05G Storage Stage-Storage Storage (cubic-feet) 454035302520151050Depth (feet)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 189HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 23R: Reach-05G Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,854.30 0.00 5.60 0.00 0 6,854.30 0.00 6.20 0.00 0 6,854.30 0.00 6.80 0.00 0 6,854.30 0.00 7.40 0.00 0 6,854.30 0.00 8.00 0.00 0 6,854.30 0.00 8.60 0.00 0 6,854.30 0.00 9.20 0.00 0 6,854.30 0.00 9.80 0.00 0 6,854.30 0.00 10.40 0.00 0 6,854.30 0.00 11.00 0.00 0 6,854.30 0.00 11.60 0.00 0 6,854.30 0.00 12.20 1.73 40 6,854.82 1.70 12.80 1.45 36 6,854.79 1.45 13.40 1.42 35 6,854.78 1.41 14.00 1.53 37 6,854.80 1.53 14.60 1.47 36 6,854.79 1.47 15.20 1.37 34 6,854.78 1.37 15.80 1.27 32 6,854.76 1.27 16.40 1.17 31 6,854.75 1.18 17.00 1.09 29 6,854.74 1.09 17.60 1.02 27 6,854.73 1.02 18.20 0.97 26 6,854.72 0.97 18.80 0.92 26 6,854.71 0.92 19.40 0.88 25 6,854.70 0.88 20.00 0.82 23 6,854.70 0.83 20.60 0.77 22 6,854.69 0.77 21.20 0.73 21 6,854.68 0.73 21.80 0.70 21 6,854.67 0.70 22.40 0.69 20 6,854.67 0.69 23.00 0.68 20 6,854.67 0.68 23.60 0.67 20 6,854.67 0.67 24.20 0.66 20 6,854.66 0.66 24.80 0.51 17 6,854.63 0.52 25.40 0.30 11 6,854.57 0.31 26.00 0.14 6 6,854.50 0.14 26.60 0.06 3 6,854.45 0.06 27.20 0.03 2 6,854.41 0.03 27.80 0.01 1 6,854.38 0.01 28.40 0.01 1 6,854.36 0.01 29.00 0.00 0 6,854.34 0.00 29.60 0.00 0 6,854.33 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 190HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 23R: Reach-05G Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,854.30 0.00 0.00 6,854.31 0.16 0.00 6,854.32 0.26 0.00 6,854.33 0.34 0.00 6,854.34 0.41 0.00 6,854.35 0.48 0.00 6,854.36 0.54 0.01 6,854.37 0.59 0.01 6,854.38 0.65 0.01 6,854.39 0.70 0.02 6,854.40 0.75 0.02 6,854.41 0.80 0.03 6,854.42 0.85 0.03 6,854.43 0.90 0.04 6,854.44 0.94 0.05 6,854.45 0.99 0.06 6,854.46 1.03 0.07 6,854.47 1.07 0.09 6,854.48 1.12 0.10 6,854.49 1.16 0.12 6,854.50 1.20 0.13 6,854.51 1.24 0.15 6,854.52 1.28 0.17 6,854.53 1.31 0.19 6,854.54 1.35 0.22 6,854.55 1.39 0.24 6,854.56 1.43 0.27 6,854.57 1.46 0.30 6,854.58 1.50 0.33 6,854.59 1.53 0.36 6,854.60 1.57 0.40 6,854.61 1.60 0.43 6,854.62 1.64 0.47 6,854.63 1.67 0.51 6,854.64 1.71 0.55 6,854.65 1.74 0.60 6,854.66 1.77 0.64 6,854.67 1.80 0.69 6,854.68 1.84 0.74 6,854.69 1.87 0.80 6,854.70 1.90 0.85 6,854.71 1.93 0.91 6,854.72 1.96 0.97 6,854.73 1.99 1.03 6,854.74 2.02 1.10 6,854.75 2.06 1.17 6,854.76 2.09 1.24 6,854.77 2.12 1.31 6,854.78 2.15 1.38 6,854.79 2.18 1.46 6,854.80 2.21 1.54 6,854.81 2.23 1.63 6,854.82 2.26 1.71 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,854.83 2.29 1.80 6,854.84 2.32 1.90 6,854.85 2.35 1.99 6,854.86 2.38 2.09 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 191HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 23R: Reach-05G Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,854.30 0.0 0 6,854.31 0.0 0 6,854.32 0.0 0 6,854.33 0.0 0 6,854.34 0.0 0 6,854.35 0.0 0 6,854.36 0.0 1 6,854.37 0.0 1 6,854.38 0.0 1 6,854.39 0.0 1 6,854.40 0.0 2 6,854.41 0.0 2 6,854.42 0.0 2 6,854.43 0.0 3 6,854.44 0.1 3 6,854.45 0.1 3 6,854.46 0.1 4 6,854.47 0.1 4 6,854.48 0.1 5 6,854.49 0.1 5 6,854.50 0.1 6 6,854.51 0.1 7 6,854.52 0.1 7 6,854.53 0.1 8 6,854.54 0.2 9 6,854.55 0.2 9 6,854.56 0.2 10 6,854.57 0.2 11 6,854.58 0.2 12 6,854.59 0.2 13 6,854.60 0.3 14 6,854.61 0.3 14 6,854.62 0.3 15 6,854.63 0.3 16 6,854.64 0.3 17 6,854.65 0.3 18 6,854.66 0.4 19 6,854.67 0.4 21 6,854.68 0.4 22 6,854.69 0.4 23 6,854.70 0.4 24 6,854.71 0.5 25 6,854.72 0.5 26 6,854.73 0.5 28 6,854.74 0.5 29 6,854.75 0.6 30 6,854.76 0.6 32 6,854.77 0.6 33 6,854.78 0.6 35 6,854.79 0.7 36 6,854.80 0.7 38 6,854.81 0.7 39 6,854.82 0.8 41 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,854.83 0.8 42 6,854.84 0.8 44 6,854.85 0.8 45 6,854.86 0.9 47 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 192HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 28R: Reach-05H [61] Hint: Exceeded Reach 23R outlet invert by 0.44' @ 12.29 hrs Inflow Area = 116.291 ac, 0.35% Impervious, Inflow Depth > 0.12" for 100-YR event Inflow = 1.86 cfs @ 12.28 hrs, Volume= 1.120 af Outflow = 1.86 cfs @ 12.29 hrs, Volume= 1.120 af, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.76 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.95 fps, Avg. Travel Time= 0.8 min Peak Storage= 60 cf @ 12.29 hrs Average Depth at Peak Storage= 0.44' , Surface Width= 3.07' Bank-Full Depth= 0.65' Flow Area= 1.5 sf, Capacity= 5.31 cfs 0.00' x 0.65' deep channel, n= 0.040 Earth, cobble bottom, clean sides Side Slope Z-value= 2.0 5.0 '/' Top Width= 4.55' Length= 89.9' Slope= 0.0445 '/' Inlet Invert= 6,853.00', Outlet Invert= 6,849.00' Reach 28R: Reach-05H Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Inflow Area=116.291 ac Avg. Flow Depth=0.44' Max Vel=2.76 fps n=0.040 L=89.9' S=0.0445 '/' Capacity=5.31 cfs 1.86 cfs1.86 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 193HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 28R: Reach-05H Primary Stage-Discharge Discharge (cfs) 543210Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 28R: Reach-05H Storage Stage-Storage Storage (cubic-feet) 1301201101009080706050403020100Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 194HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 28R: Reach-05H Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,853.00 0.00 5.60 0.00 0 6,853.00 0.00 6.20 0.00 0 6,853.00 0.00 6.80 0.00 0 6,853.00 0.00 7.40 0.00 0 6,853.00 0.00 8.00 0.00 0 6,853.00 0.00 8.60 0.00 0 6,853.00 0.00 9.20 0.00 0 6,853.00 0.00 9.80 0.00 0 6,853.00 0.00 10.40 0.00 0 6,853.00 0.00 11.00 0.00 0 6,853.00 0.00 11.60 0.00 0 6,853.00 0.00 12.20 1.70 56 6,853.42 1.67 12.80 1.45 50 6,853.40 1.46 13.40 1.41 49 6,853.40 1.41 14.00 1.53 52 6,853.41 1.53 14.60 1.47 51 6,853.40 1.47 15.20 1.37 48 6,853.39 1.37 15.80 1.27 45 6,853.38 1.27 16.40 1.18 43 6,853.37 1.18 17.00 1.09 41 6,853.36 1.09 17.60 1.02 39 6,853.35 1.02 18.20 0.97 37 6,853.34 0.97 18.80 0.92 36 6,853.34 0.92 19.40 0.88 34 6,853.33 0.88 20.00 0.83 33 6,853.32 0.83 20.60 0.77 31 6,853.32 0.77 21.20 0.73 30 6,853.31 0.73 21.80 0.70 29 6,853.30 0.70 22.40 0.69 29 6,853.30 0.69 23.00 0.68 28 6,853.30 0.68 23.60 0.67 28 6,853.30 0.67 24.20 0.66 28 6,853.30 0.66 24.80 0.52 23 6,853.27 0.52 25.40 0.31 16 6,853.22 0.31 26.00 0.14 9 6,853.17 0.14 26.60 0.06 5 6,853.12 0.06 27.20 0.03 3 6,853.09 0.03 27.80 0.01 1 6,853.07 0.01 28.40 0.01 1 6,853.05 0.01 29.00 0.00 0 6,853.03 0.00 29.60 0.00 0 6,853.02 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 195HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 28R: Reach-05H Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,853.00 0.00 0.00 6,853.01 0.22 0.00 6,853.02 0.35 0.00 6,853.03 0.46 0.00 6,853.04 0.56 0.00 6,853.05 0.65 0.01 6,853.06 0.73 0.01 6,853.07 0.81 0.01 6,853.08 0.89 0.02 6,853.09 0.96 0.03 6,853.10 1.03 0.04 6,853.11 1.10 0.05 6,853.12 1.16 0.06 6,853.13 1.23 0.07 6,853.14 1.29 0.09 6,853.15 1.35 0.11 6,853.16 1.41 0.13 6,853.17 1.47 0.15 6,853.18 1.53 0.17 6,853.19 1.58 0.20 6,853.20 1.64 0.23 6,853.21 1.69 0.26 6,853.22 1.74 0.30 6,853.23 1.80 0.33 6,853.24 1.85 0.37 6,853.25 1.90 0.42 6,853.26 1.95 0.46 6,853.27 2.00 0.51 6,853.28 2.05 0.56 6,853.29 2.10 0.62 6,853.30 2.14 0.68 6,853.31 2.19 0.74 6,853.32 2.24 0.80 6,853.33 2.29 0.87 6,853.34 2.33 0.94 6,853.35 2.38 1.02 6,853.36 2.42 1.10 6,853.37 2.47 1.18 6,853.38 2.51 1.27 6,853.39 2.55 1.36 6,853.40 2.60 1.45 6,853.41 2.64 1.55 6,853.42 2.68 1.66 6,853.43 2.73 1.76 6,853.44 2.77 1.88 6,853.45 2.81 1.99 6,853.46 2.85 2.11 6,853.47 2.89 2.24 6,853.48 2.93 2.37 6,853.49 2.97 2.50 6,853.50 3.01 2.64 6,853.51 3.05 2.78 6,853.52 3.09 2.93 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,853.53 3.13 3.08 6,853.54 3.17 3.24 6,853.55 3.21 3.40 6,853.56 3.25 3.57 6,853.57 3.29 3.74 6,853.58 3.33 3.92 6,853.59 3.37 4.10 6,853.60 3.40 4.29 6,853.61 3.44 4.48 6,853.62 3.48 4.68 6,853.63 3.52 4.89 6,853.64 3.55 5.09 6,853.65 3.59 5.31 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 196HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 28R: Reach-05H Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,853.00 0.0 0 6,853.01 0.0 0 6,853.02 0.0 0 6,853.03 0.0 0 6,853.04 0.0 1 6,853.05 0.0 1 6,853.06 0.0 1 6,853.07 0.0 2 6,853.08 0.0 2 6,853.09 0.0 3 6,853.10 0.0 3 6,853.11 0.0 4 6,853.12 0.1 5 6,853.13 0.1 5 6,853.14 0.1 6 6,853.15 0.1 7 6,853.16 0.1 8 6,853.17 0.1 9 6,853.18 0.1 10 6,853.19 0.1 11 6,853.20 0.1 13 6,853.21 0.2 14 6,853.22 0.2 15 6,853.23 0.2 17 6,853.24 0.2 18 6,853.25 0.2 20 6,853.26 0.2 21 6,853.27 0.3 23 6,853.28 0.3 25 6,853.29 0.3 26 6,853.30 0.3 28 6,853.31 0.3 30 6,853.32 0.4 32 6,853.33 0.4 34 6,853.34 0.4 36 6,853.35 0.4 39 6,853.36 0.5 41 6,853.37 0.5 43 6,853.38 0.5 45 6,853.39 0.5 48 6,853.40 0.6 50 6,853.41 0.6 53 6,853.42 0.6 56 6,853.43 0.6 58 6,853.44 0.7 61 6,853.45 0.7 64 6,853.46 0.7 67 6,853.47 0.8 70 6,853.48 0.8 72 6,853.49 0.8 76 6,853.50 0.9 79 6,853.51 0.9 82 6,853.52 0.9 85 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,853.53 1.0 88 6,853.54 1.0 92 6,853.55 1.1 95 6,853.56 1.1 99 6,853.57 1.1 102 6,853.58 1.2 106 6,853.59 1.2 110 6,853.60 1.3 113 6,853.61 1.3 117 6,853.62 1.3 121 6,853.63 1.4 125 6,853.64 1.4 129 6,853.65 1.5 133 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 197HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 31R: Reach-05I [61] Hint: Exceeded Reach 28R outlet invert by 0.42' @ 12.29 hrs Inflow Area = 118.251 ac, 0.39% Impervious, Inflow Depth > 0.12" for 100-YR event Inflow = 2.22 cfs @ 12.29 hrs, Volume= 1.175 af Outflow = 2.22 cfs @ 12.29 hrs, Volume= 1.175 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.61 fps, Min. Travel Time= 0.4 min Avg. Velocity = 2.47 fps, Avg. Travel Time= 0.5 min Peak Storage= 50 cf @ 12.29 hrs Average Depth at Peak Storage= 0.42' , Surface Width= 2.93' Bank-Full Depth= 0.65' Flow Area= 1.5 sf, Capacity= 7.16 cfs 0.00' x 0.65' deep channel, n= 0.040 Earth, cobble bottom, clean sides Side Slope Z-value= 2.0 5.0 '/' Top Width= 4.55' Length= 80.7' Slope= 0.0809 '/' Inlet Invert= 6,849.00', Outlet Invert= 6,842.47' Reach 31R: Reach-05I Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Inflow Area=118.251 ac Avg. Flow Depth=0.42' Max Vel=3.61 fps n=0.040 L=80.7' S=0.0809 '/' Capacity=7.16 cfs 2.22 cfs2.22 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 198HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 31R: Reach-05I Primary Stage-Discharge Discharge (cfs) 76543210Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Reach 31R: Reach-05I Storage Stage-Storage Storage (cubic-feet) 1101009080706050403020100Depth (feet)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 199HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 31R: Reach-05I Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,849.00 0.00 5.60 0.00 0 6,849.00 0.00 6.20 0.00 0 6,849.00 0.00 6.80 0.00 0 6,849.00 0.00 7.40 0.00 0 6,849.00 0.00 8.00 0.00 0 6,849.00 0.00 8.60 0.00 0 6,849.00 0.00 9.20 0.00 0 6,849.00 0.00 9.80 0.00 0 6,849.00 0.00 10.40 0.00 0 6,849.00 0.00 11.00 0.00 0 6,849.00 0.00 11.60 0.00 0 6,849.00 0.00 12.20 1.98 45 6,849.40 1.94 12.80 1.62 39 6,849.37 1.63 13.40 1.50 37 6,849.36 1.50 14.00 1.60 39 6,849.37 1.60 14.60 1.53 37 6,849.36 1.53 15.20 1.42 35 6,849.35 1.42 15.80 1.31 33 6,849.34 1.32 16.40 1.22 32 6,849.33 1.22 17.00 1.13 30 6,849.32 1.13 17.60 1.05 28 6,849.32 1.06 18.20 1.00 27 6,849.31 1.00 18.80 0.95 26 6,849.31 0.95 19.40 0.91 25 6,849.30 0.91 20.00 0.85 24 6,849.29 0.85 20.60 0.80 23 6,849.29 0.80 21.20 0.75 22 6,849.28 0.75 21.80 0.73 21 6,849.28 0.73 22.40 0.71 21 6,849.27 0.71 23.00 0.70 21 6,849.27 0.70 23.60 0.69 21 6,849.27 0.69 24.20 0.68 20 6,849.27 0.68 24.80 0.52 17 6,849.24 0.52 25.40 0.31 11 6,849.20 0.31 26.00 0.14 6 6,849.15 0.14 26.60 0.06 3 6,849.11 0.06 27.20 0.03 2 6,849.08 0.03 27.80 0.01 1 6,849.06 0.01 28.40 0.01 1 6,849.04 0.01 29.00 0.00 0 6,849.03 0.00 29.60 0.00 0 6,849.02 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 200HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 31R: Reach-05I Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,849.00 0.00 0.00 6,849.01 0.30 0.00 6,849.02 0.48 0.00 6,849.03 0.62 0.00 6,849.04 0.75 0.00 6,849.05 0.88 0.01 6,849.06 0.99 0.01 6,849.07 1.10 0.02 6,849.08 1.20 0.03 6,849.09 1.30 0.04 6,849.10 1.39 0.05 6,849.11 1.48 0.06 6,849.12 1.57 0.08 6,849.13 1.66 0.10 6,849.14 1.74 0.12 6,849.15 1.82 0.14 6,849.16 1.90 0.17 6,849.17 1.98 0.20 6,849.18 2.06 0.23 6,849.19 2.13 0.27 6,849.20 2.21 0.31 6,849.21 2.28 0.35 6,849.22 2.35 0.40 6,849.23 2.42 0.45 6,849.24 2.49 0.50 6,849.25 2.56 0.56 6,849.26 2.63 0.62 6,849.27 2.70 0.69 6,849.28 2.76 0.76 6,849.29 2.83 0.83 6,849.30 2.89 0.91 6,849.31 2.96 0.99 6,849.32 3.02 1.08 6,849.33 3.08 1.17 6,849.34 3.14 1.27 6,849.35 3.20 1.37 6,849.36 3.27 1.48 6,849.37 3.33 1.59 6,849.38 3.39 1.71 6,849.39 3.44 1.83 6,849.40 3.50 1.96 6,849.41 3.56 2.10 6,849.42 3.62 2.23 6,849.43 3.68 2.38 6,849.44 3.73 2.53 6,849.45 3.79 2.69 6,849.46 3.85 2.85 6,849.47 3.90 3.02 6,849.48 3.96 3.19 6,849.49 4.01 3.37 6,849.50 4.07 3.56 6,849.51 4.12 3.75 6,849.52 4.17 3.95 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,849.53 4.23 4.16 6,849.54 4.28 4.37 6,849.55 4.33 4.59 6,849.56 4.38 4.81 6,849.57 4.44 5.04 6,849.58 4.49 5.28 6,849.59 4.54 5.53 6,849.60 4.59 5.78 6,849.61 4.64 6.04 6,849.62 4.69 6.31 6,849.63 4.74 6.59 6,849.64 4.79 6.87 6,849.65 4.84 7.16 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 201HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 31R: Reach-05I Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,849.00 0.0 0 6,849.01 0.0 0 6,849.02 0.0 0 6,849.03 0.0 0 6,849.04 0.0 0 6,849.05 0.0 1 6,849.06 0.0 1 6,849.07 0.0 1 6,849.08 0.0 2 6,849.09 0.0 2 6,849.10 0.0 3 6,849.11 0.0 3 6,849.12 0.1 4 6,849.13 0.1 5 6,849.14 0.1 6 6,849.15 0.1 6 6,849.16 0.1 7 6,849.17 0.1 8 6,849.18 0.1 9 6,849.19 0.1 10 6,849.20 0.1 11 6,849.21 0.2 12 6,849.22 0.2 14 6,849.23 0.2 15 6,849.24 0.2 16 6,849.25 0.2 18 6,849.26 0.2 19 6,849.27 0.3 21 6,849.28 0.3 22 6,849.29 0.3 24 6,849.30 0.3 25 6,849.31 0.3 27 6,849.32 0.4 29 6,849.33 0.4 31 6,849.34 0.4 33 6,849.35 0.4 35 6,849.36 0.5 37 6,849.37 0.5 39 6,849.38 0.5 41 6,849.39 0.5 43 6,849.40 0.6 45 6,849.41 0.6 47 6,849.42 0.6 50 6,849.43 0.6 52 6,849.44 0.7 55 6,849.45 0.7 57 6,849.46 0.7 60 6,849.47 0.8 62 6,849.48 0.8 65 6,849.49 0.8 68 6,849.50 0.9 71 6,849.51 0.9 73 6,849.52 0.9 76 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,849.53 1.0 79 6,849.54 1.0 82 6,849.55 1.1 85 6,849.56 1.1 89 6,849.57 1.1 92 6,849.58 1.2 95 6,849.59 1.2 98 6,849.60 1.3 102 6,849.61 1.3 105 6,849.62 1.3 109 6,849.63 1.4 112 6,849.64 1.4 116 6,849.65 1.5 119 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 202HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: PRE-AREA-07A-CULVERT [57] Hint: Peaked at 6,995.11' (Flood elevation advised) Inflow Area = 5.631 ac, 0.00% Impervious, Inflow Depth = 0.31" for 100-YR event Inflow = 0.60 cfs @ 12.73 hrs, Volume= 0.143 af Outflow = 0.60 cfs @ 12.73 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs @ 12.73 hrs, Volume= 0.094 af Secondary = 0.48 cfs @ 12.73 hrs, Volume= 0.049 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,995.11' @ 12.73 hrs Device Routing Invert Outlet Devices #1 Primary 6,993.74'18.0" Round Culvert w/ 16.5" inside fill L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6,992.37' / 6,991.77' S= 0.0200 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.07 sf #2 Secondary 6,994.87'Channel/Reach using Reach 9R: Reach 7A-6 Primary OutFlow Max=0.12 cfs @ 12.73 hrs HW=6,995.11' TW=6,991.79' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.12 cfs @ 1.71 fps) Secondary OutFlow Max=0.48 cfs @ 12.73 hrs HW=6,995.11' TW=6,995.11' (Dynamic Tailwater) 2=Channel/Reach (Channel Controls 0.48 cfs @ 3.27 fps) Pond 8P: PRE-AREA-07A-CULVERT Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5.631 ac Peak Elev=6,995.11' 0.60 cfs0.60 cfs 0.12 cfs 0.48 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 203HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 8P: PRE-AREA-07A-CULVERT Total Primary Secondary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)6,995 6,994 Culvert Initial Tailwater Channel/Reach Pond 8P: PRE-AREA-07A-CULVERT Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,995 6,994 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 204HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 8P: PRE-AREA-07A-CULVERT Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 6,993.74 0.00 0.00 0.00 5.60 0.00 6,993.74 0.00 0.00 0.00 6.20 0.00 6,993.74 0.00 0.00 0.00 6.80 0.00 6,993.74 0.00 0.00 0.00 7.40 0.00 6,993.74 0.00 0.00 0.00 8.00 0.00 6,993.74 0.00 0.00 0.00 8.60 0.00 6,993.74 0.00 0.00 0.00 9.20 0.00 6,993.74 0.00 0.00 0.00 9.80 0.00 6,993.74 0.00 0.00 0.00 10.40 0.00 6,993.74 0.00 0.00 0.00 11.00 0.00 6,993.74 0.00 0.00 0.00 11.60 0.00 6,993.74 0.00 0.00 0.00 12.20 0.14 6,994.95 0.14 0.11 0.02 12.80 0.59 6,995.11 0.59 0.12 0.47 13.40 0.35 6,995.05 0.35 0.12 0.23 14.00 0.23 6,995.01 0.23 0.12 0.11 14.60 0.17 6,994.98 0.17 0.12 0.06 15.20 0.15 6,994.96 0.15 0.12 0.03 15.80 0.13 6,994.94 0.13 0.11 0.01 16.40 0.11 6,994.90 0.11 0.11 0.00 17.00 0.10 6,994.62 0.10 0.10 0.00 17.60 0.10 6,994.46 0.10 0.10 0.00 18.20 0.09 6,994.33 0.09 0.09 0.00 18.80 0.09 6,994.21 0.09 0.09 0.00 19.40 0.08 6,994.08 0.08 0.08 0.00 20.00 0.07 6,993.96 0.07 0.07 0.00 20.60 0.07 6,993.87 0.07 0.07 0.00 21.20 0.06 6,993.86 0.06 0.06 0.00 21.80 0.06 6,993.86 0.06 0.06 0.00 22.40 0.06 6,993.86 0.06 0.06 0.00 23.00 0.06 6,993.86 0.06 0.06 0.00 23.60 0.06 6,993.85 0.06 0.06 0.00 24.20 0.06 6,993.85 0.06 0.06 0.00 24.80 0.03 6,993.80 0.03 0.03 0.00 25.40 0.01 6,993.76 0.01 0.01 0.00 26.00 0.00 6,993.75 0.00 0.00 0.00 26.60 0.00 6,993.75 0.00 0.00 0.00 27.20 0.00 6,993.74 0.00 0.00 0.00 27.80 0.00 6,993.74 0.00 0.00 0.00 28.40 0.00 6,993.74 0.00 0.00 0.00 29.00 0.00 6,993.74 0.00 0.00 0.00 29.60 0.00 6,993.74 0.00 0.00 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 205HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 8P: PRE-AREA-07A-CULVERT Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,993.74 0.00 0.00 0.00 6,993.80 0.02 0.02 0.00 6,993.85 0.05 0.05 0.00 6,993.89 0.08 0.08 0.00 6,993.94 0.07 0.07 0.00 6,993.99 0.08 0.08 0.00 6,994.05 0.08 0.08 0.00 6,994.10 0.08 0.08 0.00 6,994.14 0.08 0.08 0.00 6,994.19 0.09 0.09 0.00 6,994.24 0.09 0.09 0.00 6,994.30 0.09 0.09 0.00 6,994.35 0.09 0.09 0.00 6,994.39 0.09 0.09 0.00 6,994.44 0.10 0.10 0.00 6,994.49 0.10 0.10 0.00 6,994.55 0.10 0.10 0.00 6,994.60 0.10 0.10 0.00 6,994.64 0.10 0.10 0.00 6,994.69 0.11 0.11 0.00 6,994.74 0.11 0.11 0.00 6,994.80 0.11 0.11 0.00 6,994.85 0.11 0.11 0.00 6,994.89 0.11 0.11 0.00 6,994.94 0.14 0.11 0.02 6,994.99 0.20 0.12 0.08 6,995.05 0.32 0.12 0.20 6,995.10 0.51 0.12 0.39 6,995.14 0.79 0.12 0.67 6,995.19 1.17 0.12 1.05 6,995.24 1.66 0.12 1.54 6,995.30 2.27 0.13 2.14 6,995.35 3.01 0.13 2.88 6,995.39 3.90 0.13 3.77 6,995.44 4.93 0.13 4.80 6,995.49 6.13 0.13 6.00 6,995.55 7.50 0.13 7.36 6,995.60 9.04 0.14 8.91 6,995.64 10.78 0.14 10.64 6,995.69 12.71 0.14 12.57 6,995.74 14.85 0.14 14.71 6,995.80 17.20 0.14 17.06 6,995.85 19.77 0.14 19.63 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 206HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8P: PRE-AREA-07A-CULVERT Elevation (feet) Storage (acre-feet) 6,993.74 0.000 6,993.77 0.000 6,993.78 0.000 6,993.81 0.000 6,993.82 0.000 6,993.85 0.000 6,993.86 0.000 6,993.89 0.000 6,993.90 0.000 6,993.93 0.000 6,993.94 0.000 6,993.97 0.000 6,993.98 0.000 6,994.01 0.000 6,994.02 0.000 6,994.05 0.000 6,994.06 0.000 6,994.09 0.000 6,994.10 0.000 6,994.13 0.000 6,994.14 0.000 6,994.16 0.000 6,994.18 0.000 6,994.20 0.000 6,994.22 0.000 6,994.24 0.000 6,994.27 0.000 6,994.28 0.000 6,994.31 0.000 6,994.32 0.000 6,994.35 0.000 6,994.36 0.000 6,994.39 0.000 6,994.40 0.000 6,994.43 0.000 6,994.44 0.000 6,994.47 0.000 6,994.48 0.000 6,994.51 0.000 6,994.52 0.000 6,994.55 0.000 6,994.56 0.000 6,994.59 0.000 6,994.60 0.000 6,994.63 0.000 6,994.64 0.000 6,994.66 0.000 6,994.68 0.000 6,994.70 0.000 6,994.72 0.000 6,994.74 0.000 6,994.77 0.000 6,994.78 0.000 Elevation (feet) Storage (acre-feet) 6,994.81 0.000 6,994.82 0.000 6,994.85 0.000 6,994.86 0.000 6,994.89 0.000 6,994.90 0.000 6,994.93 0.000 6,994.94 0.000 6,994.97 0.000 6,994.98 0.000 6,995.01 0.000 6,995.02 0.000 6,995.05 0.000 6,995.06 0.000 6,995.09 0.000 6,995.10 0.000 6,995.13 0.000 6,995.14 0.000 6,995.16 0.000 6,995.18 0.000 6,995.20 0.000 6,995.22 0.000 6,995.24 0.000 6,995.27 0.000 6,995.28 0.000 6,995.31 0.000 6,995.32 0.000 6,995.35 0.000 6,995.36 0.000 6,995.39 0.000 6,995.40 0.000 6,995.43 0.000 6,995.44 0.000 6,995.47 0.000 6,995.48 0.000 6,995.51 0.000 6,995.52 0.000 6,995.55 0.000 6,995.56 0.000 6,995.59 0.000 6,995.60 0.000 6,995.63 0.000 6,995.64 0.000 6,995.66 0.000 6,995.68 0.000 6,995.70 0.000 6,995.72 0.000 6,995.74 0.000 6,995.77 0.000 6,995.78 0.000 6,995.81 0.000 6,995.82 0.000 6,995.85 0.000 Elevation (feet) Storage (acre-feet) 6,995.86 0.000 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 207HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 7S: PRE-AREA-07A Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.18 0.063 0.13 100-YR 2.81 0.60 0.143 0.31 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 208HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 10S: PRE-AREA-06 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.14 0.105 0.02 100-YR 2.81 0.79 0.548 0.09 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 209HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 11S: PRE-AREA-05 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.05 0.038 0.02 100-YR 2.81 0.28 0.199 0.09 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 210HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 24S: PRE-AREA-04A Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.05 0.012 0.19 100-YR 2.81 0.14 0.025 0.39 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 211HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 25S: PRE-AREA-04B Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.07 0.014 0.20 100-YR 2.81 0.19 0.027 0.42 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 212HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 26S: PRE-AREA-04C Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.34 0.051 0.22 100-YR 2.81 0.88 0.100 0.45 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 213HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 30S: PRE-AREA-04D-1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.24 0.038 0.20 100-YR 2.81 0.67 0.077 0.42 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 214HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 32S: PRE-AREA-04D-2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.11 0.025 0.15 100-YR 2.81 0.37 0.054 0.33 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 215HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 9R: Reach 7A-6 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.06 0.06 6,994.98 20 100-YR 0.48 0.48 6,995.11 92 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 216HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 13R: PRE-AREA-06-CULVERT Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.14 0.14 6,945.46 3 100-YR 0.89 0.89 6,945.61 10 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 217HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 14R: Reach-07A Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.12 0.12 6,991.79 29 100-YR 0.12 0.12 6,991.79 30 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 218HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 15R: Reach-06 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.14 0.14 6,944.14 18 100-YR 0.89 0.89 6,944.17 68 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 219HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 16R: PRE-AREA-05-CULVERT Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.05 0.05 6,923.93 1 100-YR 0.28 0.28 6,923.99 3 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 220HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 17R: Reach-05A Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.05 0.05 6,922.89 10 100-YR 0.28 0.28 6,922.91 34 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 221HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 18R: Reach-05B Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.06 0.06 6,897.47 6 100-YR 0.31 0.31 6,897.60 23 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 222HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 19R: Reach-05C Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.20 0.20 6,895.81 19 100-YR 1.22 1.22 6,896.00 73 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 223HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 20R: Reach-05D Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.20 0.20 6,891.18 6 100-YR 1.22 1.22 6,891.36 23 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 224HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 21R: Reach-05E Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.46 0.46 6,878.58 29 100-YR 1.44 1.44 6,878.72 69 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 225HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 22R: Reach-05F Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.46 0.46 6,857.96 10 100-YR 1.44 1.44 6,858.08 24 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 226HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 23R: Reach-05G Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.68 0.68 6,854.67 20 100-YR 1.86 1.86 6,854.84 43 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 227HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 28R: Reach-05H Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.68 0.68 6,853.30 29 100-YR 1.86 1.86 6,853.44 60 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 228HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 31R: Reach-05I Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.79 0.79 6,849.28 23 100-YR 2.22 2.22 6,849.42 50 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 229HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Pond 8P: PRE-AREA-07A-CULVERT Event Inflow (cfs) Outflow (cfs) Primary (cfs) Secondary (cfs) Elevation (feet) Storage (acre-feet) 25-YR 0.18 0.18 0.12 0.06 6,994.98 0.000 100-YR 0.60 0.60 0.12 0.48 6,995.11 0.000 Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 4 Soil Listing (selected nodes) 5 Ground Covers (selected nodes) 6 Pipe Listing (selected nodes) 25-YR Event 7 Node Listing 9 Subcat 7S: PRE-AREA-07A 11 Subcat 10S: PRE-AREA-06 13 Subcat 11S: PRE-AREA-05 16 Subcat 24S: PRE-AREA-04A 18 Subcat 25S: PRE-AREA-04B 20 Subcat 26S: PRE-AREA-04C 23 Subcat 30S: PRE-AREA-04D-1 26 Subcat 32S: PRE-AREA-04D-2 29 Reach 9R: Reach 7A-6 34 Reach 13R: PRE-AREA-06-CULVERT 40 Reach 14R: Reach-07A 45 Reach 15R: Reach-06 50 Reach 16R: PRE-AREA-05-CULVERT 55 Reach 17R: Reach-05A 60 Reach 18R: Reach-05B 65 Reach 19R: Reach-05C 71 Reach 20R: Reach-05D 76 Reach 21R: Reach-05E 82 Reach 22R: Reach-05F 87 Reach 23R: Reach-05G 92 Reach 28R: Reach-05H 97 Reach 31R: Reach-05I 102 Pond 8P: PRE-AREA-07A-CULVERT 100-YR Event 107 Node Listing 109 Subcat 7S: PRE-AREA-07A 111 Subcat 10S: PRE-AREA-06 113 Subcat 11S: PRE-AREA-05 116 Subcat 24S: PRE-AREA-04A 118 Subcat 25S: PRE-AREA-04B 120 Subcat 26S: PRE-AREA-04C 123 Subcat 30S: PRE-AREA-04D-1 126 Subcat 32S: PRE-AREA-04D-2 129 Reach 9R: Reach 7A-6 134 Reach 13R: PRE-AREA-06-CULVERT 140 Reach 14R: Reach-07A 145 Reach 15R: Reach-06 150 Reach 16R: PRE-AREA-05-CULVERT 155 Reach 17R: Reach-05A 160 Reach 18R: Reach-05B Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC 165 Reach 19R: Reach-05C 171 Reach 20R: Reach-05D 176 Reach 21R: Reach-05E 182 Reach 22R: Reach-05F 187 Reach 23R: Reach-05G 192 Reach 28R: Reach-05H 197 Reach 31R: Reach-05I 202 Pond 8P: PRE-AREA-07A-CULVERT Multi-Event Tables 207 Subcat 7S: PRE-AREA-07A 208 Subcat 10S: PRE-AREA-06 209 Subcat 11S: PRE-AREA-05 210 Subcat 24S: PRE-AREA-04A 211 Subcat 25S: PRE-AREA-04B 212 Subcat 26S: PRE-AREA-04C 213 Subcat 30S: PRE-AREA-04D-1 214 Subcat 32S: PRE-AREA-04D-2 215 Reach 9R: Reach 7A-6 216 Reach 13R: PRE-AREA-06-CULVERT 217 Reach 14R: Reach-07A 218 Reach 15R: Reach-06 219 Reach 16R: PRE-AREA-05-CULVERT 220 Reach 17R: Reach-05A 221 Reach 18R: Reach-05B 222 Reach 19R: Reach-05C 223 Reach 20R: Reach-05D 224 Reach 21R: Reach-05E 225 Reach 22R: Reach-05F 226 Reach 23R: Reach-05G 227 Reach 28R: Reach-05H 228 Reach 31R: Reach-05I 229 Pond 8P: PRE-AREA-07A-CULVERT APPENDIX A2 Pre-Development 25-Year and 100-Year Hydrologic Analysis For Tributary Area-01 39S PRE-AREA-01 Routing Diagram for 03385-2020-20210713 Prepared by Gamba Engineering, Printed 7/14/2021 HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 2HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 25-YR Type II 24-hr Default 24.00 1 2.21 2 2 100-YR Type II 24-hr Default 24.00 1 2.81 2 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 3HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 4.761 71 Meadow, non-grazed, HSG C (39S) 1.083 57 Oak/aspen range, Fair, HSG C (39S) 0.093 98 Paved parking, HSG C (39S) 5.937 69 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 4HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 5.937 HSG C 39S 0.000 HSG D 0.000 Other 5.937 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 5HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 4.761 0.000 0.000 4.761 Meadow, non-grazed 39S 0.000 0.000 1.083 0.000 0.000 1.083 Oak/aspen range, Fair 39S 0.000 0.000 0.093 0.000 0.000 0.093 Paved parking 39S 0.000 0.000 5.937 0.000 0.000 5.937 TOTAL AREA Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 6HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5.937 ac 1.57% Impervious Runoff Depth=0.39"Subcatchment 39S: PRE-AREA-01 Flow Length=861' Tc=21.7 min CN=69 Runoff=2.00 cfs 0.194 af Total Runoff Area = 5.937 ac Runoff Volume = 0.194 af Average Runoff Depth = 0.39" 98.43% Pervious = 5.844 ac 1.57% Impervious = 0.093 ac Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 7HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: PRE-AREA-01 Runoff = 2.00 cfs @ 12.18 hrs, Volume= 0.194 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 4.761 71 Meadow, non-grazed, HSG C 1.083 57 Oak/aspen range, Fair, HSG C 0.093 98 Paved parking, HSG C 5.937 69 Weighted Average 5.844 98.43% Pervious Area 0.093 1.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 203 0.1711 0.20 Sheet Flow, Grass Meadow Grass: Dense n= 0.240 P2= 1.33" 5.2 658 0.0917 2.12 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 21.7 861 Total Subcatchment 39S: PRE-AREA-01 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=5.937 ac Runoff Volume=0.194 af Runoff Depth=0.39" Flow Length=861' Tc=21.7 min CN=69 2.00 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 8HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 39S: PRE-AREA-01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.07 0.20 12.20 1.54 0.14 1.98 12.50 1.62 0.17 0.84 12.80 1.68 0.18 0.45 13.10 1.72 0.20 0.33 13.40 1.76 0.21 0.27 13.70 1.79 0.22 0.24 14.00 1.81 0.23 0.21 14.30 1.84 0.24 0.18 14.60 1.86 0.25 0.17 14.90 1.88 0.26 0.16 15.20 1.90 0.26 0.15 15.50 1.92 0.27 0.15 15.80 1.93 0.28 0.14 16.10 1.95 0.28 0.13 16.40 1.96 0.29 0.12 16.70 1.98 0.29 0.12 17.00 1.99 0.30 0.11 17.30 2.01 0.30 0.11 17.60 2.02 0.31 0.11 17.90 2.03 0.31 0.10 18.20 2.04 0.32 0.10 18.50 2.05 0.32 0.10 18.80 2.07 0.33 0.09 19.10 2.08 0.33 0.09 19.40 2.09 0.34 0.08 19.70 2.10 0.34 0.08 20.00 2.10 0.35 0.08 20.30 2.11 0.35 0.07 20.60 2.12 0.35 0.07 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.36 0.07 21.20 2.14 0.36 0.07 21.50 2.15 0.36 0.07 21.80 2.15 0.37 0.07 22.10 2.16 0.37 0.07 22.40 2.17 0.37 0.07 22.70 2.18 0.38 0.07 23.00 2.19 0.38 0.07 23.30 2.19 0.38 0.07 23.60 2.20 0.39 0.07 23.90 2.21 0.39 0.07 24.20 2.21 0.39 0.05 24.50 2.21 0.39 0.01 24.80 2.21 0.39 0.00 25.10 2.21 0.39 0.00 25.40 2.21 0.39 0.00 25.70 2.21 0.39 0.00 26.00 2.21 0.39 0.00 26.30 2.21 0.39 0.00 26.60 2.21 0.39 0.00 26.90 2.21 0.39 0.00 27.20 2.21 0.39 0.00 27.50 2.21 0.39 0.00 27.80 2.21 0.39 0.00 28.10 2.21 0.39 0.00 28.40 2.21 0.39 0.00 28.70 2.21 0.39 0.00 29.00 2.21 0.39 0.00 29.30 2.21 0.39 0.00 29.60 2.21 0.39 0.00 29.90 2.21 0.39 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 9HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5.937 ac 1.57% Impervious Runoff Depth=0.69"Subcatchment 39S: PRE-AREA-01 Flow Length=861' Tc=21.7 min CN=69 Runoff=3.89 cfs 0.341 af Total Runoff Area = 5.937 ac Runoff Volume = 0.341 af Average Runoff Depth = 0.69" 98.43% Pervious = 5.844 ac 1.57% Impervious = 0.093 ac Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 10HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 39S: PRE-AREA-01 Runoff = 3.89 cfs @ 12.17 hrs, Volume= 0.341 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 4.761 71 Meadow, non-grazed, HSG C 1.083 57 Oak/aspen range, Fair, HSG C 0.093 98 Paved parking, HSG C 5.937 69 Weighted Average 5.844 98.43% Pervious Area 0.093 1.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 203 0.1711 0.20 Sheet Flow, Grass Meadow Grass: Dense n= 0.240 P2= 1.33" 5.2 658 0.0917 2.12 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 21.7 861 Total Subcatchment 39S: PRE-AREA-01 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)4 3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=5.937 ac Runoff Volume=0.341 af Runoff Depth=0.69" Flow Length=861' Tc=21.7 min CN=69 3.89 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 11HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 39S: PRE-AREA-01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.01 0.04 11.90 1.60 0.16 0.74 12.20 1.96 0.29 3.79 12.50 2.07 0.33 1.48 12.80 2.13 0.36 0.76 13.10 2.19 0.38 0.54 13.40 2.23 0.40 0.44 13.70 2.27 0.42 0.38 14.00 2.30 0.43 0.34 14.30 2.33 0.45 0.30 14.60 2.36 0.46 0.28 14.90 2.39 0.47 0.26 15.20 2.41 0.49 0.25 15.50 2.44 0.50 0.23 15.80 2.46 0.51 0.22 16.10 2.48 0.52 0.20 16.40 2.50 0.53 0.19 16.70 2.52 0.54 0.18 17.00 2.53 0.54 0.18 17.30 2.55 0.55 0.17 17.60 2.57 0.56 0.17 17.90 2.58 0.57 0.16 18.20 2.60 0.58 0.16 18.50 2.61 0.58 0.15 18.80 2.63 0.59 0.14 19.10 2.64 0.60 0.14 19.40 2.65 0.60 0.13 19.70 2.66 0.61 0.13 20.00 2.68 0.62 0.12 20.30 2.69 0.62 0.12 20.60 2.70 0.63 0.11 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.63 0.11 21.20 2.72 0.64 0.11 21.50 2.73 0.64 0.11 21.80 2.74 0.65 0.11 22.10 2.75 0.66 0.11 22.40 2.76 0.66 0.11 22.70 2.77 0.67 0.11 23.00 2.78 0.67 0.10 23.30 2.79 0.68 0.10 23.60 2.80 0.68 0.10 23.90 2.81 0.69 0.10 24.20 2.81 0.69 0.08 24.50 2.81 0.69 0.01 24.80 2.81 0.69 0.00 25.10 2.81 0.69 0.00 25.40 2.81 0.69 0.00 25.70 2.81 0.69 0.00 26.00 2.81 0.69 0.00 26.30 2.81 0.69 0.00 26.60 2.81 0.69 0.00 26.90 2.81 0.69 0.00 27.20 2.81 0.69 0.00 27.50 2.81 0.69 0.00 27.80 2.81 0.69 0.00 28.10 2.81 0.69 0.00 28.40 2.81 0.69 0.00 28.70 2.81 0.69 0.00 29.00 2.81 0.69 0.00 29.30 2.81 0.69 0.00 29.60 2.81 0.69 0.00 29.90 2.81 0.69 0.00 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 12HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 39S: PRE-AREA-01 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 2.00 0.194 0.39 100-YR 2.81 3.89 0.341 0.69 Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 4 Soil Listing (selected nodes) 5 Ground Covers (selected nodes) 25-YR Event 6 Node Listing 7 Subcat 39S: PRE-AREA-01 100-YR Event 9 Node Listing 10 Subcat 39S: PRE-AREA-01 Multi-Event Tables 12 Subcat 39S: PRE-AREA-01 APPENDIX A3 Pre-Development 25-Year and 100-Year Hydrologic Analysis For Tributary Area-02 38S PRE-AREA-02 Routing Diagram for 03385-2020-20210713 Prepared by Gamba Engineering, Printed 7/14/2021 HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 2HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 25-YR Type II 24-hr Default 24.00 1 2.21 2 2 100-YR Type II 24-hr Default 24.00 1 2.81 2 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 3HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 3.954 71 Meadow, non-grazed, HSG C (38S) 3.954 71 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 4HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 3.954 HSG C 38S 0.000 HSG D 0.000 Other 3.954 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 5HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 3.954 0.000 0.000 3.954 Meadow, non-grazed 38S 0.000 0.000 3.954 0.000 0.000 3.954 TOTAL AREA Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 6HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.954 ac 0.00% Impervious Runoff Depth=0.45"Subcatchment 38S: PRE-AREA-02 Flow Length=788' Tc=22.6 min CN=71 Runoff=1.56 cfs 0.148 af Total Runoff Area = 3.954 ac Runoff Volume = 0.148 af Average Runoff Depth = 0.45" 100.00% Pervious = 3.954 ac 0.00% Impervious = 0.000 ac Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 7HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: PRE-AREA-02 Runoff = 1.56 cfs @ 12.18 hrs, Volume= 0.148 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 3.954 71 Meadow, non-grazed, HSG C 3.954 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 201 0.1289 0.18 Sheet Flow, Grass Meadows Grass: Dense n= 0.240 P2= 1.33" 4.2 587 0.1132 2.36 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 22.6 788 Total Subcatchment 38S: PRE-AREA-02 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=3.954 ac Runoff Volume=0.148 af Runoff Depth=0.45" Flow Length=788' Tc=22.6 min CN=71 1.56 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 8HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 38S: PRE-AREA-02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.09 0.20 12.20 1.54 0.17 1.55 12.50 1.62 0.20 0.67 12.80 1.68 0.22 0.35 13.10 1.72 0.24 0.25 13.40 1.76 0.25 0.20 13.70 1.79 0.26 0.18 14.00 1.81 0.27 0.15 14.30 1.84 0.28 0.14 14.60 1.86 0.29 0.13 14.90 1.88 0.30 0.12 15.20 1.90 0.31 0.11 15.50 1.92 0.32 0.11 15.80 1.93 0.32 0.10 16.10 1.95 0.33 0.09 16.40 1.96 0.34 0.09 16.70 1.98 0.34 0.08 17.00 1.99 0.35 0.08 17.30 2.01 0.35 0.08 17.60 2.02 0.36 0.08 17.90 2.03 0.37 0.08 18.20 2.04 0.37 0.07 18.50 2.05 0.38 0.07 18.80 2.07 0.38 0.07 19.10 2.08 0.39 0.06 19.40 2.09 0.39 0.06 19.70 2.10 0.39 0.06 20.00 2.10 0.40 0.06 20.30 2.11 0.40 0.05 20.60 2.12 0.41 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.41 0.05 21.20 2.14 0.41 0.05 21.50 2.15 0.42 0.05 21.80 2.15 0.42 0.05 22.10 2.16 0.43 0.05 22.40 2.17 0.43 0.05 22.70 2.18 0.43 0.05 23.00 2.19 0.44 0.05 23.30 2.19 0.44 0.05 23.60 2.20 0.44 0.05 23.90 2.21 0.45 0.05 24.20 2.21 0.45 0.04 24.50 2.21 0.45 0.01 24.80 2.21 0.45 0.00 25.10 2.21 0.45 0.00 25.40 2.21 0.45 0.00 25.70 2.21 0.45 0.00 26.00 2.21 0.45 0.00 26.30 2.21 0.45 0.00 26.60 2.21 0.45 0.00 26.90 2.21 0.45 0.00 27.20 2.21 0.45 0.00 27.50 2.21 0.45 0.00 27.80 2.21 0.45 0.00 28.10 2.21 0.45 0.00 28.40 2.21 0.45 0.00 28.70 2.21 0.45 0.00 29.00 2.21 0.45 0.00 29.30 2.21 0.45 0.00 29.60 2.21 0.45 0.00 29.90 2.21 0.45 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 9HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.954 ac 0.00% Impervious Runoff Depth=0.77"Subcatchment 38S: PRE-AREA-02 Flow Length=788' Tc=22.6 min CN=71 Runoff=2.89 cfs 0.253 af Total Runoff Area = 3.954 ac Runoff Volume = 0.253 af Average Runoff Depth = 0.77" 100.00% Pervious = 3.954 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 10HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 38S: PRE-AREA-02 Runoff = 2.89 cfs @ 12.17 hrs, Volume= 0.253 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 3.954 71 Meadow, non-grazed, HSG C 3.954 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 201 0.1289 0.18 Sheet Flow, Grass Meadows Grass: Dense n= 0.240 P2= 1.33" 4.2 587 0.1132 2.36 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 22.6 788 Total Subcatchment 38S: PRE-AREA-02 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=3.954 ac Runoff Volume=0.253 af Runoff Depth=0.77" Flow Length=788' Tc=22.6 min CN=71 2.89 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 11HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 38S: PRE-AREA-02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.02 11.60 0.86 0.01 0.06 11.90 1.60 0.19 0.59 12.20 1.96 0.34 2.84 12.50 2.07 0.38 1.15 12.80 2.13 0.41 0.58 13.10 2.19 0.44 0.40 13.40 2.23 0.46 0.32 13.70 2.27 0.48 0.28 14.00 2.30 0.50 0.24 14.30 2.33 0.51 0.22 14.60 2.36 0.53 0.20 14.90 2.39 0.54 0.19 15.20 2.41 0.55 0.18 15.50 2.44 0.56 0.17 15.80 2.46 0.58 0.16 16.10 2.48 0.59 0.15 16.40 2.50 0.60 0.14 16.70 2.52 0.61 0.13 17.00 2.53 0.61 0.13 17.30 2.55 0.62 0.12 17.60 2.57 0.63 0.12 17.90 2.58 0.64 0.12 18.20 2.60 0.65 0.11 18.50 2.61 0.66 0.11 18.80 2.63 0.66 0.10 19.10 2.64 0.67 0.10 19.40 2.65 0.68 0.10 19.70 2.66 0.69 0.09 20.00 2.68 0.69 0.09 20.30 2.69 0.70 0.08 20.60 2.70 0.70 0.08 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.71 0.08 21.20 2.72 0.72 0.08 21.50 2.73 0.72 0.08 21.80 2.74 0.73 0.08 22.10 2.75 0.73 0.08 22.40 2.76 0.74 0.08 22.70 2.77 0.74 0.08 23.00 2.78 0.75 0.07 23.30 2.79 0.76 0.07 23.60 2.80 0.76 0.07 23.90 2.81 0.77 0.07 24.20 2.81 0.77 0.06 24.50 2.81 0.77 0.01 24.80 2.81 0.77 0.00 25.10 2.81 0.77 0.00 25.40 2.81 0.77 0.00 25.70 2.81 0.77 0.00 26.00 2.81 0.77 0.00 26.30 2.81 0.77 0.00 26.60 2.81 0.77 0.00 26.90 2.81 0.77 0.00 27.20 2.81 0.77 0.00 27.50 2.81 0.77 0.00 27.80 2.81 0.77 0.00 28.10 2.81 0.77 0.00 28.40 2.81 0.77 0.00 28.70 2.81 0.77 0.00 29.00 2.81 0.77 0.00 29.30 2.81 0.77 0.00 29.60 2.81 0.77 0.00 29.90 2.81 0.77 0.00 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 12HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 38S: PRE-AREA-02 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 1.56 0.148 0.45 100-YR 2.81 2.89 0.253 0.77 Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 4 Soil Listing (selected nodes) 5 Ground Covers (selected nodes) 25-YR Event 6 Node Listing 7 Subcat 38S: PRE-AREA-02 100-YR Event 9 Node Listing 10 Subcat 38S: PRE-AREA-02 Multi-Event Tables 12 Subcat 38S: PRE-AREA-02 APPENDIX A4 Pre-Development 25-Year and 100-Year Hydrologic Analysis For Tributary Area-03 33S PRE-AREA-10 34S PRE-AREA-03 35R Reach 03 36R Reach-10A 37R Reach-10B 12PCB PRE-AREA-10-CULVERT Routing Diagram for 03385-2020-20210713 Prepared by Gamba Engineering, Printed 7/14/2021 HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 2HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 25-YR Type II 24-hr Default 24.00 1 2.21 2 2 100-YR Type II 24-hr Default 24.00 1 2.81 2 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 3HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.592 81 1/3 acre lots, 30% imp, HSG C (33S) 0.105 87 Dirt roads, HSG C (33S) 3.074 71 Meadow, non-grazed, HSG C (33S, 34S) 0.678 57 Oak/aspen range, Fair, HSG C (33S, 34S) 0.289 98 Paved parking, HSG C (33S, 34S) 4.738 72 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 4HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 4.738 HSG C 33S, 34S 0.000 HSG D 0.000 Other 4.738 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 5HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.592 0.000 0.000 0.592 1/3 acre lots, 30% imp 33S 0.000 0.000 0.105 0.000 0.000 0.105 Dirt roads 33S 0.000 0.000 3.074 0.000 0.000 3.074 Meadow, non-grazed 33S, 34S 0.000 0.000 0.678 0.000 0.000 0.678 Oak/aspen range, Fair 33S, 34S 0.000 0.000 0.289 0.000 0.000 0.289 Paved parking 33S, 34S 0.000 0.000 4.738 0.000 0.000 4.738 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 6HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 12P 6,880.73 6,879.51 38.8 0.0314 0.012 0.0 12.0 9.0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 7HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.069 ac 12.55% Impervious Runoff Depth=0.55"Subcatchment 33S: PRE-AREA-10 Flow Length=473' Tc=25.6 min CN=74 Runoff=0.96 cfs 0.094 af Runoff Area=2.669 ac 7.76% Impervious Runoff Depth=0.45"Subcatchment 34S: PRE-AREA-03 Flow Length=839' Tc=18.1 min CN=71 Runoff=1.22 cfs 0.100 af Avg. Flow Depth=0.13' Max Vel=2.87 fps Inflow=1.97 cfs 0.194 afReach 35R: Reach 03 n=0.035 L=92.4' S=0.0937 '/' Capacity=4.40 cfs Outflow=1.97 cfs 0.194 af Avg. Flow Depth=0.04' Max Vel=1.70 fps Inflow=0.44 cfs 0.081 afReach 36R: Reach-10A n=0.030 L=243.6' S=0.1065 '/' Capacity=81.56 cfs Outflow=0.44 cfs 0.081 af Avg. Flow Depth=0.21' Max Vel=3.06 fps Inflow=0.96 cfs 0.094 afReach 37R: Reach-10B n=0.030 L=565.8' S=0.0778 '/' Capacity=58.35 cfs Outflow=0.94 cfs 0.094 af Peak Elev=6,882.15' Inflow=0.96 cfs 0.094 afPond 12P: PRE-AREA-10-CULVERT Primary=0.44 cfs 0.081 af Secondary=0.53 cfs 0.013 af Outflow=0.96 cfs 0.094 af Total Runoff Area = 4.738 ac Runoff Volume = 0.194 af Average Runoff Depth = 0.49" 90.15% Pervious = 4.271 ac 9.85% Impervious = 0.467 ac Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 8HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: PRE-AREA-10 [47] Hint: Peak is 1380% of capacity of segment #3 [47] Hint: Peak is 615% of capacity of segment #4 [47] Hint: Peak is 210% of capacity of segment #5 Runoff = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.592 81 1/3 acre lots, 30% imp, HSG C 0.986 71 Meadow, non-grazed, HSG C 0.304 57 Oak/aspen range, Fair, HSG C 0.105 87 Dirt roads, HSG C 0.082 98 Paved parking, HSG C 2.069 74 Weighted Average 1.809 87.45% Pervious Area 0.260 12.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 200 0.2046 0.15 Sheet Flow, Oak Brush - Meadow Woods: Light underbrush n= 0.400 P2= 1.33" 0.3 45 0.3536 2.97 Shallow Concentrated Flow, Oak Brush - Meadow Woodland Kv= 5.0 fps 1.1 64 0.0144 1.00 0.07 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch Bot.W=0.00' D=0.20' Z= 1.9 & 1.6 '/' Top.W=0.70' n= 0.035 Earth, dense weeds 0.7 64 0.2359 1.57 0.16 Trap/Vee/Rect Channel Flow, Slope through Oak Brush - Meado Bot.W=4.00' D=0.02' Z= 50.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 0.6 100 0.0624 2.94 0.46 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 25.6 473 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 9HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 33S: PRE-AREA-10 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=2.069 ac Runoff Volume=0.094 af Runoff Depth=0.55" Flow Length=473' Tc=25.6 min CN=74 0.96 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 10HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 33S: PRE-AREA-10 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.01 0.01 11.90 1.25 0.12 0.15 12.20 1.54 0.23 0.96 12.50 1.62 0.26 0.49 12.80 1.68 0.28 0.24 13.10 1.72 0.30 0.16 13.40 1.76 0.32 0.13 13.70 1.79 0.33 0.11 14.00 1.81 0.34 0.09 14.30 1.84 0.36 0.08 14.60 1.86 0.37 0.08 14.90 1.88 0.38 0.07 15.20 1.90 0.39 0.07 15.50 1.92 0.39 0.06 15.80 1.93 0.40 0.06 16.10 1.95 0.41 0.06 16.40 1.96 0.42 0.05 16.70 1.98 0.42 0.05 17.00 1.99 0.43 0.05 17.30 2.01 0.44 0.05 17.60 2.02 0.44 0.05 17.90 2.03 0.45 0.04 18.20 2.04 0.46 0.04 18.50 2.05 0.46 0.04 18.80 2.07 0.47 0.04 19.10 2.08 0.47 0.04 19.40 2.09 0.48 0.04 19.70 2.10 0.48 0.04 20.00 2.10 0.49 0.03 20.30 2.11 0.49 0.03 20.60 2.12 0.50 0.03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.50 0.03 21.20 2.14 0.51 0.03 21.50 2.15 0.51 0.03 21.80 2.15 0.51 0.03 22.10 2.16 0.52 0.03 22.40 2.17 0.52 0.03 22.70 2.18 0.53 0.03 23.00 2.19 0.53 0.03 23.30 2.19 0.54 0.03 23.60 2.20 0.54 0.03 23.90 2.21 0.54 0.03 24.20 2.21 0.55 0.02 24.50 2.21 0.55 0.01 24.80 2.21 0.55 0.00 25.10 2.21 0.55 0.00 25.40 2.21 0.55 0.00 25.70 2.21 0.55 0.00 26.00 2.21 0.55 0.00 26.30 2.21 0.55 0.00 26.60 2.21 0.55 0.00 26.90 2.21 0.55 0.00 27.20 2.21 0.55 0.00 27.50 2.21 0.55 0.00 27.80 2.21 0.55 0.00 28.10 2.21 0.55 0.00 28.40 2.21 0.55 0.00 28.70 2.21 0.55 0.00 29.00 2.21 0.55 0.00 29.30 2.21 0.55 0.00 29.60 2.21 0.55 0.00 29.90 2.21 0.55 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 11HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: PRE-AREA-03 Runoff = 1.22 cfs @ 12.13 hrs, Volume= 0.100 af, Depth= 0.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 2.088 71 Meadow, non-grazed, HSG C 0.374 57 Oak/aspen range, Fair, HSG C 0.207 98 Paved parking, HSG C 2.669 71 Weighted Average 2.462 92.24% Pervious Area 0.207 7.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 75 0.0902 1.53 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 11.7 126 0.1558 0.18 Sheet Flow, Grass Meadow Grass: Dense n= 0.240 P2= 1.33" 5.3 506 0.1005 1.59 Shallow Concentrated Flow, Grass Meadow Woodland Kv= 5.0 fps 0.3 132 0.0766 8.46 39.77 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=1.00' Z= 2.1 & 7.3 '/' Top.W=9.40' n= 0.030 Earth, grassed & winding 18.1 839 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 12HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 34S: PRE-AREA-03 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=2.669 ac Runoff Volume=0.100 af Runoff Depth=0.45" Flow Length=839' Tc=18.1 min CN=71 1.22 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 13HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 34S: PRE-AREA-03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.09 0.23 12.20 1.54 0.17 1.06 12.50 1.62 0.20 0.36 12.80 1.68 0.22 0.20 13.10 1.72 0.24 0.16 13.40 1.76 0.25 0.13 13.70 1.79 0.26 0.11 14.00 1.81 0.27 0.10 14.30 1.84 0.28 0.09 14.60 1.86 0.29 0.08 14.90 1.88 0.30 0.08 15.20 1.90 0.31 0.08 15.50 1.92 0.32 0.07 15.80 1.93 0.32 0.07 16.10 1.95 0.33 0.06 16.40 1.96 0.34 0.06 16.70 1.98 0.34 0.06 17.00 1.99 0.35 0.06 17.30 2.01 0.35 0.05 17.60 2.02 0.36 0.05 17.90 2.03 0.37 0.05 18.20 2.04 0.37 0.05 18.50 2.05 0.38 0.05 18.80 2.07 0.38 0.05 19.10 2.08 0.39 0.04 19.40 2.09 0.39 0.04 19.70 2.10 0.39 0.04 20.00 2.10 0.40 0.04 20.30 2.11 0.40 0.04 20.60 2.12 0.41 0.04 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.41 0.04 21.20 2.14 0.41 0.03 21.50 2.15 0.42 0.03 21.80 2.15 0.42 0.03 22.10 2.16 0.43 0.03 22.40 2.17 0.43 0.03 22.70 2.18 0.43 0.03 23.00 2.19 0.44 0.03 23.30 2.19 0.44 0.03 23.60 2.20 0.44 0.03 23.90 2.21 0.45 0.03 24.20 2.21 0.45 0.02 24.50 2.21 0.45 0.00 24.80 2.21 0.45 0.00 25.10 2.21 0.45 0.00 25.40 2.21 0.45 0.00 25.70 2.21 0.45 0.00 26.00 2.21 0.45 0.00 26.30 2.21 0.45 0.00 26.60 2.21 0.45 0.00 26.90 2.21 0.45 0.00 27.20 2.21 0.45 0.00 27.50 2.21 0.45 0.00 27.80 2.21 0.45 0.00 28.10 2.21 0.45 0.00 28.40 2.21 0.45 0.00 28.70 2.21 0.45 0.00 29.00 2.21 0.45 0.00 29.30 2.21 0.45 0.00 29.60 2.21 0.45 0.00 29.90 2.21 0.45 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 14HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 35R: Reach 03 [61] Hint: Exceeded Reach 37R outlet invert by 0.13' @ 12.17 hrs Inflow Area = 4.738 ac, 9.85% Impervious, Inflow Depth = 0.49" for 25-YR event Inflow = 1.97 cfs @ 12.18 hrs, Volume= 0.194 af Outflow = 1.97 cfs @ 12.18 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.87 fps, Min. Travel Time= 0.5 min Avg. Velocity = 0.97 fps, Avg. Travel Time= 1.6 min Peak Storage= 63 cf @ 12.18 hrs Average Depth at Peak Storage= 0.13' , Surface Width= 6.59' Bank-Full Depth= 0.20' Flow Area= 1.2 sf, Capacity= 4.40 cfs 4.00' x 0.20' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 10.0 '/' Top Width= 8.00' Length= 92.4' Slope= 0.0937 '/' Inlet Invert= 6,810.65', Outlet Invert= 6,801.99' ‡ Reach 35R: Reach 03 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Inflow Area=4.738 ac Avg. Flow Depth=0.13' Max Vel=2.87 fps n=0.035 L=92.4' S=0.0937 '/' Capacity=4.40 cfs 1.97 cfs1.97 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 15HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 35R: Reach 03 Primary Stage-Discharge Discharge (cfs) 43210Depth (feet)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 35R: Reach 03 Storage Stage-Storage Storage (cubic-feet) 1101009080706050403020100Depth (feet)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 16HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 35R: Reach 03 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,810.65 0.00 5.60 0.00 0 6,810.65 0.00 6.20 0.00 0 6,810.65 0.00 6.80 0.00 0 6,810.65 0.00 7.40 0.00 0 6,810.65 0.00 8.00 0.00 0 6,810.65 0.00 8.60 0.00 0 6,810.65 0.00 9.20 0.00 0 6,810.65 0.00 9.80 0.00 0 6,810.65 0.00 10.40 0.00 0 6,810.65 0.00 11.00 0.00 0 6,810.65 0.00 11.60 0.00 0 6,810.65 0.00 12.20 1.95 63 6,810.78 1.96 12.80 0.49 25 6,810.71 0.50 13.40 0.27 17 6,810.69 0.27 14.00 0.20 14 6,810.69 0.20 14.60 0.16 12 6,810.68 0.16 15.20 0.15 12 6,810.68 0.15 15.80 0.13 11 6,810.68 0.13 16.40 0.11 10 6,810.67 0.11 17.00 0.11 9 6,810.67 0.11 17.60 0.10 9 6,810.67 0.10 18.20 0.09 9 6,810.67 0.09 18.80 0.09 8 6,810.67 0.09 19.40 0.08 8 6,810.67 0.08 20.00 0.07 7 6,810.67 0.07 20.60 0.07 7 6,810.67 0.07 21.20 0.07 7 6,810.67 0.07 21.80 0.06 7 6,810.67 0.06 22.40 0.06 7 6,810.67 0.06 23.00 0.06 7 6,810.67 0.06 23.60 0.06 7 6,810.67 0.06 24.20 0.05 6 6,810.67 0.05 24.80 0.01 2 6,810.65 0.01 25.40 0.00 1 6,810.65 0.00 26.00 0.00 0 6,810.65 0.00 26.60 0.00 0 6,810.65 0.00 27.20 0.00 0 6,810.65 0.00 27.80 0.00 0 6,810.65 0.00 28.40 0.00 0 6,810.65 0.00 29.00 0.00 0 6,810.65 0.00 29.60 0.00 0 6,810.65 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 17HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 35R: Reach 03 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,810.65 0.00 0.00 6,810.66 0.59 0.02 6,810.67 0.93 0.08 6,810.68 1.20 0.15 6,810.69 1.43 0.25 6,810.70 1.64 0.37 6,810.71 1.83 0.51 6,810.72 2.01 0.66 6,810.73 2.18 0.84 6,810.74 2.33 1.03 6,810.75 2.48 1.24 6,810.76 2.62 1.47 6,810.77 2.75 1.72 6,810.78 2.88 1.98 6,810.79 3.00 2.27 6,810.80 3.12 2.57 6,810.81 3.24 2.90 6,810.82 3.35 3.24 6,810.83 3.46 3.61 6,810.84 3.56 3.99 6,810.85 3.66 4.40 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 18HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 35R: Reach 03 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,810.65 0.0 0 6,810.66 0.0 4 6,810.67 0.1 8 6,810.68 0.1 12 6,810.69 0.2 16 6,810.70 0.2 21 6,810.71 0.3 26 6,810.72 0.3 30 6,810.73 0.4 35 6,810.74 0.4 41 6,810.75 0.5 46 6,810.76 0.6 52 6,810.77 0.6 58 6,810.78 0.7 64 6,810.79 0.8 70 6,810.80 0.8 76 6,810.81 0.9 83 6,810.82 1.0 90 6,810.83 1.0 96 6,810.84 1.1 104 6,810.85 1.2 111 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 19HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 36R: Reach-10A Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.47" for 25-YR event Inflow = 0.44 cfs @ 12.21 hrs, Volume= 0.081 af Outflow = 0.44 cfs @ 12.25 hrs, Volume= 0.081 af, Atten= 0%, Lag= 2.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.70 fps, Min. Travel Time= 2.4 min Avg. Velocity = 0.84 fps, Avg. Travel Time= 4.8 min Peak Storage= 63 cf @ 12.25 hrs Average Depth at Peak Storage= 0.04' , Surface Width= 7.56' Bank-Full Depth= 0.50' Flow Area= 12.0 sf, Capacity= 81.56 cfs 4.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 40.0 '/' Top Width= 44.00' Length= 243.6' Slope= 0.1065 '/' Inlet Invert= 6,880.59', Outlet Invert= 6,854.65' ‡ Reach 36R: Reach-10A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.069 ac Avg. Flow Depth=0.04' Max Vel=1.70 fps n=0.030 L=243.6' S=0.1065 '/' Capacity=81.56 cfs 0.44 cfs0.44 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 20HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 36R: Reach-10A Primary Stage-Discharge Discharge (cfs) 80757065605550454035302520151050Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 36R: Reach-10A Storage Stage-Storage Storage (cubic-feet) 2,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 21HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 36R: Reach-10A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,880.59 0.00 5.60 0.00 0 6,880.59 0.00 6.20 0.00 0 6,880.59 0.00 6.80 0.00 0 6,880.59 0.00 7.40 0.00 0 6,880.59 0.00 8.00 0.00 0 6,880.59 0.00 8.60 0.00 0 6,880.59 0.00 9.20 0.00 0 6,880.59 0.00 9.80 0.00 0 6,880.59 0.00 10.40 0.00 0 6,880.59 0.00 11.00 0.00 0 6,880.59 0.00 11.60 0.01 3 6,880.59 0.00 12.20 0.44 63 6,880.63 0.44 12.80 0.24 44 6,880.62 0.26 13.40 0.13 27 6,880.61 0.13 14.00 0.09 22 6,880.61 0.10 14.60 0.08 19 6,880.61 0.08 15.20 0.07 18 6,880.61 0.07 15.80 0.06 17 6,880.60 0.06 16.40 0.05 15 6,880.60 0.05 17.00 0.05 14 6,880.60 0.05 17.60 0.05 14 6,880.60 0.05 18.20 0.04 13 6,880.60 0.04 18.80 0.04 13 6,880.60 0.04 19.40 0.04 12 6,880.60 0.04 20.00 0.03 11 6,880.60 0.03 20.60 0.03 11 6,880.60 0.03 21.20 0.03 11 6,880.60 0.03 21.80 0.03 10 6,880.60 0.03 22.40 0.03 10 6,880.60 0.03 23.00 0.03 10 6,880.60 0.03 23.60 0.03 10 6,880.60 0.03 24.20 0.02 10 6,880.60 0.03 24.80 0.00 2 6,880.59 0.00 25.40 0.00 0 6,880.59 0.00 26.00 0.00 0 6,880.59 0.00 26.60 0.00 0 6,880.59 0.00 27.20 0.00 0 6,880.59 0.00 27.80 0.00 0 6,880.59 0.00 28.40 0.00 0 6,880.59 0.00 29.00 0.00 0 6,880.59 0.00 29.60 0.00 0 6,880.59 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 22HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 36R: Reach-10A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,880.59 0.00 0.00 6,880.60 0.71 0.03 6,880.61 1.07 0.10 6,880.62 1.36 0.21 6,880.63 1.60 0.36 6,880.64 1.81 0.54 6,880.65 2.00 0.77 6,880.66 2.18 1.04 6,880.67 2.35 1.35 6,880.68 2.51 1.71 6,880.69 2.66 2.13 6,880.70 2.80 2.59 6,880.71 2.94 3.11 6,880.72 3.08 3.68 6,880.73 3.21 4.31 6,880.74 3.34 5.00 6,880.75 3.46 5.76 6,880.76 3.58 6.58 6,880.77 3.70 7.46 6,880.78 3.82 8.41 6,880.79 3.93 9.44 6,880.80 4.04 10.53 6,880.81 4.16 11.70 6,880.82 4.26 12.95 6,880.83 4.37 14.27 6,880.84 4.48 15.67 6,880.85 4.58 17.16 6,880.86 4.69 18.72 6,880.87 4.79 20.37 6,880.88 4.89 22.11 6,880.89 4.99 23.94 6,880.90 5.09 25.86 6,880.91 5.18 27.86 6,880.92 5.28 29.97 6,880.93 5.37 32.16 6,880.94 5.47 34.46 6,880.95 5.56 36.85 6,880.96 5.66 39.34 6,880.97 5.75 41.93 6,880.98 5.84 44.63 6,880.99 5.93 47.43 6,881.00 6.02 50.34 6,881.01 6.11 53.36 6,881.02 6.20 56.48 6,881.03 6.28 59.72 6,881.04 6.37 63.07 6,881.05 6.46 66.53 6,881.06 6.54 70.11 6,881.07 6.63 73.81 6,881.08 6.71 77.62 6,881.09 6.80 81.56 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 23HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 36R: Reach-10A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,880.59 0.0 0 6,880.60 0.0 11 6,880.61 0.1 23 6,880.62 0.2 38 6,880.63 0.2 55 6,880.64 0.3 73 6,880.65 0.4 94 6,880.66 0.5 116 6,880.67 0.6 140 6,880.68 0.7 167 6,880.69 0.8 195 6,880.70 0.9 225 6,880.71 1.1 257 6,880.72 1.2 291 6,880.73 1.3 327 6,880.74 1.5 365 6,880.75 1.7 405 6,880.76 1.8 447 6,880.77 2.0 491 6,880.78 2.2 537 6,880.79 2.4 585 6,880.80 2.6 634 6,880.81 2.8 686 6,880.82 3.0 740 6,880.83 3.3 795 6,880.84 3.5 853 6,880.85 3.7 912 6,880.86 4.0 973 6,880.87 4.3 1,037 6,880.88 4.5 1,102 6,880.89 4.8 1,169 6,880.90 5.1 1,238 6,880.91 5.4 1,310 6,880.92 5.7 1,383 6,880.93 6.0 1,458 6,880.94 6.3 1,535 6,880.95 6.6 1,614 6,880.96 7.0 1,694 6,880.97 7.3 1,777 6,880.98 7.6 1,862 6,880.99 8.0 1,949 6,881.00 8.4 2,037 6,881.01 8.7 2,128 6,881.02 9.1 2,221 6,881.03 9.5 2,315 6,881.04 9.9 2,412 6,881.05 10.3 2,510 6,881.06 10.7 2,610 6,881.07 11.1 2,713 6,881.08 11.6 2,817 6,881.09 12.0 2,923 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 24HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 37R: Reach-10B [62] Hint: Exceeded Reach 36R OUTLET depth by 0.17' @ 12.26 hrs Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.55" for 25-YR event Inflow = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af Outflow = 0.94 cfs @ 12.26 hrs, Volume= 0.094 af, Atten= 3%, Lag= 2.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.06 fps, Min. Travel Time= 3.1 min Avg. Velocity = 1.39 fps, Avg. Travel Time= 6.8 min Peak Storage= 174 cf @ 12.26 hrs Average Depth at Peak Storage= 0.21' , Surface Width= 2.89' Bank-Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 58.35 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.9 11.7 '/' Top Width= 13.60' Length= 565.8' Slope= 0.0778 '/' Inlet Invert= 6,854.65', Outlet Invert= 6,810.65' ‡ Reach 37R: Reach-10B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Avg. Flow Depth=0.21' Max Vel=3.06 fps n=0.030 L=565.8' S=0.0778 '/' Capacity=58.35 cfs 0.96 cfs 0.94 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 25HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 37R: Reach-10B Primary Stage-Discharge Discharge (cfs) 5550454035302520151050Depth (feet)1 0 Reach 37R: Reach-10B Storage Stage-Storage Storage (cubic-feet) 3,5003,0002,5002,0001,5001,0005000Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 26HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 37R: Reach-10B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,854.65 0.00 5.60 0.00 0 6,854.65 0.00 6.20 0.00 0 6,854.65 0.00 6.80 0.00 0 6,854.65 0.00 7.40 0.00 0 6,854.65 0.00 8.00 0.00 0 6,854.65 0.00 8.60 0.00 0 6,854.65 0.00 9.20 0.00 0 6,854.65 0.00 9.80 0.00 0 6,854.65 0.00 10.40 0.00 0 6,854.65 0.00 11.00 0.00 0 6,854.65 0.00 11.60 0.00 1 6,854.67 0.00 12.20 0.96 166 6,854.86 0.88 12.80 0.26 72 6,854.79 0.29 13.40 0.13 41 6,854.75 0.14 14.00 0.10 32 6,854.74 0.10 14.60 0.08 27 6,854.73 0.08 15.20 0.07 25 6,854.73 0.07 15.80 0.06 23 6,854.73 0.06 16.40 0.05 20 6,854.72 0.05 17.00 0.05 19 6,854.72 0.05 17.60 0.05 18 6,854.72 0.05 18.20 0.04 17 6,854.72 0.04 18.80 0.04 17 6,854.72 0.04 19.40 0.04 16 6,854.71 0.04 20.00 0.03 15 6,854.71 0.03 20.60 0.03 14 6,854.71 0.03 21.20 0.03 13 6,854.71 0.03 21.80 0.03 13 6,854.71 0.03 22.40 0.03 13 6,854.71 0.03 23.00 0.03 13 6,854.71 0.03 23.60 0.03 13 6,854.71 0.03 24.20 0.03 12 6,854.71 0.03 24.80 0.00 4 6,854.68 0.01 25.40 0.00 1 6,854.66 0.00 26.00 0.00 0 6,854.65 0.00 26.60 0.00 0 6,854.65 0.00 27.20 0.00 0 6,854.65 0.00 27.80 0.00 0 6,854.65 0.00 28.40 0.00 0 6,854.65 0.00 29.00 0.00 0 6,854.65 0.00 29.60 0.00 0 6,854.65 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 27HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 37R: Reach-10B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,854.65 0.00 0.00 6,854.66 0.40 0.00 6,854.67 0.63 0.00 6,854.68 0.83 0.01 6,854.69 1.00 0.01 6,854.70 1.16 0.02 6,854.71 1.32 0.03 6,854.72 1.46 0.05 6,854.73 1.59 0.07 6,854.74 1.72 0.09 6,854.75 1.85 0.13 6,854.76 1.97 0.16 6,854.77 2.09 0.20 6,854.78 2.20 0.25 6,854.79 2.31 0.31 6,854.80 2.42 0.37 6,854.81 2.53 0.44 6,854.82 2.63 0.52 6,854.83 2.74 0.60 6,854.84 2.84 0.70 6,854.85 2.93 0.80 6,854.86 3.03 0.91 6,854.87 3.13 1.03 6,854.88 3.22 1.16 6,854.89 3.31 1.30 6,854.90 3.41 1.45 6,854.91 3.50 1.61 6,854.92 3.58 1.78 6,854.93 3.67 1.96 6,854.94 3.76 2.15 6,854.95 3.85 2.35 6,854.96 3.93 2.57 6,854.97 4.01 2.80 6,854.98 4.10 3.03 6,854.99 4.18 3.29 6,855.00 4.26 3.55 6,855.01 4.34 3.83 6,855.02 4.42 4.12 6,855.03 4.50 4.42 6,855.04 4.58 4.74 6,855.05 4.66 5.07 6,855.06 4.74 5.41 6,855.07 4.81 5.77 6,855.08 4.89 6.15 6,855.09 4.96 6.53 6,855.10 5.04 6.94 6,855.11 5.11 7.36 6,855.12 5.19 7.79 6,855.13 5.26 8.24 6,855.14 5.33 8.71 6,855.15 5.41 9.19 6,855.16 5.48 9.69 6,855.17 5.55 10.20 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,855.18 5.62 10.73 6,855.19 5.69 11.28 6,855.20 5.76 11.85 6,855.21 5.83 12.43 6,855.22 5.90 13.03 6,855.23 5.97 13.65 6,855.24 6.04 14.29 6,855.25 6.10 14.94 6,855.26 6.17 15.62 6,855.27 6.24 16.31 6,855.28 6.31 17.02 6,855.29 6.37 17.75 6,855.30 6.44 18.50 6,855.31 6.50 19.27 6,855.32 6.57 20.05 6,855.33 6.64 20.86 6,855.34 6.70 21.69 6,855.35 6.76 22.54 6,855.36 6.83 23.41 6,855.37 6.89 24.30 6,855.38 6.96 25.21 6,855.39 7.02 26.14 6,855.40 7.08 27.09 6,855.41 7.15 28.07 6,855.42 7.21 29.06 6,855.43 7.27 30.08 6,855.44 7.33 31.12 6,855.45 7.39 32.18 6,855.46 7.46 33.26 6,855.47 7.52 34.37 6,855.48 7.58 35.50 6,855.49 7.64 36.65 6,855.50 7.70 37.83 6,855.51 7.76 39.02 6,855.52 7.82 40.25 6,855.53 7.88 41.49 6,855.54 7.94 42.76 6,855.55 8.00 44.05 6,855.56 8.06 45.37 6,855.57 8.12 46.71 6,855.58 8.18 48.08 6,855.59 8.23 49.47 6,855.60 8.29 50.89 6,855.61 8.35 52.33 6,855.62 8.41 53.79 6,855.63 8.47 55.29 6,855.64 8.52 56.80 6,855.65 8.58 58.35 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 28HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 37R: Reach-10B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,854.65 0.0 0 6,854.66 0.0 0 6,854.67 0.0 2 6,854.68 0.0 3 6,854.69 0.0 6 6,854.70 0.0 10 6,854.71 0.0 14 6,854.72 0.0 19 6,854.73 0.0 25 6,854.74 0.1 31 6,854.75 0.1 38 6,854.76 0.1 47 6,854.77 0.1 55 6,854.78 0.1 65 6,854.79 0.1 75 6,854.80 0.2 87 6,854.81 0.2 98 6,854.82 0.2 111 6,854.83 0.2 125 6,854.84 0.2 139 6,854.85 0.3 154 6,854.86 0.3 170 6,854.87 0.3 186 6,854.88 0.4 204 6,854.89 0.4 222 6,854.90 0.4 240 6,854.91 0.5 260 6,854.92 0.5 280 6,854.93 0.5 302 6,854.94 0.6 324 6,854.95 0.6 346 6,854.96 0.7 370 6,854.97 0.7 394 6,854.98 0.7 419 6,854.99 0.8 445 6,855.00 0.8 471 6,855.01 0.9 499 6,855.02 0.9 527 6,855.03 1.0 556 6,855.04 1.0 585 6,855.05 1.1 616 6,855.06 1.1 647 6,855.07 1.2 679 6,855.08 1.3 711 6,855.09 1.3 745 6,855.10 1.4 779 6,855.11 1.4 814 6,855.12 1.5 850 6,855.13 1.6 886 6,855.14 1.6 924 6,855.15 1.7 962 6,855.16 1.8 1,001 6,855.17 1.8 1,040 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,855.18 1.9 1,081 6,855.19 2.0 1,122 6,855.20 2.1 1,164 6,855.21 2.1 1,207 6,855.22 2.2 1,250 6,855.23 2.3 1,294 6,855.24 2.4 1,339 6,855.25 2.4 1,385 6,855.26 2.5 1,432 6,855.27 2.6 1,479 6,855.28 2.7 1,527 6,855.29 2.8 1,576 6,855.30 2.9 1,626 6,855.31 3.0 1,676 6,855.32 3.1 1,727 6,855.33 3.1 1,779 6,855.34 3.2 1,832 6,855.35 3.3 1,885 6,855.36 3.4 1,939 6,855.37 3.5 1,995 6,855.38 3.6 2,050 6,855.39 3.7 2,107 6,855.40 3.8 2,164 6,855.41 3.9 2,222 6,855.42 4.0 2,281 6,855.43 4.1 2,341 6,855.44 4.2 2,401 6,855.45 4.4 2,462 6,855.46 4.5 2,524 6,855.47 4.6 2,587 6,855.48 4.7 2,651 6,855.49 4.8 2,715 6,855.50 4.9 2,780 6,855.51 5.0 2,846 6,855.52 5.1 2,912 6,855.53 5.3 2,979 6,855.54 5.4 3,048 6,855.55 5.5 3,116 6,855.56 5.6 3,186 6,855.57 5.8 3,256 6,855.58 5.9 3,328 6,855.59 6.0 3,400 6,855.60 6.1 3,472 6,855.61 6.3 3,546 6,855.62 6.4 3,620 6,855.63 6.5 3,695 6,855.64 6.7 3,771 6,855.65 6.8 3,847 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 29HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 12P: PRE-AREA-10-CULVERT [57] Hint: Peaked at 6,882.15' (Flood elevation advised) Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.55" for 25-YR event Inflow = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af Outflow = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.21 hrs, Volume= 0.081 af Secondary = 0.53 cfs @ 12.21 hrs, Volume= 0.013 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,882.15' @ 12.21 hrs Device Routing Invert Outlet Devices #1 Primary 6,881.48'12.0" Round Culvert w/ 9.0" inside fill L= 38.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6,880.73' / 6,879.51' S= 0.0314 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.15 sf #2 Secondary 6,882.03'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 49.91 60.67 72.06 82.74 Height (feet) 1.24 0.00 0.23 0.82 1.24 Primary OutFlow Max=0.44 cfs @ 12.21 hrs HW=6,882.15' TW=6,880.63' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.44 cfs @ 2.85 fps) Secondary OutFlow Max=0.52 cfs @ 12.21 hrs HW=6,882.15' TW=6,854.86' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 0.52 cfs @ 0.45 fps) Pond 12P: PRE-AREA-10-CULVERT Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Peak Elev=6,882.15' 0.96 cfs0.96 cfs 0.44 cfs0.53 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 30HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 12P: PRE-AREA-10-CULVERT Total Primary Secondary Stage-Discharge Discharge (cfs) 140120100806040200Elevation (feet)6,883 6,882 Culvert Asymmetrical Weir Pond 12P: PRE-AREA-10-CULVERT Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,883 6,882 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 31HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 12P: PRE-AREA-10-CULVERT Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 6,881.48 0.00 0.00 0.00 5.60 0.00 6,881.48 0.00 0.00 0.00 6.20 0.00 6,881.48 0.00 0.00 0.00 6.80 0.00 6,881.48 0.00 0.00 0.00 7.40 0.00 6,881.48 0.00 0.00 0.00 8.00 0.00 6,881.48 0.00 0.00 0.00 8.60 0.00 6,881.48 0.00 0.00 0.00 9.20 0.00 6,881.48 0.00 0.00 0.00 9.80 0.00 6,881.48 0.00 0.00 0.00 10.40 0.00 6,881.48 0.00 0.00 0.00 11.00 0.00 6,881.48 0.00 0.00 0.00 11.60 0.01 6,881.51 0.01 0.01 0.00 12.20 0.96 6,882.15 0.96 0.44 0.52 12.80 0.24 6,881.77 0.24 0.24 0.00 13.40 0.13 6,881.64 0.13 0.13 0.00 14.00 0.09 6,881.61 0.09 0.09 0.00 14.60 0.08 6,881.59 0.08 0.08 0.00 15.20 0.07 6,881.58 0.07 0.07 0.00 15.80 0.06 6,881.58 0.06 0.06 0.00 16.40 0.05 6,881.57 0.05 0.05 0.00 17.00 0.05 6,881.56 0.05 0.05 0.00 17.60 0.05 6,881.56 0.05 0.05 0.00 18.20 0.04 6,881.56 0.04 0.04 0.00 18.80 0.04 6,881.55 0.04 0.04 0.00 19.40 0.04 6,881.55 0.04 0.04 0.00 20.00 0.03 6,881.54 0.03 0.03 0.00 20.60 0.03 6,881.54 0.03 0.03 0.00 21.20 0.03 6,881.54 0.03 0.03 0.00 21.80 0.03 6,881.54 0.03 0.03 0.00 22.40 0.03 6,881.54 0.03 0.03 0.00 23.00 0.03 6,881.54 0.03 0.03 0.00 23.60 0.03 6,881.54 0.03 0.03 0.00 24.20 0.02 6,881.53 0.02 0.02 0.00 24.80 0.00 6,881.49 0.00 0.00 0.00 25.40 0.00 6,881.48 0.00 0.00 0.00 26.00 0.00 6,881.48 0.00 0.00 0.00 26.60 0.00 6,881.48 0.00 0.00 0.00 27.20 0.00 6,881.48 0.00 0.00 0.00 27.80 0.00 6,881.48 0.00 0.00 0.00 28.40 0.00 6,881.48 0.00 0.00 0.00 29.00 0.00 6,881.48 0.00 0.00 0.00 29.60 0.00 6,881.48 0.00 0.00 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 32HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 12P: PRE-AREA-10-CULVERT Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,881.48 0.00 0.00 0.00 6,881.50 0.01 0.01 0.00 6,881.52 0.02 0.02 0.00 6,881.54 0.03 0.03 0.00 6,881.56 0.05 0.05 0.00 6,881.58 0.07 0.07 0.00 6,881.60 0.08 0.08 0.00 6,881.62 0.10 0.10 0.00 6,881.64 0.13 0.13 0.00 6,881.66 0.15 0.15 0.00 6,881.68 0.17 0.17 0.00 6,881.70 0.19 0.19 0.00 6,881.72 0.21 0.21 0.00 6,881.74 0.23 0.23 0.00 6,881.76 0.24 0.24 0.00 6,881.78 0.26 0.26 0.00 6,881.80 0.27 0.27 0.00 6,881.82 0.28 0.28 0.00 6,881.84 0.29 0.29 0.00 6,881.86 0.31 0.31 0.00 6,881.88 0.32 0.32 0.00 6,881.90 0.33 0.33 0.00 6,881.92 0.34 0.34 0.00 6,881.94 0.35 0.35 0.00 6,881.96 0.36 0.36 0.00 6,881.98 0.37 0.37 0.00 6,882.00 0.38 0.38 0.00 6,882.02 0.38 0.38 0.00 6,882.04 0.39 0.39 0.00 6,882.06 0.42 0.40 0.02 6,882.08 0.47 0.41 0.06 6,882.10 0.57 0.42 0.15 6,882.12 0.70 0.43 0.28 6,882.14 0.89 0.44 0.46 6,882.16 1.14 0.44 0.69 6,882.18 1.44 0.45 0.99 6,882.20 1.81 0.46 1.36 6,882.22 2.26 0.47 1.79 6,882.24 2.77 0.47 2.30 6,882.26 3.37 0.48 2.89 6,882.28 4.04 0.49 3.56 6,882.30 4.79 0.49 4.30 6,882.32 5.62 0.50 5.12 6,882.34 6.53 0.51 6.03 6,882.36 7.52 0.51 7.01 6,882.38 8.59 0.52 8.07 6,882.40 9.74 0.53 9.22 6,882.42 10.98 0.53 10.45 6,882.44 12.30 0.54 11.76 6,882.46 13.71 0.55 13.16 6,882.48 15.20 0.55 14.65 6,882.50 16.78 0.56 16.23 6,882.52 18.46 0.56 17.89 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,882.54 20.23 0.57 19.65 6,882.56 22.08 0.58 21.51 6,882.58 24.04 0.58 23.46 6,882.60 26.09 0.59 25.50 6,882.62 28.24 0.59 27.64 6,882.64 30.48 0.60 29.88 6,882.66 32.83 0.61 32.23 6,882.68 35.28 0.61 34.67 6,882.70 37.83 0.62 37.21 6,882.72 40.48 0.62 39.86 6,882.74 43.24 0.63 42.62 6,882.76 46.11 0.63 45.48 6,882.78 49.09 0.64 48.45 6,882.80 52.17 0.64 51.53 6,882.82 55.36 0.65 54.71 6,882.84 58.67 0.65 58.01 6,882.86 62.08 0.66 61.43 6,882.88 65.62 0.66 64.95 6,882.90 69.27 0.67 68.60 6,882.92 73.03 0.67 72.36 6,882.94 76.92 0.68 76.24 6,882.96 80.93 0.68 80.25 6,882.98 85.07 0.69 84.38 6,883.00 89.33 0.69 88.63 6,883.02 93.71 0.70 93.01 6,883.04 98.22 0.70 97.52 6,883.06 102.87 0.71 102.16 6,883.08 107.64 0.71 106.93 6,883.10 112.54 0.72 111.83 6,883.12 117.58 0.72 116.86 6,883.14 122.76 0.73 122.03 6,883.16 128.06 0.73 127.33 6,883.18 133.51 0.74 132.77 6,883.20 139.09 0.74 138.35 6,883.22 144.82 0.75 144.07 6,883.24 150.68 0.75 149.93 6,883.26 156.69 0.76 155.93 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 33HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 12P: PRE-AREA-10-CULVERT Elevation (feet) Storage (acre-feet) 6,881.48 0.000 6,881.50 0.000 6,881.52 0.000 6,881.54 0.000 6,881.56 0.000 6,881.58 0.000 6,881.60 0.000 6,881.62 0.000 6,881.64 0.000 6,881.66 0.000 6,881.68 0.000 6,881.70 0.000 6,881.72 0.000 6,881.74 0.000 6,881.76 0.000 6,881.78 0.000 6,881.80 0.000 6,881.82 0.000 6,881.84 0.000 6,881.86 0.000 6,881.88 0.000 6,881.90 0.000 6,881.92 0.000 6,881.94 0.000 6,881.96 0.000 6,881.98 0.000 6,882.00 0.000 6,882.02 0.000 6,882.04 0.000 6,882.06 0.000 6,882.08 0.000 6,882.10 0.000 6,882.12 0.000 6,882.14 0.000 6,882.16 0.000 6,882.18 0.000 6,882.20 0.000 6,882.22 0.000 6,882.24 0.000 6,882.26 0.000 6,882.28 0.000 6,882.30 0.000 6,882.32 0.000 6,882.34 0.000 6,882.36 0.000 6,882.38 0.000 6,882.40 0.000 6,882.42 0.000 6,882.44 0.000 6,882.46 0.000 6,882.48 0.000 6,882.50 0.000 6,882.52 0.000 Elevation (feet) Storage (acre-feet) 6,882.54 0.000 6,882.56 0.000 6,882.58 0.000 6,882.60 0.000 6,882.62 0.000 6,882.64 0.000 6,882.66 0.000 6,882.68 0.000 6,882.70 0.000 6,882.72 0.000 6,882.74 0.000 6,882.76 0.000 6,882.78 0.000 6,882.80 0.000 6,882.82 0.000 6,882.84 0.000 6,882.86 0.000 6,882.88 0.000 6,882.90 0.000 6,882.92 0.000 6,882.94 0.000 6,882.96 0.000 6,882.98 0.000 6,883.00 0.000 6,883.02 0.000 6,883.04 0.000 6,883.06 0.000 6,883.08 0.000 6,883.10 0.000 6,883.12 0.000 6,883.14 0.000 6,883.16 0.000 6,883.18 0.000 6,883.20 0.000 6,883.22 0.000 6,883.24 0.000 6,883.26 0.000 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 34HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.069 ac 12.55% Impervious Runoff Depth=0.90"Subcatchment 33S: PRE-AREA-10 Flow Length=473' Tc=25.6 min CN=74 Runoff=1.68 cfs 0.155 af Runoff Area=2.669 ac 7.76% Impervious Runoff Depth=0.77"Subcatchment 34S: PRE-AREA-03 Flow Length=839' Tc=18.1 min CN=71 Runoff=2.24 cfs 0.171 af Avg. Flow Depth=0.18' Max Vel=3.45 fps Inflow=3.59 cfs 0.326 afReach 35R: Reach 03 n=0.035 L=92.4' S=0.0937 '/' Capacity=4.40 cfs Outflow=3.59 cfs 0.326 af Avg. Flow Depth=0.05' Max Vel=1.72 fps Inflow=0.46 cfs 0.115 afReach 36R: Reach-10A n=0.030 L=243.6' S=0.1065 '/' Capacity=81.56 cfs Outflow=0.45 cfs 0.115 af Avg. Flow Depth=0.26' Max Vel=3.51 fps Inflow=1.68 cfs 0.155 afReach 37R: Reach-10B n=0.030 L=565.8' S=0.0778 '/' Capacity=58.35 cfs Outflow=1.64 cfs 0.155 af Peak Elev=6,882.19' Inflow=1.68 cfs 0.155 afPond 12P: PRE-AREA-10-CULVERT Primary=0.46 cfs 0.115 af Secondary=1.22 cfs 0.040 af Outflow=1.68 cfs 0.155 af Total Runoff Area = 4.738 ac Runoff Volume = 0.326 af Average Runoff Depth = 0.83" 90.15% Pervious = 4.271 ac 9.85% Impervious = 0.467 ac Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 35HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: PRE-AREA-10 [47] Hint: Peak is 2400% of capacity of segment #3 [47] Hint: Peak is 1069% of capacity of segment #4 [47] Hint: Peak is 365% of capacity of segment #5 Runoff = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.592 81 1/3 acre lots, 30% imp, HSG C 0.986 71 Meadow, non-grazed, HSG C 0.304 57 Oak/aspen range, Fair, HSG C 0.105 87 Dirt roads, HSG C 0.082 98 Paved parking, HSG C 2.069 74 Weighted Average 1.809 87.45% Pervious Area 0.260 12.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 200 0.2046 0.15 Sheet Flow, Oak Brush - Meadow Woods: Light underbrush n= 0.400 P2= 1.33" 0.3 45 0.3536 2.97 Shallow Concentrated Flow, Oak Brush - Meadow Woodland Kv= 5.0 fps 1.1 64 0.0144 1.00 0.07 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch Bot.W=0.00' D=0.20' Z= 1.9 & 1.6 '/' Top.W=0.70' n= 0.035 Earth, dense weeds 0.7 64 0.2359 1.57 0.16 Trap/Vee/Rect Channel Flow, Slope through Oak Brush - Meado Bot.W=4.00' D=0.02' Z= 50.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 0.6 100 0.0624 2.94 0.46 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 25.6 473 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 36HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 33S: PRE-AREA-10 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=2.069 ac Runoff Volume=0.155 af Runoff Depth=0.90" Flow Length=473' Tc=25.6 min CN=74 1.68 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 37HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 33S: PRE-AREA-10 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.01 11.30 0.73 0.01 0.03 11.60 0.86 0.03 0.06 11.90 1.60 0.25 0.34 12.20 1.96 0.42 1.68 12.50 2.07 0.47 0.80 12.80 2.13 0.50 0.39 13.10 2.19 0.53 0.26 13.40 2.23 0.56 0.20 13.70 2.27 0.58 0.17 14.00 2.30 0.60 0.15 14.30 2.33 0.61 0.13 14.60 2.36 0.63 0.12 14.90 2.39 0.65 0.11 15.20 2.41 0.66 0.11 15.50 2.44 0.67 0.10 15.80 2.46 0.69 0.09 16.10 2.48 0.70 0.09 16.40 2.50 0.71 0.08 16.70 2.52 0.72 0.08 17.00 2.53 0.73 0.07 17.30 2.55 0.74 0.07 17.60 2.57 0.75 0.07 17.90 2.58 0.76 0.07 18.20 2.60 0.77 0.07 18.50 2.61 0.78 0.06 18.80 2.63 0.79 0.06 19.10 2.64 0.79 0.06 19.40 2.65 0.80 0.06 19.70 2.66 0.81 0.05 20.00 2.68 0.82 0.05 20.30 2.69 0.82 0.05 20.60 2.70 0.83 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.83 0.05 21.20 2.72 0.84 0.05 21.50 2.73 0.85 0.05 21.80 2.74 0.85 0.04 22.10 2.75 0.86 0.04 22.40 2.76 0.87 0.04 22.70 2.77 0.87 0.04 23.00 2.78 0.88 0.04 23.30 2.79 0.89 0.04 23.60 2.80 0.89 0.04 23.90 2.81 0.90 0.04 24.20 2.81 0.90 0.04 24.50 2.81 0.90 0.01 24.80 2.81 0.90 0.00 25.10 2.81 0.90 0.00 25.40 2.81 0.90 0.00 25.70 2.81 0.90 0.00 26.00 2.81 0.90 0.00 26.30 2.81 0.90 0.00 26.60 2.81 0.90 0.00 26.90 2.81 0.90 0.00 27.20 2.81 0.90 0.00 27.50 2.81 0.90 0.00 27.80 2.81 0.90 0.00 28.10 2.81 0.90 0.00 28.40 2.81 0.90 0.00 28.70 2.81 0.90 0.00 29.00 2.81 0.90 0.00 29.30 2.81 0.90 0.00 29.60 2.81 0.90 0.00 29.90 2.81 0.90 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 38HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 34S: PRE-AREA-03 Runoff = 2.24 cfs @ 12.12 hrs, Volume= 0.171 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 2.088 71 Meadow, non-grazed, HSG C 0.374 57 Oak/aspen range, Fair, HSG C 0.207 98 Paved parking, HSG C 2.669 71 Weighted Average 2.462 92.24% Pervious Area 0.207 7.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 75 0.0902 1.53 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 11.7 126 0.1558 0.18 Sheet Flow, Grass Meadow Grass: Dense n= 0.240 P2= 1.33" 5.3 506 0.1005 1.59 Shallow Concentrated Flow, Grass Meadow Woodland Kv= 5.0 fps 0.3 132 0.0766 8.46 39.77 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=1.00' Z= 2.1 & 7.3 '/' Top.W=9.40' n= 0.030 Earth, grassed & winding 18.1 839 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 39HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 34S: PRE-AREA-03 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=2.669 ac Runoff Volume=0.171 af Runoff Depth=0.77" Flow Length=839' Tc=18.1 min CN=71 2.24 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 40HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 34S: PRE-AREA-03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.02 11.60 0.86 0.01 0.05 11.90 1.60 0.19 0.59 12.20 1.96 0.34 1.90 12.50 2.07 0.38 0.61 12.80 2.13 0.41 0.33 13.10 2.19 0.44 0.25 13.40 2.23 0.46 0.21 13.70 2.27 0.48 0.18 14.00 2.30 0.50 0.16 14.30 2.33 0.51 0.14 14.60 2.36 0.53 0.13 14.90 2.39 0.54 0.13 15.20 2.41 0.55 0.12 15.50 2.44 0.56 0.11 15.80 2.46 0.58 0.10 16.10 2.48 0.59 0.10 16.40 2.50 0.60 0.09 16.70 2.52 0.61 0.09 17.00 2.53 0.61 0.09 17.30 2.55 0.62 0.08 17.60 2.57 0.63 0.08 17.90 2.58 0.64 0.08 18.20 2.60 0.65 0.08 18.50 2.61 0.66 0.07 18.80 2.63 0.66 0.07 19.10 2.64 0.67 0.07 19.40 2.65 0.68 0.06 19.70 2.66 0.69 0.06 20.00 2.68 0.69 0.06 20.30 2.69 0.70 0.06 20.60 2.70 0.70 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.71 0.05 21.20 2.72 0.72 0.05 21.50 2.73 0.72 0.05 21.80 2.74 0.73 0.05 22.10 2.75 0.73 0.05 22.40 2.76 0.74 0.05 22.70 2.77 0.74 0.05 23.00 2.78 0.75 0.05 23.30 2.79 0.76 0.05 23.60 2.80 0.76 0.05 23.90 2.81 0.77 0.05 24.20 2.81 0.77 0.03 24.50 2.81 0.77 0.00 24.80 2.81 0.77 0.00 25.10 2.81 0.77 0.00 25.40 2.81 0.77 0.00 25.70 2.81 0.77 0.00 26.00 2.81 0.77 0.00 26.30 2.81 0.77 0.00 26.60 2.81 0.77 0.00 26.90 2.81 0.77 0.00 27.20 2.81 0.77 0.00 27.50 2.81 0.77 0.00 27.80 2.81 0.77 0.00 28.10 2.81 0.77 0.00 28.40 2.81 0.77 0.00 28.70 2.81 0.77 0.00 29.00 2.81 0.77 0.00 29.30 2.81 0.77 0.00 29.60 2.81 0.77 0.00 29.90 2.81 0.77 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 41HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 35R: Reach 03 [61] Hint: Exceeded Reach 37R outlet invert by 0.18' @ 12.17 hrs Inflow Area = 4.738 ac, 9.85% Impervious, Inflow Depth = 0.83" for 100-YR event Inflow = 3.59 cfs @ 12.16 hrs, Volume= 0.326 af Outflow = 3.59 cfs @ 12.17 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.45 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.11 fps, Avg. Travel Time= 1.4 min Peak Storage= 96 cf @ 12.17 hrs Average Depth at Peak Storage= 0.18' , Surface Width= 7.59' Bank-Full Depth= 0.20' Flow Area= 1.2 sf, Capacity= 4.40 cfs 4.00' x 0.20' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 10.0 '/' Top Width= 8.00' Length= 92.4' Slope= 0.0937 '/' Inlet Invert= 6,810.65', Outlet Invert= 6,801.99' ‡ Reach 35R: Reach 03 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)4 3 2 1 0 Inflow Area=4.738 ac Avg. Flow Depth=0.18' Max Vel=3.45 fps n=0.035 L=92.4' S=0.0937 '/' Capacity=4.40 cfs 3.59 cfs3.59 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 42HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 35R: Reach 03 Primary Stage-Discharge Discharge (cfs) 43210Depth (feet)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Reach 35R: Reach 03 Storage Stage-Storage Storage (cubic-feet) 1101009080706050403020100Depth (feet)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 43HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 35R: Reach 03 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,810.65 0.00 5.60 0.00 0 6,810.65 0.00 6.20 0.00 0 6,810.65 0.00 6.80 0.00 0 6,810.65 0.00 7.40 0.00 0 6,810.65 0.00 8.00 0.00 0 6,810.65 0.00 8.60 0.00 0 6,810.65 0.00 9.20 0.00 0 6,810.65 0.00 9.80 0.00 0 6,810.65 0.00 10.40 0.00 0 6,810.65 0.00 11.00 0.01 1 6,810.65 0.00 11.60 0.09 8 6,810.67 0.08 12.20 3.49 95 6,810.83 3.51 12.80 0.77 34 6,810.73 0.78 13.40 0.42 23 6,810.70 0.42 14.00 0.31 19 6,810.70 0.31 14.60 0.25 16 6,810.69 0.25 15.20 0.23 15 6,810.69 0.23 15.80 0.20 14 6,810.68 0.20 16.40 0.17 13 6,810.68 0.17 17.00 0.16 12 6,810.68 0.16 17.60 0.15 12 6,810.68 0.15 18.20 0.14 11 6,810.68 0.14 18.80 0.13 11 6,810.68 0.13 19.40 0.12 10 6,810.68 0.12 20.00 0.11 10 6,810.67 0.11 20.60 0.10 9 6,810.67 0.10 21.20 0.10 9 6,810.67 0.10 21.80 0.10 9 6,810.67 0.10 22.40 0.10 9 6,810.67 0.10 23.00 0.09 9 6,810.67 0.09 23.60 0.09 9 6,810.67 0.09 24.20 0.07 8 6,810.67 0.08 24.80 0.01 2 6,810.66 0.01 25.40 0.00 1 6,810.65 0.00 26.00 0.00 0 6,810.65 0.00 26.60 0.00 0 6,810.65 0.00 27.20 0.00 0 6,810.65 0.00 27.80 0.00 0 6,810.65 0.00 28.40 0.00 0 6,810.65 0.00 29.00 0.00 0 6,810.65 0.00 29.60 0.00 0 6,810.65 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 44HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 35R: Reach 03 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,810.65 0.00 0.00 6,810.66 0.59 0.02 6,810.67 0.93 0.08 6,810.68 1.20 0.15 6,810.69 1.43 0.25 6,810.70 1.64 0.37 6,810.71 1.83 0.51 6,810.72 2.01 0.66 6,810.73 2.18 0.84 6,810.74 2.33 1.03 6,810.75 2.48 1.24 6,810.76 2.62 1.47 6,810.77 2.75 1.72 6,810.78 2.88 1.98 6,810.79 3.00 2.27 6,810.80 3.12 2.57 6,810.81 3.24 2.90 6,810.82 3.35 3.24 6,810.83 3.46 3.61 6,810.84 3.56 3.99 6,810.85 3.66 4.40 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 45HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 35R: Reach 03 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,810.65 0.0 0 6,810.66 0.0 4 6,810.67 0.1 8 6,810.68 0.1 12 6,810.69 0.2 16 6,810.70 0.2 21 6,810.71 0.3 26 6,810.72 0.3 30 6,810.73 0.4 35 6,810.74 0.4 41 6,810.75 0.5 46 6,810.76 0.6 52 6,810.77 0.6 58 6,810.78 0.7 64 6,810.79 0.8 70 6,810.80 0.8 76 6,810.81 0.9 83 6,810.82 1.0 90 6,810.83 1.0 96 6,810.84 1.1 104 6,810.85 1.2 111 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 46HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 36R: Reach-10A Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.67" for 100-YR event Inflow = 0.46 cfs @ 12.21 hrs, Volume= 0.115 af Outflow = 0.45 cfs @ 12.24 hrs, Volume= 0.115 af, Atten= 0%, Lag= 1.8 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 1.72 fps, Min. Travel Time= 2.4 min Avg. Velocity = 0.93 fps, Avg. Travel Time= 4.3 min Peak Storage= 64 cf @ 12.24 hrs Average Depth at Peak Storage= 0.05' , Surface Width= 7.64' Bank-Full Depth= 0.50' Flow Area= 12.0 sf, Capacity= 81.56 cfs 4.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 40.0 '/' Top Width= 44.00' Length= 243.6' Slope= 0.1065 '/' Inlet Invert= 6,880.59', Outlet Invert= 6,854.65' ‡ Reach 36R: Reach-10A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.069 ac Avg. Flow Depth=0.05' Max Vel=1.72 fps n=0.030 L=243.6' S=0.1065 '/' Capacity=81.56 cfs 0.46 cfs0.45 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 47HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 36R: Reach-10A Primary Stage-Discharge Discharge (cfs) 80757065605550454035302520151050Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 36R: Reach-10A Storage Stage-Storage Storage (cubic-feet) 2,8002,6002,4002,2002,0001,8001,6001,4001,2001,0008006004002000Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 48HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 36R: Reach-10A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,880.59 0.00 5.60 0.00 0 6,880.59 0.00 6.20 0.00 0 6,880.59 0.00 6.80 0.00 0 6,880.59 0.00 7.40 0.00 0 6,880.59 0.00 8.00 0.00 0 6,880.59 0.00 8.60 0.00 0 6,880.59 0.00 9.20 0.00 0 6,880.59 0.00 9.80 0.00 0 6,880.59 0.00 10.40 0.00 0 6,880.59 0.00 11.00 0.01 4 6,880.59 0.01 11.60 0.06 14 6,880.60 0.05 12.20 0.46 64 6,880.64 0.45 12.80 0.39 59 6,880.63 0.40 13.40 0.20 37 6,880.62 0.20 14.00 0.15 30 6,880.61 0.15 14.60 0.12 26 6,880.61 0.12 15.20 0.11 24 6,880.61 0.11 15.80 0.09 22 6,880.61 0.09 16.40 0.08 20 6,880.61 0.08 17.00 0.07 19 6,880.61 0.07 17.60 0.07 18 6,880.61 0.07 18.20 0.07 17 6,880.61 0.07 18.80 0.06 16 6,880.60 0.06 19.40 0.06 16 6,880.60 0.06 20.00 0.05 15 6,880.60 0.05 20.60 0.05 14 6,880.60 0.05 21.20 0.05 14 6,880.60 0.05 21.80 0.04 13 6,880.60 0.04 22.40 0.04 13 6,880.60 0.04 23.00 0.04 13 6,880.60 0.04 23.60 0.04 13 6,880.60 0.04 24.20 0.04 12 6,880.60 0.04 24.80 0.00 2 6,880.59 0.00 25.40 0.00 0 6,880.59 0.00 26.00 0.00 0 6,880.59 0.00 26.60 0.00 0 6,880.59 0.00 27.20 0.00 0 6,880.59 0.00 27.80 0.00 0 6,880.59 0.00 28.40 0.00 0 6,880.59 0.00 29.00 0.00 0 6,880.59 0.00 29.60 0.00 0 6,880.59 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 49HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 36R: Reach-10A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,880.59 0.00 0.00 6,880.60 0.71 0.03 6,880.61 1.07 0.10 6,880.62 1.36 0.21 6,880.63 1.60 0.36 6,880.64 1.81 0.54 6,880.65 2.00 0.77 6,880.66 2.18 1.04 6,880.67 2.35 1.35 6,880.68 2.51 1.71 6,880.69 2.66 2.13 6,880.70 2.80 2.59 6,880.71 2.94 3.11 6,880.72 3.08 3.68 6,880.73 3.21 4.31 6,880.74 3.34 5.00 6,880.75 3.46 5.76 6,880.76 3.58 6.58 6,880.77 3.70 7.46 6,880.78 3.82 8.41 6,880.79 3.93 9.44 6,880.80 4.04 10.53 6,880.81 4.16 11.70 6,880.82 4.26 12.95 6,880.83 4.37 14.27 6,880.84 4.48 15.67 6,880.85 4.58 17.16 6,880.86 4.69 18.72 6,880.87 4.79 20.37 6,880.88 4.89 22.11 6,880.89 4.99 23.94 6,880.90 5.09 25.86 6,880.91 5.18 27.86 6,880.92 5.28 29.97 6,880.93 5.37 32.16 6,880.94 5.47 34.46 6,880.95 5.56 36.85 6,880.96 5.66 39.34 6,880.97 5.75 41.93 6,880.98 5.84 44.63 6,880.99 5.93 47.43 6,881.00 6.02 50.34 6,881.01 6.11 53.36 6,881.02 6.20 56.48 6,881.03 6.28 59.72 6,881.04 6.37 63.07 6,881.05 6.46 66.53 6,881.06 6.54 70.11 6,881.07 6.63 73.81 6,881.08 6.71 77.62 6,881.09 6.80 81.56 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 50HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 36R: Reach-10A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,880.59 0.0 0 6,880.60 0.0 11 6,880.61 0.1 23 6,880.62 0.2 38 6,880.63 0.2 55 6,880.64 0.3 73 6,880.65 0.4 94 6,880.66 0.5 116 6,880.67 0.6 140 6,880.68 0.7 167 6,880.69 0.8 195 6,880.70 0.9 225 6,880.71 1.1 257 6,880.72 1.2 291 6,880.73 1.3 327 6,880.74 1.5 365 6,880.75 1.7 405 6,880.76 1.8 447 6,880.77 2.0 491 6,880.78 2.2 537 6,880.79 2.4 585 6,880.80 2.6 634 6,880.81 2.8 686 6,880.82 3.0 740 6,880.83 3.3 795 6,880.84 3.5 853 6,880.85 3.7 912 6,880.86 4.0 973 6,880.87 4.3 1,037 6,880.88 4.5 1,102 6,880.89 4.8 1,169 6,880.90 5.1 1,238 6,880.91 5.4 1,310 6,880.92 5.7 1,383 6,880.93 6.0 1,458 6,880.94 6.3 1,535 6,880.95 6.6 1,614 6,880.96 7.0 1,694 6,880.97 7.3 1,777 6,880.98 7.6 1,862 6,880.99 8.0 1,949 6,881.00 8.4 2,037 6,881.01 8.7 2,128 6,881.02 9.1 2,221 6,881.03 9.5 2,315 6,881.04 9.9 2,412 6,881.05 10.3 2,510 6,881.06 10.7 2,610 6,881.07 11.1 2,713 6,881.08 11.6 2,817 6,881.09 12.0 2,923 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 51HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 37R: Reach-10B [62] Hint: Exceeded Reach 36R OUTLET depth by 0.22' @ 12.23 hrs Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.90" for 100-YR event Inflow = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af Outflow = 1.64 cfs @ 12.24 hrs, Volume= 0.155 af, Atten= 2%, Lag= 2.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.51 fps, Min. Travel Time= 2.7 min Avg. Velocity = 1.52 fps, Avg. Travel Time= 6.2 min Peak Storage= 265 cf @ 12.24 hrs Average Depth at Peak Storage= 0.26' , Surface Width= 3.57' Bank-Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 58.35 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.9 11.7 '/' Top Width= 13.60' Length= 565.8' Slope= 0.0778 '/' Inlet Invert= 6,854.65', Outlet Invert= 6,810.65' ‡ Reach 37R: Reach-10B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Avg. Flow Depth=0.26' Max Vel=3.51 fps n=0.030 L=565.8' S=0.0778 '/' Capacity=58.35 cfs 1.68 cfs 1.64 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 52HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 37R: Reach-10B Primary Stage-Discharge Discharge (cfs) 5550454035302520151050Depth (feet)1 0 Reach 37R: Reach-10B Storage Stage-Storage Storage (cubic-feet) 3,5003,0002,5002,0001,5001,0005000Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 53HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 37R: Reach-10B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,854.65 0.00 5.60 0.00 0 6,854.65 0.00 6.20 0.00 0 6,854.65 0.00 6.80 0.00 0 6,854.65 0.00 7.40 0.00 0 6,854.65 0.00 8.00 0.00 0 6,854.65 0.00 8.60 0.00 0 6,854.65 0.00 9.20 0.00 0 6,854.65 0.00 9.80 0.00 0 6,854.65 0.00 10.40 0.00 0 6,854.65 0.00 11.00 0.01 3 6,854.68 0.00 11.60 0.05 16 6,854.71 0.04 12.20 1.68 259 6,854.91 1.60 12.80 0.40 98 6,854.81 0.44 13.40 0.20 57 6,854.77 0.21 14.00 0.15 45 6,854.76 0.15 14.60 0.12 37 6,854.75 0.12 15.20 0.11 34 6,854.74 0.11 15.80 0.09 31 6,854.74 0.09 16.40 0.08 28 6,854.73 0.08 17.00 0.07 26 6,854.73 0.08 17.60 0.07 25 6,854.73 0.07 18.20 0.07 24 6,854.73 0.07 18.80 0.06 22 6,854.73 0.06 19.40 0.06 21 6,854.72 0.06 20.00 0.05 20 6,854.72 0.05 20.60 0.05 18 6,854.72 0.05 21.20 0.05 18 6,854.72 0.05 21.80 0.04 18 6,854.72 0.05 22.40 0.04 17 6,854.72 0.04 23.00 0.04 17 6,854.72 0.04 23.60 0.04 17 6,854.72 0.04 24.20 0.04 16 6,854.72 0.04 24.80 0.00 5 6,854.68 0.01 25.40 0.00 1 6,854.66 0.00 26.00 0.00 0 6,854.65 0.00 26.60 0.00 0 6,854.65 0.00 27.20 0.00 0 6,854.65 0.00 27.80 0.00 0 6,854.65 0.00 28.40 0.00 0 6,854.65 0.00 29.00 0.00 0 6,854.65 0.00 29.60 0.00 0 6,854.65 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 54HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 37R: Reach-10B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,854.65 0.00 0.00 6,854.66 0.40 0.00 6,854.67 0.63 0.00 6,854.68 0.83 0.01 6,854.69 1.00 0.01 6,854.70 1.16 0.02 6,854.71 1.32 0.03 6,854.72 1.46 0.05 6,854.73 1.59 0.07 6,854.74 1.72 0.09 6,854.75 1.85 0.13 6,854.76 1.97 0.16 6,854.77 2.09 0.20 6,854.78 2.20 0.25 6,854.79 2.31 0.31 6,854.80 2.42 0.37 6,854.81 2.53 0.44 6,854.82 2.63 0.52 6,854.83 2.74 0.60 6,854.84 2.84 0.70 6,854.85 2.93 0.80 6,854.86 3.03 0.91 6,854.87 3.13 1.03 6,854.88 3.22 1.16 6,854.89 3.31 1.30 6,854.90 3.41 1.45 6,854.91 3.50 1.61 6,854.92 3.58 1.78 6,854.93 3.67 1.96 6,854.94 3.76 2.15 6,854.95 3.85 2.35 6,854.96 3.93 2.57 6,854.97 4.01 2.80 6,854.98 4.10 3.03 6,854.99 4.18 3.29 6,855.00 4.26 3.55 6,855.01 4.34 3.83 6,855.02 4.42 4.12 6,855.03 4.50 4.42 6,855.04 4.58 4.74 6,855.05 4.66 5.07 6,855.06 4.74 5.41 6,855.07 4.81 5.77 6,855.08 4.89 6.15 6,855.09 4.96 6.53 6,855.10 5.04 6.94 6,855.11 5.11 7.36 6,855.12 5.19 7.79 6,855.13 5.26 8.24 6,855.14 5.33 8.71 6,855.15 5.41 9.19 6,855.16 5.48 9.69 6,855.17 5.55 10.20 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,855.18 5.62 10.73 6,855.19 5.69 11.28 6,855.20 5.76 11.85 6,855.21 5.83 12.43 6,855.22 5.90 13.03 6,855.23 5.97 13.65 6,855.24 6.04 14.29 6,855.25 6.10 14.94 6,855.26 6.17 15.62 6,855.27 6.24 16.31 6,855.28 6.31 17.02 6,855.29 6.37 17.75 6,855.30 6.44 18.50 6,855.31 6.50 19.27 6,855.32 6.57 20.05 6,855.33 6.64 20.86 6,855.34 6.70 21.69 6,855.35 6.76 22.54 6,855.36 6.83 23.41 6,855.37 6.89 24.30 6,855.38 6.96 25.21 6,855.39 7.02 26.14 6,855.40 7.08 27.09 6,855.41 7.15 28.07 6,855.42 7.21 29.06 6,855.43 7.27 30.08 6,855.44 7.33 31.12 6,855.45 7.39 32.18 6,855.46 7.46 33.26 6,855.47 7.52 34.37 6,855.48 7.58 35.50 6,855.49 7.64 36.65 6,855.50 7.70 37.83 6,855.51 7.76 39.02 6,855.52 7.82 40.25 6,855.53 7.88 41.49 6,855.54 7.94 42.76 6,855.55 8.00 44.05 6,855.56 8.06 45.37 6,855.57 8.12 46.71 6,855.58 8.18 48.08 6,855.59 8.23 49.47 6,855.60 8.29 50.89 6,855.61 8.35 52.33 6,855.62 8.41 53.79 6,855.63 8.47 55.29 6,855.64 8.52 56.80 6,855.65 8.58 58.35 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 55HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 37R: Reach-10B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,854.65 0.0 0 6,854.66 0.0 0 6,854.67 0.0 2 6,854.68 0.0 3 6,854.69 0.0 6 6,854.70 0.0 10 6,854.71 0.0 14 6,854.72 0.0 19 6,854.73 0.0 25 6,854.74 0.1 31 6,854.75 0.1 38 6,854.76 0.1 47 6,854.77 0.1 55 6,854.78 0.1 65 6,854.79 0.1 75 6,854.80 0.2 87 6,854.81 0.2 98 6,854.82 0.2 111 6,854.83 0.2 125 6,854.84 0.2 139 6,854.85 0.3 154 6,854.86 0.3 170 6,854.87 0.3 186 6,854.88 0.4 204 6,854.89 0.4 222 6,854.90 0.4 240 6,854.91 0.5 260 6,854.92 0.5 280 6,854.93 0.5 302 6,854.94 0.6 324 6,854.95 0.6 346 6,854.96 0.7 370 6,854.97 0.7 394 6,854.98 0.7 419 6,854.99 0.8 445 6,855.00 0.8 471 6,855.01 0.9 499 6,855.02 0.9 527 6,855.03 1.0 556 6,855.04 1.0 585 6,855.05 1.1 616 6,855.06 1.1 647 6,855.07 1.2 679 6,855.08 1.3 711 6,855.09 1.3 745 6,855.10 1.4 779 6,855.11 1.4 814 6,855.12 1.5 850 6,855.13 1.6 886 6,855.14 1.6 924 6,855.15 1.7 962 6,855.16 1.8 1,001 6,855.17 1.8 1,040 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,855.18 1.9 1,081 6,855.19 2.0 1,122 6,855.20 2.1 1,164 6,855.21 2.1 1,207 6,855.22 2.2 1,250 6,855.23 2.3 1,294 6,855.24 2.4 1,339 6,855.25 2.4 1,385 6,855.26 2.5 1,432 6,855.27 2.6 1,479 6,855.28 2.7 1,527 6,855.29 2.8 1,576 6,855.30 2.9 1,626 6,855.31 3.0 1,676 6,855.32 3.1 1,727 6,855.33 3.1 1,779 6,855.34 3.2 1,832 6,855.35 3.3 1,885 6,855.36 3.4 1,939 6,855.37 3.5 1,995 6,855.38 3.6 2,050 6,855.39 3.7 2,107 6,855.40 3.8 2,164 6,855.41 3.9 2,222 6,855.42 4.0 2,281 6,855.43 4.1 2,341 6,855.44 4.2 2,401 6,855.45 4.4 2,462 6,855.46 4.5 2,524 6,855.47 4.6 2,587 6,855.48 4.7 2,651 6,855.49 4.8 2,715 6,855.50 4.9 2,780 6,855.51 5.0 2,846 6,855.52 5.1 2,912 6,855.53 5.3 2,979 6,855.54 5.4 3,048 6,855.55 5.5 3,116 6,855.56 5.6 3,186 6,855.57 5.8 3,256 6,855.58 5.9 3,328 6,855.59 6.0 3,400 6,855.60 6.1 3,472 6,855.61 6.3 3,546 6,855.62 6.4 3,620 6,855.63 6.5 3,695 6,855.64 6.7 3,771 6,855.65 6.8 3,847 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 56HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 12P: PRE-AREA-10-CULVERT [57] Hint: Peaked at 6,882.19' (Flood elevation advised) Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.90" for 100-YR event Inflow = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af Outflow = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.21 hrs, Volume= 0.115 af Secondary = 1.22 cfs @ 12.21 hrs, Volume= 0.040 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,882.19' @ 12.21 hrs Device Routing Invert Outlet Devices #1 Primary 6,881.48'12.0" Round Culvert w/ 9.0" inside fill L= 38.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6,880.73' / 6,879.51' S= 0.0314 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.15 sf #2 Secondary 6,882.03'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 49.91 60.67 72.06 82.74 Height (feet) 1.24 0.00 0.23 0.82 1.24 Primary OutFlow Max=0.46 cfs @ 12.21 hrs HW=6,882.19' TW=6,880.64' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.46 cfs @ 2.97 fps) Secondary OutFlow Max=1.22 cfs @ 12.21 hrs HW=6,882.19' TW=6,854.91' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 1.22 cfs @ 0.53 fps) Pond 12P: PRE-AREA-10-CULVERT Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Peak Elev=6,882.19' 1.68 cfs1.68 cfs 0.46 cfs 1.22 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 57HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 12P: PRE-AREA-10-CULVERT Total Primary Secondary Stage-Discharge Discharge (cfs) 140120100806040200Elevation (feet)6,883 6,882 Culvert Asymmetrical Weir Pond 12P: PRE-AREA-10-CULVERT Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,883 6,882 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 58HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 12P: PRE-AREA-10-CULVERT Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 6,881.48 0.00 0.00 0.00 5.60 0.00 6,881.48 0.00 0.00 0.00 6.20 0.00 6,881.48 0.00 0.00 0.00 6.80 0.00 6,881.48 0.00 0.00 0.00 7.40 0.00 6,881.48 0.00 0.00 0.00 8.00 0.00 6,881.48 0.00 0.00 0.00 8.60 0.00 6,881.48 0.00 0.00 0.00 9.20 0.00 6,881.48 0.00 0.00 0.00 9.80 0.00 6,881.48 0.00 0.00 0.00 10.40 0.00 6,881.48 0.00 0.00 0.00 11.00 0.01 6,881.51 0.01 0.01 0.00 11.60 0.06 6,881.57 0.06 0.06 0.00 12.20 1.68 6,882.19 1.68 0.46 1.22 12.80 0.39 6,882.03 0.39 0.39 0.00 13.40 0.20 6,881.71 0.20 0.20 0.00 14.00 0.15 6,881.66 0.15 0.15 0.00 14.60 0.12 6,881.63 0.12 0.12 0.00 15.20 0.11 6,881.62 0.11 0.11 0.00 15.80 0.09 6,881.61 0.09 0.09 0.00 16.40 0.08 6,881.60 0.08 0.08 0.00 17.00 0.07 6,881.59 0.07 0.07 0.00 17.60 0.07 6,881.59 0.07 0.07 0.00 18.20 0.07 6,881.58 0.07 0.07 0.00 18.80 0.06 6,881.57 0.06 0.06 0.00 19.40 0.06 6,881.57 0.06 0.06 0.00 20.00 0.05 6,881.56 0.05 0.05 0.00 20.60 0.05 6,881.56 0.05 0.05 0.00 21.20 0.05 6,881.56 0.05 0.05 0.00 21.80 0.04 6,881.56 0.04 0.04 0.00 22.40 0.04 6,881.56 0.04 0.04 0.00 23.00 0.04 6,881.55 0.04 0.04 0.00 23.60 0.04 6,881.55 0.04 0.04 0.00 24.20 0.04 6,881.55 0.04 0.04 0.00 24.80 0.00 6,881.49 0.00 0.00 0.00 25.40 0.00 6,881.48 0.00 0.00 0.00 26.00 0.00 6,881.48 0.00 0.00 0.00 26.60 0.00 6,881.48 0.00 0.00 0.00 27.20 0.00 6,881.48 0.00 0.00 0.00 27.80 0.00 6,881.48 0.00 0.00 0.00 28.40 0.00 6,881.48 0.00 0.00 0.00 29.00 0.00 6,881.48 0.00 0.00 0.00 29.60 0.00 6,881.48 0.00 0.00 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 59HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 12P: PRE-AREA-10-CULVERT Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,881.48 0.00 0.00 0.00 6,881.50 0.01 0.01 0.00 6,881.52 0.02 0.02 0.00 6,881.54 0.03 0.03 0.00 6,881.56 0.05 0.05 0.00 6,881.58 0.07 0.07 0.00 6,881.60 0.08 0.08 0.00 6,881.62 0.10 0.10 0.00 6,881.64 0.13 0.13 0.00 6,881.66 0.15 0.15 0.00 6,881.68 0.17 0.17 0.00 6,881.70 0.19 0.19 0.00 6,881.72 0.21 0.21 0.00 6,881.74 0.23 0.23 0.00 6,881.76 0.24 0.24 0.00 6,881.78 0.26 0.26 0.00 6,881.80 0.27 0.27 0.00 6,881.82 0.28 0.28 0.00 6,881.84 0.29 0.29 0.00 6,881.86 0.31 0.31 0.00 6,881.88 0.32 0.32 0.00 6,881.90 0.33 0.33 0.00 6,881.92 0.34 0.34 0.00 6,881.94 0.35 0.35 0.00 6,881.96 0.36 0.36 0.00 6,881.98 0.37 0.37 0.00 6,882.00 0.38 0.38 0.00 6,882.02 0.38 0.38 0.00 6,882.04 0.39 0.39 0.00 6,882.06 0.42 0.40 0.02 6,882.08 0.47 0.41 0.06 6,882.10 0.57 0.42 0.15 6,882.12 0.70 0.43 0.28 6,882.14 0.89 0.44 0.46 6,882.16 1.14 0.44 0.69 6,882.18 1.44 0.45 0.99 6,882.20 1.81 0.46 1.36 6,882.22 2.26 0.47 1.79 6,882.24 2.77 0.47 2.30 6,882.26 3.37 0.48 2.89 6,882.28 4.04 0.49 3.56 6,882.30 4.79 0.49 4.30 6,882.32 5.62 0.50 5.12 6,882.34 6.53 0.51 6.03 6,882.36 7.52 0.51 7.01 6,882.38 8.59 0.52 8.07 6,882.40 9.74 0.53 9.22 6,882.42 10.98 0.53 10.45 6,882.44 12.30 0.54 11.76 6,882.46 13.71 0.55 13.16 6,882.48 15.20 0.55 14.65 6,882.50 16.78 0.56 16.23 6,882.52 18.46 0.56 17.89 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,882.54 20.23 0.57 19.65 6,882.56 22.08 0.58 21.51 6,882.58 24.04 0.58 23.46 6,882.60 26.09 0.59 25.50 6,882.62 28.24 0.59 27.64 6,882.64 30.48 0.60 29.88 6,882.66 32.83 0.61 32.23 6,882.68 35.28 0.61 34.67 6,882.70 37.83 0.62 37.21 6,882.72 40.48 0.62 39.86 6,882.74 43.24 0.63 42.62 6,882.76 46.11 0.63 45.48 6,882.78 49.09 0.64 48.45 6,882.80 52.17 0.64 51.53 6,882.82 55.36 0.65 54.71 6,882.84 58.67 0.65 58.01 6,882.86 62.08 0.66 61.43 6,882.88 65.62 0.66 64.95 6,882.90 69.27 0.67 68.60 6,882.92 73.03 0.67 72.36 6,882.94 76.92 0.68 76.24 6,882.96 80.93 0.68 80.25 6,882.98 85.07 0.69 84.38 6,883.00 89.33 0.69 88.63 6,883.02 93.71 0.70 93.01 6,883.04 98.22 0.70 97.52 6,883.06 102.87 0.71 102.16 6,883.08 107.64 0.71 106.93 6,883.10 112.54 0.72 111.83 6,883.12 117.58 0.72 116.86 6,883.14 122.76 0.73 122.03 6,883.16 128.06 0.73 127.33 6,883.18 133.51 0.74 132.77 6,883.20 139.09 0.74 138.35 6,883.22 144.82 0.75 144.07 6,883.24 150.68 0.75 149.93 6,883.26 156.69 0.76 155.93 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 60HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 12P: PRE-AREA-10-CULVERT Elevation (feet) Storage (acre-feet) 6,881.48 0.000 6,881.50 0.000 6,881.52 0.000 6,881.54 0.000 6,881.56 0.000 6,881.58 0.000 6,881.60 0.000 6,881.62 0.000 6,881.64 0.000 6,881.66 0.000 6,881.68 0.000 6,881.70 0.000 6,881.72 0.000 6,881.74 0.000 6,881.76 0.000 6,881.78 0.000 6,881.80 0.000 6,881.82 0.000 6,881.84 0.000 6,881.86 0.000 6,881.88 0.000 6,881.90 0.000 6,881.92 0.000 6,881.94 0.000 6,881.96 0.000 6,881.98 0.000 6,882.00 0.000 6,882.02 0.000 6,882.04 0.000 6,882.06 0.000 6,882.08 0.000 6,882.10 0.000 6,882.12 0.000 6,882.14 0.000 6,882.16 0.000 6,882.18 0.000 6,882.20 0.000 6,882.22 0.000 6,882.24 0.000 6,882.26 0.000 6,882.28 0.000 6,882.30 0.000 6,882.32 0.000 6,882.34 0.000 6,882.36 0.000 6,882.38 0.000 6,882.40 0.000 6,882.42 0.000 6,882.44 0.000 6,882.46 0.000 6,882.48 0.000 6,882.50 0.000 6,882.52 0.000 Elevation (feet) Storage (acre-feet) 6,882.54 0.000 6,882.56 0.000 6,882.58 0.000 6,882.60 0.000 6,882.62 0.000 6,882.64 0.000 6,882.66 0.000 6,882.68 0.000 6,882.70 0.000 6,882.72 0.000 6,882.74 0.000 6,882.76 0.000 6,882.78 0.000 6,882.80 0.000 6,882.82 0.000 6,882.84 0.000 6,882.86 0.000 6,882.88 0.000 6,882.90 0.000 6,882.92 0.000 6,882.94 0.000 6,882.96 0.000 6,882.98 0.000 6,883.00 0.000 6,883.02 0.000 6,883.04 0.000 6,883.06 0.000 6,883.08 0.000 6,883.10 0.000 6,883.12 0.000 6,883.14 0.000 6,883.16 0.000 6,883.18 0.000 6,883.20 0.000 6,883.22 0.000 6,883.24 0.000 6,883.26 0.000 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 61HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 33S: PRE-AREA-10 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.96 0.094 0.55 100-YR 2.81 1.68 0.155 0.90 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 62HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 34S: PRE-AREA-03 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 1.22 0.100 0.45 100-YR 2.81 2.24 0.171 0.77 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 63HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 35R: Reach 03 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 1.97 1.97 6,810.78 63 100-YR 3.59 3.59 6,810.83 96 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 64HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 36R: Reach-10A Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.44 0.44 6,880.63 63 100-YR 0.46 0.45 6,880.64 64 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 65HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 37R: Reach-10B Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.96 0.94 6,854.86 174 100-YR 1.68 1.64 6,854.91 265 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 66HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Pond 12P: PRE-AREA-10-CULVERT Event Inflow (cfs) Outflow (cfs) Primary (cfs) Secondary (cfs) Elevation (feet) Storage (acre-feet) 25-YR 0.96 0.96 0.44 0.53 6,882.15 0.000 100-YR 1.68 1.68 0.46 1.22 6,882.19 0.000 Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 4 Soil Listing (selected nodes) 5 Ground Covers (selected nodes) 6 Pipe Listing (selected nodes) 25-YR Event 7 Node Listing 8 Subcat 33S: PRE-AREA-10 11 Subcat 34S: PRE-AREA-03 14 Reach 35R: Reach 03 19 Reach 36R: Reach-10A 24 Reach 37R: Reach-10B 29 Pond 12P: PRE-AREA-10-CULVERT 100-YR Event 34 Node Listing 35 Subcat 33S: PRE-AREA-10 38 Subcat 34S: PRE-AREA-03 41 Reach 35R: Reach 03 46 Reach 36R: Reach-10A 51 Reach 37R: Reach-10B 56 Pond 12P: PRE-AREA-10-CULVERT Multi-Event Tables 61 Subcat 33S: PRE-AREA-10 62 Subcat 34S: PRE-AREA-03 63 Reach 35R: Reach 03 64 Reach 36R: Reach-10A 65 Reach 37R: Reach-10B 66 Pond 12P: PRE-AREA-10-CULVERT APPENDIX B1 Post-Development 25-Year and 100-Year Hydrologic Analysis For Tributary Area-01 51S POST-AREA-01A 53S POST-AREA-01B 54S POST-AREA-01C 56S PRE-AREA-01D 62S POST-AREA-01E 56R POST-CULVERT-01B-2 57R POST-CULVERT-01B-3 59R POST-REACH-01B 61R POST-REACH-01B-4 52PCB POST-CULVERT-01A 55PCB POST-CULVERT-01B-1 58RCB POST-CULVERT-01B-4 59P Detention Basin Routing Diagram for 03385-2020-20210713 Prepared by Gamba Engineering, Printed 7/14/2021 HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 2HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 25-YR Type II 24-hr Default 24.00 1 2.21 2 2 100-YR Type II 24-hr Default 24.00 1 2.81 2 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 3HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 4.260 83 1/4 acre lots, 38% imp, HSG C (51S, 53S, 54S, 56S) 1.198 77 2 acre lots, 12% imp, HSG C (51S) 2.438 71 Meadow, non-grazed, HSG C (51S, 53S, 54S, 56S, 62S) 0.672 57 Oak/aspen range, Fair, HSG C (56S, 62S) 0.865 98 Paved parking, HSG C (51S, 53S, 54S, 56S, 62S) 9.433 79 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 4HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 9.433 HSG C 51S, 53S, 54S, 56S, 62S 0.000 HSG D 0.000 Other 9.433 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 5HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 4.260 0.000 0.000 4.260 1/4 acre lots, 38% imp 51S, 53S, 54S, 56S 0.000 0.000 1.198 0.000 0.000 1.198 2 acre lots, 12% imp 51S 0.000 0.000 2.438 0.000 0.000 2.438 Meadow, non-grazed 51S, 53S, 54S, 56S, 62S 0.000 0.000 0.672 0.000 0.000 0.672 Oak/aspen range, Fair 56S, 62S 0.000 0.000 0.865 0.000 0.000 0.865 Paved parking 51S, 53S, 54S, 56S, 62S 0.000 0.000 9.433 0.000 0.000 9.433 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 6HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 56R 6,846.39 6,834.37 139.1 0.0864 0.012 0.0 18.0 0.0 2 57R 6,834.27 6,821.76 102.2 0.1224 0.012 0.0 18.0 0.0 3 52P 6,839.01 6,837.54 57.2 0.0257 0.012 0.0 12.0 0.0 4 55P 6,847.28 6,846.49 39.7 0.0199 0.012 0.0 18.0 0.0 5 58R 6,821.66 6,820.46 42.5 0.0282 0.012 0.0 24.0 0.0 6 59P 6,807.46 6,807.09 14.6 0.0253 0.012 0.0 12.0 0.0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 7HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.123 ac 24.18% Impervious Runoff Depth=0.78"Subcatchment 51S: POST-AREA-01A Flow Length=565' Tc=20.0 min CN=80 Runoff=1.76 cfs 0.137 af Runoff Area=3.410 ac 27.24% Impervious Runoff Depth=0.73"Subcatchment 53S: POST-AREA-01B Flow Length=523' Tc=13.5 min CN=79 Runoff=3.28 cfs 0.209 af Runoff Area=1.036 ac 39.02% Impervious Runoff Depth=0.92"Subcatchment 54S: POST-AREA-01C Flow Length=512' Tc=13.6 min CN=83 Runoff=1.26 cfs 0.079 af Runoff Area=1.938 ac 36.64% Impervious Runoff Depth=0.82"Subcatchment 56S: PRE-AREA-01D Flow Length=440' Tc=14.4 min CN=81 Runoff=2.04 cfs 0.133 af Runoff Area=0.926 ac 7.67% Impervious Runoff Depth=0.31"Subcatchment 62S: POST-AREA-01E Flow Length=251' Tc=39.9 min CN=66 Runoff=0.15 cfs 0.024 af Avg. Flow Depth=0.32' Max Vel=12.00 fps Inflow=3.28 cfs 0.209 afReach 56R: POST-CULVERT-01B-2 18.0" Round Pipe n=0.012 L=139.1' S=0.0864 '/' Capacity=33.45 cfs Outflow=3.28 cfs 0.209 af Avg. Flow Depth=0.34' Max Vel=14.93 fps Inflow=4.54 cfs 0.288 afReach 57R: POST-CULVERT-01B-3 18.0" Round Pipe n=0.012 L=102.2' S=0.1224 '/' Capacity=39.81 cfs Outflow=4.54 cfs 0.288 af Avg. Flow Depth=0.42' Max Vel=3.62 fps Inflow=1.76 cfs 0.137 afReach 59R: POST-REACH-01B n=0.030 L=280.8' S=0.0467 '/' Capacity=17.78 cfs Outflow=1.75 cfs 0.137 af Avg. Flow Depth=0.16' Max Vel=4.79 fps Inflow=8.05 cfs 0.558 afReach 61R: POST-REACH-01B-4 n=0.030 L=56.7' S=0.2021 '/' Capacity=112.36 cfs Outflow=8.05 cfs 0.558 af Peak Elev=6,839.73' Inflow=1.76 cfs 0.137 afPond 52P: POST-CULVERT-01A 12.0" Round Culvert n=0.012 L=57.2' S=0.0257 '/' Outflow=1.76 cfs 0.137 af Peak Elev=6,848.14' Inflow=3.28 cfs 0.209 afPond 55P: POST-CULVERT-01B-1 18.0" Round Culvert n=0.012 L=39.7' S=0.0199 '/' Outflow=3.28 cfs 0.209 af Peak Elev=6,822.93' Inflow=8.05 cfs 0.558 afPond 58R: POST-CULVERT-01B-4 24.0" Round Culvert n=0.012 L=42.5' S=0.0282 '/' Outflow=8.05 cfs 0.558 af Peak Elev=6,805.68' Storage=8,743 cf Inflow=8.09 cfs 0.582 afPond 59P: Detention Basin Primary=1.78 cfs 0.566 af Secondary=0.00 cfs 0.000 af Outflow=1.78 cfs 0.566 af Total Runoff Area = 9.433 ac Runoff Volume = 0.582 af Average Runoff Depth = 0.74" 72.15% Pervious = 6.805 ac 27.85% Impervious = 2.628 ac Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 8HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 51S: POST-AREA-01A Runoff = 1.76 cfs @ 12.14 hrs, Volume= 0.137 af, Depth= 0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.091 71 Meadow, non-grazed, HSG C 0.749 83 1/4 acre lots, 38% imp, HSG C 1.198 77 2 acre lots, 12% imp, HSG C 0.085 98 Paved parking, HSG C 2.123 80 Weighted Average 1.610 75.82% Pervious Area 0.513 24.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 201 0.1289 0.18 Sheet Flow, Grass Meadows Grass: Dense n= 0.240 P2= 1.33" 1.1 151 0.1143 2.37 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 0.5 213 0.0597 7.36 22.08 Trap/Vee/Rect Channel Flow, New Roadside Ditch Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 20.0 565 Total Subcatchment 51S: POST-AREA-01A Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=2.123 ac Runoff Volume=0.137 af Runoff Depth=0.78" Flow Length=565' Tc=20.0 min CN=80 1.76 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 9HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 51S: POST-AREA-01A Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.01 10.70 0.48 0.00 0.01 11.00 0.52 0.01 0.02 11.30 0.58 0.02 0.04 11.60 0.68 0.03 0.07 11.90 1.25 0.23 0.50 12.20 1.54 0.37 1.61 12.50 1.62 0.42 0.53 12.80 1.68 0.45 0.27 13.10 1.72 0.47 0.20 13.40 1.76 0.49 0.16 13.70 1.79 0.51 0.14 14.00 1.81 0.52 0.12 14.30 1.84 0.54 0.11 14.60 1.86 0.55 0.10 14.90 1.88 0.57 0.09 15.20 1.90 0.58 0.09 15.50 1.92 0.59 0.08 15.80 1.93 0.60 0.08 16.10 1.95 0.61 0.07 16.40 1.96 0.62 0.07 16.70 1.98 0.63 0.07 17.00 1.99 0.64 0.06 17.30 2.01 0.64 0.06 17.60 2.02 0.65 0.06 17.90 2.03 0.66 0.06 18.20 2.04 0.67 0.06 18.50 2.05 0.67 0.05 18.80 2.07 0.68 0.05 19.10 2.08 0.69 0.05 19.40 2.09 0.70 0.05 19.70 2.10 0.70 0.04 20.00 2.10 0.71 0.04 20.30 2.11 0.71 0.04 20.60 2.12 0.72 0.04 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.72 0.04 21.20 2.14 0.73 0.04 21.50 2.15 0.73 0.04 21.80 2.15 0.74 0.04 22.10 2.16 0.74 0.04 22.40 2.17 0.75 0.04 22.70 2.18 0.76 0.04 23.00 2.19 0.76 0.04 23.30 2.19 0.77 0.04 23.60 2.20 0.77 0.04 23.90 2.21 0.78 0.04 24.20 2.21 0.78 0.03 24.50 2.21 0.78 0.00 24.80 2.21 0.78 0.00 25.10 2.21 0.78 0.00 25.40 2.21 0.78 0.00 25.70 2.21 0.78 0.00 26.00 2.21 0.78 0.00 26.30 2.21 0.78 0.00 26.60 2.21 0.78 0.00 26.90 2.21 0.78 0.00 27.20 2.21 0.78 0.00 27.50 2.21 0.78 0.00 27.80 2.21 0.78 0.00 28.10 2.21 0.78 0.00 28.40 2.21 0.78 0.00 28.70 2.21 0.78 0.00 29.00 2.21 0.78 0.00 29.30 2.21 0.78 0.00 29.60 2.21 0.78 0.00 29.90 2.21 0.78 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 10HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 53S: POST-AREA-01B Runoff = 3.28 cfs @ 12.06 hrs, Volume= 0.209 af, Depth= 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 1.532 71 Meadow, non-grazed, HSG C 1.531 83 1/4 acre lots, 38% imp, HSG C 0.347 98 Paved parking, HSG C 3.410 79 Weighted Average 2.481 72.76% Pervious Area 0.929 27.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 75 0.0902 1.53 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 11.7 126 0.1558 0.18 Sheet Flow, Grass Meadows Grass: Dense n= 0.240 P2= 1.33" 0.4 68 0.1295 2.52 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 0.6 254 0.0508 6.79 20.37 Trap/Vee/Rect Channel Flow, New Roadside Ditch Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 13.5 523 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 11HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 53S: POST-AREA-01B Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=3.410 ac Runoff Volume=0.209 af Runoff Depth=0.73" Flow Length=523' Tc=13.5 min CN=79 3.28 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 12HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 53S: POST-AREA-01B Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.01 10.70 0.48 0.00 0.02 11.00 0.52 0.01 0.03 11.30 0.58 0.01 0.06 11.60 0.68 0.03 0.12 11.90 1.25 0.21 1.28 12.20 1.54 0.34 1.77 12.50 1.62 0.39 0.57 12.80 1.68 0.42 0.34 13.10 1.72 0.44 0.28 13.40 1.76 0.46 0.24 13.70 1.79 0.48 0.20 14.00 1.81 0.49 0.18 14.30 1.84 0.50 0.16 14.60 1.86 0.52 0.15 14.90 1.88 0.53 0.14 15.20 1.90 0.54 0.13 15.50 1.92 0.55 0.13 15.80 1.93 0.56 0.12 16.10 1.95 0.57 0.11 16.40 1.96 0.58 0.10 16.70 1.98 0.59 0.10 17.00 1.99 0.60 0.10 17.30 2.01 0.61 0.09 17.60 2.02 0.61 0.09 17.90 2.03 0.62 0.09 18.20 2.04 0.63 0.08 18.50 2.05 0.64 0.08 18.80 2.07 0.64 0.08 19.10 2.08 0.65 0.07 19.40 2.09 0.65 0.07 19.70 2.10 0.66 0.07 20.00 2.10 0.67 0.06 20.30 2.11 0.67 0.06 20.60 2.12 0.68 0.06 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.68 0.06 21.20 2.14 0.69 0.06 21.50 2.15 0.69 0.06 21.80 2.15 0.70 0.06 22.10 2.16 0.70 0.06 22.40 2.17 0.71 0.06 22.70 2.18 0.71 0.06 23.00 2.19 0.72 0.06 23.30 2.19 0.72 0.06 23.60 2.20 0.73 0.06 23.90 2.21 0.73 0.05 24.20 2.21 0.73 0.02 24.50 2.21 0.73 0.00 24.80 2.21 0.73 0.00 25.10 2.21 0.73 0.00 25.40 2.21 0.73 0.00 25.70 2.21 0.73 0.00 26.00 2.21 0.73 0.00 26.30 2.21 0.73 0.00 26.60 2.21 0.73 0.00 26.90 2.21 0.73 0.00 27.20 2.21 0.73 0.00 27.50 2.21 0.73 0.00 27.80 2.21 0.73 0.00 28.10 2.21 0.73 0.00 28.40 2.21 0.73 0.00 28.70 2.21 0.73 0.00 29.00 2.21 0.73 0.00 29.30 2.21 0.73 0.00 29.60 2.21 0.73 0.00 29.90 2.21 0.73 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 13HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 54S: POST-AREA-01C Runoff = 1.26 cfs @ 12.06 hrs, Volume= 0.079 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.777 83 1/4 acre lots, 38% imp, HSG C 0.150 71 Meadow, non-grazed, HSG C 0.109 98 Paved parking, HSG C 1.036 83 Weighted Average 0.632 60.98% Pervious Area 0.404 39.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 53 0.0813 1.37 Sheet Flow, Silver King Pavement Smooth surfaces n= 0.011 P2= 1.33" 12.2 155 0.0828 0.21 Sheet Flow, Developed Yards Grass: Short n= 0.150 P2= 1.33" 0.3 81 0.0948 4.62 Shallow Concentrated Flow, Developed Yards Grassed Waterway Kv= 15.0 fps 0.5 223 0.0500 8.03 22.09 Trap/Vee/Rect Channel Flow, New Stormwater Channel Bot.W=0.00' D=1.00' Z= 2.5 & 3.0 '/' Top.W=5.50' n= 0.025 Earth, clean & winding 13.6 512 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 14HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 54S: POST-AREA-01C Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=1.036 ac Runoff Volume=0.079 af Runoff Depth=0.92" Flow Length=512' Tc=13.6 min CN=83 1.26 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 15HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 54S: POST-AREA-01C Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.01 10.40 0.44 0.01 0.01 10.70 0.48 0.01 0.02 11.00 0.52 0.02 0.02 11.30 0.58 0.03 0.04 11.60 0.68 0.06 0.06 11.90 1.25 0.30 0.54 12.20 1.54 0.47 0.67 12.50 1.62 0.52 0.21 12.80 1.68 0.55 0.12 13.10 1.72 0.58 0.10 13.40 1.76 0.60 0.08 13.70 1.79 0.62 0.07 14.00 1.81 0.64 0.06 14.30 1.84 0.65 0.06 14.60 1.86 0.67 0.05 14.90 1.88 0.68 0.05 15.20 1.90 0.70 0.05 15.50 1.92 0.71 0.04 15.80 1.93 0.72 0.04 16.10 1.95 0.73 0.04 16.40 1.96 0.74 0.04 16.70 1.98 0.75 0.03 17.00 1.99 0.76 0.03 17.30 2.01 0.77 0.03 17.60 2.02 0.78 0.03 17.90 2.03 0.79 0.03 18.20 2.04 0.80 0.03 18.50 2.05 0.80 0.03 18.80 2.07 0.81 0.03 19.10 2.08 0.82 0.03 19.40 2.09 0.83 0.02 19.70 2.10 0.83 0.02 20.00 2.10 0.84 0.02 20.30 2.11 0.85 0.02 20.60 2.12 0.85 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.86 0.02 21.20 2.14 0.86 0.02 21.50 2.15 0.87 0.02 21.80 2.15 0.88 0.02 22.10 2.16 0.88 0.02 22.40 2.17 0.89 0.02 22.70 2.18 0.89 0.02 23.00 2.19 0.90 0.02 23.30 2.19 0.90 0.02 23.60 2.20 0.91 0.02 23.90 2.21 0.91 0.02 24.20 2.21 0.92 0.01 24.50 2.21 0.92 0.00 24.80 2.21 0.92 0.00 25.10 2.21 0.92 0.00 25.40 2.21 0.92 0.00 25.70 2.21 0.92 0.00 26.00 2.21 0.92 0.00 26.30 2.21 0.92 0.00 26.60 2.21 0.92 0.00 26.90 2.21 0.92 0.00 27.20 2.21 0.92 0.00 27.50 2.21 0.92 0.00 27.80 2.21 0.92 0.00 28.10 2.21 0.92 0.00 28.40 2.21 0.92 0.00 28.70 2.21 0.92 0.00 29.00 2.21 0.92 0.00 29.30 2.21 0.92 0.00 29.60 2.21 0.92 0.00 29.90 2.21 0.92 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 16HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 56S: PRE-AREA-01D Runoff = 2.04 cfs @ 12.07 hrs, Volume= 0.133 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 1.203 83 1/4 acre lots, 38% imp, HSG C 0.302 71 Meadow, non-grazed, HSG C 0.180 57 Oak/aspen range, Fair, HSG C 0.253 98 Paved parking, HSG C 1.938 81 Weighted Average 1.228 63.36% Pervious Area 0.710 36.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 201 0.1042 0.24 Sheet Flow, Yards - Residential Landscaping Grass: Short n= 0.150 P2= 1.33" 0.1 24 0.2353 3.40 Shallow Concentrated Flow, Cut Slope to Roadside Ditch Short Grass Pasture Kv= 7.0 fps 0.6 215 0.0376 5.80 15.96 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=1.00' Z= 3.0 & 2.5 '/' Top.W=5.50' n= 0.030 Earth, grassed & winding 14.4 440 Total Subcatchment 56S: PRE-AREA-01D Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=1.938 ac Runoff Volume=0.133 af Runoff Depth=0.82" Flow Length=440' Tc=14.4 min CN=81 2.04 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 17HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 56S: PRE-AREA-01D Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.01 10.40 0.44 0.00 0.01 10.70 0.48 0.01 0.02 11.00 0.52 0.01 0.03 11.30 0.58 0.02 0.05 11.60 0.68 0.04 0.09 11.90 1.25 0.25 0.80 12.20 1.54 0.40 1.22 12.50 1.62 0.45 0.37 12.80 1.68 0.48 0.22 13.10 1.72 0.50 0.17 13.40 1.76 0.53 0.15 13.70 1.79 0.54 0.13 14.00 1.81 0.56 0.11 14.30 1.84 0.58 0.10 14.60 1.86 0.59 0.09 14.90 1.88 0.60 0.09 15.20 1.90 0.62 0.08 15.50 1.92 0.63 0.08 15.80 1.93 0.64 0.07 16.10 1.95 0.65 0.07 16.40 1.96 0.66 0.06 16.70 1.98 0.67 0.06 17.00 1.99 0.68 0.06 17.30 2.01 0.68 0.06 17.60 2.02 0.69 0.06 17.90 2.03 0.70 0.05 18.20 2.04 0.71 0.05 18.50 2.05 0.72 0.05 18.80 2.07 0.72 0.05 19.10 2.08 0.73 0.05 19.40 2.09 0.74 0.04 19.70 2.10 0.74 0.04 20.00 2.10 0.75 0.04 20.30 2.11 0.75 0.04 20.60 2.12 0.76 0.04 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.77 0.04 21.20 2.14 0.77 0.04 21.50 2.15 0.78 0.04 21.80 2.15 0.78 0.04 22.10 2.16 0.79 0.04 22.40 2.17 0.79 0.04 22.70 2.18 0.80 0.03 23.00 2.19 0.80 0.03 23.30 2.19 0.81 0.03 23.60 2.20 0.81 0.03 23.90 2.21 0.82 0.03 24.20 2.21 0.82 0.02 24.50 2.21 0.82 0.00 24.80 2.21 0.82 0.00 25.10 2.21 0.82 0.00 25.40 2.21 0.82 0.00 25.70 2.21 0.82 0.00 26.00 2.21 0.82 0.00 26.30 2.21 0.82 0.00 26.60 2.21 0.82 0.00 26.90 2.21 0.82 0.00 27.20 2.21 0.82 0.00 27.50 2.21 0.82 0.00 27.80 2.21 0.82 0.00 28.10 2.21 0.82 0.00 28.40 2.21 0.82 0.00 28.70 2.21 0.82 0.00 29.00 2.21 0.82 0.00 29.30 2.21 0.82 0.00 29.60 2.21 0.82 0.00 29.90 2.21 0.82 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 18HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 62S: POST-AREA-01E Runoff = 0.15 cfs @ 12.46 hrs, Volume= 0.024 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.363 71 Meadow, non-grazed, HSG C 0.492 57 Oak/aspen range, Fair, HSG C 0.071 98 Paved parking, HSG C 0.926 66 Weighted Average 0.855 92.33% Pervious Area 0.071 7.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 41 0.0647 1.19 Sheet Flow, New Road Pavement Smooth surfaces n= 0.011 P2= 1.33" 1.0 9 0.3380 0.14 Sheet Flow, New Road Fill Slope Grass: Dense n= 0.240 P2= 1.33" 37.3 150 0.1358 0.07 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 1.0 51 0.0297 0.86 Shallow Concentrated Flow, Meadow Woodland Kv= 5.0 fps 39.9 251 Total Subcatchment 62S: POST-AREA-01E Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=0.926 ac Runoff Volume=0.024 af Runoff Depth=0.31" Flow Length=251' Tc=39.9 min CN=66 0.15 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 19HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 62S: POST-AREA-01E Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.00 0.00 11.90 1.25 0.04 0.00 12.20 1.54 0.10 0.08 12.50 1.62 0.12 0.14 12.80 1.68 0.13 0.09 13.10 1.72 0.15 0.06 13.40 1.76 0.16 0.05 13.70 1.79 0.17 0.04 14.00 1.81 0.17 0.03 14.30 1.84 0.18 0.03 14.60 1.86 0.19 0.02 14.90 1.88 0.20 0.02 15.20 1.90 0.20 0.02 15.50 1.92 0.21 0.02 15.80 1.93 0.21 0.02 16.10 1.95 0.22 0.02 16.40 1.96 0.22 0.02 16.70 1.98 0.23 0.02 17.00 1.99 0.23 0.02 17.30 2.01 0.24 0.02 17.60 2.02 0.24 0.01 17.90 2.03 0.25 0.01 18.20 2.04 0.25 0.01 18.50 2.05 0.26 0.01 18.80 2.07 0.26 0.01 19.10 2.08 0.26 0.01 19.40 2.09 0.27 0.01 19.70 2.10 0.27 0.01 20.00 2.10 0.27 0.01 20.30 2.11 0.28 0.01 20.60 2.12 0.28 0.01 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.28 0.01 21.20 2.14 0.29 0.01 21.50 2.15 0.29 0.01 21.80 2.15 0.29 0.01 22.10 2.16 0.30 0.01 22.40 2.17 0.30 0.01 22.70 2.18 0.30 0.01 23.00 2.19 0.30 0.01 23.30 2.19 0.31 0.01 23.60 2.20 0.31 0.01 23.90 2.21 0.31 0.01 24.20 2.21 0.31 0.01 24.50 2.21 0.31 0.01 24.80 2.21 0.31 0.00 25.10 2.21 0.31 0.00 25.40 2.21 0.31 0.00 25.70 2.21 0.31 0.00 26.00 2.21 0.31 0.00 26.30 2.21 0.31 0.00 26.60 2.21 0.31 0.00 26.90 2.21 0.31 0.00 27.20 2.21 0.31 0.00 27.50 2.21 0.31 0.00 27.80 2.21 0.31 0.00 28.10 2.21 0.31 0.00 28.40 2.21 0.31 0.00 28.70 2.21 0.31 0.00 29.00 2.21 0.31 0.00 29.30 2.21 0.31 0.00 29.60 2.21 0.31 0.00 29.90 2.21 0.31 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 20HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 56R: POST-CULVERT-01B-2 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 3.410 ac, 27.24% Impervious, Inflow Depth = 0.73" for 25-YR event Inflow = 3.28 cfs @ 12.06 hrs, Volume= 0.209 af Outflow = 3.28 cfs @ 12.06 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 12.00 fps, Min. Travel Time= 0.2 min Avg. Velocity = 4.25 fps, Avg. Travel Time= 0.5 min Peak Storage= 38 cf @ 12.06 hrs Average Depth at Peak Storage= 0.32' , Surface Width= 1.23' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 33.45 cfs 18.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 139.1' Slope= 0.0864 '/' Inlet Invert= 6,846.39', Outlet Invert= 6,834.37' Reach 56R: POST-CULVERT-01B-2 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Inflow Area=3.410 ac Avg. Flow Depth=0.32' Max Vel=12.00 fps 18.0" Round Pipe n=0.012 L=139.1' S=0.0864 '/' Capacity=33.45 cfs 3.28 cfs3.28 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 21HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 56R: POST-CULVERT-01B-2 Primary Stage-Discharge Discharge (cfs) 35302520151050Depth (feet)1 0 Reach 56R: POST-CULVERT-01B-2 Storage Stage-Storage Storage (cubic-feet) 240220200180160140120100806040200Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 22HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 56R: POST-CULVERT-01B-2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,846.39 0.00 5.60 0.00 0 6,846.39 0.00 6.20 0.00 0 6,846.39 0.00 6.80 0.00 0 6,846.39 0.00 7.40 0.00 0 6,846.39 0.00 8.00 0.00 0 6,846.39 0.00 8.60 0.00 0 6,846.39 0.00 9.20 0.00 0 6,846.39 0.00 9.80 0.00 0 6,846.39 0.00 10.40 0.01 0 6,846.40 0.00 11.00 0.03 1 6,846.42 0.03 11.60 0.12 4 6,846.45 0.12 12.20 1.77 25 6,846.63 1.80 12.80 0.34 8 6,846.50 0.35 13.40 0.24 6 6,846.48 0.24 14.00 0.18 5 6,846.47 0.18 14.60 0.15 4 6,846.46 0.15 15.20 0.13 4 6,846.46 0.13 15.80 0.12 4 6,846.45 0.12 16.40 0.10 3 6,846.45 0.10 17.00 0.10 3 6,846.45 0.10 17.60 0.09 3 6,846.45 0.09 18.20 0.08 3 6,846.45 0.08 18.80 0.08 3 6,846.44 0.08 19.40 0.07 3 6,846.44 0.07 20.00 0.06 2 6,846.44 0.06 20.60 0.06 2 6,846.44 0.06 21.20 0.06 2 6,846.44 0.06 21.80 0.06 2 6,846.44 0.06 22.40 0.06 2 6,846.44 0.06 23.00 0.06 2 6,846.44 0.06 23.60 0.06 2 6,846.44 0.06 24.20 0.02 1 6,846.42 0.03 24.80 0.00 0 6,846.39 0.00 25.40 0.00 0 6,846.39 0.00 26.00 0.00 0 6,846.39 0.00 26.60 0.00 0 6,846.39 0.00 27.20 0.00 0 6,846.39 0.00 27.80 0.00 0 6,846.39 0.00 28.40 0.00 0 6,846.39 0.00 29.00 0.00 0 6,846.39 0.00 29.60 0.00 0 6,846.39 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 23HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 56R: POST-CULVERT-01B-2 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,846.39 0.00 0.00 6,846.40 1.12 0.00 6,846.41 2.01 0.01 6,846.42 2.67 0.02 6,846.43 3.21 0.04 6,846.44 3.72 0.07 6,846.45 4.20 0.10 6,846.46 4.64 0.14 6,846.47 5.07 0.19 6,846.48 5.47 0.24 6,846.49 5.86 0.30 6,846.50 6.23 0.36 6,846.51 6.59 0.44 6,846.52 6.93 0.52 6,846.53 7.27 0.61 6,846.54 7.59 0.70 6,846.55 7.91 0.80 6,846.56 8.22 0.91 6,846.57 8.52 1.02 6,846.58 8.81 1.15 6,846.59 9.09 1.28 6,846.60 9.38 1.41 6,846.61 9.65 1.55 6,846.62 9.91 1.70 6,846.63 10.18 1.86 6,846.64 10.43 2.02 6,846.65 10.68 2.19 6,846.66 10.93 2.36 6,846.67 11.17 2.55 6,846.68 11.41 2.74 6,846.69 11.64 2.93 6,846.70 11.87 3.13 6,846.71 12.10 3.34 6,846.72 12.32 3.55 6,846.73 12.53 3.77 6,846.74 12.75 4.00 6,846.75 12.96 4.23 6,846.76 13.16 4.46 6,846.77 13.36 4.71 6,846.78 13.56 4.95 6,846.79 13.76 5.21 6,846.80 13.95 5.47 6,846.81 14.14 5.73 6,846.82 14.33 6.00 6,846.83 14.51 6.27 6,846.84 14.69 6.55 6,846.85 14.87 6.84 6,846.86 15.04 7.13 6,846.87 15.22 7.42 6,846.88 15.39 7.72 6,846.89 15.55 8.02 6,846.90 15.72 8.33 6,846.91 15.88 8.64 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,846.92 16.04 8.96 6,846.93 16.19 9.27 6,846.94 16.35 9.60 6,846.95 16.50 9.93 6,846.96 16.65 10.26 6,846.97 16.79 10.59 6,846.98 16.94 10.93 6,846.99 17.08 11.27 6,847.00 17.22 11.62 6,847.01 17.35 11.97 6,847.02 17.49 12.32 6,847.03 17.62 12.67 6,847.04 17.75 13.03 6,847.05 17.88 13.39 6,847.06 18.00 13.75 6,847.07 18.13 14.12 6,847.08 18.25 14.48 6,847.09 18.37 14.85 6,847.10 18.48 15.22 6,847.11 18.60 15.60 6,847.12 18.71 15.97 6,847.13 18.82 16.35 6,847.14 18.93 16.73 6,847.15 19.04 17.11 6,847.16 19.14 17.49 6,847.17 19.24 17.87 6,847.18 19.34 18.25 6,847.19 19.44 18.63 6,847.20 19.53 19.02 6,847.21 19.63 19.40 6,847.22 19.72 19.79 6,847.23 19.81 20.17 6,847.24 19.90 20.56 6,847.25 19.98 20.94 6,847.26 20.06 21.32 6,847.27 20.14 21.71 6,847.28 20.22 22.09 6,847.29 20.30 22.47 6,847.30 20.37 22.86 6,847.31 20.45 23.24 6,847.32 20.52 23.62 6,847.33 20.59 23.99 6,847.34 20.65 24.37 6,847.35 20.72 24.74 6,847.36 20.78 25.12 6,847.37 20.84 25.49 6,847.38 20.90 25.86 6,847.39 20.95 26.22 6,847.40 21.01 26.58 6,847.41 21.06 26.95 6,847.42 21.11 27.30 6,847.43 21.15 27.66 6,847.44 21.20 28.01 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,847.45 21.24 28.35 6,847.46 21.28 28.70 6,847.47 21.32 29.04 6,847.48 21.35 29.37 6,847.49 21.38 29.70 6,847.50 21.42 30.03 6,847.51 21.44 30.34 6,847.52 21.47 30.66 6,847.53 21.49 30.97 6,847.54 21.51 31.27 6,847.55 21.53 31.57 6,847.56 21.55 31.86 6,847.57 21.56 32.15 6,847.58 21.57 32.43 6,847.59 21.58 32.70 6,847.60 21.58 32.96 6,847.61 21.58 33.22 6,847.62 21.58 33.47 6,847.63 21.57 33.70 6,847.64 21.57 33.93 6,847.65 21.55 34.16 6,847.66 21.54 34.37 6,847.67 21.52 34.57 6,847.68 21.50 34.76 6,847.69 21.47 34.94 6,847.70 21.44 35.11 6,847.71 21.41 35.26 6,847.72 21.37 35.40 6,847.73 21.33 35.53 6,847.74 21.28 35.65 6,847.75 21.23 35.75 6,847.76 21.17 35.83 6,847.77 21.11 35.90 6,847.78 21.04 35.95 6,847.79 20.96 35.97 6,847.80 20.87 35.98 6,847.81 20.78 35.96 6,847.82 20.67 35.91 6,847.83 20.56 35.84 6,847.84 20.42 35.71 6,847.85 20.27 35.55 6,847.86 20.10 35.35 6,847.87 19.87 35.02 6,847.88 19.48 34.39 6,847.89 18.93 33.45 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 24HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 56R: POST-CULVERT-01B-2 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,846.39 0.0 0 6,846.41 0.0 1 6,846.43 0.0 2 6,846.45 0.0 3 6,846.47 0.0 5 6,846.49 0.1 7 6,846.51 0.1 9 6,846.53 0.1 12 6,846.55 0.1 14 6,846.57 0.1 17 6,846.59 0.1 19 6,846.61 0.2 22 6,846.63 0.2 25 6,846.65 0.2 29 6,846.67 0.2 32 6,846.69 0.3 35 6,846.71 0.3 38 6,846.73 0.3 42 6,846.75 0.3 45 6,846.77 0.4 49 6,846.79 0.4 53 6,846.81 0.4 56 6,846.83 0.4 60 6,846.85 0.5 64 6,846.87 0.5 68 6,846.89 0.5 72 6,846.91 0.5 76 6,846.93 0.6 80 6,846.95 0.6 84 6,846.97 0.6 88 6,846.99 0.7 92 6,847.01 0.7 96 6,847.03 0.7 100 6,847.05 0.7 104 6,847.07 0.8 108 6,847.09 0.8 112 6,847.11 0.8 117 6,847.13 0.9 121 6,847.15 0.9 125 6,847.17 0.9 129 6,847.19 1.0 133 6,847.21 1.0 137 6,847.23 1.0 142 6,847.25 1.0 146 6,847.27 1.1 150 6,847.29 1.1 154 6,847.31 1.1 158 6,847.33 1.2 162 6,847.35 1.2 166 6,847.37 1.2 170 6,847.39 1.3 174 6,847.41 1.3 178 6,847.43 1.3 182 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,847.45 1.3 186 6,847.47 1.4 189 6,847.49 1.4 193 6,847.51 1.4 197 6,847.53 1.4 200 6,847.55 1.5 204 6,847.57 1.5 207 6,847.59 1.5 211 6,847.61 1.5 214 6,847.63 1.6 217 6,847.65 1.6 220 6,847.67 1.6 223 6,847.69 1.6 226 6,847.71 1.6 229 6,847.73 1.7 232 6,847.75 1.7 234 6,847.77 1.7 237 6,847.79 1.7 239 6,847.81 1.7 241 6,847.83 1.7 243 6,847.85 1.8 244 6,847.87 1.8 245 6,847.89 1.8 246 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 25HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 57R: POST-CULVERT-01B-3 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 56R outlet invert by 0.24' @ 12.05 hrs Inflow Area = 4.446 ac, 29.98% Impervious, Inflow Depth = 0.78" for 25-YR event Inflow = 4.54 cfs @ 12.06 hrs, Volume= 0.288 af Outflow = 4.54 cfs @ 12.06 hrs, Volume= 0.288 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 14.93 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.06 fps, Avg. Travel Time= 0.3 min Peak Storage= 31 cf @ 12.06 hrs Average Depth at Peak Storage= 0.34' , Surface Width= 1.26' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 39.81 cfs 18.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 102.2' Slope= 0.1224 '/' Inlet Invert= 6,834.27', Outlet Invert= 6,821.76' Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 26HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 57R: POST-CULVERT-01B-3 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)5 4 3 2 1 0 Inflow Area=4.446 ac Avg. Flow Depth=0.34' Max Vel=14.93 fps 18.0" Round Pipe n=0.012 L=102.2' S=0.1224 '/' Capacity=39.81 cfs 4.54 cfs4.54 cfs Reach 57R: POST-CULVERT-01B-3 Primary Stage-Discharge Discharge (cfs) 4035302520151050Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 27HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 57R: POST-CULVERT-01B-3 Storage Stage-Storage Storage (cubic-feet) 180160140120100806040200Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 28HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 57R: POST-CULVERT-01B-3 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,834.27 0.00 5.60 0.00 0 6,834.27 0.00 6.20 0.00 0 6,834.27 0.00 6.80 0.00 0 6,834.27 0.00 7.40 0.00 0 6,834.27 0.00 8.00 0.00 0 6,834.27 0.00 8.60 0.00 0 6,834.27 0.00 9.20 0.00 0 6,834.27 0.00 9.80 0.00 0 6,834.28 0.00 10.40 0.01 1 6,834.29 0.01 11.00 0.05 1 6,834.31 0.05 11.60 0.18 3 6,834.34 0.18 12.20 2.47 20 6,834.52 2.50 12.80 0.47 6 6,834.38 0.47 13.40 0.32 5 6,834.37 0.32 14.00 0.24 4 6,834.35 0.24 14.60 0.20 4 6,834.35 0.20 15.20 0.18 3 6,834.34 0.18 15.80 0.16 3 6,834.34 0.16 16.40 0.14 3 6,834.33 0.14 17.00 0.13 3 6,834.33 0.13 17.60 0.12 2 6,834.33 0.12 18.20 0.11 2 6,834.33 0.11 18.80 0.11 2 6,834.33 0.11 19.40 0.10 2 6,834.32 0.10 20.00 0.09 2 6,834.32 0.09 20.60 0.08 2 6,834.32 0.08 21.20 0.08 2 6,834.32 0.08 21.80 0.08 2 6,834.32 0.08 22.40 0.08 2 6,834.32 0.08 23.00 0.08 2 6,834.32 0.08 23.60 0.07 2 6,834.32 0.07 24.20 0.04 1 6,834.30 0.04 24.80 0.00 0 6,834.27 0.00 25.40 0.00 0 6,834.27 0.00 26.00 0.00 0 6,834.27 0.00 26.60 0.00 0 6,834.27 0.00 27.20 0.00 0 6,834.27 0.00 27.80 0.00 0 6,834.27 0.00 28.40 0.00 0 6,834.27 0.00 29.00 0.00 0 6,834.27 0.00 29.60 0.00 0 6,834.27 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 29HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 57R: POST-CULVERT-01B-3 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,834.27 0.00 0.00 6,834.28 1.34 0.00 6,834.29 2.39 0.01 6,834.30 3.17 0.03 6,834.31 3.82 0.05 6,834.32 4.43 0.08 6,834.33 5.00 0.12 6,834.34 5.53 0.17 6,834.35 6.03 0.22 6,834.36 6.51 0.28 6,834.37 6.97 0.35 6,834.38 7.41 0.43 6,834.39 7.84 0.52 6,834.40 8.25 0.62 6,834.41 8.65 0.72 6,834.42 9.04 0.83 6,834.43 9.41 0.95 6,834.44 9.78 1.08 6,834.45 10.14 1.22 6,834.46 10.48 1.37 6,834.47 10.82 1.52 6,834.48 11.16 1.68 6,834.49 11.48 1.85 6,834.50 11.80 2.03 6,834.51 12.11 2.21 6,834.52 12.42 2.41 6,834.53 12.72 2.61 6,834.54 13.01 2.81 6,834.55 13.30 3.03 6,834.56 13.58 3.26 6,834.57 13.86 3.49 6,834.58 14.13 3.73 6,834.59 14.40 3.97 6,834.60 14.66 4.23 6,834.61 14.92 4.49 6,834.62 15.17 4.76 6,834.63 15.42 5.03 6,834.64 15.66 5.31 6,834.65 15.91 5.60 6,834.66 16.14 5.89 6,834.67 16.38 6.20 6,834.68 16.60 6.50 6,834.69 16.83 6.82 6,834.70 17.05 7.14 6,834.71 17.27 7.47 6,834.72 17.49 7.80 6,834.73 17.70 8.14 6,834.74 17.91 8.48 6,834.75 18.11 8.83 6,834.76 18.31 9.19 6,834.77 18.51 9.55 6,834.78 18.71 9.91 6,834.79 18.90 10.28 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,834.80 19.09 10.66 6,834.81 19.27 11.04 6,834.82 19.45 11.42 6,834.83 19.63 11.81 6,834.84 19.81 12.21 6,834.85 19.99 12.61 6,834.86 20.16 13.01 6,834.87 20.33 13.42 6,834.88 20.49 13.83 6,834.89 20.65 14.24 6,834.90 20.81 14.66 6,834.91 20.97 15.08 6,834.92 21.13 15.51 6,834.93 21.28 15.94 6,834.94 21.43 16.37 6,834.95 21.57 16.80 6,834.96 21.72 17.24 6,834.97 21.86 17.68 6,834.98 22.00 18.12 6,834.99 22.14 18.56 6,835.00 22.27 19.01 6,835.01 22.40 19.46 6,835.02 22.53 19.91 6,835.03 22.66 20.36 6,835.04 22.78 20.81 6,835.05 22.90 21.27 6,835.06 23.02 21.72 6,835.07 23.14 22.18 6,835.08 23.25 22.63 6,835.09 23.36 23.09 6,835.10 23.47 23.55 6,835.11 23.58 24.01 6,835.12 23.68 24.46 6,835.13 23.78 24.92 6,835.14 23.88 25.38 6,835.15 23.98 25.84 6,835.16 24.07 26.29 6,835.17 24.16 26.75 6,835.18 24.25 27.20 6,835.19 24.34 27.66 6,835.20 24.42 28.11 6,835.21 24.50 28.56 6,835.22 24.58 29.00 6,835.23 24.66 29.45 6,835.24 24.73 29.89 6,835.25 24.80 30.34 6,835.26 24.87 30.77 6,835.27 24.94 31.21 6,835.28 25.00 31.64 6,835.29 25.06 32.07 6,835.30 25.12 32.49 6,835.31 25.17 32.92 6,835.32 25.23 33.33 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,835.33 25.28 33.75 6,835.34 25.33 34.15 6,835.35 25.37 34.56 6,835.36 25.41 34.95 6,835.37 25.45 35.35 6,835.38 25.49 35.74 6,835.39 25.52 36.12 6,835.40 25.55 36.49 6,835.41 25.58 36.86 6,835.42 25.60 37.22 6,835.43 25.62 37.57 6,835.44 25.64 37.92 6,835.45 25.66 38.26 6,835.46 25.67 38.59 6,835.47 25.68 38.92 6,835.48 25.68 39.23 6,835.49 25.68 39.53 6,835.50 25.68 39.83 6,835.51 25.68 40.11 6,835.52 25.67 40.39 6,835.53 25.65 40.65 6,835.54 25.64 40.90 6,835.55 25.61 41.14 6,835.56 25.59 41.37 6,835.57 25.56 41.58 6,835.58 25.52 41.78 6,835.59 25.48 41.97 6,835.60 25.44 42.14 6,835.61 25.39 42.29 6,835.62 25.33 42.43 6,835.63 25.27 42.55 6,835.64 25.20 42.65 6,835.65 25.12 42.73 6,835.66 25.04 42.78 6,835.67 24.94 42.81 6,835.68 24.84 42.83 6,835.69 24.73 42.80 6,835.70 24.60 42.74 6,835.71 24.47 42.66 6,835.72 24.30 42.51 6,835.73 24.12 42.31 6,835.74 23.92 42.07 6,835.75 23.65 41.68 6,835.76 23.19 40.93 6,835.77 22.53 39.81 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 30HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 57R: POST-CULVERT-01B-3 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,834.27 0.0 0 6,834.29 0.0 0 6,834.31 0.0 1 6,834.33 0.0 2 6,834.35 0.0 4 6,834.37 0.1 5 6,834.39 0.1 7 6,834.41 0.1 9 6,834.43 0.1 10 6,834.45 0.1 12 6,834.47 0.1 14 6,834.49 0.2 16 6,834.51 0.2 19 6,834.53 0.2 21 6,834.55 0.2 23 6,834.57 0.3 26 6,834.59 0.3 28 6,834.61 0.3 31 6,834.63 0.3 33 6,834.65 0.4 36 6,834.67 0.4 39 6,834.69 0.4 41 6,834.71 0.4 44 6,834.73 0.5 47 6,834.75 0.5 50 6,834.77 0.5 53 6,834.79 0.5 56 6,834.81 0.6 59 6,834.83 0.6 61 6,834.85 0.6 64 6,834.87 0.7 67 6,834.89 0.7 70 6,834.91 0.7 73 6,834.93 0.7 77 6,834.95 0.8 80 6,834.97 0.8 83 6,834.99 0.8 86 6,835.01 0.9 89 6,835.03 0.9 92 6,835.05 0.9 95 6,835.07 1.0 98 6,835.09 1.0 101 6,835.11 1.0 104 6,835.13 1.0 107 6,835.15 1.1 110 6,835.17 1.1 113 6,835.19 1.1 116 6,835.21 1.2 119 6,835.23 1.2 122 6,835.25 1.2 125 6,835.27 1.3 128 6,835.29 1.3 131 6,835.31 1.3 134 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,835.33 1.3 136 6,835.35 1.4 139 6,835.37 1.4 142 6,835.39 1.4 145 6,835.41 1.4 147 6,835.43 1.5 150 6,835.45 1.5 152 6,835.47 1.5 155 6,835.49 1.5 157 6,835.51 1.6 160 6,835.53 1.6 162 6,835.55 1.6 164 6,835.57 1.6 166 6,835.59 1.6 168 6,835.61 1.7 170 6,835.63 1.7 172 6,835.65 1.7 174 6,835.67 1.7 175 6,835.69 1.7 177 6,835.71 1.7 178 6,835.73 1.8 179 6,835.75 1.8 180 6,835.77 1.8 181 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 31HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 59R: POST-REACH-01B Inflow Area = 2.123 ac, 24.18% Impervious, Inflow Depth = 0.78" for 25-YR event Inflow = 1.76 cfs @ 12.14 hrs, Volume= 0.137 af Outflow = 1.75 cfs @ 12.15 hrs, Volume= 0.137 af, Atten= 1%, Lag= 1.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.62 fps, Min. Travel Time= 1.3 min Avg. Velocity = 1.52 fps, Avg. Travel Time= 3.1 min Peak Storage= 135 cf @ 12.15 hrs Average Depth at Peak Storage= 0.42' , Surface Width= 2.30' Bank-Full Depth= 1.00' Flow Area= 2.8 sf, Capacity= 17.78 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 2.5 '/' Top Width= 5.50' Length= 280.8' Slope= 0.0467 '/' Inlet Invert= 6,837.54', Outlet Invert= 6,824.43' Reach 59R: POST-REACH-01B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.123 ac Avg. Flow Depth=0.42' Max Vel=3.62 fps n=0.030 L=280.8' S=0.0467 '/' Capacity=17.78 cfs 1.76 cfs 1.75 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 32HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 59R: POST-REACH-01B Primary Stage-Discharge Discharge (cfs) 1614121086420Depth (feet)1 0 Reach 59R: POST-REACH-01B Storage Stage-Storage Storage (cubic-feet) 750700650600550500450400350300250200150100500Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 33HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 59R: POST-REACH-01B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,837.54 0.00 5.60 0.00 0 6,837.54 0.00 6.20 0.00 0 6,837.54 0.00 6.80 0.00 0 6,837.54 0.00 7.40 0.00 0 6,837.54 0.00 8.00 0.00 0 6,837.54 0.00 8.60 0.00 0 6,837.54 0.00 9.20 0.00 0 6,837.54 0.00 9.80 0.00 0 6,837.54 0.00 10.40 0.01 1 6,837.58 0.00 11.00 0.02 5 6,837.62 0.02 11.60 0.07 11 6,837.66 0.07 12.20 1.61 130 6,837.95 1.66 12.80 0.27 35 6,837.75 0.28 13.40 0.16 23 6,837.71 0.16 14.00 0.12 18 6,837.69 0.12 14.60 0.10 16 6,837.68 0.10 15.20 0.09 15 6,837.68 0.09 15.80 0.08 13 6,837.67 0.08 16.40 0.07 12 6,837.66 0.07 17.00 0.06 11 6,837.66 0.06 17.60 0.06 11 6,837.66 0.06 18.20 0.06 10 6,837.65 0.06 18.80 0.05 10 6,837.65 0.05 19.40 0.05 9 6,837.65 0.05 20.00 0.04 8 6,837.64 0.04 20.60 0.04 8 6,837.64 0.04 21.20 0.04 8 6,837.64 0.04 21.80 0.04 8 6,837.64 0.04 22.40 0.04 8 6,837.64 0.04 23.00 0.04 7 6,837.64 0.04 23.60 0.04 7 6,837.64 0.04 24.20 0.03 6 6,837.63 0.03 24.80 0.00 0 6,837.56 0.00 25.40 0.00 0 6,837.54 0.00 26.00 0.00 0 6,837.54 0.00 26.60 0.00 0 6,837.54 0.00 27.20 0.00 0 6,837.54 0.00 27.80 0.00 0 6,837.54 0.00 28.40 0.00 0 6,837.54 0.00 29.00 0.00 0 6,837.54 0.00 29.60 0.00 0 6,837.54 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 34HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 59R: POST-REACH-01B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,837.54 0.00 0.00 6,837.55 0.30 0.00 6,837.56 0.48 0.00 6,837.57 0.62 0.00 6,837.58 0.76 0.00 6,837.59 0.88 0.01 6,837.60 0.99 0.01 6,837.61 1.10 0.01 6,837.62 1.20 0.02 6,837.63 1.30 0.03 6,837.64 1.39 0.04 6,837.65 1.48 0.05 6,837.66 1.57 0.06 6,837.67 1.66 0.08 6,837.68 1.74 0.09 6,837.69 1.83 0.11 6,837.70 1.91 0.13 6,837.71 1.98 0.16 6,837.72 2.06 0.18 6,837.73 2.14 0.21 6,837.74 2.21 0.24 6,837.75 2.28 0.28 6,837.76 2.36 0.31 6,837.77 2.43 0.35 6,837.78 2.50 0.40 6,837.79 2.57 0.44 6,837.80 2.63 0.49 6,837.81 2.70 0.54 6,837.82 2.77 0.60 6,837.83 2.83 0.66 6,837.84 2.90 0.72 6,837.85 2.96 0.78 6,837.86 3.03 0.85 6,837.87 3.09 0.92 6,837.88 3.15 1.00 6,837.89 3.21 1.08 6,837.90 3.27 1.17 6,837.91 3.33 1.25 6,837.92 3.39 1.35 6,837.93 3.45 1.44 6,837.94 3.51 1.54 6,837.95 3.57 1.65 6,837.96 3.63 1.76 6,837.97 3.68 1.87 6,837.98 3.74 1.99 6,837.99 3.80 2.11 6,838.00 3.85 2.24 6,838.01 3.91 2.37 6,838.02 3.96 2.51 6,838.03 4.02 2.65 6,838.04 4.07 2.80 6,838.05 4.13 2.95 6,838.06 4.18 3.11 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,838.07 4.24 3.27 6,838.08 4.29 3.44 6,838.09 4.34 3.61 6,838.10 4.39 3.79 6,838.11 4.45 3.97 6,838.12 4.50 4.16 6,838.13 4.55 4.35 6,838.14 4.60 4.55 6,838.15 4.65 4.76 6,838.16 4.70 4.97 6,838.17 4.75 5.19 6,838.18 4.80 5.41 6,838.19 4.85 5.64 6,838.20 4.90 5.87 6,838.21 4.95 6.11 6,838.22 5.00 6.36 6,838.23 5.05 6.61 6,838.24 5.10 6.87 6,838.25 5.15 7.14 6,838.26 5.20 7.41 6,838.27 5.24 7.68 6,838.28 5.29 7.97 6,838.29 5.34 8.26 6,838.30 5.39 8.55 6,838.31 5.43 8.86 6,838.32 5.48 9.17 6,838.33 5.53 9.49 6,838.34 5.57 9.81 6,838.35 5.62 10.14 6,838.36 5.67 10.48 6,838.37 5.71 10.82 6,838.38 5.76 11.17 6,838.39 5.80 11.53 6,838.40 5.85 11.90 6,838.41 5.89 12.27 6,838.42 5.94 12.65 6,838.43 5.98 13.03 6,838.44 6.03 13.43 6,838.45 6.07 13.83 6,838.46 6.12 14.24 6,838.47 6.16 14.66 6,838.48 6.21 15.08 6,838.49 6.25 15.51 6,838.50 6.29 15.95 6,838.51 6.34 16.40 6,838.52 6.38 16.85 6,838.53 6.42 17.31 6,838.54 6.47 17.78 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 35HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 59R: POST-REACH-01B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,837.54 0.0 0 6,837.55 0.0 0 6,837.56 0.0 0 6,837.57 0.0 1 6,837.58 0.0 1 6,837.59 0.0 2 6,837.60 0.0 3 6,837.61 0.0 4 6,837.62 0.0 5 6,837.63 0.0 6 6,837.64 0.0 8 6,837.65 0.0 9 6,837.66 0.0 11 6,837.67 0.0 13 6,837.68 0.1 15 6,837.69 0.1 17 6,837.70 0.1 20 6,837.71 0.1 22 6,837.72 0.1 25 6,837.73 0.1 28 6,837.74 0.1 31 6,837.75 0.1 34 6,837.76 0.1 37 6,837.77 0.1 41 6,837.78 0.2 44 6,837.79 0.2 48 6,837.80 0.2 52 6,837.81 0.2 56 6,837.82 0.2 61 6,837.83 0.2 65 6,837.84 0.2 69 6,837.85 0.3 74 6,837.86 0.3 79 6,837.87 0.3 84 6,837.88 0.3 89 6,837.89 0.3 95 6,837.90 0.4 100 6,837.91 0.4 106 6,837.92 0.4 112 6,837.93 0.4 117 6,837.94 0.4 124 6,837.95 0.5 130 6,837.96 0.5 136 6,837.97 0.5 143 6,837.98 0.5 149 6,837.99 0.6 156 6,838.00 0.6 163 6,838.01 0.6 171 6,838.02 0.6 178 6,838.03 0.7 185 6,838.04 0.7 193 6,838.05 0.7 201 6,838.06 0.7 209 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,838.07 0.8 217 6,838.08 0.8 225 6,838.09 0.8 234 6,838.10 0.9 242 6,838.11 0.9 251 6,838.12 0.9 260 6,838.13 1.0 269 6,838.14 1.0 278 6,838.15 1.0 287 6,838.16 1.1 297 6,838.17 1.1 306 6,838.18 1.1 316 6,838.19 1.2 326 6,838.20 1.2 336 6,838.21 1.2 347 6,838.22 1.3 357 6,838.23 1.3 368 6,838.24 1.3 378 6,838.25 1.4 389 6,838.26 1.4 400 6,838.27 1.5 412 6,838.28 1.5 423 6,838.29 1.5 434 6,838.30 1.6 446 6,838.31 1.6 458 6,838.32 1.7 470 6,838.33 1.7 482 6,838.34 1.8 494 6,838.35 1.8 507 6,838.36 1.8 519 6,838.37 1.9 532 6,838.38 1.9 545 6,838.39 2.0 558 6,838.40 2.0 571 6,838.41 2.1 584 6,838.42 2.1 598 6,838.43 2.2 612 6,838.44 2.2 625 6,838.45 2.3 639 6,838.46 2.3 654 6,838.47 2.4 668 6,838.48 2.4 682 6,838.49 2.5 697 6,838.50 2.5 712 6,838.51 2.6 727 6,838.52 2.6 742 6,838.53 2.7 757 6,838.54 2.8 772 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 36HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 61R: POST-REACH-01B-4 Inflow Area = 8.507 ac, 30.05% Impervious, Inflow Depth = 0.79" for 25-YR event Inflow = 8.05 cfs @ 12.08 hrs, Volume= 0.558 af Outflow = 8.05 cfs @ 12.08 hrs, Volume= 0.558 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 4.79 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.69 fps, Avg. Travel Time= 0.6 min Peak Storage= 95 cf @ 12.08 hrs Average Depth at Peak Storage= 0.16' , Surface Width= 16.89' Bank-Full Depth= 0.50' Flow Area= 12.0 sf, Capacity= 112.36 cfs 4.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 40.0 '/' Top Width= 44.00' Length= 56.7' Slope= 0.2021 '/' Inlet Invert= 6,820.46', Outlet Invert= 6,809.00' ‡ Reach 61R: POST-REACH-01B-4 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=8.507 ac Avg. Flow Depth=0.16' Max Vel=4.79 fps n=0.030 L=56.7' S=0.2021 '/' Capacity=112.36 cfs 8.05 cfs8.05 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 37HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 61R: POST-REACH-01B-4 Primary Stage-Discharge Discharge (cfs) 1101009080706050403020100Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 61R: POST-REACH-01B-4 Storage Stage-Storage Storage (cubic-feet) 650600550500450400350300250200150100500Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 38HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 61R: POST-REACH-01B-4 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,820.46 0.00 5.60 0.00 0 6,820.46 0.00 6.20 0.00 0 6,820.46 0.00 6.80 0.00 0 6,820.46 0.00 7.40 0.00 0 6,820.46 0.00 8.00 0.00 0 6,820.46 0.00 8.60 0.00 0 6,820.46 0.00 9.20 0.00 0 6,820.46 0.00 9.80 0.01 1 6,820.46 0.01 10.40 0.03 2 6,820.47 0.03 11.00 0.10 4 6,820.48 0.10 11.60 0.33 10 6,820.49 0.33 12.20 5.37 72 6,820.59 5.45 12.80 0.97 21 6,820.52 0.97 13.40 0.63 15 6,820.51 0.63 14.00 0.48 12 6,820.50 0.48 14.60 0.40 11 6,820.50 0.40 15.20 0.35 10 6,820.49 0.35 15.80 0.31 9 6,820.49 0.31 16.40 0.27 8 6,820.49 0.27 17.00 0.25 8 6,820.49 0.25 17.60 0.24 8 6,820.49 0.24 18.20 0.22 7 6,820.49 0.22 18.80 0.20 7 6,820.48 0.20 19.40 0.19 7 6,820.48 0.19 20.00 0.17 6 6,820.48 0.17 20.60 0.16 6 6,820.48 0.16 21.20 0.16 6 6,820.48 0.16 21.80 0.15 6 6,820.48 0.15 22.40 0.15 6 6,820.48 0.15 23.00 0.15 6 6,820.48 0.15 23.60 0.14 5 6,820.48 0.14 24.20 0.08 4 6,820.48 0.09 24.80 0.00 0 6,820.46 0.00 25.40 0.00 0 6,820.46 0.00 26.00 0.00 0 6,820.46 0.00 26.60 0.00 0 6,820.46 0.00 27.20 0.00 0 6,820.46 0.00 27.80 0.00 0 6,820.46 0.00 28.40 0.00 0 6,820.46 0.00 29.00 0.00 0 6,820.46 0.00 29.60 0.00 0 6,820.46 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 39HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 61R: POST-REACH-01B-4 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,820.46 0.00 0.00 6,820.47 0.98 0.04 6,820.48 1.48 0.14 6,820.49 1.87 0.29 6,820.50 2.20 0.49 6,820.51 2.49 0.75 6,820.52 2.76 1.06 6,820.53 3.01 1.43 6,820.54 3.24 1.86 6,820.55 3.45 2.36 6,820.56 3.66 2.93 6,820.57 3.86 3.57 6,820.58 4.05 4.28 6,820.59 4.24 5.07 6,820.60 4.42 5.94 6,820.61 4.59 6.89 6,820.62 4.77 7.93 6,820.63 4.93 9.06 6,820.64 5.10 10.28 6,820.65 5.26 11.59 6,820.66 5.42 13.00 6,820.67 5.57 14.51 6,820.68 5.72 16.12 6,820.69 5.87 17.84 6,820.70 6.02 19.66 6,820.71 6.17 21.59 6,820.72 6.31 23.63 6,820.73 6.45 25.79 6,820.74 6.60 28.07 6,820.75 6.73 30.46 6,820.76 6.87 32.98 6,820.77 7.01 35.62 6,820.78 7.14 38.39 6,820.79 7.27 41.28 6,820.80 7.40 44.31 6,820.81 7.53 47.47 6,820.82 7.66 50.77 6,820.83 7.79 54.20 6,820.84 7.92 57.77 6,820.85 8.04 61.49 6,820.86 8.17 65.35 6,820.87 8.29 69.35 6,820.88 8.41 73.51 6,820.89 8.54 77.82 6,820.90 8.66 82.28 6,820.91 8.78 86.89 6,820.92 8.90 91.66 6,820.93 9.01 96.59 6,820.94 9.13 101.68 6,820.95 9.25 106.94 6,820.96 9.36 112.36 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 40HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 61R: POST-REACH-01B-4 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,820.46 0.0 0 6,820.47 0.0 2 6,820.48 0.1 5 6,820.49 0.2 9 6,820.50 0.2 13 6,820.51 0.3 17 6,820.52 0.4 22 6,820.53 0.5 27 6,820.54 0.6 33 6,820.55 0.7 39 6,820.56 0.8 45 6,820.57 0.9 52 6,820.58 1.1 60 6,820.59 1.2 68 6,820.60 1.3 76 6,820.61 1.5 85 6,820.62 1.7 94 6,820.63 1.8 104 6,820.64 2.0 114 6,820.65 2.2 125 6,820.66 2.4 136 6,820.67 2.6 148 6,820.68 2.8 160 6,820.69 3.0 172 6,820.70 3.3 185 6,820.71 3.5 198 6,820.72 3.7 212 6,820.73 4.0 227 6,820.74 4.3 241 6,820.75 4.5 257 6,820.76 4.8 272 6,820.77 5.1 288 6,820.78 5.4 305 6,820.79 5.7 322 6,820.80 6.0 339 6,820.81 6.3 357 6,820.82 6.6 376 6,820.83 7.0 394 6,820.84 7.3 414 6,820.85 7.6 433 6,820.86 8.0 454 6,820.87 8.4 474 6,820.88 8.7 495 6,820.89 9.1 517 6,820.90 9.5 539 6,820.91 9.9 561 6,820.92 10.3 584 6,820.93 10.7 608 6,820.94 11.1 631 6,820.95 11.6 656 6,820.96 12.0 680 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 41HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 52P: POST-CULVERT-01A [57] Hint: Peaked at 6,839.73' (Flood elevation advised) Inflow Area = 2.123 ac, 24.18% Impervious, Inflow Depth = 0.78" for 25-YR event Inflow = 1.76 cfs @ 12.14 hrs, Volume= 0.137 af Outflow = 1.76 cfs @ 12.14 hrs, Volume= 0.137 af, Atten= 0%, Lag= 0.0 min Primary = 1.76 cfs @ 12.14 hrs, Volume= 0.137 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,839.73' @ 12.14 hrs Device Routing Invert Outlet Devices #1 Primary 6,839.01'12.0" Round Culvert L= 57.2' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6,839.01' / 6,837.54' S= 0.0257 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.75 cfs @ 12.14 hrs HW=6,839.73' TW=6,837.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.75 cfs @ 2.89 fps) Pond 52P: POST-CULVERT-01A Inflow Primary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.123 ac Peak Elev=6,839.73' 12.0" Round Culvert n=0.012 L=57.2' S=0.0257 '/' 1.76 cfs1.76 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 42HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 52P: POST-CULVERT-01A Primary Stage-Discharge Discharge (cfs) 210Elevation (feet)6,840 Culvert Pond 52P: POST-CULVERT-01A Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,840 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 43HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 52P: POST-CULVERT-01A Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 6,839.01 0.00 5.30 0.00 6,839.01 0.00 5.60 0.00 6,839.01 0.00 5.90 0.00 6,839.01 0.00 6.20 0.00 6,839.01 0.00 6.50 0.00 6,839.01 0.00 6.80 0.00 6,839.01 0.00 7.10 0.00 6,839.01 0.00 7.40 0.00 6,839.01 0.00 7.70 0.00 6,839.01 0.00 8.00 0.00 6,839.01 0.00 8.30 0.00 6,839.01 0.00 8.60 0.00 6,839.01 0.00 8.90 0.00 6,839.01 0.00 9.20 0.00 6,839.01 0.00 9.50 0.00 6,839.01 0.00 9.80 0.00 6,839.01 0.00 10.10 0.00 6,839.03 0.00 10.40 0.01 6,839.04 0.01 10.70 0.01 6,839.06 0.01 11.00 0.02 6,839.08 0.02 11.30 0.04 6,839.10 0.04 11.60 0.07 6,839.14 0.07 11.90 0.50 6,839.36 0.50 12.20 1.61 6,839.69 1.61 12.50 0.53 6,839.38 0.53 12.80 0.27 6,839.26 0.27 13.10 0.20 6,839.22 0.20 13.40 0.16 6,839.20 0.16 13.70 0.14 6,839.19 0.14 14.00 0.12 6,839.18 0.12 14.30 0.11 6,839.17 0.11 14.60 0.10 6,839.16 0.10 14.90 0.09 6,839.16 0.09 15.20 0.09 6,839.15 0.09 15.50 0.08 6,839.15 0.08 15.80 0.08 6,839.14 0.08 16.10 0.07 6,839.14 0.07 16.40 0.07 6,839.13 0.07 16.70 0.07 6,839.13 0.07 17.00 0.06 6,839.13 0.06 17.30 0.06 6,839.13 0.06 17.60 0.06 6,839.13 0.06 17.90 0.06 6,839.12 0.06 18.20 0.06 6,839.12 0.06 18.50 0.05 6,839.12 0.05 18.80 0.05 6,839.12 0.05 19.10 0.05 6,839.12 0.05 19.40 0.05 6,839.11 0.05 19.70 0.04 6,839.11 0.04 20.00 0.04 6,839.11 0.04 20.30 0.04 6,839.11 0.04 20.60 0.04 6,839.10 0.04 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 20.90 0.04 6,839.10 0.04 21.20 0.04 6,839.10 0.04 21.50 0.04 6,839.10 0.04 21.80 0.04 6,839.10 0.04 22.10 0.04 6,839.10 0.04 22.40 0.04 6,839.10 0.04 22.70 0.04 6,839.10 0.04 23.00 0.04 6,839.10 0.04 23.30 0.04 6,839.10 0.04 23.60 0.04 6,839.10 0.04 23.90 0.04 6,839.10 0.04 24.20 0.03 6,839.09 0.03 24.50 0.00 6,839.04 0.00 24.80 0.00 6,839.02 0.00 25.10 0.00 6,839.01 0.00 25.40 0.00 6,839.01 0.00 25.70 0.00 6,839.01 0.00 26.00 0.00 6,839.01 0.00 26.30 0.00 6,839.01 0.00 26.60 0.00 6,839.01 0.00 26.90 0.00 6,839.01 0.00 27.20 0.00 6,839.01 0.00 27.50 0.00 6,839.01 0.00 27.80 0.00 6,839.01 0.00 28.10 0.00 6,839.01 0.00 28.40 0.00 6,839.01 0.00 28.70 0.00 6,839.01 0.00 29.00 0.00 6,839.01 0.00 29.30 0.00 6,839.01 0.00 29.60 0.00 6,839.01 0.00 29.90 0.00 6,839.01 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 44HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 52P: POST-CULVERT-01A Elevation (feet) Primary (cfs) 6,839.01 0.00 6,839.02 0.00 6,839.03 0.00 6,839.04 0.00 6,839.05 0.01 6,839.06 0.01 6,839.07 0.02 6,839.08 0.02 6,839.09 0.03 6,839.10 0.04 6,839.11 0.04 6,839.12 0.05 6,839.13 0.06 6,839.14 0.07 6,839.15 0.09 6,839.16 0.10 6,839.17 0.11 6,839.18 0.12 6,839.19 0.14 6,839.20 0.15 6,839.21 0.17 6,839.22 0.19 6,839.23 0.20 6,839.24 0.22 6,839.25 0.24 6,839.26 0.26 6,839.27 0.28 6,839.28 0.30 6,839.29 0.32 6,839.30 0.35 6,839.31 0.37 6,839.32 0.39 6,839.33 0.42 6,839.34 0.44 6,839.35 0.47 6,839.36 0.49 6,839.37 0.52 6,839.38 0.55 6,839.39 0.57 6,839.40 0.60 6,839.41 0.63 6,839.42 0.66 6,839.43 0.69 6,839.44 0.72 6,839.45 0.75 6,839.46 0.78 6,839.47 0.81 6,839.48 0.85 6,839.49 0.88 6,839.50 0.91 6,839.51 0.95 6,839.52 0.98 6,839.53 1.01 Elevation (feet) Primary (cfs) 6,839.54 1.05 6,839.55 1.08 6,839.56 1.12 6,839.57 1.15 6,839.58 1.19 6,839.59 1.22 6,839.60 1.26 6,839.61 1.30 6,839.62 1.33 6,839.63 1.37 6,839.64 1.41 6,839.65 1.45 6,839.66 1.48 6,839.67 1.52 6,839.68 1.56 6,839.69 1.60 6,839.70 1.63 6,839.71 1.67 6,839.72 1.71 6,839.73 1.75 6,839.74 1.79 6,839.75 1.83 6,839.76 1.86 6,839.77 1.90 6,839.78 1.94 6,839.79 1.98 6,839.80 2.01 6,839.81 2.05 6,839.82 2.09 6,839.83 2.13 6,839.84 2.16 6,839.85 2.20 6,839.86 2.23 6,839.87 2.27 6,839.88 2.30 6,839.89 2.34 6,839.90 2.37 6,839.91 2.40 6,839.92 2.44 6,839.93 2.47 6,839.94 2.50 6,839.95 2.53 6,839.96 2.56 6,839.97 2.58 6,839.98 2.61 6,839.99 2.63 6,840.00 2.66 6,840.01 2.67 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 45HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 52P: POST-CULVERT-01A Elevation (feet) Storage (acre-feet) 6,839.01 0.000 6,839.02 0.000 6,839.03 0.000 6,839.04 0.000 6,839.05 0.000 6,839.06 0.000 6,839.07 0.000 6,839.08 0.000 6,839.09 0.000 6,839.10 0.000 6,839.11 0.000 6,839.12 0.000 6,839.13 0.000 6,839.14 0.000 6,839.15 0.000 6,839.16 0.000 6,839.17 0.000 6,839.18 0.000 6,839.19 0.000 6,839.20 0.000 6,839.21 0.000 6,839.22 0.000 6,839.23 0.000 6,839.24 0.000 6,839.25 0.000 6,839.26 0.000 6,839.27 0.000 6,839.28 0.000 6,839.29 0.000 6,839.30 0.000 6,839.31 0.000 6,839.32 0.000 6,839.33 0.000 6,839.34 0.000 6,839.35 0.000 6,839.36 0.000 6,839.37 0.000 6,839.38 0.000 6,839.39 0.000 6,839.40 0.000 6,839.41 0.000 6,839.42 0.000 6,839.43 0.000 6,839.44 0.000 6,839.45 0.000 6,839.46 0.000 6,839.47 0.000 6,839.48 0.000 6,839.49 0.000 6,839.50 0.000 6,839.51 0.000 6,839.52 0.000 6,839.53 0.000 Elevation (feet) Storage (acre-feet) 6,839.54 0.000 6,839.55 0.000 6,839.56 0.000 6,839.57 0.000 6,839.58 0.000 6,839.59 0.000 6,839.60 0.000 6,839.61 0.000 6,839.62 0.000 6,839.63 0.000 6,839.64 0.000 6,839.65 0.000 6,839.66 0.000 6,839.67 0.000 6,839.68 0.000 6,839.69 0.000 6,839.70 0.000 6,839.71 0.000 6,839.72 0.000 6,839.73 0.000 6,839.74 0.000 6,839.75 0.000 6,839.76 0.000 6,839.77 0.000 6,839.78 0.000 6,839.79 0.000 6,839.80 0.000 6,839.81 0.000 6,839.82 0.000 6,839.83 0.000 6,839.84 0.000 6,839.85 0.000 6,839.86 0.000 6,839.87 0.000 6,839.88 0.000 6,839.89 0.000 6,839.90 0.000 6,839.91 0.000 6,839.92 0.000 6,839.93 0.000 6,839.94 0.000 6,839.95 0.000 6,839.96 0.000 6,839.97 0.000 6,839.98 0.000 6,839.99 0.000 6,840.00 0.000 6,840.01 0.000 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 46HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 55P: POST-CULVERT-01B-1 [57] Hint: Peaked at 6,848.14' (Flood elevation advised) Inflow Area = 3.410 ac, 27.24% Impervious, Inflow Depth = 0.73" for 25-YR event Inflow = 3.28 cfs @ 12.06 hrs, Volume= 0.209 af Outflow = 3.28 cfs @ 12.06 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Primary = 3.28 cfs @ 12.06 hrs, Volume= 0.209 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,848.14' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 6,847.28'18.0" Round Culvert L= 39.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6,847.28' / 6,846.49' S= 0.0199 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=3.25 cfs @ 12.06 hrs HW=6,848.13' TW=6,846.71' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.25 cfs @ 3.14 fps) Pond 55P: POST-CULVERT-01B-1 Inflow Primary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Inflow Area=3.410 ac Peak Elev=6,848.14' 18.0" Round Culvert n=0.012 L=39.7' S=0.0199 '/' 3.28 cfs3.28 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 47HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 55P: POST-CULVERT-01B-1 Primary Stage-Discharge Discharge (cfs) 76543210Elevation (feet)6,848 Culvert Pond 55P: POST-CULVERT-01B-1 Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,848 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 48HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 55P: POST-CULVERT-01B-1 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 6,847.28 0.00 5.30 0.00 6,847.28 0.00 5.60 0.00 6,847.28 0.00 5.90 0.00 6,847.28 0.00 6.20 0.00 6,847.28 0.00 6.50 0.00 6,847.28 0.00 6.80 0.00 6,847.28 0.00 7.10 0.00 6,847.28 0.00 7.40 0.00 6,847.28 0.00 7.70 0.00 6,847.28 0.00 8.00 0.00 6,847.28 0.00 8.30 0.00 6,847.28 0.00 8.60 0.00 6,847.28 0.00 8.90 0.00 6,847.28 0.00 9.20 0.00 6,847.28 0.00 9.50 0.00 6,847.28 0.00 9.80 0.00 6,847.28 0.00 10.10 0.00 6,847.28 0.00 10.40 0.01 6,847.31 0.01 10.70 0.02 6,847.33 0.02 11.00 0.03 6,847.36 0.03 11.30 0.06 6,847.38 0.06 11.60 0.12 6,847.43 0.12 11.90 1.28 6,847.79 1.28 12.20 1.77 6,847.89 1.77 12.50 0.57 6,847.61 0.57 12.80 0.34 6,847.54 0.34 13.10 0.28 6,847.51 0.28 13.40 0.24 6,847.49 0.24 13.70 0.20 6,847.48 0.20 14.00 0.18 6,847.46 0.18 14.30 0.16 6,847.45 0.16 14.60 0.15 6,847.45 0.15 14.90 0.14 6,847.44 0.14 15.20 0.13 6,847.44 0.13 15.50 0.13 6,847.43 0.13 15.80 0.12 6,847.43 0.12 16.10 0.11 6,847.42 0.11 16.40 0.10 6,847.42 0.10 16.70 0.10 6,847.42 0.10 17.00 0.10 6,847.41 0.10 17.30 0.09 6,847.41 0.09 17.60 0.09 6,847.41 0.09 17.90 0.09 6,847.41 0.09 18.20 0.08 6,847.40 0.08 18.50 0.08 6,847.40 0.08 18.80 0.08 6,847.40 0.08 19.10 0.07 6,847.40 0.07 19.40 0.07 6,847.39 0.07 19.70 0.07 6,847.39 0.07 20.00 0.06 6,847.39 0.06 20.30 0.06 6,847.39 0.06 20.60 0.06 6,847.39 0.06 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 20.90 0.06 6,847.39 0.06 21.20 0.06 6,847.39 0.06 21.50 0.06 6,847.38 0.06 21.80 0.06 6,847.38 0.06 22.10 0.06 6,847.38 0.06 22.40 0.06 6,847.38 0.06 22.70 0.06 6,847.38 0.06 23.00 0.06 6,847.38 0.06 23.30 0.06 6,847.38 0.06 23.60 0.06 6,847.38 0.06 23.90 0.05 6,847.38 0.05 24.20 0.02 6,847.35 0.02 24.50 0.00 6,847.29 0.00 24.80 0.00 6,847.28 0.00 25.10 0.00 6,847.28 0.00 25.40 0.00 6,847.28 0.00 25.70 0.00 6,847.28 0.00 26.00 0.00 6,847.28 0.00 26.30 0.00 6,847.28 0.00 26.60 0.00 6,847.28 0.00 26.90 0.00 6,847.28 0.00 27.20 0.00 6,847.28 0.00 27.50 0.00 6,847.28 0.00 27.80 0.00 6,847.28 0.00 28.10 0.00 6,847.28 0.00 28.40 0.00 6,847.28 0.00 28.70 0.00 6,847.28 0.00 29.00 0.00 6,847.28 0.00 29.30 0.00 6,847.28 0.00 29.60 0.00 6,847.28 0.00 29.90 0.00 6,847.28 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 49HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 55P: POST-CULVERT-01B-1 Elevation (feet) Primary (cfs) 6,847.28 0.00 6,847.29 0.00 6,847.30 0.00 6,847.31 0.00 6,847.32 0.01 6,847.33 0.01 6,847.34 0.02 6,847.35 0.03 6,847.36 0.04 6,847.37 0.04 6,847.38 0.05 6,847.39 0.07 6,847.40 0.08 6,847.41 0.09 6,847.42 0.11 6,847.43 0.12 6,847.44 0.14 6,847.45 0.16 6,847.46 0.17 6,847.47 0.19 6,847.48 0.21 6,847.49 0.23 6,847.50 0.26 6,847.51 0.28 6,847.52 0.30 6,847.53 0.33 6,847.54 0.36 6,847.55 0.38 6,847.56 0.41 6,847.57 0.44 6,847.58 0.47 6,847.59 0.50 6,847.60 0.53 6,847.61 0.56 6,847.62 0.60 6,847.63 0.63 6,847.64 0.67 6,847.65 0.70 6,847.66 0.74 6,847.67 0.78 6,847.68 0.81 6,847.69 0.85 6,847.70 0.89 6,847.71 0.93 6,847.72 0.98 6,847.73 1.02 6,847.74 1.06 6,847.75 1.11 6,847.76 1.15 6,847.77 1.20 6,847.78 1.24 6,847.79 1.29 6,847.80 1.34 Elevation (feet) Primary (cfs) 6,847.81 1.38 6,847.82 1.43 6,847.83 1.48 6,847.84 1.53 6,847.85 1.58 6,847.86 1.64 6,847.87 1.69 6,847.88 1.74 6,847.89 1.79 6,847.90 1.85 6,847.91 1.90 6,847.92 1.96 6,847.93 2.01 6,847.94 2.07 6,847.95 2.13 6,847.96 2.19 6,847.97 2.24 6,847.98 2.30 6,847.99 2.36 6,848.00 2.42 6,848.01 2.48 6,848.02 2.54 6,848.03 2.61 6,848.04 2.67 6,848.05 2.73 6,848.06 2.79 6,848.07 2.86 6,848.08 2.92 6,848.09 2.98 6,848.10 3.05 6,848.11 3.11 6,848.12 3.18 6,848.13 3.24 6,848.14 3.31 6,848.15 3.38 6,848.16 3.44 6,848.17 3.51 6,848.18 3.58 6,848.19 3.64 6,848.20 3.71 6,848.21 3.78 6,848.22 3.85 6,848.23 3.92 6,848.24 3.98 6,848.25 4.05 6,848.26 4.12 6,848.27 4.19 6,848.28 4.26 6,848.29 4.33 6,848.30 4.40 6,848.31 4.47 6,848.32 4.54 6,848.33 4.61 Elevation (feet) Primary (cfs) 6,848.34 4.68 6,848.35 4.75 6,848.36 4.82 6,848.37 4.89 6,848.38 4.96 6,848.39 5.03 6,848.40 5.10 6,848.41 5.17 6,848.42 5.24 6,848.43 5.31 6,848.44 5.38 6,848.45 5.45 6,848.46 5.52 6,848.47 5.58 6,848.48 5.65 6,848.49 5.72 6,848.50 5.79 6,848.51 5.86 6,848.52 5.92 6,848.53 5.99 6,848.54 6.06 6,848.55 6.12 6,848.56 6.19 6,848.57 6.25 6,848.58 6.32 6,848.59 6.38 6,848.60 6.44 6,848.61 6.50 6,848.62 6.57 6,848.63 6.63 6,848.64 6.69 6,848.65 6.75 6,848.66 6.80 6,848.67 6.86 6,848.68 6.92 6,848.69 6.97 6,848.70 7.02 6,848.71 7.07 6,848.72 7.12 6,848.73 7.17 6,848.74 7.22 6,848.75 7.26 6,848.76 7.30 6,848.77 7.34 6,848.78 7.37 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 50HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 55P: POST-CULVERT-01B-1 Elevation (feet) Storage (acre-feet) 6,847.28 0.000 6,847.29 0.000 6,847.30 0.000 6,847.31 0.000 6,847.32 0.000 6,847.33 0.000 6,847.34 0.000 6,847.35 0.000 6,847.36 0.000 6,847.37 0.000 6,847.38 0.000 6,847.39 0.000 6,847.40 0.000 6,847.41 0.000 6,847.42 0.000 6,847.43 0.000 6,847.44 0.000 6,847.45 0.000 6,847.46 0.000 6,847.47 0.000 6,847.48 0.000 6,847.49 0.000 6,847.50 0.000 6,847.51 0.000 6,847.52 0.000 6,847.53 0.000 6,847.54 0.000 6,847.55 0.000 6,847.56 0.000 6,847.57 0.000 6,847.58 0.000 6,847.59 0.000 6,847.60 0.000 6,847.61 0.000 6,847.62 0.000 6,847.63 0.000 6,847.64 0.000 6,847.65 0.000 6,847.66 0.000 6,847.67 0.000 6,847.68 0.000 6,847.69 0.000 6,847.70 0.000 6,847.71 0.000 6,847.72 0.000 6,847.73 0.000 6,847.74 0.000 6,847.75 0.000 6,847.76 0.000 6,847.77 0.000 6,847.78 0.000 6,847.79 0.000 6,847.80 0.000 Elevation (feet) Storage (acre-feet) 6,847.81 0.000 6,847.82 0.000 6,847.83 0.000 6,847.84 0.000 6,847.85 0.000 6,847.86 0.000 6,847.87 0.000 6,847.88 0.000 6,847.89 0.000 6,847.90 0.000 6,847.91 0.000 6,847.92 0.000 6,847.93 0.000 6,847.94 0.000 6,847.95 0.000 6,847.96 0.000 6,847.97 0.000 6,847.98 0.000 6,847.99 0.000 6,848.00 0.000 6,848.01 0.000 6,848.02 0.000 6,848.03 0.000 6,848.04 0.000 6,848.05 0.000 6,848.06 0.000 6,848.07 0.000 6,848.08 0.000 6,848.09 0.000 6,848.10 0.000 6,848.11 0.000 6,848.12 0.000 6,848.13 0.000 6,848.14 0.000 6,848.15 0.000 6,848.16 0.000 6,848.17 0.000 6,848.18 0.000 6,848.19 0.000 6,848.20 0.000 6,848.21 0.000 6,848.22 0.000 6,848.23 0.000 6,848.24 0.000 6,848.25 0.000 6,848.26 0.000 6,848.27 0.000 6,848.28 0.000 6,848.29 0.000 6,848.30 0.000 6,848.31 0.000 6,848.32 0.000 6,848.33 0.000 Elevation (feet) Storage (acre-feet) 6,848.34 0.000 6,848.35 0.000 6,848.36 0.000 6,848.37 0.000 6,848.38 0.000 6,848.39 0.000 6,848.40 0.000 6,848.41 0.000 6,848.42 0.000 6,848.43 0.000 6,848.44 0.000 6,848.45 0.000 6,848.46 0.000 6,848.47 0.000 6,848.48 0.000 6,848.49 0.000 6,848.50 0.000 6,848.51 0.000 6,848.52 0.000 6,848.53 0.000 6,848.54 0.000 6,848.55 0.000 6,848.56 0.000 6,848.57 0.000 6,848.58 0.000 6,848.59 0.000 6,848.60 0.000 6,848.61 0.000 6,848.62 0.000 6,848.63 0.000 6,848.64 0.000 6,848.65 0.000 6,848.66 0.000 6,848.67 0.000 6,848.68 0.000 6,848.69 0.000 6,848.70 0.000 6,848.71 0.000 6,848.72 0.000 6,848.73 0.000 6,848.74 0.000 6,848.75 0.000 6,848.76 0.000 6,848.77 0.000 6,848.78 0.000 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 51HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 58R: POST-CULVERT-01B-4 [57] Hint: Peaked at 6,822.93' (Flood elevation advised) [62] Hint: Exceeded Reach 57R OUTLET depth by 0.83' @ 12.08 hrs Inflow Area = 8.507 ac, 30.05% Impervious, Inflow Depth = 0.79" for 25-YR event Inflow = 8.05 cfs @ 12.08 hrs, Volume= 0.558 af Outflow = 8.05 cfs @ 12.08 hrs, Volume= 0.558 af, Atten= 0%, Lag= 0.0 min Primary = 8.05 cfs @ 12.08 hrs, Volume= 0.558 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,822.93' @ 12.08 hrs Device Routing Invert Outlet Devices #1 Primary 6,821.66'24.0" Round Culvert L= 42.5' Ke= 0.500 Inlet / Outlet Invert= 6,821.66' / 6,820.46' S= 0.0282 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=8.04 cfs @ 12.08 hrs HW=6,822.93' TW=6,820.62' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.04 cfs @ 3.83 fps) Pond 58R: POST-CULVERT-01B-4 Inflow Primary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=8.507 ac Peak Elev=6,822.93' 24.0" Round Culvert n=0.012 L=42.5' S=0.0282 '/' 8.05 cfs8.05 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 52HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 58R: POST-CULVERT-01B-4 Primary Stage-Discharge Discharge (cfs) 1514131211109876543210Elevation (feet)6,823 6,822 Culvert Pond 58R: POST-CULVERT-01B-4 Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,823 6,822 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 53HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 58R: POST-CULVERT-01B-4 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 6,821.66 0.00 5.30 0.00 6,821.66 0.00 5.60 0.00 6,821.66 0.00 5.90 0.00 6,821.66 0.00 6.20 0.00 6,821.66 0.00 6.50 0.00 6,821.66 0.00 6.80 0.00 6,821.66 0.00 7.10 0.00 6,821.66 0.00 7.40 0.00 6,821.66 0.00 7.70 0.00 6,821.66 0.00 8.00 0.00 6,821.66 0.00 8.30 0.00 6,821.66 0.00 8.60 0.00 6,821.66 0.00 8.90 0.00 6,821.66 0.00 9.20 0.00 6,821.67 0.00 9.50 0.00 6,821.68 0.00 9.80 0.01 6,821.69 0.01 10.10 0.01 6,821.70 0.01 10.40 0.03 6,821.73 0.03 10.70 0.06 6,821.76 0.06 11.00 0.10 6,821.79 0.10 11.30 0.18 6,821.83 0.18 11.60 0.33 6,821.89 0.33 11.90 2.98 6,822.39 2.98 12.20 5.37 6,822.66 5.37 12.50 1.72 6,822.20 1.72 12.80 0.97 6,822.06 0.97 13.10 0.75 6,822.01 0.75 13.40 0.63 6,821.98 0.63 13.70 0.54 6,821.96 0.54 14.00 0.48 6,821.94 0.48 14.30 0.42 6,821.92 0.42 14.60 0.40 6,821.91 0.40 14.90 0.38 6,821.91 0.38 15.20 0.35 6,821.90 0.35 15.50 0.33 6,821.89 0.33 15.80 0.31 6,821.88 0.31 16.10 0.29 6,821.87 0.29 16.40 0.27 6,821.87 0.27 16.70 0.26 6,821.87 0.26 17.00 0.25 6,821.86 0.25 17.30 0.25 6,821.86 0.25 17.60 0.24 6,821.86 0.24 17.90 0.23 6,821.85 0.23 18.20 0.22 6,821.85 0.22 18.50 0.21 6,821.84 0.21 18.80 0.20 6,821.84 0.20 19.10 0.20 6,821.84 0.20 19.40 0.19 6,821.83 0.19 19.70 0.18 6,821.83 0.18 20.00 0.17 6,821.82 0.17 20.30 0.16 6,821.82 0.16 20.60 0.16 6,821.82 0.16 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 20.90 0.16 6,821.82 0.16 21.20 0.16 6,821.82 0.16 21.50 0.15 6,821.82 0.15 21.80 0.15 6,821.82 0.15 22.10 0.15 6,821.82 0.15 22.40 0.15 6,821.81 0.15 22.70 0.15 6,821.81 0.15 23.00 0.15 6,821.81 0.15 23.30 0.15 6,821.81 0.15 23.60 0.14 6,821.81 0.14 23.90 0.14 6,821.81 0.14 24.20 0.08 6,821.78 0.08 24.50 0.01 6,821.70 0.01 24.80 0.00 6,821.67 0.00 25.10 0.00 6,821.66 0.00 25.40 0.00 6,821.66 0.00 25.70 0.00 6,821.66 0.00 26.00 0.00 6,821.66 0.00 26.30 0.00 6,821.66 0.00 26.60 0.00 6,821.66 0.00 26.90 0.00 6,821.66 0.00 27.20 0.00 6,821.66 0.00 27.50 0.00 6,821.66 0.00 27.80 0.00 6,821.66 0.00 28.10 0.00 6,821.66 0.00 28.40 0.00 6,821.66 0.00 28.70 0.00 6,821.66 0.00 29.00 0.00 6,821.66 0.00 29.30 0.00 6,821.66 0.00 29.60 0.00 6,821.66 0.00 29.90 0.00 6,821.66 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 54HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 58R: POST-CULVERT-01B-4 Elevation (feet) Primary (cfs) 6,821.66 0.00 6,821.67 0.00 6,821.68 0.00 6,821.69 0.01 6,821.70 0.01 6,821.71 0.02 6,821.72 0.02 6,821.73 0.03 6,821.74 0.04 6,821.75 0.05 6,821.76 0.06 6,821.77 0.08 6,821.78 0.09 6,821.79 0.11 6,821.80 0.12 6,821.81 0.14 6,821.82 0.16 6,821.83 0.18 6,821.84 0.20 6,821.85 0.23 6,821.86 0.25 6,821.87 0.27 6,821.88 0.30 6,821.89 0.33 6,821.90 0.36 6,821.91 0.39 6,821.92 0.42 6,821.93 0.45 6,821.94 0.48 6,821.95 0.52 6,821.96 0.55 6,821.97 0.59 6,821.98 0.62 6,821.99 0.66 6,822.00 0.70 6,822.01 0.74 6,822.02 0.79 6,822.03 0.83 6,822.04 0.87 6,822.05 0.92 6,822.06 0.96 6,822.07 1.01 6,822.08 1.06 6,822.09 1.11 6,822.10 1.16 6,822.11 1.21 6,822.12 1.26 6,822.13 1.31 6,822.14 1.37 6,822.15 1.42 6,822.16 1.48 6,822.17 1.54 6,822.18 1.59 Elevation (feet) Primary (cfs) 6,822.19 1.65 6,822.20 1.71 6,822.21 1.77 6,822.22 1.83 6,822.23 1.90 6,822.24 1.96 6,822.25 2.03 6,822.26 2.09 6,822.27 2.16 6,822.28 2.22 6,822.29 2.29 6,822.30 2.36 6,822.31 2.43 6,822.32 2.50 6,822.33 2.57 6,822.34 2.64 6,822.35 2.72 6,822.36 2.79 6,822.37 2.87 6,822.38 2.94 6,822.39 3.02 6,822.40 3.09 6,822.41 3.17 6,822.42 3.25 6,822.43 3.33 6,822.44 3.41 6,822.45 3.49 6,822.46 3.57 6,822.47 3.66 6,822.48 3.74 6,822.49 3.82 6,822.50 3.91 6,822.51 3.99 6,822.52 4.08 6,822.53 4.17 6,822.54 4.25 6,822.55 4.34 6,822.56 4.43 6,822.57 4.52 6,822.58 4.61 6,822.59 4.70 6,822.60 4.79 6,822.61 4.88 6,822.62 4.97 6,822.63 5.07 6,822.64 5.16 6,822.65 5.25 6,822.66 5.35 6,822.67 5.44 6,822.68 5.54 6,822.69 5.64 6,822.70 5.73 6,822.71 5.83 Elevation (feet) Primary (cfs) 6,822.72 5.93 6,822.73 6.02 6,822.74 6.12 6,822.75 6.22 6,822.76 6.32 6,822.77 6.42 6,822.78 6.52 6,822.79 6.62 6,822.80 6.72 6,822.81 6.83 6,822.82 6.93 6,822.83 7.03 6,822.84 7.13 6,822.85 7.24 6,822.86 7.34 6,822.87 7.44 6,822.88 7.55 6,822.89 7.65 6,822.90 7.76 6,822.91 7.86 6,822.92 7.97 6,822.93 8.07 6,822.94 8.18 6,822.95 8.29 6,822.96 8.39 6,822.97 8.50 6,822.98 8.60 6,822.99 8.71 6,823.00 8.82 6,823.01 8.93 6,823.02 9.03 6,823.03 9.14 6,823.04 9.25 6,823.05 9.36 6,823.06 9.46 6,823.07 9.57 6,823.08 9.68 6,823.09 9.79 6,823.10 9.89 6,823.11 10.00 6,823.12 10.11 6,823.13 10.22 6,823.14 10.32 6,823.15 10.43 6,823.16 10.54 6,823.17 10.65 6,823.18 10.75 6,823.19 10.86 6,823.20 10.97 6,823.21 11.07 6,823.22 11.18 6,823.23 11.29 6,823.24 11.39 Elevation (feet) Primary (cfs) 6,823.25 11.50 6,823.26 11.60 6,823.27 11.71 6,823.28 11.81 6,823.29 11.92 6,823.30 12.02 6,823.31 12.12 6,823.32 12.23 6,823.33 12.33 6,823.34 12.43 6,823.35 12.53 6,823.36 12.63 6,823.37 12.73 6,823.38 12.83 6,823.39 12.93 6,823.40 13.03 6,823.41 13.13 6,823.42 13.23 6,823.43 13.32 6,823.44 13.42 6,823.45 13.51 6,823.46 13.60 6,823.47 13.70 6,823.48 13.79 6,823.49 13.88 6,823.50 13.97 6,823.51 14.05 6,823.52 14.14 6,823.53 14.22 6,823.54 14.31 6,823.55 14.39 6,823.56 14.47 6,823.57 14.55 6,823.58 14.62 6,823.59 14.70 6,823.60 14.77 6,823.61 14.84 6,823.62 14.90 6,823.63 14.97 6,823.64 15.03 6,823.65 15.08 6,823.66 15.13 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 55HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 58R: POST-CULVERT-01B-4 Elevation (feet) Storage (acre-feet) 6,821.66 0.000 6,821.68 0.000 6,821.70 0.000 6,821.72 0.000 6,821.74 0.000 6,821.76 0.000 6,821.78 0.000 6,821.80 0.000 6,821.82 0.000 6,821.84 0.000 6,821.86 0.000 6,821.88 0.000 6,821.90 0.000 6,821.92 0.000 6,821.94 0.000 6,821.96 0.000 6,821.98 0.000 6,822.00 0.000 6,822.02 0.000 6,822.04 0.000 6,822.06 0.000 6,822.08 0.000 6,822.10 0.000 6,822.12 0.000 6,822.14 0.000 6,822.16 0.000 6,822.18 0.000 6,822.20 0.000 6,822.22 0.000 6,822.24 0.000 6,822.26 0.000 6,822.28 0.000 6,822.30 0.000 6,822.32 0.000 6,822.34 0.000 6,822.36 0.000 6,822.38 0.000 6,822.40 0.000 6,822.42 0.000 6,822.44 0.000 6,822.46 0.000 6,822.48 0.000 6,822.50 0.000 6,822.52 0.000 6,822.54 0.000 6,822.56 0.000 6,822.58 0.000 6,822.60 0.000 6,822.62 0.000 6,822.64 0.000 6,822.66 0.000 6,822.68 0.000 6,822.70 0.000 Elevation (feet) Storage (acre-feet) 6,822.72 0.000 6,822.74 0.000 6,822.76 0.000 6,822.78 0.000 6,822.80 0.000 6,822.82 0.000 6,822.84 0.000 6,822.86 0.000 6,822.88 0.000 6,822.90 0.000 6,822.92 0.000 6,822.94 0.000 6,822.96 0.000 6,822.98 0.000 6,823.00 0.000 6,823.02 0.000 6,823.04 0.000 6,823.06 0.000 6,823.08 0.000 6,823.10 0.000 6,823.12 0.000 6,823.14 0.000 6,823.16 0.000 6,823.18 0.000 6,823.20 0.000 6,823.22 0.000 6,823.24 0.000 6,823.26 0.000 6,823.28 0.000 6,823.30 0.000 6,823.32 0.000 6,823.34 0.000 6,823.36 0.000 6,823.38 0.000 6,823.40 0.000 6,823.42 0.000 6,823.44 0.000 6,823.46 0.000 6,823.48 0.000 6,823.50 0.000 6,823.52 0.000 6,823.54 0.000 6,823.56 0.000 6,823.58 0.000 6,823.60 0.000 6,823.62 0.000 6,823.64 0.000 6,823.66 0.000 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 56HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 59P: Detention Basin Inflow Area = 9.433 ac, 27.85% Impervious, Inflow Depth = 0.74" for 25-YR event Inflow = 8.09 cfs @ 12.08 hrs, Volume= 0.582 af Outflow = 1.78 cfs @ 12.52 hrs, Volume= 0.566 af, Atten= 78%, Lag= 26.6 min Primary = 1.78 cfs @ 12.52 hrs, Volume= 0.566 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,805.68' @ 12.52 hrs Surf.Area= 3,766 sf Storage= 8,743 cf Plug-Flow detention time= 73.4 min calculated for 0.566 af (97% of inflow) Center-of-Mass det. time= 57.8 min ( 918.7 - 860.9 ) Volume Invert Avail.Storage Storage Description #1 6,802.25' 30,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 6,802.25 2 0 0 6,802.50 939 118 118 6,802.75 1,956 362 480 6,803.00 2,090 506 985 6,803.25 2,228 540 1,525 6,803.50 2,370 575 2,100 6,803.75 2,515 611 2,710 6,804.00 2,664 647 3,358 6,804.25 2,817 685 4,043 6,804.50 2,973 724 4,767 6,804.75 3,134 763 5,530 6,805.00 3,298 804 6,334 6,805.25 3,466 846 7,180 6,805.50 3,638 888 8,068 6,805.75 3,814 932 8,999 6,806.00 3,993 976 9,975 6,806.25 4,193 1,023 10,998 6,806.50 4,434 1,078 12,077 6,806.75 4,717 1,144 13,220 6,807.00 5,111 1,229 14,449 6,807.25 5,870 1,373 15,822 6,807.50 6,508 1,547 17,369 6,807.75 7,087 1,699 19,068 6,808.00 8,022 1,889 20,957 6,808.25 9,070 2,137 23,093 6,808.50 10,045 2,389 25,483 6,808.75 10,818 2,608 28,091 6,809.00 11,362 2,773 30,863 Device Routing Invert Outlet Devices #1 Primary 6,802.83'6.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 6,807.46'12.0" Round Culvert L= 14.6' CPP, projecting, no headwall, Ke= 0.900 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 57HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 6,807.46' / 6,807.09' S= 0.0253 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.78 cfs @ 12.52 hrs HW=6,805.68' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.78 cfs @ 7.74 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=6,802.25' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Pond 59P: Detention Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=9.433 ac Peak Elev=6,805.68' Storage=8,743 cf 8.09 cfs 1.78 cfs1.78 cfs 0.00 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 58HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 59P: Detention Basin Total Primary Secondary Stage-Discharge Discharge (cfs) 543210Elevation (feet)6,809 6,808 6,807 6,806 6,805 6,804 6,803 Orifice/Grate Culvert Pond 59P: Detention Basin Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Elevation (feet)6,809 6,808 6,807 6,806 6,805 6,804 6,803 Custom Stage Data Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 59HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 59P: Detention Basin Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0 6,802.25 0.00 0.00 0.00 5.60 0.00 0 6,802.25 0.00 0.00 0.00 6.20 0.00 0 6,802.25 0.00 0.00 0.00 6.80 0.00 0 6,802.25 0.00 0.00 0.00 7.40 0.00 0 6,802.25 0.00 0.00 0.00 8.00 0.00 0 6,802.25 0.00 0.00 0.00 8.60 0.00 0 6,802.25 0.00 0.00 0.00 9.20 0.00 0 6,802.27 0.00 0.00 0.00 9.80 0.01 6 6,802.31 0.00 0.00 0.00 10.40 0.03 36 6,802.39 0.00 0.00 0.00 11.00 0.10 164 6,802.54 0.00 0.00 0.00 11.60 0.33 568 6,802.79 0.00 0.00 0.00 12.20 5.53 7,210 6,805.26 1.63 1.63 0.00 12.80 1.07 8,336 6,805.57 1.74 1.74 0.00 13.40 0.68 6,559 6,805.07 1.56 1.56 0.00 14.00 0.51 4,725 6,804.49 1.31 1.31 0.00 14.60 0.42 3,198 6,803.94 1.02 1.02 0.00 15.20 0.38 2,180 6,803.53 0.73 0.73 0.00 15.80 0.33 1,631 6,803.30 0.49 0.49 0.00 16.40 0.29 1,411 6,803.20 0.35 0.35 0.00 17.00 0.27 1,333 6,803.16 0.29 0.29 0.00 17.60 0.25 1,296 6,803.15 0.27 0.27 0.00 18.20 0.23 1,267 6,803.13 0.25 0.25 0.00 18.80 0.22 1,239 6,803.12 0.23 0.23 0.00 19.40 0.20 1,211 6,803.11 0.21 0.21 0.00 20.00 0.18 1,182 6,803.09 0.19 0.19 0.00 20.60 0.17 1,156 6,803.08 0.18 0.18 0.00 21.20 0.17 1,143 6,803.07 0.17 0.17 0.00 21.80 0.16 1,136 6,803.07 0.17 0.17 0.00 22.40 0.16 1,130 6,803.07 0.16 0.16 0.00 23.00 0.16 1,124 6,803.07 0.16 0.16 0.00 23.60 0.15 1,118 6,803.06 0.16 0.16 0.00 24.20 0.10 1,103 6,803.06 0.15 0.15 0.00 24.80 0.00 935 6,802.98 0.07 0.07 0.00 25.40 0.00 840 6,802.93 0.03 0.03 0.00 26.00 0.00 789 6,802.90 0.02 0.02 0.00 26.60 0.00 758 6,802.89 0.01 0.01 0.00 27.20 0.00 737 6,802.88 0.01 0.01 0.00 27.80 0.00 722 6,802.87 0.01 0.01 0.00 28.40 0.00 712 6,802.87 0.00 0.00 0.00 29.00 0.00 703 6,802.86 0.00 0.00 0.00 29.60 0.00 696 6,802.86 0.00 0.00 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 60HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 59P: Detention Basin Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,802.25 0.00 0.00 0.00 6,802.35 0.00 0.00 0.00 6,802.45 0.00 0.00 0.00 6,802.55 0.00 0.00 0.00 6,802.65 0.00 0.00 0.00 6,802.75 0.00 0.00 0.00 6,802.85 0.00 0.00 0.00 6,802.95 0.04 0.04 0.00 6,803.05 0.14 0.14 0.00 6,803.15 0.27 0.27 0.00 6,803.25 0.42 0.42 0.00 6,803.35 0.56 0.56 0.00 6,803.45 0.66 0.66 0.00 6,803.55 0.74 0.74 0.00 6,803.65 0.82 0.82 0.00 6,803.75 0.89 0.89 0.00 6,803.85 0.96 0.96 0.00 6,803.95 1.02 1.02 0.00 6,804.05 1.08 1.08 0.00 6,804.15 1.14 1.14 0.00 6,804.25 1.19 1.19 0.00 6,804.35 1.24 1.24 0.00 6,804.45 1.29 1.29 0.00 6,804.55 1.34 1.34 0.00 6,804.65 1.38 1.38 0.00 6,804.75 1.42 1.42 0.00 6,804.85 1.47 1.47 0.00 6,804.95 1.51 1.51 0.00 6,805.05 1.55 1.55 0.00 6,805.15 1.59 1.59 0.00 6,805.25 1.63 1.63 0.00 6,805.35 1.66 1.66 0.00 6,805.45 1.70 1.70 0.00 6,805.55 1.74 1.74 0.00 6,805.65 1.77 1.77 0.00 6,805.75 1.81 1.81 0.00 6,805.85 1.84 1.84 0.00 6,805.95 1.87 1.87 0.00 6,806.05 1.91 1.91 0.00 6,806.15 1.94 1.94 0.00 6,806.25 1.97 1.97 0.00 6,806.35 2.00 2.00 0.00 6,806.45 2.03 2.03 0.00 6,806.55 2.06 2.06 0.00 6,806.65 2.09 2.09 0.00 6,806.75 2.12 2.12 0.00 6,806.85 2.15 2.15 0.00 6,806.95 2.18 2.18 0.00 6,807.05 2.20 2.20 0.00 6,807.15 2.23 2.23 0.00 6,807.25 2.26 2.26 0.00 6,807.35 2.29 2.29 0.00 6,807.45 2.31 2.31 0.00 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,807.55 2.37 2.34 0.03 6,807.65 2.49 2.37 0.12 6,807.75 2.67 2.39 0.27 6,807.85 2.89 2.42 0.48 6,807.95 3.16 2.44 0.72 6,808.05 3.46 2.47 1.00 6,808.15 3.78 2.49 1.29 6,808.25 4.11 2.52 1.59 6,808.35 4.41 2.54 1.87 6,808.45 4.66 2.57 2.10 6,808.55 4.88 2.59 2.29 6,808.65 5.09 2.61 2.48 6,808.75 5.29 2.64 2.65 6,808.85 5.48 2.66 2.82 6,808.95 5.65 2.68 2.97 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 61HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 59P: Detention Basin Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 6,802.25 2 0 6,802.35 377 19 6,802.45 752 75 6,802.55 1,142 170 6,802.65 1,549 304 6,802.75 1,956 480 6,802.85 2,010 678 6,802.95 2,063 881 6,803.05 2,118 1,090 6,803.15 2,173 1,305 6,803.25 2,228 1,525 6,803.35 2,285 1,751 6,803.45 2,342 1,982 6,803.55 2,399 2,219 6,803.65 2,457 2,462 6,803.75 2,515 2,710 6,803.85 2,575 2,965 6,803.95 2,634 3,225 6,804.05 2,695 3,492 6,804.15 2,756 3,764 6,804.25 2,817 4,043 6,804.35 2,879 4,328 6,804.45 2,942 4,619 6,804.55 3,005 4,916 6,804.65 3,070 5,220 6,804.75 3,134 5,530 6,804.85 3,200 5,847 6,804.95 3,265 6,170 6,805.05 3,332 6,500 6,805.15 3,399 6,836 6,805.25 3,466 7,180 6,805.35 3,535 7,530 6,805.45 3,604 7,886 6,805.55 3,673 8,250 6,805.65 3,744 8,621 6,805.75 3,814 8,999 6,805.85 3,886 9,384 6,805.95 3,957 9,776 6,806.05 4,033 10,176 6,806.15 4,113 10,583 6,806.25 4,193 10,998 6,806.35 4,289 11,422 6,806.45 4,386 11,856 6,806.55 4,491 12,300 6,806.65 4,604 12,754 6,806.75 4,717 13,220 6,806.85 4,875 13,700 6,806.95 5,032 14,195 6,807.05 5,263 14,708 6,807.15 5,566 15,250 6,807.25 5,870 15,822 6,807.35 6,125 16,421 6,807.45 6,380 17,047 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 6,807.55 6,624 17,697 6,807.65 6,855 18,371 6,807.75 7,087 19,068 6,807.85 7,461 19,796 6,807.95 7,835 20,560 6,808.05 8,232 21,363 6,808.15 8,651 22,207 6,808.25 9,070 23,093 6,808.35 9,460 24,020 6,808.45 9,850 24,985 6,808.55 10,200 25,989 6,808.65 10,509 27,024 6,808.75 10,818 28,091 6,808.85 11,036 29,183 6,808.95 11,253 30,298 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 62HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.123 ac 24.18% Impervious Runoff Depth=1.20"Subcatchment 51S: POST-AREA-01A Flow Length=565' Tc=20.0 min CN=80 Runoff=2.77 cfs 0.213 af Runoff Area=3.410 ac 27.24% Impervious Runoff Depth=1.15"Subcatchment 53S: POST-AREA-01B Flow Length=523' Tc=13.5 min CN=79 Runoff=5.21 cfs 0.326 af Runoff Area=1.036 ac 39.02% Impervious Runoff Depth=1.38"Subcatchment 54S: POST-AREA-01C Flow Length=512' Tc=13.6 min CN=83 Runoff=1.91 cfs 0.119 af Runoff Area=1.938 ac 36.64% Impervious Runoff Depth=1.26"Subcatchment 56S: PRE-AREA-01D Flow Length=440' Tc=14.4 min CN=81 Runoff=3.16 cfs 0.203 af Runoff Area=0.926 ac 7.67% Impervious Runoff Depth=0.58"Subcatchment 62S: POST-AREA-01E Flow Length=251' Tc=39.9 min CN=66 Runoff=0.32 cfs 0.045 af Avg. Flow Depth=0.40' Max Vel=13.75 fps Inflow=5.21 cfs 0.326 afReach 56R: POST-CULVERT-01B-2 18.0" Round Pipe n=0.012 L=139.1' S=0.0864 '/' Capacity=33.45 cfs Outflow=5.21 cfs 0.326 af Avg. Flow Depth=0.43' Max Vel=17.01 fps Inflow=7.12 cfs 0.445 afReach 57R: POST-CULVERT-01B-3 18.0" Round Pipe n=0.012 L=102.2' S=0.1224 '/' Capacity=39.81 cfs Outflow=7.12 cfs 0.445 af Avg. Flow Depth=0.50' Max Vel=4.06 fps Inflow=2.77 cfs 0.213 afReach 59R: POST-REACH-01B n=0.030 L=280.8' S=0.0467 '/' Capacity=17.78 cfs Outflow=2.76 cfs 0.213 af Avg. Flow Depth=0.20' Max Vel=5.38 fps Inflow=12.63 cfs 0.860 afReach 61R: POST-REACH-01B-4 n=0.030 L=56.7' S=0.2021 '/' Capacity=112.36 cfs Outflow=12.63 cfs 0.860 af Peak Elev=6,840.05' Inflow=2.77 cfs 0.213 afPond 52P: POST-CULVERT-01A 12.0" Round Culvert n=0.012 L=57.2' S=0.0257 '/' Outflow=2.77 cfs 0.213 af Peak Elev=6,848.42' Inflow=5.21 cfs 0.326 afPond 55P: POST-CULVERT-01B-1 18.0" Round Culvert n=0.012 L=39.7' S=0.0199 '/' Outflow=5.21 cfs 0.326 af Peak Elev=6,823.36' Inflow=12.63 cfs 0.860 afPond 58R: POST-CULVERT-01B-4 24.0" Round Culvert n=0.012 L=42.5' S=0.0282 '/' Outflow=12.63 cfs 0.860 af Peak Elev=6,807.13' Storage=15,138 cf Inflow=12.73 cfs 0.905 afPond 59P: Detention Basin Primary=2.23 cfs 0.889 af Secondary=0.00 cfs 0.000 af Outflow=2.23 cfs 0.889 af Total Runoff Area = 9.433 ac Runoff Volume = 0.905 af Average Runoff Depth = 1.15" 72.15% Pervious = 6.805 ac 27.85% Impervious = 2.628 ac Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 63HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 51S: POST-AREA-01A Runoff = 2.77 cfs @ 12.13 hrs, Volume= 0.213 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.091 71 Meadow, non-grazed, HSG C 0.749 83 1/4 acre lots, 38% imp, HSG C 1.198 77 2 acre lots, 12% imp, HSG C 0.085 98 Paved parking, HSG C 2.123 80 Weighted Average 1.610 75.82% Pervious Area 0.513 24.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 201 0.1289 0.18 Sheet Flow, Grass Meadows Grass: Dense n= 0.240 P2= 1.33" 1.1 151 0.1143 2.37 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 0.5 213 0.0597 7.36 22.08 Trap/Vee/Rect Channel Flow, New Roadside Ditch Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 20.0 565 Total Subcatchment 51S: POST-AREA-01A Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=2.123 ac Runoff Volume=0.213 af Runoff Depth=1.20" Flow Length=565' Tc=20.0 min CN=80 2.77 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 64HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 51S: POST-AREA-01A Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.01 9.80 0.49 0.00 0.01 10.10 0.52 0.01 0.02 10.40 0.56 0.01 0.03 10.70 0.60 0.02 0.04 11.00 0.66 0.03 0.06 11.30 0.73 0.04 0.09 11.60 0.86 0.08 0.15 11.90 1.60 0.40 0.88 12.20 1.96 0.62 2.50 12.50 2.07 0.68 0.81 12.80 2.13 0.73 0.40 13.10 2.19 0.76 0.29 13.40 2.23 0.79 0.24 13.70 2.27 0.82 0.20 14.00 2.30 0.84 0.18 14.30 2.33 0.86 0.16 14.60 2.36 0.88 0.14 14.90 2.39 0.90 0.14 15.20 2.41 0.92 0.13 15.50 2.44 0.93 0.12 15.80 2.46 0.95 0.11 16.10 2.48 0.96 0.10 16.40 2.50 0.97 0.10 16.70 2.52 0.99 0.09 17.00 2.53 1.00 0.09 17.30 2.55 1.01 0.09 17.60 2.57 1.02 0.08 17.90 2.58 1.04 0.08 18.20 2.60 1.05 0.08 18.50 2.61 1.06 0.08 18.80 2.63 1.07 0.07 19.10 2.64 1.08 0.07 19.40 2.65 1.09 0.07 19.70 2.66 1.09 0.06 20.00 2.68 1.10 0.06 20.30 2.69 1.11 0.06 20.60 2.70 1.12 0.06 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 1.13 0.06 21.20 2.72 1.13 0.06 21.50 2.73 1.14 0.05 21.80 2.74 1.15 0.05 22.10 2.75 1.16 0.05 22.40 2.76 1.16 0.05 22.70 2.77 1.17 0.05 23.00 2.78 1.18 0.05 23.30 2.79 1.19 0.05 23.60 2.80 1.19 0.05 23.90 2.81 1.20 0.05 24.20 2.81 1.20 0.04 24.50 2.81 1.20 0.00 24.80 2.81 1.20 0.00 25.10 2.81 1.20 0.00 25.40 2.81 1.20 0.00 25.70 2.81 1.20 0.00 26.00 2.81 1.20 0.00 26.30 2.81 1.20 0.00 26.60 2.81 1.20 0.00 26.90 2.81 1.20 0.00 27.20 2.81 1.20 0.00 27.50 2.81 1.20 0.00 27.80 2.81 1.20 0.00 28.10 2.81 1.20 0.00 28.40 2.81 1.20 0.00 28.70 2.81 1.20 0.00 29.00 2.81 1.20 0.00 29.30 2.81 1.20 0.00 29.60 2.81 1.20 0.00 29.90 2.81 1.20 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 65HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 53S: POST-AREA-01B Runoff = 5.21 cfs @ 12.06 hrs, Volume= 0.326 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 1.532 71 Meadow, non-grazed, HSG C 1.531 83 1/4 acre lots, 38% imp, HSG C 0.347 98 Paved parking, HSG C 3.410 79 Weighted Average 2.481 72.76% Pervious Area 0.929 27.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 75 0.0902 1.53 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 11.7 126 0.1558 0.18 Sheet Flow, Grass Meadows Grass: Dense n= 0.240 P2= 1.33" 0.4 68 0.1295 2.52 Shallow Concentrated Flow, Grass Meadow Short Grass Pasture Kv= 7.0 fps 0.6 254 0.0508 6.79 20.37 Trap/Vee/Rect Channel Flow, New Roadside Ditch Bot.W=0.00' D=1.00' Z= 3.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 13.5 523 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 66HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 53S: POST-AREA-01B Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=3.410 ac Runoff Volume=0.326 af Runoff Depth=1.15" Flow Length=523' Tc=13.5 min CN=79 5.21 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 67HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 53S: POST-AREA-01B Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.01 9.80 0.49 0.00 0.02 10.10 0.52 0.01 0.03 10.40 0.56 0.01 0.04 10.70 0.60 0.01 0.06 11.00 0.66 0.02 0.09 11.30 0.73 0.04 0.14 11.60 0.86 0.07 0.25 11.90 1.60 0.37 2.22 12.20 1.96 0.58 2.74 12.50 2.07 0.64 0.85 12.80 2.13 0.68 0.51 13.10 2.19 0.72 0.41 13.40 2.23 0.75 0.35 13.70 2.27 0.77 0.30 14.00 2.30 0.80 0.26 14.30 2.33 0.82 0.23 14.60 2.36 0.83 0.22 14.90 2.39 0.85 0.21 15.20 2.41 0.87 0.20 15.50 2.44 0.89 0.18 15.80 2.46 0.90 0.17 16.10 2.48 0.91 0.16 16.40 2.50 0.93 0.15 16.70 2.52 0.94 0.14 17.00 2.53 0.95 0.14 17.30 2.55 0.96 0.14 17.60 2.57 0.97 0.13 17.90 2.58 0.99 0.13 18.20 2.60 1.00 0.12 18.50 2.61 1.01 0.12 18.80 2.63 1.02 0.11 19.10 2.64 1.02 0.11 19.40 2.65 1.03 0.10 19.70 2.66 1.04 0.10 20.00 2.68 1.05 0.09 20.30 2.69 1.06 0.09 20.60 2.70 1.07 0.09 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 1.07 0.09 21.20 2.72 1.08 0.09 21.50 2.73 1.09 0.09 21.80 2.74 1.10 0.08 22.10 2.75 1.10 0.08 22.40 2.76 1.11 0.08 22.70 2.77 1.12 0.08 23.00 2.78 1.12 0.08 23.30 2.79 1.13 0.08 23.60 2.80 1.14 0.08 23.90 2.81 1.14 0.08 24.20 2.81 1.15 0.04 24.50 2.81 1.15 0.00 24.80 2.81 1.15 0.00 25.10 2.81 1.15 0.00 25.40 2.81 1.15 0.00 25.70 2.81 1.15 0.00 26.00 2.81 1.15 0.00 26.30 2.81 1.15 0.00 26.60 2.81 1.15 0.00 26.90 2.81 1.15 0.00 27.20 2.81 1.15 0.00 27.50 2.81 1.15 0.00 27.80 2.81 1.15 0.00 28.10 2.81 1.15 0.00 28.40 2.81 1.15 0.00 28.70 2.81 1.15 0.00 29.00 2.81 1.15 0.00 29.30 2.81 1.15 0.00 29.60 2.81 1.15 0.00 29.90 2.81 1.15 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 68HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 54S: POST-AREA-01C Runoff = 1.91 cfs @ 12.06 hrs, Volume= 0.119 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.777 83 1/4 acre lots, 38% imp, HSG C 0.150 71 Meadow, non-grazed, HSG C 0.109 98 Paved parking, HSG C 1.036 83 Weighted Average 0.632 60.98% Pervious Area 0.404 39.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 53 0.0813 1.37 Sheet Flow, Silver King Pavement Smooth surfaces n= 0.011 P2= 1.33" 12.2 155 0.0828 0.21 Sheet Flow, Developed Yards Grass: Short n= 0.150 P2= 1.33" 0.3 81 0.0948 4.62 Shallow Concentrated Flow, Developed Yards Grassed Waterway Kv= 15.0 fps 0.5 223 0.0500 8.03 22.09 Trap/Vee/Rect Channel Flow, New Stormwater Channel Bot.W=0.00' D=1.00' Z= 2.5 & 3.0 '/' Top.W=5.50' n= 0.025 Earth, clean & winding 13.6 512 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 69HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 54S: POST-AREA-01C Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=1.036 ac Runoff Volume=0.119 af Runoff Depth=1.38" Flow Length=512' Tc=13.6 min CN=83 1.91 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 70HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 54S: POST-AREA-01C Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.01 9.20 0.43 0.01 0.01 9.50 0.46 0.01 0.01 9.80 0.49 0.01 0.01 10.10 0.52 0.02 0.02 10.40 0.56 0.03 0.02 10.70 0.60 0.04 0.03 11.00 0.66 0.05 0.05 11.30 0.73 0.07 0.07 11.60 0.86 0.12 0.11 11.90 1.60 0.50 0.86 12.20 1.96 0.74 0.99 12.50 2.07 0.81 0.30 12.80 2.13 0.86 0.18 13.10 2.19 0.90 0.14 13.40 2.23 0.93 0.12 13.70 2.27 0.96 0.10 14.00 2.30 0.99 0.09 14.30 2.33 1.01 0.08 14.60 2.36 1.03 0.08 14.90 2.39 1.05 0.07 15.20 2.41 1.07 0.07 15.50 2.44 1.09 0.06 15.80 2.46 1.10 0.06 16.10 2.48 1.12 0.05 16.40 2.50 1.13 0.05 16.70 2.52 1.15 0.05 17.00 2.53 1.16 0.05 17.30 2.55 1.17 0.05 17.60 2.57 1.19 0.04 17.90 2.58 1.20 0.04 18.20 2.60 1.21 0.04 18.50 2.61 1.22 0.04 18.80 2.63 1.23 0.04 19.10 2.64 1.24 0.04 19.40 2.65 1.25 0.03 19.70 2.66 1.26 0.03 20.00 2.68 1.27 0.03 20.30 2.69 1.28 0.03 20.60 2.70 1.29 0.03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 1.30 0.03 21.20 2.72 1.30 0.03 21.50 2.73 1.31 0.03 21.80 2.74 1.32 0.03 22.10 2.75 1.33 0.03 22.40 2.76 1.34 0.03 22.70 2.77 1.34 0.03 23.00 2.78 1.35 0.03 23.30 2.79 1.36 0.03 23.60 2.80 1.37 0.03 23.90 2.81 1.37 0.03 24.20 2.81 1.38 0.01 24.50 2.81 1.38 0.00 24.80 2.81 1.38 0.00 25.10 2.81 1.38 0.00 25.40 2.81 1.38 0.00 25.70 2.81 1.38 0.00 26.00 2.81 1.38 0.00 26.30 2.81 1.38 0.00 26.60 2.81 1.38 0.00 26.90 2.81 1.38 0.00 27.20 2.81 1.38 0.00 27.50 2.81 1.38 0.00 27.80 2.81 1.38 0.00 28.10 2.81 1.38 0.00 28.40 2.81 1.38 0.00 28.70 2.81 1.38 0.00 29.00 2.81 1.38 0.00 29.30 2.81 1.38 0.00 29.60 2.81 1.38 0.00 29.90 2.81 1.38 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 71HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 56S: PRE-AREA-01D Runoff = 3.16 cfs @ 12.07 hrs, Volume= 0.203 af, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 1.203 83 1/4 acre lots, 38% imp, HSG C 0.302 71 Meadow, non-grazed, HSG C 0.180 57 Oak/aspen range, Fair, HSG C 0.253 98 Paved parking, HSG C 1.938 81 Weighted Average 1.228 63.36% Pervious Area 0.710 36.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 201 0.1042 0.24 Sheet Flow, Yards - Residential Landscaping Grass: Short n= 0.150 P2= 1.33" 0.1 24 0.2353 3.40 Shallow Concentrated Flow, Cut Slope to Roadside Ditch Short Grass Pasture Kv= 7.0 fps 0.6 215 0.0376 5.80 15.96 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=1.00' Z= 3.0 & 2.5 '/' Top.W=5.50' n= 0.030 Earth, grassed & winding 14.4 440 Total Subcatchment 56S: PRE-AREA-01D Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=1.938 ac Runoff Volume=0.203 af Runoff Depth=1.26" Flow Length=440' Tc=14.4 min CN=81 3.16 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 72HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 56S: PRE-AREA-01D Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.01 9.50 0.46 0.00 0.01 9.80 0.49 0.01 0.02 10.10 0.52 0.01 0.02 10.40 0.56 0.02 0.03 10.70 0.60 0.02 0.05 11.00 0.66 0.04 0.07 11.30 0.73 0.05 0.10 11.60 0.86 0.09 0.17 11.90 1.60 0.43 1.34 12.20 1.96 0.66 1.85 12.50 2.07 0.72 0.55 12.80 2.13 0.77 0.32 13.10 2.19 0.80 0.25 13.40 2.23 0.84 0.21 13.70 2.27 0.86 0.18 14.00 2.30 0.89 0.16 14.30 2.33 0.91 0.14 14.60 2.36 0.93 0.13 14.90 2.39 0.95 0.13 15.20 2.41 0.97 0.12 15.50 2.44 0.98 0.11 15.80 2.46 1.00 0.10 16.10 2.48 1.01 0.09 16.40 2.50 1.03 0.09 16.70 2.52 1.04 0.09 17.00 2.53 1.05 0.08 17.30 2.55 1.06 0.08 17.60 2.57 1.08 0.08 17.90 2.58 1.09 0.08 18.20 2.60 1.10 0.07 18.50 2.61 1.11 0.07 18.80 2.63 1.12 0.07 19.10 2.64 1.13 0.06 19.40 2.65 1.14 0.06 19.70 2.66 1.15 0.06 20.00 2.68 1.16 0.06 20.30 2.69 1.16 0.05 20.60 2.70 1.17 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 1.18 0.05 21.20 2.72 1.19 0.05 21.50 2.73 1.20 0.05 21.80 2.74 1.20 0.05 22.10 2.75 1.21 0.05 22.40 2.76 1.22 0.05 22.70 2.77 1.23 0.05 23.00 2.78 1.23 0.05 23.30 2.79 1.24 0.05 23.60 2.80 1.25 0.05 23.90 2.81 1.26 0.05 24.20 2.81 1.26 0.02 24.50 2.81 1.26 0.00 24.80 2.81 1.26 0.00 25.10 2.81 1.26 0.00 25.40 2.81 1.26 0.00 25.70 2.81 1.26 0.00 26.00 2.81 1.26 0.00 26.30 2.81 1.26 0.00 26.60 2.81 1.26 0.00 26.90 2.81 1.26 0.00 27.20 2.81 1.26 0.00 27.50 2.81 1.26 0.00 27.80 2.81 1.26 0.00 28.10 2.81 1.26 0.00 28.40 2.81 1.26 0.00 28.70 2.81 1.26 0.00 29.00 2.81 1.26 0.00 29.30 2.81 1.26 0.00 29.60 2.81 1.26 0.00 29.90 2.81 1.26 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 73HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 62S: POST-AREA-01E Runoff = 0.32 cfs @ 12.42 hrs, Volume= 0.045 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.363 71 Meadow, non-grazed, HSG C 0.492 57 Oak/aspen range, Fair, HSG C 0.071 98 Paved parking, HSG C 0.926 66 Weighted Average 0.855 92.33% Pervious Area 0.071 7.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 41 0.0647 1.19 Sheet Flow, New Road Pavement Smooth surfaces n= 0.011 P2= 1.33" 1.0 9 0.3380 0.14 Sheet Flow, New Road Fill Slope Grass: Dense n= 0.240 P2= 1.33" 37.3 150 0.1358 0.07 Sheet Flow, Oak Brush Woods: Dense underbrush n= 0.800 P2= 1.33" 1.0 51 0.0297 0.86 Shallow Concentrated Flow, Meadow Woodland Kv= 5.0 fps 39.9 251 Total Subcatchment 62S: POST-AREA-01E Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=0.926 ac Runoff Volume=0.045 af Runoff Depth=0.58" Flow Length=251' Tc=39.9 min CN=66 0.32 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 74HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 62S: POST-AREA-01E Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.00 11.30 0.73 0.00 0.00 11.60 0.86 0.00 0.00 11.90 1.60 0.11 0.01 12.20 1.96 0.22 0.21 12.50 2.07 0.26 0.30 12.80 2.13 0.28 0.18 13.10 2.19 0.30 0.11 13.40 2.23 0.32 0.08 13.70 2.27 0.34 0.06 14.00 2.30 0.35 0.05 14.30 2.33 0.36 0.05 14.60 2.36 0.38 0.04 14.90 2.39 0.39 0.04 15.20 2.41 0.40 0.04 15.50 2.44 0.41 0.03 15.80 2.46 0.42 0.03 16.10 2.48 0.42 0.03 16.40 2.50 0.43 0.03 16.70 2.52 0.44 0.03 17.00 2.53 0.45 0.03 17.30 2.55 0.46 0.02 17.60 2.57 0.46 0.02 17.90 2.58 0.47 0.02 18.20 2.60 0.48 0.02 18.50 2.61 0.48 0.02 18.80 2.63 0.49 0.02 19.10 2.64 0.50 0.02 19.40 2.65 0.50 0.02 19.70 2.66 0.51 0.02 20.00 2.68 0.51 0.02 20.30 2.69 0.52 0.02 20.60 2.70 0.52 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.53 0.02 21.20 2.72 0.53 0.02 21.50 2.73 0.54 0.02 21.80 2.74 0.54 0.02 22.10 2.75 0.55 0.02 22.40 2.76 0.55 0.02 22.70 2.77 0.56 0.01 23.00 2.78 0.56 0.01 23.30 2.79 0.57 0.01 23.60 2.80 0.57 0.01 23.90 2.81 0.58 0.01 24.20 2.81 0.58 0.01 24.50 2.81 0.58 0.01 24.80 2.81 0.58 0.00 25.10 2.81 0.58 0.00 25.40 2.81 0.58 0.00 25.70 2.81 0.58 0.00 26.00 2.81 0.58 0.00 26.30 2.81 0.58 0.00 26.60 2.81 0.58 0.00 26.90 2.81 0.58 0.00 27.20 2.81 0.58 0.00 27.50 2.81 0.58 0.00 27.80 2.81 0.58 0.00 28.10 2.81 0.58 0.00 28.40 2.81 0.58 0.00 28.70 2.81 0.58 0.00 29.00 2.81 0.58 0.00 29.30 2.81 0.58 0.00 29.60 2.81 0.58 0.00 29.90 2.81 0.58 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 75HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 56R: POST-CULVERT-01B-2 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 3.410 ac, 27.24% Impervious, Inflow Depth = 1.15" for 100-YR event Inflow = 5.21 cfs @ 12.06 hrs, Volume= 0.326 af Outflow = 5.21 cfs @ 12.06 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 13.75 fps, Min. Travel Time= 0.2 min Avg. Velocity = 4.67 fps, Avg. Travel Time= 0.5 min Peak Storage= 53 cf @ 12.06 hrs Average Depth at Peak Storage= 0.40' , Surface Width= 1.33' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 33.45 cfs 18.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 139.1' Slope= 0.0864 '/' Inlet Invert= 6,846.39', Outlet Invert= 6,834.37' Reach 56R: POST-CULVERT-01B-2 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)5 4 3 2 1 0 Inflow Area=3.410 ac Avg. Flow Depth=0.40' Max Vel=13.75 fps 18.0" Round Pipe n=0.012 L=139.1' S=0.0864 '/' Capacity=33.45 cfs 5.21 cfs5.21 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 76HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 56R: POST-CULVERT-01B-2 Primary Stage-Discharge Discharge (cfs) 35302520151050Depth (feet)1 0 Reach 56R: POST-CULVERT-01B-2 Storage Stage-Storage Storage (cubic-feet) 240220200180160140120100806040200Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 77HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 56R: POST-CULVERT-01B-2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,846.39 0.00 5.60 0.00 0 6,846.39 0.00 6.20 0.00 0 6,846.39 0.00 6.80 0.00 0 6,846.39 0.00 7.40 0.00 0 6,846.39 0.00 8.00 0.00 0 6,846.39 0.00 8.60 0.00 0 6,846.39 0.00 9.20 0.00 0 6,846.40 0.00 9.80 0.02 1 6,846.41 0.02 10.40 0.04 2 6,846.43 0.04 11.00 0.09 3 6,846.45 0.09 11.60 0.25 6 6,846.48 0.25 12.20 2.74 34 6,846.68 2.79 12.80 0.51 10 6,846.52 0.51 13.40 0.35 8 6,846.50 0.35 14.00 0.26 6 6,846.48 0.26 14.60 0.22 6 6,846.48 0.22 15.20 0.20 5 6,846.47 0.20 15.80 0.17 5 6,846.47 0.17 16.40 0.15 4 6,846.46 0.15 17.00 0.14 4 6,846.46 0.14 17.60 0.13 4 6,846.46 0.13 18.20 0.12 4 6,846.46 0.12 18.80 0.11 4 6,846.45 0.11 19.40 0.10 3 6,846.45 0.10 20.00 0.09 3 6,846.45 0.09 20.60 0.09 3 6,846.45 0.09 21.20 0.09 3 6,846.45 0.09 21.80 0.08 3 6,846.45 0.08 22.40 0.08 3 6,846.44 0.08 23.00 0.08 3 6,846.44 0.08 23.60 0.08 3 6,846.44 0.08 24.20 0.04 2 6,846.43 0.04 24.80 0.00 0 6,846.39 0.00 25.40 0.00 0 6,846.39 0.00 26.00 0.00 0 6,846.39 0.00 26.60 0.00 0 6,846.39 0.00 27.20 0.00 0 6,846.39 0.00 27.80 0.00 0 6,846.39 0.00 28.40 0.00 0 6,846.39 0.00 29.00 0.00 0 6,846.39 0.00 29.60 0.00 0 6,846.39 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 78HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 56R: POST-CULVERT-01B-2 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,846.39 0.00 0.00 6,846.40 1.12 0.00 6,846.41 2.01 0.01 6,846.42 2.67 0.02 6,846.43 3.21 0.04 6,846.44 3.72 0.07 6,846.45 4.20 0.10 6,846.46 4.64 0.14 6,846.47 5.07 0.19 6,846.48 5.47 0.24 6,846.49 5.86 0.30 6,846.50 6.23 0.36 6,846.51 6.59 0.44 6,846.52 6.93 0.52 6,846.53 7.27 0.61 6,846.54 7.59 0.70 6,846.55 7.91 0.80 6,846.56 8.22 0.91 6,846.57 8.52 1.02 6,846.58 8.81 1.15 6,846.59 9.09 1.28 6,846.60 9.38 1.41 6,846.61 9.65 1.55 6,846.62 9.91 1.70 6,846.63 10.18 1.86 6,846.64 10.43 2.02 6,846.65 10.68 2.19 6,846.66 10.93 2.36 6,846.67 11.17 2.55 6,846.68 11.41 2.74 6,846.69 11.64 2.93 6,846.70 11.87 3.13 6,846.71 12.10 3.34 6,846.72 12.32 3.55 6,846.73 12.53 3.77 6,846.74 12.75 4.00 6,846.75 12.96 4.23 6,846.76 13.16 4.46 6,846.77 13.36 4.71 6,846.78 13.56 4.95 6,846.79 13.76 5.21 6,846.80 13.95 5.47 6,846.81 14.14 5.73 6,846.82 14.33 6.00 6,846.83 14.51 6.27 6,846.84 14.69 6.55 6,846.85 14.87 6.84 6,846.86 15.04 7.13 6,846.87 15.22 7.42 6,846.88 15.39 7.72 6,846.89 15.55 8.02 6,846.90 15.72 8.33 6,846.91 15.88 8.64 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,846.92 16.04 8.96 6,846.93 16.19 9.27 6,846.94 16.35 9.60 6,846.95 16.50 9.93 6,846.96 16.65 10.26 6,846.97 16.79 10.59 6,846.98 16.94 10.93 6,846.99 17.08 11.27 6,847.00 17.22 11.62 6,847.01 17.35 11.97 6,847.02 17.49 12.32 6,847.03 17.62 12.67 6,847.04 17.75 13.03 6,847.05 17.88 13.39 6,847.06 18.00 13.75 6,847.07 18.13 14.12 6,847.08 18.25 14.48 6,847.09 18.37 14.85 6,847.10 18.48 15.22 6,847.11 18.60 15.60 6,847.12 18.71 15.97 6,847.13 18.82 16.35 6,847.14 18.93 16.73 6,847.15 19.04 17.11 6,847.16 19.14 17.49 6,847.17 19.24 17.87 6,847.18 19.34 18.25 6,847.19 19.44 18.63 6,847.20 19.53 19.02 6,847.21 19.63 19.40 6,847.22 19.72 19.79 6,847.23 19.81 20.17 6,847.24 19.90 20.56 6,847.25 19.98 20.94 6,847.26 20.06 21.32 6,847.27 20.14 21.71 6,847.28 20.22 22.09 6,847.29 20.30 22.47 6,847.30 20.37 22.86 6,847.31 20.45 23.24 6,847.32 20.52 23.62 6,847.33 20.59 23.99 6,847.34 20.65 24.37 6,847.35 20.72 24.74 6,847.36 20.78 25.12 6,847.37 20.84 25.49 6,847.38 20.90 25.86 6,847.39 20.95 26.22 6,847.40 21.01 26.58 6,847.41 21.06 26.95 6,847.42 21.11 27.30 6,847.43 21.15 27.66 6,847.44 21.20 28.01 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,847.45 21.24 28.35 6,847.46 21.28 28.70 6,847.47 21.32 29.04 6,847.48 21.35 29.37 6,847.49 21.38 29.70 6,847.50 21.42 30.03 6,847.51 21.44 30.34 6,847.52 21.47 30.66 6,847.53 21.49 30.97 6,847.54 21.51 31.27 6,847.55 21.53 31.57 6,847.56 21.55 31.86 6,847.57 21.56 32.15 6,847.58 21.57 32.43 6,847.59 21.58 32.70 6,847.60 21.58 32.96 6,847.61 21.58 33.22 6,847.62 21.58 33.47 6,847.63 21.57 33.70 6,847.64 21.57 33.93 6,847.65 21.55 34.16 6,847.66 21.54 34.37 6,847.67 21.52 34.57 6,847.68 21.50 34.76 6,847.69 21.47 34.94 6,847.70 21.44 35.11 6,847.71 21.41 35.26 6,847.72 21.37 35.40 6,847.73 21.33 35.53 6,847.74 21.28 35.65 6,847.75 21.23 35.75 6,847.76 21.17 35.83 6,847.77 21.11 35.90 6,847.78 21.04 35.95 6,847.79 20.96 35.97 6,847.80 20.87 35.98 6,847.81 20.78 35.96 6,847.82 20.67 35.91 6,847.83 20.56 35.84 6,847.84 20.42 35.71 6,847.85 20.27 35.55 6,847.86 20.10 35.35 6,847.87 19.87 35.02 6,847.88 19.48 34.39 6,847.89 18.93 33.45 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 79HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 56R: POST-CULVERT-01B-2 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,846.39 0.0 0 6,846.41 0.0 1 6,846.43 0.0 2 6,846.45 0.0 3 6,846.47 0.0 5 6,846.49 0.1 7 6,846.51 0.1 9 6,846.53 0.1 12 6,846.55 0.1 14 6,846.57 0.1 17 6,846.59 0.1 19 6,846.61 0.2 22 6,846.63 0.2 25 6,846.65 0.2 29 6,846.67 0.2 32 6,846.69 0.3 35 6,846.71 0.3 38 6,846.73 0.3 42 6,846.75 0.3 45 6,846.77 0.4 49 6,846.79 0.4 53 6,846.81 0.4 56 6,846.83 0.4 60 6,846.85 0.5 64 6,846.87 0.5 68 6,846.89 0.5 72 6,846.91 0.5 76 6,846.93 0.6 80 6,846.95 0.6 84 6,846.97 0.6 88 6,846.99 0.7 92 6,847.01 0.7 96 6,847.03 0.7 100 6,847.05 0.7 104 6,847.07 0.8 108 6,847.09 0.8 112 6,847.11 0.8 117 6,847.13 0.9 121 6,847.15 0.9 125 6,847.17 0.9 129 6,847.19 1.0 133 6,847.21 1.0 137 6,847.23 1.0 142 6,847.25 1.0 146 6,847.27 1.1 150 6,847.29 1.1 154 6,847.31 1.1 158 6,847.33 1.2 162 6,847.35 1.2 166 6,847.37 1.2 170 6,847.39 1.3 174 6,847.41 1.3 178 6,847.43 1.3 182 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,847.45 1.3 186 6,847.47 1.4 189 6,847.49 1.4 193 6,847.51 1.4 197 6,847.53 1.4 200 6,847.55 1.5 204 6,847.57 1.5 207 6,847.59 1.5 211 6,847.61 1.5 214 6,847.63 1.6 217 6,847.65 1.6 220 6,847.67 1.6 223 6,847.69 1.6 226 6,847.71 1.6 229 6,847.73 1.7 232 6,847.75 1.7 234 6,847.77 1.7 237 6,847.79 1.7 239 6,847.81 1.7 241 6,847.83 1.7 243 6,847.85 1.8 244 6,847.87 1.8 245 6,847.89 1.8 246 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 80HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 57R: POST-CULVERT-01B-3 [52] Hint: Inlet/Outlet conditions not evaluated [61] Hint: Exceeded Reach 56R outlet invert by 0.33' @ 12.05 hrs Inflow Area = 4.446 ac, 29.98% Impervious, Inflow Depth = 1.20" for 100-YR event Inflow = 7.12 cfs @ 12.06 hrs, Volume= 0.445 af Outflow = 7.12 cfs @ 12.06 hrs, Volume= 0.445 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 17.01 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.52 fps, Avg. Travel Time= 0.3 min Peak Storage= 43 cf @ 12.06 hrs Average Depth at Peak Storage= 0.43' , Surface Width= 1.36' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 39.81 cfs 18.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 102.2' Slope= 0.1224 '/' Inlet Invert= 6,834.27', Outlet Invert= 6,821.76' Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 81HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 57R: POST-CULVERT-01B-3 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=4.446 ac Avg. Flow Depth=0.43' Max Vel=17.01 fps 18.0" Round Pipe n=0.012 L=102.2' S=0.1224 '/' Capacity=39.81 cfs 7.12 cfs7.12 cfs Reach 57R: POST-CULVERT-01B-3 Primary Stage-Discharge Discharge (cfs) 4035302520151050Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 82HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 57R: POST-CULVERT-01B-3 Storage Stage-Storage Storage (cubic-feet) 180160140120100806040200Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 83HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 57R: POST-CULVERT-01B-3 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,834.27 0.00 5.60 0.00 0 6,834.27 0.00 6.20 0.00 0 6,834.27 0.00 6.80 0.00 0 6,834.27 0.00 7.40 0.00 0 6,834.27 0.00 8.00 0.00 0 6,834.27 0.00 8.60 0.00 0 6,834.28 0.00 9.20 0.01 0 6,834.29 0.01 9.80 0.03 1 6,834.30 0.03 10.40 0.06 2 6,834.31 0.06 11.00 0.14 3 6,834.33 0.14 11.60 0.36 5 6,834.37 0.36 12.20 3.78 27 6,834.58 3.82 12.80 0.69 8 6,834.41 0.69 13.40 0.47 6 6,834.38 0.47 14.00 0.35 5 6,834.37 0.35 14.60 0.30 5 6,834.36 0.30 15.20 0.26 4 6,834.36 0.26 15.80 0.23 4 6,834.35 0.23 16.40 0.20 3 6,834.35 0.20 17.00 0.19 3 6,834.34 0.19 17.60 0.18 3 6,834.34 0.18 18.20 0.16 3 6,834.34 0.16 18.80 0.15 3 6,834.34 0.15 19.40 0.14 3 6,834.33 0.14 20.00 0.12 2 6,834.33 0.12 20.60 0.12 2 6,834.33 0.12 21.20 0.12 2 6,834.33 0.12 21.80 0.11 2 6,834.33 0.11 22.40 0.11 2 6,834.33 0.11 23.00 0.11 2 6,834.33 0.11 23.60 0.11 2 6,834.33 0.11 24.20 0.05 1 6,834.31 0.05 24.80 0.00 0 6,834.27 0.00 25.40 0.00 0 6,834.27 0.00 26.00 0.00 0 6,834.27 0.00 26.60 0.00 0 6,834.27 0.00 27.20 0.00 0 6,834.27 0.00 27.80 0.00 0 6,834.27 0.00 28.40 0.00 0 6,834.27 0.00 29.00 0.00 0 6,834.27 0.00 29.60 0.00 0 6,834.27 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 84HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 57R: POST-CULVERT-01B-3 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,834.27 0.00 0.00 6,834.28 1.34 0.00 6,834.29 2.39 0.01 6,834.30 3.17 0.03 6,834.31 3.82 0.05 6,834.32 4.43 0.08 6,834.33 5.00 0.12 6,834.34 5.53 0.17 6,834.35 6.03 0.22 6,834.36 6.51 0.28 6,834.37 6.97 0.35 6,834.38 7.41 0.43 6,834.39 7.84 0.52 6,834.40 8.25 0.62 6,834.41 8.65 0.72 6,834.42 9.04 0.83 6,834.43 9.41 0.95 6,834.44 9.78 1.08 6,834.45 10.14 1.22 6,834.46 10.48 1.37 6,834.47 10.82 1.52 6,834.48 11.16 1.68 6,834.49 11.48 1.85 6,834.50 11.80 2.03 6,834.51 12.11 2.21 6,834.52 12.42 2.41 6,834.53 12.72 2.61 6,834.54 13.01 2.81 6,834.55 13.30 3.03 6,834.56 13.58 3.26 6,834.57 13.86 3.49 6,834.58 14.13 3.73 6,834.59 14.40 3.97 6,834.60 14.66 4.23 6,834.61 14.92 4.49 6,834.62 15.17 4.76 6,834.63 15.42 5.03 6,834.64 15.66 5.31 6,834.65 15.91 5.60 6,834.66 16.14 5.89 6,834.67 16.38 6.20 6,834.68 16.60 6.50 6,834.69 16.83 6.82 6,834.70 17.05 7.14 6,834.71 17.27 7.47 6,834.72 17.49 7.80 6,834.73 17.70 8.14 6,834.74 17.91 8.48 6,834.75 18.11 8.83 6,834.76 18.31 9.19 6,834.77 18.51 9.55 6,834.78 18.71 9.91 6,834.79 18.90 10.28 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,834.80 19.09 10.66 6,834.81 19.27 11.04 6,834.82 19.45 11.42 6,834.83 19.63 11.81 6,834.84 19.81 12.21 6,834.85 19.99 12.61 6,834.86 20.16 13.01 6,834.87 20.33 13.42 6,834.88 20.49 13.83 6,834.89 20.65 14.24 6,834.90 20.81 14.66 6,834.91 20.97 15.08 6,834.92 21.13 15.51 6,834.93 21.28 15.94 6,834.94 21.43 16.37 6,834.95 21.57 16.80 6,834.96 21.72 17.24 6,834.97 21.86 17.68 6,834.98 22.00 18.12 6,834.99 22.14 18.56 6,835.00 22.27 19.01 6,835.01 22.40 19.46 6,835.02 22.53 19.91 6,835.03 22.66 20.36 6,835.04 22.78 20.81 6,835.05 22.90 21.27 6,835.06 23.02 21.72 6,835.07 23.14 22.18 6,835.08 23.25 22.63 6,835.09 23.36 23.09 6,835.10 23.47 23.55 6,835.11 23.58 24.01 6,835.12 23.68 24.46 6,835.13 23.78 24.92 6,835.14 23.88 25.38 6,835.15 23.98 25.84 6,835.16 24.07 26.29 6,835.17 24.16 26.75 6,835.18 24.25 27.20 6,835.19 24.34 27.66 6,835.20 24.42 28.11 6,835.21 24.50 28.56 6,835.22 24.58 29.00 6,835.23 24.66 29.45 6,835.24 24.73 29.89 6,835.25 24.80 30.34 6,835.26 24.87 30.77 6,835.27 24.94 31.21 6,835.28 25.00 31.64 6,835.29 25.06 32.07 6,835.30 25.12 32.49 6,835.31 25.17 32.92 6,835.32 25.23 33.33 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,835.33 25.28 33.75 6,835.34 25.33 34.15 6,835.35 25.37 34.56 6,835.36 25.41 34.95 6,835.37 25.45 35.35 6,835.38 25.49 35.74 6,835.39 25.52 36.12 6,835.40 25.55 36.49 6,835.41 25.58 36.86 6,835.42 25.60 37.22 6,835.43 25.62 37.57 6,835.44 25.64 37.92 6,835.45 25.66 38.26 6,835.46 25.67 38.59 6,835.47 25.68 38.92 6,835.48 25.68 39.23 6,835.49 25.68 39.53 6,835.50 25.68 39.83 6,835.51 25.68 40.11 6,835.52 25.67 40.39 6,835.53 25.65 40.65 6,835.54 25.64 40.90 6,835.55 25.61 41.14 6,835.56 25.59 41.37 6,835.57 25.56 41.58 6,835.58 25.52 41.78 6,835.59 25.48 41.97 6,835.60 25.44 42.14 6,835.61 25.39 42.29 6,835.62 25.33 42.43 6,835.63 25.27 42.55 6,835.64 25.20 42.65 6,835.65 25.12 42.73 6,835.66 25.04 42.78 6,835.67 24.94 42.81 6,835.68 24.84 42.83 6,835.69 24.73 42.80 6,835.70 24.60 42.74 6,835.71 24.47 42.66 6,835.72 24.30 42.51 6,835.73 24.12 42.31 6,835.74 23.92 42.07 6,835.75 23.65 41.68 6,835.76 23.19 40.93 6,835.77 22.53 39.81 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 85HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 57R: POST-CULVERT-01B-3 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,834.27 0.0 0 6,834.29 0.0 0 6,834.31 0.0 1 6,834.33 0.0 2 6,834.35 0.0 4 6,834.37 0.1 5 6,834.39 0.1 7 6,834.41 0.1 9 6,834.43 0.1 10 6,834.45 0.1 12 6,834.47 0.1 14 6,834.49 0.2 16 6,834.51 0.2 19 6,834.53 0.2 21 6,834.55 0.2 23 6,834.57 0.3 26 6,834.59 0.3 28 6,834.61 0.3 31 6,834.63 0.3 33 6,834.65 0.4 36 6,834.67 0.4 39 6,834.69 0.4 41 6,834.71 0.4 44 6,834.73 0.5 47 6,834.75 0.5 50 6,834.77 0.5 53 6,834.79 0.5 56 6,834.81 0.6 59 6,834.83 0.6 61 6,834.85 0.6 64 6,834.87 0.7 67 6,834.89 0.7 70 6,834.91 0.7 73 6,834.93 0.7 77 6,834.95 0.8 80 6,834.97 0.8 83 6,834.99 0.8 86 6,835.01 0.9 89 6,835.03 0.9 92 6,835.05 0.9 95 6,835.07 1.0 98 6,835.09 1.0 101 6,835.11 1.0 104 6,835.13 1.0 107 6,835.15 1.1 110 6,835.17 1.1 113 6,835.19 1.1 116 6,835.21 1.2 119 6,835.23 1.2 122 6,835.25 1.2 125 6,835.27 1.3 128 6,835.29 1.3 131 6,835.31 1.3 134 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,835.33 1.3 136 6,835.35 1.4 139 6,835.37 1.4 142 6,835.39 1.4 145 6,835.41 1.4 147 6,835.43 1.5 150 6,835.45 1.5 152 6,835.47 1.5 155 6,835.49 1.5 157 6,835.51 1.6 160 6,835.53 1.6 162 6,835.55 1.6 164 6,835.57 1.6 166 6,835.59 1.6 168 6,835.61 1.7 170 6,835.63 1.7 172 6,835.65 1.7 174 6,835.67 1.7 175 6,835.69 1.7 177 6,835.71 1.7 178 6,835.73 1.8 179 6,835.75 1.8 180 6,835.77 1.8 181 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 86HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 59R: POST-REACH-01B Inflow Area = 2.123 ac, 24.18% Impervious, Inflow Depth = 1.20" for 100-YR event Inflow = 2.77 cfs @ 12.13 hrs, Volume= 0.213 af Outflow = 2.76 cfs @ 12.15 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.9 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 4.06 fps, Min. Travel Time= 1.2 min Avg. Velocity = 1.64 fps, Avg. Travel Time= 2.9 min Peak Storage= 191 cf @ 12.15 hrs Average Depth at Peak Storage= 0.50' , Surface Width= 2.73' Bank-Full Depth= 1.00' Flow Area= 2.8 sf, Capacity= 17.78 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 3.0 2.5 '/' Top Width= 5.50' Length= 280.8' Slope= 0.0467 '/' Inlet Invert= 6,837.54', Outlet Invert= 6,824.43' Reach 59R: POST-REACH-01B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Inflow Area=2.123 ac Avg. Flow Depth=0.50' Max Vel=4.06 fps n=0.030 L=280.8' S=0.0467 '/' Capacity=17.78 cfs 2.77 cfs2.76 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 87HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 59R: POST-REACH-01B Primary Stage-Discharge Discharge (cfs) 1614121086420Depth (feet)1 0 Reach 59R: POST-REACH-01B Storage Stage-Storage Storage (cubic-feet) 750700650600550500450400350300250200150100500Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 88HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 59R: POST-REACH-01B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,837.54 0.00 5.60 0.00 0 6,837.54 0.00 6.20 0.00 0 6,837.54 0.00 6.80 0.00 0 6,837.54 0.00 7.40 0.00 0 6,837.54 0.00 8.00 0.00 0 6,837.54 0.00 8.60 0.00 0 6,837.54 0.00 9.20 0.00 1 6,837.58 0.00 9.80 0.01 3 6,837.60 0.01 10.40 0.03 6 6,837.63 0.03 11.00 0.06 10 6,837.65 0.06 11.60 0.15 20 6,837.70 0.14 12.20 2.50 182 6,838.03 2.59 12.80 0.40 46 6,837.79 0.42 13.40 0.24 31 6,837.74 0.24 14.00 0.18 24 6,837.72 0.18 14.60 0.14 21 6,837.70 0.15 15.20 0.13 19 6,837.70 0.13 15.80 0.11 17 6,837.69 0.11 16.40 0.10 16 6,837.68 0.10 17.00 0.09 15 6,837.68 0.09 17.60 0.08 14 6,837.67 0.09 18.20 0.08 13 6,837.67 0.08 18.80 0.07 13 6,837.67 0.07 19.40 0.07 12 6,837.66 0.07 20.00 0.06 11 6,837.66 0.06 20.60 0.06 10 6,837.66 0.06 21.20 0.06 10 6,837.65 0.06 21.80 0.05 10 6,837.65 0.05 22.40 0.05 10 6,837.65 0.05 23.00 0.05 10 6,837.65 0.05 23.60 0.05 10 6,837.65 0.05 24.20 0.04 8 6,837.64 0.04 24.80 0.00 1 6,837.57 0.00 25.40 0.00 0 6,837.55 0.00 26.00 0.00 0 6,837.54 0.00 26.60 0.00 0 6,837.54 0.00 27.20 0.00 0 6,837.54 0.00 27.80 0.00 0 6,837.54 0.00 28.40 0.00 0 6,837.54 0.00 29.00 0.00 0 6,837.54 0.00 29.60 0.00 0 6,837.54 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 89HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 59R: POST-REACH-01B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,837.54 0.00 0.00 6,837.55 0.30 0.00 6,837.56 0.48 0.00 6,837.57 0.62 0.00 6,837.58 0.76 0.00 6,837.59 0.88 0.01 6,837.60 0.99 0.01 6,837.61 1.10 0.01 6,837.62 1.20 0.02 6,837.63 1.30 0.03 6,837.64 1.39 0.04 6,837.65 1.48 0.05 6,837.66 1.57 0.06 6,837.67 1.66 0.08 6,837.68 1.74 0.09 6,837.69 1.83 0.11 6,837.70 1.91 0.13 6,837.71 1.98 0.16 6,837.72 2.06 0.18 6,837.73 2.14 0.21 6,837.74 2.21 0.24 6,837.75 2.28 0.28 6,837.76 2.36 0.31 6,837.77 2.43 0.35 6,837.78 2.50 0.40 6,837.79 2.57 0.44 6,837.80 2.63 0.49 6,837.81 2.70 0.54 6,837.82 2.77 0.60 6,837.83 2.83 0.66 6,837.84 2.90 0.72 6,837.85 2.96 0.78 6,837.86 3.03 0.85 6,837.87 3.09 0.92 6,837.88 3.15 1.00 6,837.89 3.21 1.08 6,837.90 3.27 1.17 6,837.91 3.33 1.25 6,837.92 3.39 1.35 6,837.93 3.45 1.44 6,837.94 3.51 1.54 6,837.95 3.57 1.65 6,837.96 3.63 1.76 6,837.97 3.68 1.87 6,837.98 3.74 1.99 6,837.99 3.80 2.11 6,838.00 3.85 2.24 6,838.01 3.91 2.37 6,838.02 3.96 2.51 6,838.03 4.02 2.65 6,838.04 4.07 2.80 6,838.05 4.13 2.95 6,838.06 4.18 3.11 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,838.07 4.24 3.27 6,838.08 4.29 3.44 6,838.09 4.34 3.61 6,838.10 4.39 3.79 6,838.11 4.45 3.97 6,838.12 4.50 4.16 6,838.13 4.55 4.35 6,838.14 4.60 4.55 6,838.15 4.65 4.76 6,838.16 4.70 4.97 6,838.17 4.75 5.19 6,838.18 4.80 5.41 6,838.19 4.85 5.64 6,838.20 4.90 5.87 6,838.21 4.95 6.11 6,838.22 5.00 6.36 6,838.23 5.05 6.61 6,838.24 5.10 6.87 6,838.25 5.15 7.14 6,838.26 5.20 7.41 6,838.27 5.24 7.68 6,838.28 5.29 7.97 6,838.29 5.34 8.26 6,838.30 5.39 8.55 6,838.31 5.43 8.86 6,838.32 5.48 9.17 6,838.33 5.53 9.49 6,838.34 5.57 9.81 6,838.35 5.62 10.14 6,838.36 5.67 10.48 6,838.37 5.71 10.82 6,838.38 5.76 11.17 6,838.39 5.80 11.53 6,838.40 5.85 11.90 6,838.41 5.89 12.27 6,838.42 5.94 12.65 6,838.43 5.98 13.03 6,838.44 6.03 13.43 6,838.45 6.07 13.83 6,838.46 6.12 14.24 6,838.47 6.16 14.66 6,838.48 6.21 15.08 6,838.49 6.25 15.51 6,838.50 6.29 15.95 6,838.51 6.34 16.40 6,838.52 6.38 16.85 6,838.53 6.42 17.31 6,838.54 6.47 17.78 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 90HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 59R: POST-REACH-01B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,837.54 0.0 0 6,837.55 0.0 0 6,837.56 0.0 0 6,837.57 0.0 1 6,837.58 0.0 1 6,837.59 0.0 2 6,837.60 0.0 3 6,837.61 0.0 4 6,837.62 0.0 5 6,837.63 0.0 6 6,837.64 0.0 8 6,837.65 0.0 9 6,837.66 0.0 11 6,837.67 0.0 13 6,837.68 0.1 15 6,837.69 0.1 17 6,837.70 0.1 20 6,837.71 0.1 22 6,837.72 0.1 25 6,837.73 0.1 28 6,837.74 0.1 31 6,837.75 0.1 34 6,837.76 0.1 37 6,837.77 0.1 41 6,837.78 0.2 44 6,837.79 0.2 48 6,837.80 0.2 52 6,837.81 0.2 56 6,837.82 0.2 61 6,837.83 0.2 65 6,837.84 0.2 69 6,837.85 0.3 74 6,837.86 0.3 79 6,837.87 0.3 84 6,837.88 0.3 89 6,837.89 0.3 95 6,837.90 0.4 100 6,837.91 0.4 106 6,837.92 0.4 112 6,837.93 0.4 117 6,837.94 0.4 124 6,837.95 0.5 130 6,837.96 0.5 136 6,837.97 0.5 143 6,837.98 0.5 149 6,837.99 0.6 156 6,838.00 0.6 163 6,838.01 0.6 171 6,838.02 0.6 178 6,838.03 0.7 185 6,838.04 0.7 193 6,838.05 0.7 201 6,838.06 0.7 209 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,838.07 0.8 217 6,838.08 0.8 225 6,838.09 0.8 234 6,838.10 0.9 242 6,838.11 0.9 251 6,838.12 0.9 260 6,838.13 1.0 269 6,838.14 1.0 278 6,838.15 1.0 287 6,838.16 1.1 297 6,838.17 1.1 306 6,838.18 1.1 316 6,838.19 1.2 326 6,838.20 1.2 336 6,838.21 1.2 347 6,838.22 1.3 357 6,838.23 1.3 368 6,838.24 1.3 378 6,838.25 1.4 389 6,838.26 1.4 400 6,838.27 1.5 412 6,838.28 1.5 423 6,838.29 1.5 434 6,838.30 1.6 446 6,838.31 1.6 458 6,838.32 1.7 470 6,838.33 1.7 482 6,838.34 1.8 494 6,838.35 1.8 507 6,838.36 1.8 519 6,838.37 1.9 532 6,838.38 1.9 545 6,838.39 2.0 558 6,838.40 2.0 571 6,838.41 2.1 584 6,838.42 2.1 598 6,838.43 2.2 612 6,838.44 2.2 625 6,838.45 2.3 639 6,838.46 2.3 654 6,838.47 2.4 668 6,838.48 2.4 682 6,838.49 2.5 697 6,838.50 2.5 712 6,838.51 2.6 727 6,838.52 2.6 742 6,838.53 2.7 757 6,838.54 2.8 772 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 91HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 61R: POST-REACH-01B-4 Inflow Area = 8.507 ac, 30.05% Impervious, Inflow Depth = 1.21" for 100-YR event Inflow = 12.63 cfs @ 12.07 hrs, Volume= 0.860 af Outflow = 12.63 cfs @ 12.08 hrs, Volume= 0.860 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 5.38 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.85 fps, Avg. Travel Time= 0.5 min Peak Storage= 133 cf @ 12.08 hrs Average Depth at Peak Storage= 0.20' , Surface Width= 19.79' Bank-Full Depth= 0.50' Flow Area= 12.0 sf, Capacity= 112.36 cfs 4.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 40.0 '/' Top Width= 44.00' Length= 56.7' Slope= 0.2021 '/' Inlet Invert= 6,820.46', Outlet Invert= 6,809.00' ‡ Reach 61R: POST-REACH-01B-4 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.507 ac Avg. Flow Depth=0.20' Max Vel=5.38 fps n=0.030 L=56.7' S=0.2021 '/' Capacity=112.36 cfs 12.63 cfs12.63 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 92HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 61R: POST-REACH-01B-4 Primary Stage-Discharge Discharge (cfs) 1101009080706050403020100Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 61R: POST-REACH-01B-4 Storage Stage-Storage Storage (cubic-feet) 650600550500450400350300250200150100500Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 93HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 61R: POST-REACH-01B-4 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,820.46 0.00 5.60 0.00 0 6,820.46 0.00 6.20 0.00 0 6,820.46 0.00 6.80 0.00 0 6,820.46 0.00 7.40 0.00 0 6,820.46 0.00 8.00 0.00 0 6,820.46 0.00 8.60 0.01 0 6,820.46 0.00 9.20 0.02 2 6,820.47 0.02 9.80 0.06 3 6,820.47 0.06 10.40 0.12 5 6,820.48 0.12 11.00 0.26 8 6,820.49 0.26 11.60 0.67 16 6,820.51 0.66 12.20 8.25 98 6,820.62 8.36 12.80 1.43 27 6,820.53 1.43 13.40 0.92 20 6,820.52 0.92 14.00 0.69 16 6,820.51 0.69 14.60 0.58 14 6,820.50 0.58 15.20 0.51 13 6,820.50 0.51 15.80 0.44 12 6,820.50 0.44 16.40 0.39 11 6,820.50 0.39 17.00 0.36 10 6,820.49 0.36 17.60 0.34 10 6,820.49 0.34 18.20 0.32 9 6,820.49 0.32 18.80 0.29 9 6,820.49 0.29 19.40 0.27 8 6,820.49 0.27 20.00 0.24 8 6,820.49 0.24 20.60 0.23 7 6,820.49 0.23 21.20 0.22 7 6,820.49 0.22 21.80 0.22 7 6,820.49 0.22 22.40 0.21 7 6,820.49 0.21 23.00 0.21 7 6,820.48 0.21 23.60 0.20 7 6,820.48 0.20 24.20 0.12 5 6,820.48 0.13 24.80 0.00 0 6,820.46 0.00 25.40 0.00 0 6,820.46 0.00 26.00 0.00 0 6,820.46 0.00 26.60 0.00 0 6,820.46 0.00 27.20 0.00 0 6,820.46 0.00 27.80 0.00 0 6,820.46 0.00 28.40 0.00 0 6,820.46 0.00 29.00 0.00 0 6,820.46 0.00 29.60 0.00 0 6,820.46 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 94HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 61R: POST-REACH-01B-4 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,820.46 0.00 0.00 6,820.47 0.98 0.04 6,820.48 1.48 0.14 6,820.49 1.87 0.29 6,820.50 2.20 0.49 6,820.51 2.49 0.75 6,820.52 2.76 1.06 6,820.53 3.01 1.43 6,820.54 3.24 1.86 6,820.55 3.45 2.36 6,820.56 3.66 2.93 6,820.57 3.86 3.57 6,820.58 4.05 4.28 6,820.59 4.24 5.07 6,820.60 4.42 5.94 6,820.61 4.59 6.89 6,820.62 4.77 7.93 6,820.63 4.93 9.06 6,820.64 5.10 10.28 6,820.65 5.26 11.59 6,820.66 5.42 13.00 6,820.67 5.57 14.51 6,820.68 5.72 16.12 6,820.69 5.87 17.84 6,820.70 6.02 19.66 6,820.71 6.17 21.59 6,820.72 6.31 23.63 6,820.73 6.45 25.79 6,820.74 6.60 28.07 6,820.75 6.73 30.46 6,820.76 6.87 32.98 6,820.77 7.01 35.62 6,820.78 7.14 38.39 6,820.79 7.27 41.28 6,820.80 7.40 44.31 6,820.81 7.53 47.47 6,820.82 7.66 50.77 6,820.83 7.79 54.20 6,820.84 7.92 57.77 6,820.85 8.04 61.49 6,820.86 8.17 65.35 6,820.87 8.29 69.35 6,820.88 8.41 73.51 6,820.89 8.54 77.82 6,820.90 8.66 82.28 6,820.91 8.78 86.89 6,820.92 8.90 91.66 6,820.93 9.01 96.59 6,820.94 9.13 101.68 6,820.95 9.25 106.94 6,820.96 9.36 112.36 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 95HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 61R: POST-REACH-01B-4 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,820.46 0.0 0 6,820.47 0.0 2 6,820.48 0.1 5 6,820.49 0.2 9 6,820.50 0.2 13 6,820.51 0.3 17 6,820.52 0.4 22 6,820.53 0.5 27 6,820.54 0.6 33 6,820.55 0.7 39 6,820.56 0.8 45 6,820.57 0.9 52 6,820.58 1.1 60 6,820.59 1.2 68 6,820.60 1.3 76 6,820.61 1.5 85 6,820.62 1.7 94 6,820.63 1.8 104 6,820.64 2.0 114 6,820.65 2.2 125 6,820.66 2.4 136 6,820.67 2.6 148 6,820.68 2.8 160 6,820.69 3.0 172 6,820.70 3.3 185 6,820.71 3.5 198 6,820.72 3.7 212 6,820.73 4.0 227 6,820.74 4.3 241 6,820.75 4.5 257 6,820.76 4.8 272 6,820.77 5.1 288 6,820.78 5.4 305 6,820.79 5.7 322 6,820.80 6.0 339 6,820.81 6.3 357 6,820.82 6.6 376 6,820.83 7.0 394 6,820.84 7.3 414 6,820.85 7.6 433 6,820.86 8.0 454 6,820.87 8.4 474 6,820.88 8.7 495 6,820.89 9.1 517 6,820.90 9.5 539 6,820.91 9.9 561 6,820.92 10.3 584 6,820.93 10.7 608 6,820.94 11.1 631 6,820.95 11.6 656 6,820.96 12.0 680 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 96HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 52P: POST-CULVERT-01A [57] Hint: Peaked at 6,840.05' (Flood elevation advised) Inflow Area = 2.123 ac, 24.18% Impervious, Inflow Depth = 1.20" for 100-YR event Inflow = 2.77 cfs @ 12.13 hrs, Volume= 0.213 af Outflow = 2.77 cfs @ 12.13 hrs, Volume= 0.213 af, Atten= 0%, Lag= 0.0 min Primary = 2.77 cfs @ 12.13 hrs, Volume= 0.213 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,840.05' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 6,839.01'12.0" Round Culvert L= 57.2' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6,839.01' / 6,837.54' S= 0.0257 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.76 cfs @ 12.13 hrs HW=6,840.04' TW=6,838.04' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.76 cfs @ 3.51 fps) Pond 52P: POST-CULVERT-01A Inflow Primary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Inflow Area=2.123 ac Peak Elev=6,840.05' 12.0" Round Culvert n=0.012 L=57.2' S=0.0257 '/' 2.77 cfs2.77 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 97HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 52P: POST-CULVERT-01A Primary Stage-Discharge Discharge (cfs) 210Elevation (feet)6,840 Culvert Pond 52P: POST-CULVERT-01A Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,840 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 98HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 52P: POST-CULVERT-01A Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 6,839.01 0.00 5.30 0.00 6,839.01 0.00 5.60 0.00 6,839.01 0.00 5.90 0.00 6,839.01 0.00 6.20 0.00 6,839.01 0.00 6.50 0.00 6,839.01 0.00 6.80 0.00 6,839.01 0.00 7.10 0.00 6,839.01 0.00 7.40 0.00 6,839.01 0.00 7.70 0.00 6,839.01 0.00 8.00 0.00 6,839.01 0.00 8.30 0.00 6,839.01 0.00 8.60 0.00 6,839.01 0.00 8.90 0.00 6,839.02 0.00 9.20 0.00 6,839.04 0.00 9.50 0.01 6,839.05 0.01 9.80 0.01 6,839.06 0.01 10.10 0.02 6,839.07 0.02 10.40 0.03 6,839.09 0.03 10.70 0.04 6,839.10 0.04 11.00 0.06 6,839.13 0.06 11.30 0.09 6,839.15 0.09 11.60 0.15 6,839.19 0.15 11.90 0.88 6,839.49 0.88 12.20 2.50 6,839.94 2.50 12.50 0.81 6,839.47 0.81 12.80 0.40 6,839.32 0.40 13.10 0.29 6,839.27 0.29 13.40 0.24 6,839.25 0.24 13.70 0.20 6,839.23 0.20 14.00 0.18 6,839.21 0.18 14.30 0.16 6,839.20 0.16 14.60 0.14 6,839.19 0.14 14.90 0.14 6,839.19 0.14 15.20 0.13 6,839.18 0.13 15.50 0.12 6,839.18 0.12 15.80 0.11 6,839.17 0.11 16.10 0.10 6,839.16 0.10 16.40 0.10 6,839.16 0.10 16.70 0.09 6,839.16 0.09 17.00 0.09 6,839.15 0.09 17.30 0.09 6,839.15 0.09 17.60 0.08 6,839.15 0.08 17.90 0.08 6,839.15 0.08 18.20 0.08 6,839.14 0.08 18.50 0.08 6,839.14 0.08 18.80 0.07 6,839.14 0.07 19.10 0.07 6,839.14 0.07 19.40 0.07 6,839.13 0.07 19.70 0.06 6,839.13 0.06 20.00 0.06 6,839.13 0.06 20.30 0.06 6,839.12 0.06 20.60 0.06 6,839.12 0.06 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 20.90 0.06 6,839.12 0.06 21.20 0.06 6,839.12 0.06 21.50 0.05 6,839.12 0.05 21.80 0.05 6,839.12 0.05 22.10 0.05 6,839.12 0.05 22.40 0.05 6,839.12 0.05 22.70 0.05 6,839.12 0.05 23.00 0.05 6,839.12 0.05 23.30 0.05 6,839.12 0.05 23.60 0.05 6,839.12 0.05 23.90 0.05 6,839.12 0.05 24.20 0.04 6,839.10 0.04 24.50 0.00 6,839.04 0.00 24.80 0.00 6,839.02 0.00 25.10 0.00 6,839.01 0.00 25.40 0.00 6,839.01 0.00 25.70 0.00 6,839.01 0.00 26.00 0.00 6,839.01 0.00 26.30 0.00 6,839.01 0.00 26.60 0.00 6,839.01 0.00 26.90 0.00 6,839.01 0.00 27.20 0.00 6,839.01 0.00 27.50 0.00 6,839.01 0.00 27.80 0.00 6,839.01 0.00 28.10 0.00 6,839.01 0.00 28.40 0.00 6,839.01 0.00 28.70 0.00 6,839.01 0.00 29.00 0.00 6,839.01 0.00 29.30 0.00 6,839.01 0.00 29.60 0.00 6,839.01 0.00 29.90 0.00 6,839.01 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 99HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 52P: POST-CULVERT-01A Elevation (feet) Primary (cfs) 6,839.01 0.00 6,839.02 0.00 6,839.03 0.00 6,839.04 0.00 6,839.05 0.01 6,839.06 0.01 6,839.07 0.02 6,839.08 0.02 6,839.09 0.03 6,839.10 0.04 6,839.11 0.04 6,839.12 0.05 6,839.13 0.06 6,839.14 0.07 6,839.15 0.09 6,839.16 0.10 6,839.17 0.11 6,839.18 0.12 6,839.19 0.14 6,839.20 0.15 6,839.21 0.17 6,839.22 0.19 6,839.23 0.20 6,839.24 0.22 6,839.25 0.24 6,839.26 0.26 6,839.27 0.28 6,839.28 0.30 6,839.29 0.32 6,839.30 0.35 6,839.31 0.37 6,839.32 0.39 6,839.33 0.42 6,839.34 0.44 6,839.35 0.47 6,839.36 0.49 6,839.37 0.52 6,839.38 0.55 6,839.39 0.57 6,839.40 0.60 6,839.41 0.63 6,839.42 0.66 6,839.43 0.69 6,839.44 0.72 6,839.45 0.75 6,839.46 0.78 6,839.47 0.81 6,839.48 0.85 6,839.49 0.88 6,839.50 0.91 6,839.51 0.95 6,839.52 0.98 6,839.53 1.01 Elevation (feet) Primary (cfs) 6,839.54 1.05 6,839.55 1.08 6,839.56 1.12 6,839.57 1.15 6,839.58 1.19 6,839.59 1.22 6,839.60 1.26 6,839.61 1.30 6,839.62 1.33 6,839.63 1.37 6,839.64 1.41 6,839.65 1.45 6,839.66 1.48 6,839.67 1.52 6,839.68 1.56 6,839.69 1.60 6,839.70 1.63 6,839.71 1.67 6,839.72 1.71 6,839.73 1.75 6,839.74 1.79 6,839.75 1.83 6,839.76 1.86 6,839.77 1.90 6,839.78 1.94 6,839.79 1.98 6,839.80 2.01 6,839.81 2.05 6,839.82 2.09 6,839.83 2.13 6,839.84 2.16 6,839.85 2.20 6,839.86 2.23 6,839.87 2.27 6,839.88 2.30 6,839.89 2.34 6,839.90 2.37 6,839.91 2.40 6,839.92 2.44 6,839.93 2.47 6,839.94 2.50 6,839.95 2.53 6,839.96 2.56 6,839.97 2.58 6,839.98 2.61 6,839.99 2.63 6,840.00 2.66 6,840.01 2.67 6,840.02 2.70 6,840.03 2.73 6,840.04 2.75 6,840.05 2.78 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 100HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 52P: POST-CULVERT-01A Elevation (feet) Storage (acre-feet) 6,839.01 0.000 6,839.02 0.000 6,839.03 0.000 6,839.04 0.000 6,839.05 0.000 6,839.06 0.000 6,839.07 0.000 6,839.08 0.000 6,839.09 0.000 6,839.10 0.000 6,839.11 0.000 6,839.12 0.000 6,839.13 0.000 6,839.14 0.000 6,839.15 0.000 6,839.16 0.000 6,839.17 0.000 6,839.18 0.000 6,839.19 0.000 6,839.20 0.000 6,839.21 0.000 6,839.22 0.000 6,839.23 0.000 6,839.24 0.000 6,839.25 0.000 6,839.26 0.000 6,839.27 0.000 6,839.28 0.000 6,839.29 0.000 6,839.30 0.000 6,839.31 0.000 6,839.32 0.000 6,839.33 0.000 6,839.34 0.000 6,839.35 0.000 6,839.36 0.000 6,839.37 0.000 6,839.38 0.000 6,839.39 0.000 6,839.40 0.000 6,839.41 0.000 6,839.42 0.000 6,839.43 0.000 6,839.44 0.000 6,839.45 0.000 6,839.46 0.000 6,839.47 0.000 6,839.48 0.000 6,839.49 0.000 6,839.50 0.000 6,839.51 0.000 6,839.52 0.000 6,839.53 0.000 Elevation (feet) Storage (acre-feet) 6,839.54 0.000 6,839.55 0.000 6,839.56 0.000 6,839.57 0.000 6,839.58 0.000 6,839.59 0.000 6,839.60 0.000 6,839.61 0.000 6,839.62 0.000 6,839.63 0.000 6,839.64 0.000 6,839.65 0.000 6,839.66 0.000 6,839.67 0.000 6,839.68 0.000 6,839.69 0.000 6,839.70 0.000 6,839.71 0.000 6,839.72 0.000 6,839.73 0.000 6,839.74 0.000 6,839.75 0.000 6,839.76 0.000 6,839.77 0.000 6,839.78 0.000 6,839.79 0.000 6,839.80 0.000 6,839.81 0.000 6,839.82 0.000 6,839.83 0.000 6,839.84 0.000 6,839.85 0.000 6,839.86 0.000 6,839.87 0.000 6,839.88 0.000 6,839.89 0.000 6,839.90 0.000 6,839.91 0.000 6,839.92 0.000 6,839.93 0.000 6,839.94 0.000 6,839.95 0.000 6,839.96 0.000 6,839.97 0.000 6,839.98 0.000 6,839.99 0.000 6,840.00 0.000 6,840.01 0.000 6,840.02 0.000 6,840.03 0.000 6,840.04 0.000 6,840.05 0.000 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 101HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 55P: POST-CULVERT-01B-1 [57] Hint: Peaked at 6,848.42' (Flood elevation advised) Inflow Area = 3.410 ac, 27.24% Impervious, Inflow Depth = 1.15" for 100-YR event Inflow = 5.21 cfs @ 12.06 hrs, Volume= 0.326 af Outflow = 5.21 cfs @ 12.06 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.0 min Primary = 5.21 cfs @ 12.06 hrs, Volume= 0.326 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,848.42' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 6,847.28'18.0" Round Culvert L= 39.7' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 6,847.28' / 6,846.49' S= 0.0199 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=5.17 cfs @ 12.06 hrs HW=6,848.41' TW=6,846.79' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.17 cfs @ 3.62 fps) Pond 55P: POST-CULVERT-01B-1 Inflow Primary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)5 4 3 2 1 0 Inflow Area=3.410 ac Peak Elev=6,848.42' 18.0" Round Culvert n=0.012 L=39.7' S=0.0199 '/' 5.21 cfs5.21 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 102HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 55P: POST-CULVERT-01B-1 Primary Stage-Discharge Discharge (cfs) 76543210Elevation (feet)6,848 Culvert Pond 55P: POST-CULVERT-01B-1 Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,848 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 103HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 55P: POST-CULVERT-01B-1 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 6,847.28 0.00 5.30 0.00 6,847.28 0.00 5.60 0.00 6,847.28 0.00 5.90 0.00 6,847.28 0.00 6.20 0.00 6,847.28 0.00 6.50 0.00 6,847.28 0.00 6.80 0.00 6,847.28 0.00 7.10 0.00 6,847.28 0.00 7.40 0.00 6,847.28 0.00 7.70 0.00 6,847.28 0.00 8.00 0.00 6,847.28 0.00 8.30 0.00 6,847.28 0.00 8.60 0.00 6,847.28 0.00 8.90 0.00 6,847.28 0.00 9.20 0.00 6,847.30 0.00 9.50 0.01 6,847.32 0.01 9.80 0.02 6,847.33 0.02 10.10 0.03 6,847.35 0.03 10.40 0.04 6,847.37 0.04 10.70 0.06 6,847.39 0.06 11.00 0.09 6,847.41 0.09 11.30 0.14 6,847.44 0.14 11.60 0.25 6,847.50 0.25 11.90 2.22 6,847.97 2.22 12.20 2.74 6,848.05 2.74 12.50 0.85 6,847.69 0.85 12.80 0.51 6,847.59 0.51 13.10 0.41 6,847.56 0.41 13.40 0.35 6,847.54 0.35 13.70 0.30 6,847.52 0.30 14.00 0.26 6,847.50 0.26 14.30 0.23 6,847.49 0.23 14.60 0.22 6,847.48 0.22 14.90 0.21 6,847.48 0.21 15.20 0.20 6,847.47 0.20 15.50 0.18 6,847.46 0.18 15.80 0.17 6,847.46 0.17 16.10 0.16 6,847.45 0.16 16.40 0.15 6,847.45 0.15 16.70 0.14 6,847.44 0.14 17.00 0.14 6,847.44 0.14 17.30 0.14 6,847.44 0.14 17.60 0.13 6,847.44 0.13 17.90 0.13 6,847.43 0.13 18.20 0.12 6,847.43 0.12 18.50 0.12 6,847.43 0.12 18.80 0.11 6,847.42 0.11 19.10 0.11 6,847.42 0.11 19.40 0.10 6,847.42 0.10 19.70 0.10 6,847.41 0.10 20.00 0.09 6,847.41 0.09 20.30 0.09 6,847.41 0.09 20.60 0.09 6,847.41 0.09 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 20.90 0.09 6,847.41 0.09 21.20 0.09 6,847.41 0.09 21.50 0.09 6,847.41 0.09 21.80 0.08 6,847.40 0.08 22.10 0.08 6,847.40 0.08 22.40 0.08 6,847.40 0.08 22.70 0.08 6,847.40 0.08 23.00 0.08 6,847.40 0.08 23.30 0.08 6,847.40 0.08 23.60 0.08 6,847.40 0.08 23.90 0.08 6,847.40 0.08 24.20 0.04 6,847.36 0.04 24.50 0.00 6,847.30 0.00 24.80 0.00 6,847.28 0.00 25.10 0.00 6,847.28 0.00 25.40 0.00 6,847.28 0.00 25.70 0.00 6,847.28 0.00 26.00 0.00 6,847.28 0.00 26.30 0.00 6,847.28 0.00 26.60 0.00 6,847.28 0.00 26.90 0.00 6,847.28 0.00 27.20 0.00 6,847.28 0.00 27.50 0.00 6,847.28 0.00 27.80 0.00 6,847.28 0.00 28.10 0.00 6,847.28 0.00 28.40 0.00 6,847.28 0.00 28.70 0.00 6,847.28 0.00 29.00 0.00 6,847.28 0.00 29.30 0.00 6,847.28 0.00 29.60 0.00 6,847.28 0.00 29.90 0.00 6,847.28 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 104HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 55P: POST-CULVERT-01B-1 Elevation (feet) Primary (cfs) 6,847.28 0.00 6,847.29 0.00 6,847.30 0.00 6,847.31 0.00 6,847.32 0.01 6,847.33 0.01 6,847.34 0.02 6,847.35 0.03 6,847.36 0.04 6,847.37 0.04 6,847.38 0.05 6,847.39 0.07 6,847.40 0.08 6,847.41 0.09 6,847.42 0.11 6,847.43 0.12 6,847.44 0.14 6,847.45 0.16 6,847.46 0.17 6,847.47 0.19 6,847.48 0.21 6,847.49 0.23 6,847.50 0.26 6,847.51 0.28 6,847.52 0.30 6,847.53 0.33 6,847.54 0.36 6,847.55 0.38 6,847.56 0.41 6,847.57 0.44 6,847.58 0.47 6,847.59 0.50 6,847.60 0.53 6,847.61 0.56 6,847.62 0.60 6,847.63 0.63 6,847.64 0.67 6,847.65 0.70 6,847.66 0.74 6,847.67 0.78 6,847.68 0.81 6,847.69 0.85 6,847.70 0.89 6,847.71 0.93 6,847.72 0.98 6,847.73 1.02 6,847.74 1.06 6,847.75 1.11 6,847.76 1.15 6,847.77 1.20 6,847.78 1.24 6,847.79 1.29 6,847.80 1.34 Elevation (feet) Primary (cfs) 6,847.81 1.38 6,847.82 1.43 6,847.83 1.48 6,847.84 1.53 6,847.85 1.58 6,847.86 1.64 6,847.87 1.69 6,847.88 1.74 6,847.89 1.79 6,847.90 1.85 6,847.91 1.90 6,847.92 1.96 6,847.93 2.01 6,847.94 2.07 6,847.95 2.13 6,847.96 2.19 6,847.97 2.24 6,847.98 2.30 6,847.99 2.36 6,848.00 2.42 6,848.01 2.48 6,848.02 2.54 6,848.03 2.61 6,848.04 2.67 6,848.05 2.73 6,848.06 2.79 6,848.07 2.86 6,848.08 2.92 6,848.09 2.98 6,848.10 3.05 6,848.11 3.11 6,848.12 3.18 6,848.13 3.24 6,848.14 3.31 6,848.15 3.38 6,848.16 3.44 6,848.17 3.51 6,848.18 3.58 6,848.19 3.64 6,848.20 3.71 6,848.21 3.78 6,848.22 3.85 6,848.23 3.92 6,848.24 3.98 6,848.25 4.05 6,848.26 4.12 6,848.27 4.19 6,848.28 4.26 6,848.29 4.33 6,848.30 4.40 6,848.31 4.47 6,848.32 4.54 6,848.33 4.61 Elevation (feet) Primary (cfs) 6,848.34 4.68 6,848.35 4.75 6,848.36 4.82 6,848.37 4.89 6,848.38 4.96 6,848.39 5.03 6,848.40 5.10 6,848.41 5.17 6,848.42 5.24 6,848.43 5.31 6,848.44 5.38 6,848.45 5.45 6,848.46 5.52 6,848.47 5.58 6,848.48 5.65 6,848.49 5.72 6,848.50 5.79 6,848.51 5.86 6,848.52 5.92 6,848.53 5.99 6,848.54 6.06 6,848.55 6.12 6,848.56 6.19 6,848.57 6.25 6,848.58 6.32 6,848.59 6.38 6,848.60 6.44 6,848.61 6.50 6,848.62 6.57 6,848.63 6.63 6,848.64 6.69 6,848.65 6.75 6,848.66 6.80 6,848.67 6.86 6,848.68 6.92 6,848.69 6.97 6,848.70 7.02 6,848.71 7.07 6,848.72 7.12 6,848.73 7.17 6,848.74 7.22 6,848.75 7.26 6,848.76 7.30 6,848.77 7.34 6,848.78 7.37 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 105HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 55P: POST-CULVERT-01B-1 Elevation (feet) Storage (acre-feet) 6,847.28 0.000 6,847.29 0.000 6,847.30 0.000 6,847.31 0.000 6,847.32 0.000 6,847.33 0.000 6,847.34 0.000 6,847.35 0.000 6,847.36 0.000 6,847.37 0.000 6,847.38 0.000 6,847.39 0.000 6,847.40 0.000 6,847.41 0.000 6,847.42 0.000 6,847.43 0.000 6,847.44 0.000 6,847.45 0.000 6,847.46 0.000 6,847.47 0.000 6,847.48 0.000 6,847.49 0.000 6,847.50 0.000 6,847.51 0.000 6,847.52 0.000 6,847.53 0.000 6,847.54 0.000 6,847.55 0.000 6,847.56 0.000 6,847.57 0.000 6,847.58 0.000 6,847.59 0.000 6,847.60 0.000 6,847.61 0.000 6,847.62 0.000 6,847.63 0.000 6,847.64 0.000 6,847.65 0.000 6,847.66 0.000 6,847.67 0.000 6,847.68 0.000 6,847.69 0.000 6,847.70 0.000 6,847.71 0.000 6,847.72 0.000 6,847.73 0.000 6,847.74 0.000 6,847.75 0.000 6,847.76 0.000 6,847.77 0.000 6,847.78 0.000 6,847.79 0.000 6,847.80 0.000 Elevation (feet) Storage (acre-feet) 6,847.81 0.000 6,847.82 0.000 6,847.83 0.000 6,847.84 0.000 6,847.85 0.000 6,847.86 0.000 6,847.87 0.000 6,847.88 0.000 6,847.89 0.000 6,847.90 0.000 6,847.91 0.000 6,847.92 0.000 6,847.93 0.000 6,847.94 0.000 6,847.95 0.000 6,847.96 0.000 6,847.97 0.000 6,847.98 0.000 6,847.99 0.000 6,848.00 0.000 6,848.01 0.000 6,848.02 0.000 6,848.03 0.000 6,848.04 0.000 6,848.05 0.000 6,848.06 0.000 6,848.07 0.000 6,848.08 0.000 6,848.09 0.000 6,848.10 0.000 6,848.11 0.000 6,848.12 0.000 6,848.13 0.000 6,848.14 0.000 6,848.15 0.000 6,848.16 0.000 6,848.17 0.000 6,848.18 0.000 6,848.19 0.000 6,848.20 0.000 6,848.21 0.000 6,848.22 0.000 6,848.23 0.000 6,848.24 0.000 6,848.25 0.000 6,848.26 0.000 6,848.27 0.000 6,848.28 0.000 6,848.29 0.000 6,848.30 0.000 6,848.31 0.000 6,848.32 0.000 6,848.33 0.000 Elevation (feet) Storage (acre-feet) 6,848.34 0.000 6,848.35 0.000 6,848.36 0.000 6,848.37 0.000 6,848.38 0.000 6,848.39 0.000 6,848.40 0.000 6,848.41 0.000 6,848.42 0.000 6,848.43 0.000 6,848.44 0.000 6,848.45 0.000 6,848.46 0.000 6,848.47 0.000 6,848.48 0.000 6,848.49 0.000 6,848.50 0.000 6,848.51 0.000 6,848.52 0.000 6,848.53 0.000 6,848.54 0.000 6,848.55 0.000 6,848.56 0.000 6,848.57 0.000 6,848.58 0.000 6,848.59 0.000 6,848.60 0.000 6,848.61 0.000 6,848.62 0.000 6,848.63 0.000 6,848.64 0.000 6,848.65 0.000 6,848.66 0.000 6,848.67 0.000 6,848.68 0.000 6,848.69 0.000 6,848.70 0.000 6,848.71 0.000 6,848.72 0.000 6,848.73 0.000 6,848.74 0.000 6,848.75 0.000 6,848.76 0.000 6,848.77 0.000 6,848.78 0.000 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 106HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 58R: POST-CULVERT-01B-4 [57] Hint: Peaked at 6,823.36' (Flood elevation advised) [62] Hint: Exceeded Reach 57R OUTLET depth by 1.17' @ 12.08 hrs Inflow Area = 8.507 ac, 30.05% Impervious, Inflow Depth = 1.21" for 100-YR event Inflow = 12.63 cfs @ 12.07 hrs, Volume= 0.860 af Outflow = 12.63 cfs @ 12.07 hrs, Volume= 0.860 af, Atten= 0%, Lag= 0.0 min Primary = 12.63 cfs @ 12.07 hrs, Volume= 0.860 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,823.36' @ 12.07 hrs Device Routing Invert Outlet Devices #1 Primary 6,821.66'24.0" Round Culvert L= 42.5' Ke= 0.500 Inlet / Outlet Invert= 6,821.66' / 6,820.46' S= 0.0282 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=12.57 cfs @ 12.07 hrs HW=6,823.35' TW=6,820.66' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.57 cfs @ 4.43 fps) Pond 58R: POST-CULVERT-01B-4 Inflow Primary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.507 ac Peak Elev=6,823.36' 24.0" Round Culvert n=0.012 L=42.5' S=0.0282 '/' 12.63 cfs12.63 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 107HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 58R: POST-CULVERT-01B-4 Primary Stage-Discharge Discharge (cfs) 1514131211109876543210Elevation (feet)6,823 6,822 Culvert Pond 58R: POST-CULVERT-01B-4 Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,823 6,822 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 108HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 58R: POST-CULVERT-01B-4 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 5.00 0.00 6,821.66 0.00 5.30 0.00 6,821.66 0.00 5.60 0.00 6,821.66 0.00 5.90 0.00 6,821.66 0.00 6.20 0.00 6,821.66 0.00 6.50 0.00 6,821.66 0.00 6.80 0.00 6,821.66 0.00 7.10 0.00 6,821.66 0.00 7.40 0.00 6,821.66 0.00 7.70 0.00 6,821.66 0.00 8.00 0.00 6,821.67 0.00 8.30 0.00 6,821.68 0.00 8.60 0.01 6,821.69 0.01 8.90 0.01 6,821.70 0.01 9.20 0.02 6,821.72 0.02 9.50 0.04 6,821.74 0.04 9.80 0.06 6,821.76 0.06 10.10 0.08 6,821.78 0.08 10.40 0.12 6,821.80 0.12 10.70 0.18 6,821.83 0.18 11.00 0.26 6,821.86 0.26 11.30 0.40 6,821.91 0.40 11.60 0.67 6,821.99 0.67 11.90 5.11 6,822.63 5.11 12.20 8.25 6,822.95 8.25 12.50 2.57 6,822.33 2.57 12.80 1.43 6,822.15 1.43 13.10 1.10 6,822.09 1.10 13.40 0.92 6,822.05 0.92 13.70 0.79 6,822.02 0.79 14.00 0.69 6,822.00 0.69 14.30 0.61 6,821.98 0.61 14.60 0.58 6,821.97 0.58 14.90 0.54 6,821.96 0.54 15.20 0.51 6,821.95 0.51 15.50 0.48 6,821.94 0.48 15.80 0.44 6,821.93 0.44 16.10 0.41 6,821.92 0.41 16.40 0.39 6,821.91 0.39 16.70 0.38 6,821.91 0.38 17.00 0.36 6,821.90 0.36 17.30 0.35 6,821.90 0.35 17.60 0.34 6,821.89 0.34 17.90 0.33 6,821.89 0.33 18.20 0.32 6,821.89 0.32 18.50 0.30 6,821.88 0.30 18.80 0.29 6,821.88 0.29 19.10 0.28 6,821.87 0.28 19.40 0.27 6,821.87 0.27 19.70 0.25 6,821.86 0.25 20.00 0.24 6,821.86 0.24 20.30 0.23 6,821.85 0.23 20.60 0.23 6,821.85 0.23 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 20.90 0.22 6,821.85 0.22 21.20 0.22 6,821.85 0.22 21.50 0.22 6,821.85 0.22 21.80 0.22 6,821.85 0.22 22.10 0.22 6,821.85 0.22 22.40 0.21 6,821.84 0.21 22.70 0.21 6,821.84 0.21 23.00 0.21 6,821.84 0.21 23.30 0.21 6,821.84 0.21 23.60 0.20 6,821.84 0.20 23.90 0.20 6,821.84 0.20 24.20 0.12 6,821.80 0.12 24.50 0.01 6,821.70 0.01 24.80 0.00 6,821.67 0.00 25.10 0.00 6,821.67 0.00 25.40 0.00 6,821.66 0.00 25.70 0.00 6,821.66 0.00 26.00 0.00 6,821.66 0.00 26.30 0.00 6,821.66 0.00 26.60 0.00 6,821.66 0.00 26.90 0.00 6,821.66 0.00 27.20 0.00 6,821.66 0.00 27.50 0.00 6,821.66 0.00 27.80 0.00 6,821.66 0.00 28.10 0.00 6,821.66 0.00 28.40 0.00 6,821.66 0.00 28.70 0.00 6,821.66 0.00 29.00 0.00 6,821.66 0.00 29.30 0.00 6,821.66 0.00 29.60 0.00 6,821.66 0.00 29.90 0.00 6,821.66 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 109HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 58R: POST-CULVERT-01B-4 Elevation (feet) Primary (cfs) 6,821.66 0.00 6,821.67 0.00 6,821.68 0.00 6,821.69 0.01 6,821.70 0.01 6,821.71 0.02 6,821.72 0.02 6,821.73 0.03 6,821.74 0.04 6,821.75 0.05 6,821.76 0.06 6,821.77 0.08 6,821.78 0.09 6,821.79 0.11 6,821.80 0.12 6,821.81 0.14 6,821.82 0.16 6,821.83 0.18 6,821.84 0.20 6,821.85 0.23 6,821.86 0.25 6,821.87 0.27 6,821.88 0.30 6,821.89 0.33 6,821.90 0.36 6,821.91 0.39 6,821.92 0.42 6,821.93 0.45 6,821.94 0.48 6,821.95 0.52 6,821.96 0.55 6,821.97 0.59 6,821.98 0.62 6,821.99 0.66 6,822.00 0.70 6,822.01 0.74 6,822.02 0.79 6,822.03 0.83 6,822.04 0.87 6,822.05 0.92 6,822.06 0.96 6,822.07 1.01 6,822.08 1.06 6,822.09 1.11 6,822.10 1.16 6,822.11 1.21 6,822.12 1.26 6,822.13 1.31 6,822.14 1.37 6,822.15 1.42 6,822.16 1.48 6,822.17 1.54 6,822.18 1.59 Elevation (feet) Primary (cfs) 6,822.19 1.65 6,822.20 1.71 6,822.21 1.77 6,822.22 1.83 6,822.23 1.90 6,822.24 1.96 6,822.25 2.03 6,822.26 2.09 6,822.27 2.16 6,822.28 2.22 6,822.29 2.29 6,822.30 2.36 6,822.31 2.43 6,822.32 2.50 6,822.33 2.57 6,822.34 2.64 6,822.35 2.72 6,822.36 2.79 6,822.37 2.87 6,822.38 2.94 6,822.39 3.02 6,822.40 3.09 6,822.41 3.17 6,822.42 3.25 6,822.43 3.33 6,822.44 3.41 6,822.45 3.49 6,822.46 3.57 6,822.47 3.66 6,822.48 3.74 6,822.49 3.82 6,822.50 3.91 6,822.51 3.99 6,822.52 4.08 6,822.53 4.17 6,822.54 4.25 6,822.55 4.34 6,822.56 4.43 6,822.57 4.52 6,822.58 4.61 6,822.59 4.70 6,822.60 4.79 6,822.61 4.88 6,822.62 4.97 6,822.63 5.07 6,822.64 5.16 6,822.65 5.25 6,822.66 5.35 6,822.67 5.44 6,822.68 5.54 6,822.69 5.64 6,822.70 5.73 6,822.71 5.83 Elevation (feet) Primary (cfs) 6,822.72 5.93 6,822.73 6.02 6,822.74 6.12 6,822.75 6.22 6,822.76 6.32 6,822.77 6.42 6,822.78 6.52 6,822.79 6.62 6,822.80 6.72 6,822.81 6.83 6,822.82 6.93 6,822.83 7.03 6,822.84 7.13 6,822.85 7.24 6,822.86 7.34 6,822.87 7.44 6,822.88 7.55 6,822.89 7.65 6,822.90 7.76 6,822.91 7.86 6,822.92 7.97 6,822.93 8.07 6,822.94 8.18 6,822.95 8.29 6,822.96 8.39 6,822.97 8.50 6,822.98 8.60 6,822.99 8.71 6,823.00 8.82 6,823.01 8.93 6,823.02 9.03 6,823.03 9.14 6,823.04 9.25 6,823.05 9.36 6,823.06 9.46 6,823.07 9.57 6,823.08 9.68 6,823.09 9.79 6,823.10 9.89 6,823.11 10.00 6,823.12 10.11 6,823.13 10.22 6,823.14 10.32 6,823.15 10.43 6,823.16 10.54 6,823.17 10.65 6,823.18 10.75 6,823.19 10.86 6,823.20 10.97 6,823.21 11.07 6,823.22 11.18 6,823.23 11.29 6,823.24 11.39 Elevation (feet) Primary (cfs) 6,823.25 11.50 6,823.26 11.60 6,823.27 11.71 6,823.28 11.81 6,823.29 11.92 6,823.30 12.02 6,823.31 12.12 6,823.32 12.23 6,823.33 12.33 6,823.34 12.43 6,823.35 12.53 6,823.36 12.63 6,823.37 12.73 6,823.38 12.83 6,823.39 12.93 6,823.40 13.03 6,823.41 13.13 6,823.42 13.23 6,823.43 13.32 6,823.44 13.42 6,823.45 13.51 6,823.46 13.60 6,823.47 13.70 6,823.48 13.79 6,823.49 13.88 6,823.50 13.97 6,823.51 14.05 6,823.52 14.14 6,823.53 14.22 6,823.54 14.31 6,823.55 14.39 6,823.56 14.47 6,823.57 14.55 6,823.58 14.62 6,823.59 14.70 6,823.60 14.77 6,823.61 14.84 6,823.62 14.90 6,823.63 14.97 6,823.64 15.03 6,823.65 15.08 6,823.66 15.13 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 110HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 58R: POST-CULVERT-01B-4 Elevation (feet) Storage (acre-feet) 6,821.66 0.000 6,821.68 0.000 6,821.70 0.000 6,821.72 0.000 6,821.74 0.000 6,821.76 0.000 6,821.78 0.000 6,821.80 0.000 6,821.82 0.000 6,821.84 0.000 6,821.86 0.000 6,821.88 0.000 6,821.90 0.000 6,821.92 0.000 6,821.94 0.000 6,821.96 0.000 6,821.98 0.000 6,822.00 0.000 6,822.02 0.000 6,822.04 0.000 6,822.06 0.000 6,822.08 0.000 6,822.10 0.000 6,822.12 0.000 6,822.14 0.000 6,822.16 0.000 6,822.18 0.000 6,822.20 0.000 6,822.22 0.000 6,822.24 0.000 6,822.26 0.000 6,822.28 0.000 6,822.30 0.000 6,822.32 0.000 6,822.34 0.000 6,822.36 0.000 6,822.38 0.000 6,822.40 0.000 6,822.42 0.000 6,822.44 0.000 6,822.46 0.000 6,822.48 0.000 6,822.50 0.000 6,822.52 0.000 6,822.54 0.000 6,822.56 0.000 6,822.58 0.000 6,822.60 0.000 6,822.62 0.000 6,822.64 0.000 6,822.66 0.000 6,822.68 0.000 6,822.70 0.000 Elevation (feet) Storage (acre-feet) 6,822.72 0.000 6,822.74 0.000 6,822.76 0.000 6,822.78 0.000 6,822.80 0.000 6,822.82 0.000 6,822.84 0.000 6,822.86 0.000 6,822.88 0.000 6,822.90 0.000 6,822.92 0.000 6,822.94 0.000 6,822.96 0.000 6,822.98 0.000 6,823.00 0.000 6,823.02 0.000 6,823.04 0.000 6,823.06 0.000 6,823.08 0.000 6,823.10 0.000 6,823.12 0.000 6,823.14 0.000 6,823.16 0.000 6,823.18 0.000 6,823.20 0.000 6,823.22 0.000 6,823.24 0.000 6,823.26 0.000 6,823.28 0.000 6,823.30 0.000 6,823.32 0.000 6,823.34 0.000 6,823.36 0.000 6,823.38 0.000 6,823.40 0.000 6,823.42 0.000 6,823.44 0.000 6,823.46 0.000 6,823.48 0.000 6,823.50 0.000 6,823.52 0.000 6,823.54 0.000 6,823.56 0.000 6,823.58 0.000 6,823.60 0.000 6,823.62 0.000 6,823.64 0.000 6,823.66 0.000 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 111HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 59P: Detention Basin Inflow Area = 9.433 ac, 27.85% Impervious, Inflow Depth = 1.15" for 100-YR event Inflow = 12.73 cfs @ 12.08 hrs, Volume= 0.905 af Outflow = 2.23 cfs @ 12.62 hrs, Volume= 0.889 af, Atten= 83%, Lag= 32.3 min Primary = 2.23 cfs @ 12.62 hrs, Volume= 0.889 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,807.13' @ 12.62 hrs Surf.Area= 5,505 sf Storage= 15,138 cf Plug-Flow detention time= 83.3 min calculated for 0.889 af (98% of inflow) Center-of-Mass det. time= 72.9 min ( 922.1 - 849.1 ) Volume Invert Avail.Storage Storage Description #1 6,802.25' 30,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 6,802.25 2 0 0 6,802.50 939 118 118 6,802.75 1,956 362 480 6,803.00 2,090 506 985 6,803.25 2,228 540 1,525 6,803.50 2,370 575 2,100 6,803.75 2,515 611 2,710 6,804.00 2,664 647 3,358 6,804.25 2,817 685 4,043 6,804.50 2,973 724 4,767 6,804.75 3,134 763 5,530 6,805.00 3,298 804 6,334 6,805.25 3,466 846 7,180 6,805.50 3,638 888 8,068 6,805.75 3,814 932 8,999 6,806.00 3,993 976 9,975 6,806.25 4,193 1,023 10,998 6,806.50 4,434 1,078 12,077 6,806.75 4,717 1,144 13,220 6,807.00 5,111 1,229 14,449 6,807.25 5,870 1,373 15,822 6,807.50 6,508 1,547 17,369 6,807.75 7,087 1,699 19,068 6,808.00 8,022 1,889 20,957 6,808.25 9,070 2,137 23,093 6,808.50 10,045 2,389 25,483 6,808.75 10,818 2,608 28,091 6,809.00 11,362 2,773 30,863 Device Routing Invert Outlet Devices #1 Primary 6,802.83'6.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Secondary 6,807.46'12.0" Round Culvert L= 14.6' CPP, projecting, no headwall, Ke= 0.900 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 112HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 6,807.46' / 6,807.09' S= 0.0253 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.23 cfs @ 12.62 hrs HW=6,807.13' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.23 cfs @ 9.66 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=6,802.25' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) Pond 59P: Detention Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=9.433 ac Peak Elev=6,807.13' Storage=15,138 cf 12.73 cfs 2.23 cfs2.23 cfs 0.00 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 113HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 59P: Detention Basin Total Primary Secondary Stage-Discharge Discharge (cfs) 543210Elevation (feet)6,809 6,808 6,807 6,806 6,805 6,804 6,803 Orifice/Grate Culvert Pond 59P: Detention Basin Surface Storage Stage-Area-Storage Storage (cubic-feet) 30,00028,00026,00024,00022,00020,00018,00016,00014,00012,00010,0008,0006,0004,0002,0000 Surface/Horizontal/Wetted Area (sq-ft) 11,00010,0009,0008,0007,0006,0005,0004,0003,0002,0001,0000 Elevation (feet)6,809 6,808 6,807 6,806 6,805 6,804 6,803 Custom Stage Data Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 114HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 59P: Detention Basin Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0 6,802.25 0.00 0.00 0.00 5.60 0.00 0 6,802.25 0.00 0.00 0.00 6.20 0.00 0 6,802.25 0.00 0.00 0.00 6.80 0.00 0 6,802.25 0.00 0.00 0.00 7.40 0.00 0 6,802.25 0.00 0.00 0.00 8.00 0.00 0 6,802.27 0.00 0.00 0.00 8.60 0.00 6 6,802.30 0.00 0.00 0.00 9.20 0.02 31 6,802.38 0.00 0.00 0.00 9.80 0.06 115 6,802.50 0.00 0.00 0.00 10.40 0.12 299 6,802.65 0.00 0.00 0.00 11.00 0.26 689 6,802.86 0.00 0.00 0.00 11.60 0.66 1,342 6,803.17 0.30 0.30 0.00 12.20 8.56 12,090 6,806.50 2.05 2.05 0.00 12.80 1.62 14,906 6,807.09 2.22 2.22 0.00 13.40 1.00 12,923 6,806.69 2.10 2.10 0.00 14.00 0.74 10,429 6,806.11 1.93 1.93 0.00 14.60 0.62 7,941 6,805.47 1.71 1.71 0.00 15.20 0.55 5,775 6,804.83 1.46 1.46 0.00 15.80 0.48 4,022 6,804.24 1.19 1.19 0.00 16.40 0.42 2,726 6,803.76 0.90 0.90 0.00 17.00 0.39 1,944 6,803.43 0.64 0.64 0.00 17.60 0.36 1,581 6,803.28 0.46 0.46 0.00 18.20 0.34 1,453 6,803.22 0.37 0.37 0.00 18.80 0.31 1,394 6,803.19 0.33 0.33 0.00 19.40 0.29 1,351 6,803.17 0.30 0.30 0.00 20.00 0.26 1,311 6,803.15 0.28 0.28 0.00 20.60 0.24 1,276 6,803.14 0.25 0.25 0.00 21.20 0.24 1,260 6,803.13 0.24 0.24 0.00 21.80 0.23 1,250 6,803.12 0.24 0.24 0.00 22.40 0.23 1,242 6,803.12 0.23 0.23 0.00 23.00 0.22 1,234 6,803.12 0.23 0.23 0.00 23.60 0.22 1,226 6,803.11 0.22 0.22 0.00 24.20 0.14 1,205 6,803.10 0.21 0.21 0.00 24.80 0.00 980 6,803.00 0.08 0.08 0.00 25.40 0.00 860 6,802.94 0.04 0.04 0.00 26.00 0.00 800 6,802.91 0.02 0.02 0.00 26.60 0.00 765 6,802.89 0.01 0.01 0.00 27.20 0.00 742 6,802.88 0.01 0.01 0.00 27.80 0.00 726 6,802.87 0.01 0.01 0.00 28.40 0.00 714 6,802.87 0.00 0.00 0.00 29.00 0.00 705 6,802.86 0.00 0.00 0.00 29.60 0.00 698 6,802.86 0.00 0.00 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 115HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 59P: Detention Basin Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,802.25 0.00 0.00 0.00 6,802.35 0.00 0.00 0.00 6,802.45 0.00 0.00 0.00 6,802.55 0.00 0.00 0.00 6,802.65 0.00 0.00 0.00 6,802.75 0.00 0.00 0.00 6,802.85 0.00 0.00 0.00 6,802.95 0.04 0.04 0.00 6,803.05 0.14 0.14 0.00 6,803.15 0.27 0.27 0.00 6,803.25 0.42 0.42 0.00 6,803.35 0.56 0.56 0.00 6,803.45 0.66 0.66 0.00 6,803.55 0.74 0.74 0.00 6,803.65 0.82 0.82 0.00 6,803.75 0.89 0.89 0.00 6,803.85 0.96 0.96 0.00 6,803.95 1.02 1.02 0.00 6,804.05 1.08 1.08 0.00 6,804.15 1.14 1.14 0.00 6,804.25 1.19 1.19 0.00 6,804.35 1.24 1.24 0.00 6,804.45 1.29 1.29 0.00 6,804.55 1.34 1.34 0.00 6,804.65 1.38 1.38 0.00 6,804.75 1.42 1.42 0.00 6,804.85 1.47 1.47 0.00 6,804.95 1.51 1.51 0.00 6,805.05 1.55 1.55 0.00 6,805.15 1.59 1.59 0.00 6,805.25 1.63 1.63 0.00 6,805.35 1.66 1.66 0.00 6,805.45 1.70 1.70 0.00 6,805.55 1.74 1.74 0.00 6,805.65 1.77 1.77 0.00 6,805.75 1.81 1.81 0.00 6,805.85 1.84 1.84 0.00 6,805.95 1.87 1.87 0.00 6,806.05 1.91 1.91 0.00 6,806.15 1.94 1.94 0.00 6,806.25 1.97 1.97 0.00 6,806.35 2.00 2.00 0.00 6,806.45 2.03 2.03 0.00 6,806.55 2.06 2.06 0.00 6,806.65 2.09 2.09 0.00 6,806.75 2.12 2.12 0.00 6,806.85 2.15 2.15 0.00 6,806.95 2.18 2.18 0.00 6,807.05 2.20 2.20 0.00 6,807.15 2.23 2.23 0.00 6,807.25 2.26 2.26 0.00 6,807.35 2.29 2.29 0.00 6,807.45 2.31 2.31 0.00 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,807.55 2.37 2.34 0.03 6,807.65 2.49 2.37 0.12 6,807.75 2.67 2.39 0.27 6,807.85 2.89 2.42 0.48 6,807.95 3.16 2.44 0.72 6,808.05 3.46 2.47 1.00 6,808.15 3.78 2.49 1.29 6,808.25 4.11 2.52 1.59 6,808.35 4.41 2.54 1.87 6,808.45 4.66 2.57 2.10 6,808.55 4.88 2.59 2.29 6,808.65 5.09 2.61 2.48 6,808.75 5.29 2.64 2.65 6,808.85 5.48 2.66 2.82 6,808.95 5.65 2.68 2.97 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 116HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 59P: Detention Basin Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 6,802.25 2 0 6,802.35 377 19 6,802.45 752 75 6,802.55 1,142 170 6,802.65 1,549 304 6,802.75 1,956 480 6,802.85 2,010 678 6,802.95 2,063 881 6,803.05 2,118 1,090 6,803.15 2,173 1,305 6,803.25 2,228 1,525 6,803.35 2,285 1,751 6,803.45 2,342 1,982 6,803.55 2,399 2,219 6,803.65 2,457 2,462 6,803.75 2,515 2,710 6,803.85 2,575 2,965 6,803.95 2,634 3,225 6,804.05 2,695 3,492 6,804.15 2,756 3,764 6,804.25 2,817 4,043 6,804.35 2,879 4,328 6,804.45 2,942 4,619 6,804.55 3,005 4,916 6,804.65 3,070 5,220 6,804.75 3,134 5,530 6,804.85 3,200 5,847 6,804.95 3,265 6,170 6,805.05 3,332 6,500 6,805.15 3,399 6,836 6,805.25 3,466 7,180 6,805.35 3,535 7,530 6,805.45 3,604 7,886 6,805.55 3,673 8,250 6,805.65 3,744 8,621 6,805.75 3,814 8,999 6,805.85 3,886 9,384 6,805.95 3,957 9,776 6,806.05 4,033 10,176 6,806.15 4,113 10,583 6,806.25 4,193 10,998 6,806.35 4,289 11,422 6,806.45 4,386 11,856 6,806.55 4,491 12,300 6,806.65 4,604 12,754 6,806.75 4,717 13,220 6,806.85 4,875 13,700 6,806.95 5,032 14,195 6,807.05 5,263 14,708 6,807.15 5,566 15,250 6,807.25 5,870 15,822 6,807.35 6,125 16,421 6,807.45 6,380 17,047 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 6,807.55 6,624 17,697 6,807.65 6,855 18,371 6,807.75 7,087 19,068 6,807.85 7,461 19,796 6,807.95 7,835 20,560 6,808.05 8,232 21,363 6,808.15 8,651 22,207 6,808.25 9,070 23,093 6,808.35 9,460 24,020 6,808.45 9,850 24,985 6,808.55 10,200 25,989 6,808.65 10,509 27,024 6,808.75 10,818 28,091 6,808.85 11,036 29,183 6,808.95 11,253 30,298 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 117HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 51S: POST-AREA-01A Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 1.76 0.137 0.78 100-YR 2.81 2.77 0.213 1.20 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 118HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 53S: POST-AREA-01B Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 3.28 0.209 0.73 100-YR 2.81 5.21 0.326 1.15 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 119HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 54S: POST-AREA-01C Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 1.26 0.079 0.92 100-YR 2.81 1.91 0.119 1.38 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 120HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 56S: PRE-AREA-01D Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 2.04 0.133 0.82 100-YR 2.81 3.16 0.203 1.26 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 121HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 62S: POST-AREA-01E Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.15 0.024 0.31 100-YR 2.81 0.32 0.045 0.58 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 122HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 56R: POST-CULVERT-01B-2 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 3.28 3.28 6,846.71 38 100-YR 5.21 5.21 6,846.79 53 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 123HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 57R: POST-CULVERT-01B-3 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 4.54 4.54 6,834.61 31 100-YR 7.12 7.12 6,834.70 43 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 124HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 59R: POST-REACH-01B Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 1.76 1.75 6,837.96 135 100-YR 2.77 2.76 6,838.04 191 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 125HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 61R: POST-REACH-01B-4 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 8.05 8.05 6,820.62 95 100-YR 12.63 12.63 6,820.66 133 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 126HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Pond 52P: POST-CULVERT-01A Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 25-YR 1.76 1.76 6,839.73 0.000 100-YR 2.77 2.77 6,840.05 0.000 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 127HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Pond 55P: POST-CULVERT-01B-1 Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 25-YR 3.28 3.28 6,848.14 0.000 100-YR 5.21 5.21 6,848.42 0.000 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 128HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Pond 58R: POST-CULVERT-01B-4 Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (acre-feet) 25-YR 8.05 8.05 6,822.93 0.000 100-YR 12.63 12.63 6,823.36 0.000 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 129HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Pond 59P: Detention Basin Event Inflow (cfs) Outflow (cfs) Primary (cfs) Secondary (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 8.09 1.78 1.78 0.00 6,805.68 8,743 100-YR 12.73 2.23 2.23 0.00 6,807.13 15,138 Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 4 Soil Listing (selected nodes) 5 Ground Covers (selected nodes) 6 Pipe Listing (selected nodes) 25-YR Event 7 Node Listing 8 Subcat 51S: POST-AREA-01A 10 Subcat 53S: POST-AREA-01B 13 Subcat 54S: POST-AREA-01C 16 Subcat 56S: PRE-AREA-01D 18 Subcat 62S: POST-AREA-01E 20 Reach 56R: POST-CULVERT-01B-2 25 Reach 57R: POST-CULVERT-01B-3 31 Reach 59R: POST-REACH-01B 36 Reach 61R: POST-REACH-01B-4 41 Pond 52P: POST-CULVERT-01A 46 Pond 55P: POST-CULVERT-01B-1 51 Pond 58R: POST-CULVERT-01B-4 56 Pond 59P: Detention Basin 100-YR Event 62 Node Listing 63 Subcat 51S: POST-AREA-01A 65 Subcat 53S: POST-AREA-01B 68 Subcat 54S: POST-AREA-01C 71 Subcat 56S: PRE-AREA-01D 73 Subcat 62S: POST-AREA-01E 75 Reach 56R: POST-CULVERT-01B-2 80 Reach 57R: POST-CULVERT-01B-3 86 Reach 59R: POST-REACH-01B 91 Reach 61R: POST-REACH-01B-4 96 Pond 52P: POST-CULVERT-01A 101 Pond 55P: POST-CULVERT-01B-1 106 Pond 58R: POST-CULVERT-01B-4 111 Pond 59P: Detention Basin Multi-Event Tables 117 Subcat 51S: POST-AREA-01A 118 Subcat 53S: POST-AREA-01B 119 Subcat 54S: POST-AREA-01C 120 Subcat 56S: PRE-AREA-01D 121 Subcat 62S: POST-AREA-01E 122 Reach 56R: POST-CULVERT-01B-2 123 Reach 57R: POST-CULVERT-01B-3 124 Reach 59R: POST-REACH-01B 125 Reach 61R: POST-REACH-01B-4 126 Pond 52P: POST-CULVERT-01A Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC 127 Pond 55P: POST-CULVERT-01B-1 128 Pond 58R: POST-CULVERT-01B-4 129 Pond 59P: Detention Basin APPENDIX B2 Post-Development 25-Year and 100-Year Hydrologic Analysis For Tributary Area-02 63S POST-AREA-02 Routing Diagram for 03385-2020-20210713 Prepared by Gamba Engineering, Printed 7/14/2021 HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 2HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 25-YR Type II 24-hr Default 24.00 1 2.21 2 2 100-YR Type II 24-hr Default 24.00 1 2.81 2 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 3HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.017 83 1/4 acre lots, 38% imp, HSG C (63S) 0.069 71 Meadow, non-grazed, HSG C (63S) 0.051 98 Paved parking, HSG C (63S) 1.137 83 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 4HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 1.137 HSG C 63S 0.000 HSG D 0.000 Other 1.137 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 5HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 1.017 0.000 0.000 1.017 1/4 acre lots, 38% imp 63S 0.000 0.000 0.069 0.000 0.000 0.069 Meadow, non-grazed 63S 0.000 0.000 0.051 0.000 0.000 0.051 Paved parking 63S 0.000 0.000 1.137 0.000 0.000 1.137 TOTAL AREA Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 6HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.137 ac 38.47% Impervious Runoff Depth=0.92"Subcatchment 63S: POST-AREA-02 Flow Length=303' Tc=14.4 min CN=83 Runoff=1.35 cfs 0.087 af Total Runoff Area = 1.137 ac Runoff Volume = 0.087 af Average Runoff Depth = 0.92" 61.53% Pervious = 0.700 ac 38.47% Impervious = 0.437 ac Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 7HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 63S: POST-AREA-02 Runoff = 1.35 cfs @ 12.07 hrs, Volume= 0.087 af, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 1.017 83 1/4 acre lots, 38% imp, HSG C 0.069 71 Meadow, non-grazed, HSG C 0.051 98 Paved parking, HSG C 1.137 83 Weighted Average 0.700 61.53% Pervious Area 0.437 38.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 200 0.1031 0.24 Sheet Flow, Developed Yards Grass: Short n= 0.150 P2= 1.33" 0.7 103 0.1088 2.31 Shallow Concentrated Flow, Developed Yard Short Grass Pasture Kv= 7.0 fps 14.4 303 Total Subcatchment 63S: POST-AREA-02 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=1.137 ac Runoff Volume=0.087 af Runoff Depth=0.92" Flow Length=303' Tc=14.4 min CN=83 1.35 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 8HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 63S: POST-AREA-02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.01 10.40 0.44 0.01 0.01 10.70 0.48 0.01 0.02 11.00 0.52 0.02 0.02 11.30 0.58 0.03 0.04 11.60 0.68 0.06 0.07 11.90 1.25 0.30 0.55 12.20 1.54 0.47 0.79 12.50 1.62 0.52 0.24 12.80 1.68 0.55 0.14 13.10 1.72 0.58 0.11 13.40 1.76 0.60 0.09 13.70 1.79 0.62 0.08 14.00 1.81 0.64 0.07 14.30 1.84 0.65 0.06 14.60 1.86 0.67 0.06 14.90 1.88 0.68 0.06 15.20 1.90 0.70 0.05 15.50 1.92 0.71 0.05 15.80 1.93 0.72 0.05 16.10 1.95 0.73 0.04 16.40 1.96 0.74 0.04 16.70 1.98 0.75 0.04 17.00 1.99 0.76 0.04 17.30 2.01 0.77 0.04 17.60 2.02 0.78 0.03 17.90 2.03 0.79 0.03 18.20 2.04 0.80 0.03 18.50 2.05 0.80 0.03 18.80 2.07 0.81 0.03 19.10 2.08 0.82 0.03 19.40 2.09 0.83 0.03 19.70 2.10 0.83 0.03 20.00 2.10 0.84 0.02 20.30 2.11 0.85 0.02 20.60 2.12 0.85 0.02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.86 0.02 21.20 2.14 0.86 0.02 21.50 2.15 0.87 0.02 21.80 2.15 0.88 0.02 22.10 2.16 0.88 0.02 22.40 2.17 0.89 0.02 22.70 2.18 0.89 0.02 23.00 2.19 0.90 0.02 23.30 2.19 0.90 0.02 23.60 2.20 0.91 0.02 23.90 2.21 0.91 0.02 24.20 2.21 0.92 0.01 24.50 2.21 0.92 0.00 24.80 2.21 0.92 0.00 25.10 2.21 0.92 0.00 25.40 2.21 0.92 0.00 25.70 2.21 0.92 0.00 26.00 2.21 0.92 0.00 26.30 2.21 0.92 0.00 26.60 2.21 0.92 0.00 26.90 2.21 0.92 0.00 27.20 2.21 0.92 0.00 27.50 2.21 0.92 0.00 27.80 2.21 0.92 0.00 28.10 2.21 0.92 0.00 28.40 2.21 0.92 0.00 28.70 2.21 0.92 0.00 29.00 2.21 0.92 0.00 29.30 2.21 0.92 0.00 29.60 2.21 0.92 0.00 29.90 2.21 0.92 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 9HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.137 ac 38.47% Impervious Runoff Depth=1.38"Subcatchment 63S: POST-AREA-02 Flow Length=303' Tc=14.4 min CN=83 Runoff=2.04 cfs 0.130 af Total Runoff Area = 1.137 ac Runoff Volume = 0.130 af Average Runoff Depth = 1.38" 61.53% Pervious = 0.700 ac 38.47% Impervious = 0.437 ac Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 10HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 63S: POST-AREA-02 Runoff = 2.04 cfs @ 12.07 hrs, Volume= 0.130 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 1.017 83 1/4 acre lots, 38% imp, HSG C 0.069 71 Meadow, non-grazed, HSG C 0.051 98 Paved parking, HSG C 1.137 83 Weighted Average 0.700 61.53% Pervious Area 0.437 38.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 200 0.1031 0.24 Sheet Flow, Developed Yards Grass: Short n= 0.150 P2= 1.33" 0.7 103 0.1088 2.31 Shallow Concentrated Flow, Developed Yard Short Grass Pasture Kv= 7.0 fps 14.4 303 Total Subcatchment 63S: POST-AREA-02 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=1.137 ac Runoff Volume=0.130 af Runoff Depth=1.38" Flow Length=303' Tc=14.4 min CN=83 2.04 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 11HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 63S: POST-AREA-02 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.01 9.20 0.43 0.01 0.01 9.50 0.46 0.01 0.01 9.80 0.49 0.01 0.01 10.10 0.52 0.02 0.02 10.40 0.56 0.03 0.03 10.70 0.60 0.04 0.04 11.00 0.66 0.05 0.05 11.30 0.73 0.07 0.07 11.60 0.86 0.12 0.12 11.90 1.60 0.50 0.89 12.20 1.96 0.74 1.18 12.50 2.07 0.81 0.34 12.80 2.13 0.86 0.20 13.10 2.19 0.90 0.16 13.40 2.23 0.93 0.13 13.70 2.27 0.96 0.11 14.00 2.30 0.99 0.10 14.30 2.33 1.01 0.09 14.60 2.36 1.03 0.08 14.90 2.39 1.05 0.08 15.20 2.41 1.07 0.07 15.50 2.44 1.09 0.07 15.80 2.46 1.10 0.06 16.10 2.48 1.12 0.06 16.40 2.50 1.13 0.06 16.70 2.52 1.15 0.05 17.00 2.53 1.16 0.05 17.30 2.55 1.17 0.05 17.60 2.57 1.19 0.05 17.90 2.58 1.20 0.05 18.20 2.60 1.21 0.05 18.50 2.61 1.22 0.04 18.80 2.63 1.23 0.04 19.10 2.64 1.24 0.04 19.40 2.65 1.25 0.04 19.70 2.66 1.26 0.04 20.00 2.68 1.27 0.03 20.30 2.69 1.28 0.03 20.60 2.70 1.29 0.03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 1.30 0.03 21.20 2.72 1.30 0.03 21.50 2.73 1.31 0.03 21.80 2.74 1.32 0.03 22.10 2.75 1.33 0.03 22.40 2.76 1.34 0.03 22.70 2.77 1.34 0.03 23.00 2.78 1.35 0.03 23.30 2.79 1.36 0.03 23.60 2.80 1.37 0.03 23.90 2.81 1.37 0.03 24.20 2.81 1.38 0.01 24.50 2.81 1.38 0.00 24.80 2.81 1.38 0.00 25.10 2.81 1.38 0.00 25.40 2.81 1.38 0.00 25.70 2.81 1.38 0.00 26.00 2.81 1.38 0.00 26.30 2.81 1.38 0.00 26.60 2.81 1.38 0.00 26.90 2.81 1.38 0.00 27.20 2.81 1.38 0.00 27.50 2.81 1.38 0.00 27.80 2.81 1.38 0.00 28.10 2.81 1.38 0.00 28.40 2.81 1.38 0.00 28.70 2.81 1.38 0.00 29.00 2.81 1.38 0.00 29.30 2.81 1.38 0.00 29.60 2.81 1.38 0.00 29.90 2.81 1.38 0.00 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 12HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 63S: POST-AREA-02 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 1.35 0.087 0.92 100-YR 2.81 2.04 0.130 1.38 Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 4 Soil Listing (selected nodes) 5 Ground Covers (selected nodes) 25-YR Event 6 Node Listing 7 Subcat 63S: POST-AREA-02 100-YR Event 9 Node Listing 10 Subcat 63S: POST-AREA-02 Multi-Event Tables 12 Subcat 63S: POST-AREA-02 APPENDIX B3 Post-Development 25-Year and 100-Year Hydrologic Analysis For Tributary Area-03 40S POST-AREA-10 42S POST-AREA-03 43R POST-CULVERT-10A 44R POST-Reach-10B 45R POST-Reach-10C 48R POST-Reach 03C 50R POST-Reach-03B 62R Storm Sewer 4 41PCB POST-AREA-10-CULVERT Routing Diagram for 03385-2020-20210713 Prepared by Gamba Engineering, Printed 7/14/2021 HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 2HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 25-YR Type II 24-hr Default 24.00 1 2.21 2 2 100-YR Type II 24-hr Default 24.00 1 2.81 2 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 3HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.592 81 1/3 acre lots, 30% imp, HSG C (40S) 0.493 83 1/4 acre lots, 38% imp, HSG C (42S) 0.105 87 Dirt roads, HSG C (40S) 1.734 71 Meadow, non-grazed, HSG C (40S, 42S) 0.722 57 Oak/aspen range, Fair, HSG C (40S, 42S) 0.371 98 Paved parking, HSG C (40S, 42S) 4.017 74 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 4HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 4.017 HSG C 40S, 42S 0.000 HSG D 0.000 Other 4.017 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 5HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.592 0.000 0.000 0.592 1/3 acre lots, 30% imp 40S 0.000 0.000 0.493 0.000 0.000 0.493 1/4 acre lots, 38% imp 42S 0.000 0.000 0.105 0.000 0.000 0.105 Dirt roads 40S 0.000 0.000 1.734 0.000 0.000 1.734 Meadow, non-grazed 40S, 42S 0.000 0.000 0.722 0.000 0.000 0.722 Oak/aspen range, Fair 40S, 42S 0.000 0.000 0.371 0.000 0.000 0.371 Paved parking 40S, 42S 0.000 0.000 4.017 0.000 0.000 4.017 TOTAL AREA 03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 6HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 43R 6,878.98 6,877.35 81.4 0.0200 0.012 0.0 12.0 0.0 2 62R 6,817.06 6,816.00 87.2 0.0122 0.012 0.0 24.0 0.0 3 41P 6,880.73 6,879.51 38.8 0.0314 0.012 0.0 12.0 9.0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 7HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.069 ac 12.55% Impervious Runoff Depth=0.55"Subcatchment 40S: POST-AREA-10 Flow Length=473' Tc=25.6 min CN=74 Runoff=0.96 cfs 0.094 af Runoff Area=1.948 ac 24.45% Impervious Runoff Depth=0.58"Subcatchment 42S: POST-AREA-03 Flow Length=919' Tc=18.2 min CN=75 Runoff=1.22 cfs 0.094 af Avg. Flow Depth=0.19' Max Vel=4.17 fps Inflow=0.44 cfs 0.081 afReach 43R: POST-CULVERT-10A 12.0" Round Pipe n=0.012 L=81.4' S=0.0200 '/' Capacity=5.46 cfs Outflow=0.44 cfs 0.081 af Avg. Flow Depth=0.04' Max Vel=2.31 fps Inflow=0.44 cfs 0.081 afReach 44R: POST-Reach-10B n=0.030 L=91.5' S=0.1635 '/' Capacity=42.19 cfs Outflow=0.44 cfs 0.081 af Avg. Flow Depth=0.21' Max Vel=3.01 fps Inflow=0.96 cfs 0.094 afReach 45R: POST-Reach-10C n=0.030 L=555.8' S=0.0748 '/' Capacity=57.23 cfs Outflow=0.94 cfs 0.094 af Avg. Flow Depth=0.13' Max Vel=2.86 fps Inflow=1.96 cfs 0.188 afReach 48R: POST-Reach 03C n=0.035 L=92.4' S=0.0937 '/' Capacity=27.38 cfs Outflow=1.96 cfs 0.188 af Avg. Flow Depth=0.29' Max Vel=3.41 fps Inflow=1.96 cfs 0.188 afReach 50R: POST-Reach-03B n=0.030 L=92.2' S=0.0639 '/' Capacity=52.88 cfs Outflow=1.96 cfs 0.188 af Avg. Flow Depth=0.36' Max Vel=5.01 fps Inflow=1.96 cfs 0.188 afReach 62R: Storm Sewer 4 24.0" Round Pipe n=0.012 L=87.2' S=0.0122 '/' Capacity=27.02 cfs Outflow=1.96 cfs 0.188 af Peak Elev=6,882.15' Inflow=0.96 cfs 0.094 afPond 41P: POST-AREA-10-CULVERT Primary=0.44 cfs 0.081 af Secondary=0.53 cfs 0.013 af Outflow=0.96 cfs 0.094 af Total Runoff Area = 4.017 ac Runoff Volume = 0.188 af Average Runoff Depth = 0.56" 81.68% Pervious = 3.281 ac 18.32% Impervious = 0.736 ac Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 8HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: POST-AREA-10 [47] Hint: Peak is 1380% of capacity of segment #3 [47] Hint: Peak is 615% of capacity of segment #4 [47] Hint: Peak is 210% of capacity of segment #5 Runoff = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.592 81 1/3 acre lots, 30% imp, HSG C 0.986 71 Meadow, non-grazed, HSG C 0.304 57 Oak/aspen range, Fair, HSG C 0.105 87 Dirt roads, HSG C 0.082 98 Paved parking, HSG C 2.069 74 Weighted Average 1.809 87.45% Pervious Area 0.260 12.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 200 0.2046 0.15 Sheet Flow, Oak Brush - Meadow Woods: Light underbrush n= 0.400 P2= 1.33" 0.3 45 0.3536 2.97 Shallow Concentrated Flow, Oak Brush - Meadow Woodland Kv= 5.0 fps 1.1 64 0.0144 1.00 0.07 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch Bot.W=0.00' D=0.20' Z= 1.9 & 1.6 '/' Top.W=0.70' n= 0.035 Earth, dense weeds 0.7 64 0.2359 1.57 0.16 Trap/Vee/Rect Channel Flow, Slope through Oak Brush - Meado Bot.W=4.00' D=0.02' Z= 50.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 0.6 100 0.0624 2.94 0.46 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 25.6 473 Total Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 9HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 40S: POST-AREA-10 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=2.069 ac Runoff Volume=0.094 af Runoff Depth=0.55" Flow Length=473' Tc=25.6 min CN=74 0.96 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 10HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 40S: POST-AREA-10 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.00 11.60 0.68 0.01 0.01 11.90 1.25 0.12 0.15 12.20 1.54 0.23 0.96 12.50 1.62 0.26 0.49 12.80 1.68 0.28 0.24 13.10 1.72 0.30 0.16 13.40 1.76 0.32 0.13 13.70 1.79 0.33 0.11 14.00 1.81 0.34 0.09 14.30 1.84 0.36 0.08 14.60 1.86 0.37 0.08 14.90 1.88 0.38 0.07 15.20 1.90 0.39 0.07 15.50 1.92 0.39 0.06 15.80 1.93 0.40 0.06 16.10 1.95 0.41 0.06 16.40 1.96 0.42 0.05 16.70 1.98 0.42 0.05 17.00 1.99 0.43 0.05 17.30 2.01 0.44 0.05 17.60 2.02 0.44 0.05 17.90 2.03 0.45 0.04 18.20 2.04 0.46 0.04 18.50 2.05 0.46 0.04 18.80 2.07 0.47 0.04 19.10 2.08 0.47 0.04 19.40 2.09 0.48 0.04 19.70 2.10 0.48 0.04 20.00 2.10 0.49 0.03 20.30 2.11 0.49 0.03 20.60 2.12 0.50 0.03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.50 0.03 21.20 2.14 0.51 0.03 21.50 2.15 0.51 0.03 21.80 2.15 0.51 0.03 22.10 2.16 0.52 0.03 22.40 2.17 0.52 0.03 22.70 2.18 0.53 0.03 23.00 2.19 0.53 0.03 23.30 2.19 0.54 0.03 23.60 2.20 0.54 0.03 23.90 2.21 0.54 0.03 24.20 2.21 0.55 0.02 24.50 2.21 0.55 0.01 24.80 2.21 0.55 0.00 25.10 2.21 0.55 0.00 25.40 2.21 0.55 0.00 25.70 2.21 0.55 0.00 26.00 2.21 0.55 0.00 26.30 2.21 0.55 0.00 26.60 2.21 0.55 0.00 26.90 2.21 0.55 0.00 27.20 2.21 0.55 0.00 27.50 2.21 0.55 0.00 27.80 2.21 0.55 0.00 28.10 2.21 0.55 0.00 28.40 2.21 0.55 0.00 28.70 2.21 0.55 0.00 29.00 2.21 0.55 0.00 29.30 2.21 0.55 0.00 29.60 2.21 0.55 0.00 29.90 2.21 0.55 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 11HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: POST-AREA-03 Runoff = 1.22 cfs @ 12.12 hrs, Volume= 0.094 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.15 Area (ac) CN Description 0.748 71 Meadow, non-grazed, HSG C 0.418 57 Oak/aspen range, Fair, HSG C 0.289 98 Paved parking, HSG C 0.493 83 1/4 acre lots, 38% imp, HSG C 1.948 75 Weighted Average 1.472 75.55% Pervious Area 0.476 24.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 228 0.0581 1.60 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 14.7 151 0.1275 0.17 Sheet Flow, Grass Meadow Grass: Dense n= 0.240 P2= 1.33" 1.1 540 0.0750 8.37 39.35 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=1.00' Z= 2.1 & 7.3 '/' Top.W=9.40' n= 0.030 Earth, grassed & winding 18.2 919 Total Subcatchment 42S: POST-AREA-03 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 25-YR Rainfall=2.21" Ia/S=0.15 Runoff Area=1.948 ac Runoff Volume=0.094 af Runoff Depth=0.58" Flow Length=919' Tc=18.2 min CN=75 1.22 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 12HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 42S: POST-AREA-03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.14 0.00 0.00 5.30 0.15 0.00 0.00 5.60 0.16 0.00 0.00 5.90 0.17 0.00 0.00 6.20 0.18 0.00 0.00 6.50 0.20 0.00 0.00 6.80 0.21 0.00 0.00 7.10 0.22 0.00 0.00 7.40 0.24 0.00 0.00 7.70 0.25 0.00 0.00 8.00 0.27 0.00 0.00 8.30 0.28 0.00 0.00 8.60 0.30 0.00 0.00 8.90 0.32 0.00 0.00 9.20 0.34 0.00 0.00 9.50 0.36 0.00 0.00 9.80 0.38 0.00 0.00 10.10 0.41 0.00 0.00 10.40 0.44 0.00 0.00 10.70 0.48 0.00 0.00 11.00 0.52 0.00 0.00 11.30 0.58 0.00 0.01 11.60 0.68 0.01 0.02 11.90 1.25 0.14 0.31 12.20 1.54 0.25 1.04 12.50 1.62 0.28 0.34 12.80 1.68 0.31 0.18 13.10 1.72 0.33 0.14 13.40 1.76 0.34 0.12 13.70 1.79 0.36 0.10 14.00 1.81 0.37 0.09 14.30 1.84 0.38 0.08 14.60 1.86 0.39 0.07 14.90 1.88 0.40 0.07 15.20 1.90 0.41 0.07 15.50 1.92 0.42 0.06 15.80 1.93 0.43 0.06 16.10 1.95 0.44 0.05 16.40 1.96 0.45 0.05 16.70 1.98 0.45 0.05 17.00 1.99 0.46 0.05 17.30 2.01 0.47 0.05 17.60 2.02 0.48 0.04 17.90 2.03 0.48 0.04 18.20 2.04 0.49 0.04 18.50 2.05 0.49 0.04 18.80 2.07 0.50 0.04 19.10 2.08 0.51 0.04 19.40 2.09 0.51 0.04 19.70 2.10 0.52 0.03 20.00 2.10 0.52 0.03 20.30 2.11 0.53 0.03 20.60 2.12 0.53 0.03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.13 0.53 0.03 21.20 2.14 0.54 0.03 21.50 2.15 0.54 0.03 21.80 2.15 0.55 0.03 22.10 2.16 0.55 0.03 22.40 2.17 0.56 0.03 22.70 2.18 0.56 0.03 23.00 2.19 0.57 0.03 23.30 2.19 0.57 0.03 23.60 2.20 0.57 0.03 23.90 2.21 0.58 0.03 24.20 2.21 0.58 0.02 24.50 2.21 0.58 0.00 24.80 2.21 0.58 0.00 25.10 2.21 0.58 0.00 25.40 2.21 0.58 0.00 25.70 2.21 0.58 0.00 26.00 2.21 0.58 0.00 26.30 2.21 0.58 0.00 26.60 2.21 0.58 0.00 26.90 2.21 0.58 0.00 27.20 2.21 0.58 0.00 27.50 2.21 0.58 0.00 27.80 2.21 0.58 0.00 28.10 2.21 0.58 0.00 28.40 2.21 0.58 0.00 28.70 2.21 0.58 0.00 29.00 2.21 0.58 0.00 29.30 2.21 0.58 0.00 29.60 2.21 0.58 0.00 29.90 2.21 0.58 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 13HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 43R: POST-CULVERT-10A [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.47" for 25-YR event Inflow = 0.44 cfs @ 12.21 hrs, Volume= 0.081 af Outflow = 0.44 cfs @ 12.22 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 4.17 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.15 fps, Avg. Travel Time= 0.6 min Peak Storage= 9 cf @ 12.22 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 0.79' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 5.46 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 81.4' Slope= 0.0200 '/' Inlet Invert= 6,878.98', Outlet Invert= 6,877.35' Reach 43R: POST-CULVERT-10A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.069 ac Avg. Flow Depth=0.19' Max Vel=4.17 fps 12.0" Round Pipe n=0.012 L=81.4' S=0.0200 '/' Capacity=5.46 cfs 0.44 cfs0.44 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 14HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 43R: POST-CULVERT-10A Primary Stage-Discharge Discharge (cfs) 543210Depth (feet)1 0 Reach 43R: POST-CULVERT-10A Storage Stage-Storage Storage (cubic-feet) 605550454035302520151050Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 15HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 43R: POST-CULVERT-10A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,878.98 0.00 5.60 0.00 0 6,878.98 0.00 6.20 0.00 0 6,878.98 0.00 6.80 0.00 0 6,878.98 0.00 7.40 0.00 0 6,878.98 0.00 8.00 0.00 0 6,878.98 0.00 8.60 0.00 0 6,878.98 0.00 9.20 0.00 0 6,878.98 0.00 9.80 0.00 0 6,878.98 0.00 10.40 0.00 0 6,878.98 0.00 11.00 0.00 0 6,878.98 0.00 11.60 0.01 1 6,879.01 0.01 12.20 0.44 9 6,879.17 0.44 12.80 0.24 6 6,879.12 0.25 13.40 0.13 4 6,879.09 0.13 14.00 0.09 3 6,879.07 0.10 14.60 0.08 3 6,879.06 0.08 15.20 0.07 2 6,879.06 0.07 15.80 0.06 2 6,879.05 0.06 16.40 0.05 2 6,879.05 0.05 17.00 0.05 2 6,879.05 0.05 17.60 0.05 2 6,879.05 0.05 18.20 0.04 2 6,879.04 0.04 18.80 0.04 2 6,879.04 0.04 19.40 0.04 2 6,879.04 0.04 20.00 0.03 1 6,879.04 0.03 20.60 0.03 1 6,879.03 0.03 21.20 0.03 1 6,879.03 0.03 21.80 0.03 1 6,879.03 0.03 22.40 0.03 1 6,879.03 0.03 23.00 0.03 1 6,879.03 0.03 23.60 0.03 1 6,879.03 0.03 24.20 0.02 1 6,879.03 0.03 24.80 0.00 0 6,878.99 0.00 25.40 0.00 0 6,878.98 0.00 26.00 0.00 0 6,878.98 0.00 26.60 0.00 0 6,878.98 0.00 27.20 0.00 0 6,878.98 0.00 27.80 0.00 0 6,878.98 0.00 28.40 0.00 0 6,878.98 0.00 29.00 0.00 0 6,878.98 0.00 29.60 0.00 0 6,878.98 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 16HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 43R: POST-CULVERT-10A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,878.98 0.00 0.00 6,878.99 0.62 0.00 6,879.00 0.98 0.00 6,879.01 1.28 0.01 6,879.02 1.54 0.02 6,879.03 1.79 0.03 6,879.04 2.01 0.04 6,879.05 2.22 0.05 6,879.06 2.42 0.07 6,879.07 2.61 0.09 6,879.08 2.79 0.11 6,879.09 2.96 0.14 6,879.10 3.13 0.17 6,879.11 3.29 0.20 6,879.12 3.44 0.23 6,879.13 3.59 0.27 6,879.14 3.74 0.30 6,879.15 3.88 0.34 6,879.16 4.02 0.39 6,879.17 4.15 0.43 6,879.18 4.28 0.48 6,879.19 4.40 0.53 6,879.20 4.52 0.58 6,879.21 4.64 0.63 6,879.22 4.76 0.69 6,879.23 4.87 0.75 6,879.24 4.98 0.81 6,879.25 5.09 0.87 6,879.26 5.20 0.94 6,879.27 5.30 1.00 6,879.28 5.40 1.07 6,879.29 5.49 1.14 6,879.30 5.59 1.21 6,879.31 5.68 1.28 6,879.32 5.77 1.36 6,879.33 5.86 1.44 6,879.34 5.95 1.51 6,879.35 6.03 1.59 6,879.36 6.12 1.67 6,879.37 6.20 1.76 6,879.38 6.27 1.84 6,879.39 6.35 1.93 6,879.40 6.42 2.01 6,879.41 6.50 2.10 6,879.42 6.57 2.19 6,879.43 6.64 2.28 6,879.44 6.70 2.36 6,879.45 6.77 2.46 6,879.46 6.83 2.55 6,879.47 6.89 2.64 6,879.48 6.95 2.73 6,879.49 7.01 2.82 6,879.50 7.07 2.92 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,879.51 7.12 3.01 6,879.52 7.18 3.10 6,879.53 7.23 3.20 6,879.54 7.28 3.29 6,879.55 7.32 3.39 6,879.56 7.37 3.48 6,879.57 7.42 3.58 6,879.58 7.46 3.67 6,879.59 7.50 3.76 6,879.60 7.54 3.86 6,879.61 7.58 3.95 6,879.62 7.61 4.04 6,879.63 7.64 4.13 6,879.64 7.68 4.22 6,879.65 7.71 4.31 6,879.66 7.74 4.40 6,879.67 7.76 4.49 6,879.68 7.79 4.57 6,879.69 7.81 4.66 6,879.70 7.83 4.74 6,879.71 7.85 4.82 6,879.72 7.87 4.90 6,879.73 7.88 4.98 6,879.74 7.90 5.06 6,879.75 7.91 5.13 6,879.76 7.92 5.20 6,879.77 7.92 5.27 6,879.78 7.93 5.34 6,879.79 7.93 5.40 6,879.80 7.93 5.46 6,879.81 7.92 5.52 6,879.82 7.92 5.58 6,879.83 7.91 5.63 6,879.84 7.90 5.68 6,879.85 7.88 5.72 6,879.86 7.87 5.76 6,879.87 7.84 5.79 6,879.88 7.82 5.82 6,879.89 7.79 5.84 6,879.90 7.75 5.86 6,879.91 7.71 5.87 6,879.92 7.67 5.88 6,879.93 7.61 5.87 6,879.94 7.55 5.85 6,879.95 7.48 5.82 6,879.96 7.38 5.77 6,879.97 7.26 5.69 6,879.98 6.95 5.46 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 17HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 43R: POST-CULVERT-10A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,878.98 0.0 0 6,878.99 0.0 0 6,879.00 0.0 0 6,879.01 0.0 1 6,879.02 0.0 1 6,879.03 0.0 1 6,879.04 0.0 2 6,879.05 0.0 2 6,879.06 0.0 2 6,879.07 0.0 3 6,879.08 0.0 3 6,879.09 0.0 4 6,879.10 0.1 4 6,879.11 0.1 5 6,879.12 0.1 5 6,879.13 0.1 6 6,879.14 0.1 7 6,879.15 0.1 7 6,879.16 0.1 8 6,879.17 0.1 8 6,879.18 0.1 9 6,879.19 0.1 10 6,879.20 0.1 10 6,879.21 0.1 11 6,879.22 0.1 12 6,879.23 0.2 12 6,879.24 0.2 13 6,879.25 0.2 14 6,879.26 0.2 15 6,879.27 0.2 15 6,879.28 0.2 16 6,879.29 0.2 17 6,879.30 0.2 18 6,879.31 0.2 18 6,879.32 0.2 19 6,879.33 0.2 20 6,879.34 0.3 21 6,879.35 0.3 22 6,879.36 0.3 22 6,879.37 0.3 23 6,879.38 0.3 24 6,879.39 0.3 25 6,879.40 0.3 25 6,879.41 0.3 26 6,879.42 0.3 27 6,879.43 0.3 28 6,879.44 0.4 29 6,879.45 0.4 30 6,879.46 0.4 30 6,879.47 0.4 31 6,879.48 0.4 32 6,879.49 0.4 33 6,879.50 0.4 34 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,879.51 0.4 34 6,879.52 0.4 35 6,879.53 0.4 36 6,879.54 0.5 37 6,879.55 0.5 38 6,879.56 0.5 38 6,879.57 0.5 39 6,879.58 0.5 40 6,879.59 0.5 41 6,879.60 0.5 42 6,879.61 0.5 42 6,879.62 0.5 43 6,879.63 0.5 44 6,879.64 0.5 45 6,879.65 0.6 46 6,879.66 0.6 46 6,879.67 0.6 47 6,879.68 0.6 48 6,879.69 0.6 49 6,879.70 0.6 49 6,879.71 0.6 50 6,879.72 0.6 51 6,879.73 0.6 51 6,879.74 0.6 52 6,879.75 0.6 53 6,879.76 0.7 54 6,879.77 0.7 54 6,879.78 0.7 55 6,879.79 0.7 55 6,879.80 0.7 56 6,879.81 0.7 57 6,879.82 0.7 57 6,879.83 0.7 58 6,879.84 0.7 58 6,879.85 0.7 59 6,879.86 0.7 60 6,879.87 0.7 60 6,879.88 0.7 61 6,879.89 0.8 61 6,879.90 0.8 62 6,879.91 0.8 62 6,879.92 0.8 62 6,879.93 0.8 63 6,879.94 0.8 63 6,879.95 0.8 63 6,879.96 0.8 64 6,879.97 0.8 64 6,879.98 0.8 64 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 18HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 44R: POST-Reach-10B [61] Hint: Exceeded Reach 43R outlet invert by 0.04' @ 12.23 hrs Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.47" for 25-YR event Inflow = 0.44 cfs @ 12.22 hrs, Volume= 0.081 af Outflow = 0.44 cfs @ 12.22 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.31 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.05 fps, Avg. Travel Time= 1.4 min Peak Storage= 17 cf @ 12.22 hrs Average Depth at Peak Storage= 0.04' , Surface Width= 4.86' Bank-Full Depth= 0.50' Flow Area= 4.5 sf, Capacity= 42.19 cfs 4.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 10.0 '/' Top Width= 14.00' Length= 91.5' Slope= 0.1635 '/' Inlet Invert= 6,877.35', Outlet Invert= 6,862.39' ‡ Reach 44R: POST-Reach-10B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.069 ac Avg. Flow Depth=0.04' Max Vel=2.31 fps n=0.030 L=91.5' S=0.1635 '/' Capacity=42.19 cfs 0.44 cfs0.44 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 19HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 44R: POST-Reach-10B Primary Stage-Discharge Discharge (cfs) 4035302520151050Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 44R: POST-Reach-10B Storage Stage-Storage Storage (cubic-feet) 400350300250200150100500Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 20HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 44R: POST-Reach-10B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,877.35 0.00 5.60 0.00 0 6,877.35 0.00 6.20 0.00 0 6,877.35 0.00 6.80 0.00 0 6,877.35 0.00 7.40 0.00 0 6,877.35 0.00 8.00 0.00 0 6,877.35 0.00 8.60 0.00 0 6,877.35 0.00 9.20 0.00 0 6,877.35 0.00 9.80 0.00 0 6,877.35 0.00 10.40 0.00 0 6,877.35 0.00 11.00 0.00 0 6,877.35 0.00 11.60 0.01 1 6,877.35 0.01 12.20 0.44 17 6,877.39 0.44 12.80 0.25 12 6,877.38 0.25 13.40 0.13 8 6,877.37 0.13 14.00 0.10 7 6,877.37 0.10 14.60 0.08 6 6,877.37 0.08 15.20 0.07 5 6,877.36 0.07 15.80 0.06 5 6,877.36 0.06 16.40 0.05 5 6,877.36 0.05 17.00 0.05 4 6,877.36 0.05 17.60 0.05 4 6,877.36 0.05 18.20 0.04 4 6,877.36 0.04 18.80 0.04 4 6,877.36 0.04 19.40 0.04 4 6,877.36 0.04 20.00 0.03 3 6,877.36 0.03 20.60 0.03 3 6,877.36 0.03 21.20 0.03 3 6,877.36 0.03 21.80 0.03 3 6,877.36 0.03 22.40 0.03 3 6,877.36 0.03 23.00 0.03 3 6,877.36 0.03 23.60 0.03 3 6,877.36 0.03 24.20 0.03 3 6,877.36 0.03 24.80 0.00 0 6,877.35 0.00 25.40 0.00 0 6,877.35 0.00 26.00 0.00 0 6,877.35 0.00 26.60 0.00 0 6,877.35 0.00 27.20 0.00 0 6,877.35 0.00 27.80 0.00 0 6,877.35 0.00 28.40 0.00 0 6,877.35 0.00 29.00 0.00 0 6,877.35 0.00 29.60 0.00 0 6,877.35 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 21HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 44R: POST-Reach-10B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,877.35 0.00 0.00 6,877.36 0.91 0.04 6,877.37 1.43 0.12 6,877.38 1.85 0.24 6,877.39 2.21 0.39 6,877.40 2.53 0.57 6,877.41 2.83 0.78 6,877.42 3.10 1.02 6,877.43 3.35 1.29 6,877.44 3.59 1.58 6,877.45 3.82 1.91 6,877.46 4.03 2.26 6,877.47 4.24 2.64 6,877.48 4.43 3.06 6,877.49 4.62 3.50 6,877.50 4.81 3.97 6,877.51 4.98 4.47 6,877.52 5.16 5.00 6,877.53 5.32 5.56 6,877.54 5.49 6.15 6,877.55 5.64 6.77 6,877.56 5.80 7.43 6,877.57 5.95 8.12 6,877.58 6.10 8.84 6,877.59 6.24 9.59 6,877.60 6.39 10.38 6,877.61 6.53 11.20 6,877.62 6.66 12.05 6,877.63 6.80 12.94 6,877.64 6.93 13.87 6,877.65 7.06 14.83 6,877.66 7.19 15.83 6,877.67 7.32 16.86 6,877.68 7.44 17.93 6,877.69 7.57 19.04 6,877.70 7.69 20.18 6,877.71 7.81 21.37 6,877.72 7.93 22.59 6,877.73 8.05 23.85 6,877.74 8.16 25.15 6,877.75 8.28 26.49 6,877.76 8.39 27.88 6,877.77 8.51 29.30 6,877.78 8.62 30.76 6,877.79 8.73 32.27 6,877.80 8.84 33.81 6,877.81 8.95 35.40 6,877.82 9.06 37.03 6,877.83 9.16 38.71 6,877.84 9.27 40.43 6,877.85 9.38 42.19 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 22HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 44R: POST-Reach-10B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,877.35 0.0 0 6,877.36 0.0 4 6,877.37 0.1 8 6,877.38 0.1 12 6,877.39 0.2 16 6,877.40 0.2 21 6,877.41 0.3 25 6,877.42 0.3 30 6,877.43 0.4 35 6,877.44 0.4 40 6,877.45 0.5 46 6,877.46 0.6 51 6,877.47 0.6 57 6,877.48 0.7 63 6,877.49 0.8 69 6,877.50 0.8 75 6,877.51 0.9 82 6,877.52 1.0 89 6,877.53 1.0 96 6,877.54 1.1 103 6,877.55 1.2 110 6,877.56 1.3 117 6,877.57 1.4 125 6,877.58 1.4 133 6,877.59 1.5 141 6,877.60 1.6 149 6,877.61 1.7 157 6,877.62 1.8 166 6,877.63 1.9 174 6,877.64 2.0 183 6,877.65 2.1 192 6,877.66 2.2 201 6,877.67 2.3 211 6,877.68 2.4 220 6,877.69 2.5 230 6,877.70 2.6 240 6,877.71 2.7 250 6,877.72 2.8 261 6,877.73 3.0 271 6,877.74 3.1 282 6,877.75 3.2 293 6,877.76 3.3 304 6,877.77 3.4 315 6,877.78 3.6 327 6,877.79 3.7 338 6,877.80 3.8 350 6,877.81 4.0 362 6,877.82 4.1 374 6,877.83 4.2 386 6,877.84 4.4 399 6,877.85 4.5 412 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 23HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 45R: POST-Reach-10C [62] Hint: Exceeded Reach 44R OUTLET depth by 0.17' @ 12.26 hrs Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.55" for 25-YR event Inflow = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af Outflow = 0.94 cfs @ 12.26 hrs, Volume= 0.094 af, Atten= 3%, Lag= 2.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.01 fps, Min. Travel Time= 3.1 min Avg. Velocity = 1.38 fps, Avg. Travel Time= 6.7 min Peak Storage= 173 cf @ 12.26 hrs Average Depth at Peak Storage= 0.21' , Surface Width= 2.91' Bank-Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 57.23 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.9 11.7 '/' Top Width= 13.60' Length= 555.8' Slope= 0.0748 '/' Inlet Invert= 6,862.39', Outlet Invert= 6,820.81' ‡ Reach 45R: POST-Reach-10C Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Avg. Flow Depth=0.21' Max Vel=3.01 fps n=0.030 L=555.8' S=0.0748 '/' Capacity=57.23 cfs 0.96 cfs 0.94 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 24HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 45R: POST-Reach-10C Primary Stage-Discharge Discharge (cfs) 5550454035302520151050Depth (feet)1 0 Reach 45R: POST-Reach-10C Storage Stage-Storage Storage (cubic-feet) 3,5003,0002,5002,0001,5001,0005000Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 25HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 45R: POST-Reach-10C Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,862.39 0.00 5.60 0.00 0 6,862.39 0.00 6.20 0.00 0 6,862.39 0.00 6.80 0.00 0 6,862.39 0.00 7.40 0.00 0 6,862.39 0.00 8.00 0.00 0 6,862.39 0.00 8.60 0.00 0 6,862.39 0.00 9.20 0.00 0 6,862.39 0.00 9.80 0.00 0 6,862.39 0.00 10.40 0.00 0 6,862.39 0.00 11.00 0.00 0 6,862.39 0.00 11.60 0.01 2 6,862.41 0.00 12.20 0.96 166 6,862.60 0.89 12.80 0.25 70 6,862.53 0.28 13.40 0.13 40 6,862.49 0.13 14.00 0.10 32 6,862.48 0.10 14.60 0.08 27 6,862.47 0.08 15.20 0.07 25 6,862.47 0.07 15.80 0.06 23 6,862.47 0.06 16.40 0.05 20 6,862.46 0.05 17.00 0.05 19 6,862.46 0.05 17.60 0.05 18 6,862.46 0.05 18.20 0.04 17 6,862.46 0.04 18.80 0.04 16 6,862.46 0.04 19.40 0.04 15 6,862.45 0.04 20.00 0.03 14 6,862.45 0.03 20.60 0.03 14 6,862.45 0.03 21.20 0.03 13 6,862.45 0.03 21.80 0.03 13 6,862.45 0.03 22.40 0.03 13 6,862.45 0.03 23.00 0.03 13 6,862.45 0.03 23.60 0.03 13 6,862.45 0.03 24.20 0.03 12 6,862.45 0.03 24.80 0.00 3 6,862.42 0.00 25.40 0.00 0 6,862.40 0.00 26.00 0.00 0 6,862.39 0.00 26.60 0.00 0 6,862.39 0.00 27.20 0.00 0 6,862.39 0.00 27.80 0.00 0 6,862.39 0.00 28.40 0.00 0 6,862.39 0.00 29.00 0.00 0 6,862.39 0.00 29.60 0.00 0 6,862.39 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 26HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 45R: POST-Reach-10C Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,862.39 0.00 0.00 6,862.40 0.39 0.00 6,862.41 0.62 0.00 6,862.42 0.81 0.00 6,862.43 0.98 0.01 6,862.44 1.14 0.02 6,862.45 1.29 0.03 6,862.46 1.43 0.05 6,862.47 1.56 0.07 6,862.48 1.69 0.09 6,862.49 1.81 0.12 6,862.50 1.93 0.16 6,862.51 2.05 0.20 6,862.52 2.16 0.25 6,862.53 2.27 0.30 6,862.54 2.38 0.36 6,862.55 2.48 0.43 6,862.56 2.58 0.51 6,862.57 2.68 0.59 6,862.58 2.78 0.68 6,862.59 2.88 0.78 6,862.60 2.97 0.89 6,862.61 3.07 1.01 6,862.62 3.16 1.14 6,862.63 3.25 1.27 6,862.64 3.34 1.42 6,862.65 3.43 1.58 6,862.66 3.52 1.74 6,862.67 3.60 1.92 6,862.68 3.69 2.11 6,862.69 3.77 2.31 6,862.70 3.85 2.52 6,862.71 3.94 2.74 6,862.72 4.02 2.98 6,862.73 4.10 3.22 6,862.74 4.18 3.48 6,862.75 4.26 3.75 6,862.76 4.34 4.04 6,862.77 4.42 4.34 6,862.78 4.49 4.65 6,862.79 4.57 4.97 6,862.80 4.64 5.31 6,862.81 4.72 5.66 6,862.82 4.79 6.03 6,862.83 4.87 6.41 6,862.84 4.94 6.81 6,862.85 5.01 7.22 6,862.86 5.09 7.64 6,862.87 5.16 8.08 6,862.88 5.23 8.54 6,862.89 5.30 9.01 6,862.90 5.37 9.50 6,862.91 5.44 10.01 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,862.92 5.51 10.53 6,862.93 5.58 11.07 6,862.94 5.65 11.62 6,862.95 5.72 12.19 6,862.96 5.79 12.78 6,862.97 5.85 13.39 6,862.98 5.92 14.01 6,862.99 5.99 14.66 6,863.00 6.05 15.32 6,863.01 6.12 15.99 6,863.02 6.18 16.69 6,863.03 6.25 17.41 6,863.04 6.31 18.14 6,863.05 6.38 18.90 6,863.06 6.44 19.67 6,863.07 6.51 20.46 6,863.08 6.57 21.27 6,863.09 6.63 22.11 6,863.10 6.70 22.96 6,863.11 6.76 23.83 6,863.12 6.82 24.72 6,863.13 6.89 25.64 6,863.14 6.95 26.57 6,863.15 7.01 27.53 6,863.16 7.07 28.50 6,863.17 7.13 29.50 6,863.18 7.19 30.52 6,863.19 7.25 31.56 6,863.20 7.31 32.63 6,863.21 7.37 33.71 6,863.22 7.43 34.82 6,863.23 7.49 35.95 6,863.24 7.55 37.10 6,863.25 7.61 38.28 6,863.26 7.67 39.47 6,863.27 7.73 40.70 6,863.28 7.79 41.94 6,863.29 7.84 43.21 6,863.30 7.90 44.50 6,863.31 7.96 45.82 6,863.32 8.02 47.16 6,863.33 8.08 48.52 6,863.34 8.13 49.91 6,863.35 8.19 51.32 6,863.36 8.25 52.76 6,863.37 8.30 54.23 6,863.38 8.36 55.71 6,863.39 8.42 57.23 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 27HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 45R: POST-Reach-10C Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,862.39 0.0 0 6,862.40 0.0 0 6,862.41 0.0 2 6,862.42 0.0 3 6,862.43 0.0 6 6,862.44 0.0 9 6,862.45 0.0 14 6,862.46 0.0 19 6,862.47 0.0 24 6,862.48 0.1 31 6,862.49 0.1 38 6,862.50 0.1 46 6,862.51 0.1 54 6,862.52 0.1 64 6,862.53 0.1 74 6,862.54 0.2 85 6,862.55 0.2 97 6,862.56 0.2 109 6,862.57 0.2 122 6,862.58 0.2 136 6,862.59 0.3 151 6,862.60 0.3 167 6,862.61 0.3 183 6,862.62 0.4 200 6,862.63 0.4 218 6,862.64 0.4 236 6,862.65 0.5 255 6,862.66 0.5 276 6,862.67 0.5 296 6,862.68 0.6 318 6,862.69 0.6 340 6,862.70 0.7 363 6,862.71 0.7 387 6,862.72 0.7 412 6,862.73 0.8 437 6,862.74 0.8 463 6,862.75 0.9 490 6,862.76 0.9 517 6,862.77 1.0 546 6,862.78 1.0 575 6,862.79 1.1 605 6,862.80 1.1 635 6,862.81 1.2 667 6,862.82 1.3 699 6,862.83 1.3 732 6,862.84 1.4 765 6,862.85 1.4 800 6,862.86 1.5 835 6,862.87 1.6 871 6,862.88 1.6 907 6,862.89 1.7 945 6,862.90 1.8 983 6,862.91 1.8 1,022 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,862.92 1.9 1,062 6,862.93 2.0 1,102 6,862.94 2.1 1,143 6,862.95 2.1 1,185 6,862.96 2.2 1,228 6,862.97 2.3 1,271 6,862.98 2.4 1,316 6,862.99 2.4 1,361 6,863.00 2.5 1,406 6,863.01 2.6 1,453 6,863.02 2.7 1,500 6,863.03 2.8 1,548 6,863.04 2.9 1,597 6,863.05 3.0 1,646 6,863.06 3.1 1,697 6,863.07 3.1 1,748 6,863.08 3.2 1,799 6,863.09 3.3 1,852 6,863.10 3.4 1,905 6,863.11 3.5 1,959 6,863.12 3.6 2,014 6,863.13 3.7 2,070 6,863.14 3.8 2,126 6,863.15 3.9 2,183 6,863.16 4.0 2,241 6,863.17 4.1 2,299 6,863.18 4.2 2,359 6,863.19 4.4 2,419 6,863.20 4.5 2,480 6,863.21 4.6 2,541 6,863.22 4.7 2,604 6,863.23 4.8 2,667 6,863.24 4.9 2,731 6,863.25 5.0 2,795 6,863.26 5.1 2,861 6,863.27 5.3 2,927 6,863.28 5.4 2,994 6,863.29 5.5 3,061 6,863.30 5.6 3,130 6,863.31 5.8 3,199 6,863.32 5.9 3,269 6,863.33 6.0 3,340 6,863.34 6.1 3,411 6,863.35 6.3 3,483 6,863.36 6.4 3,556 6,863.37 6.5 3,630 6,863.38 6.7 3,704 6,863.39 6.8 3,779 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 28HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 48R: POST-Reach 03C [61] Hint: Exceeded Reach 50R outlet invert by 0.13' @ 12.20 hrs Inflow Area = 4.017 ac, 18.32% Impervious, Inflow Depth = 0.56" for 25-YR event Inflow = 1.96 cfs @ 12.18 hrs, Volume= 0.188 af Outflow = 1.96 cfs @ 12.19 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.86 fps, Min. Travel Time= 0.5 min Avg. Velocity = 0.98 fps, Avg. Travel Time= 1.6 min Peak Storage= 63 cf @ 12.19 hrs Average Depth at Peak Storage= 0.13' , Surface Width= 6.58' Bank-Full Depth= 0.50' Flow Area= 4.5 sf, Capacity= 27.38 cfs 4.00' x 0.50' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 10.0 '/' Top Width= 14.00' Length= 92.4' Slope= 0.0937 '/' Inlet Invert= 6,810.65', Outlet Invert= 6,801.99' ‡ Reach 48R: POST-Reach 03C Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Inflow Area=4.017 ac Avg. Flow Depth=0.13' Max Vel=2.86 fps n=0.035 L=92.4' S=0.0937 '/' Capacity=27.38 cfs 1.96 cfs1.96 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 29HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 48R: POST-Reach 03C Primary Stage-Discharge Discharge (cfs) 26242220181614121086420Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 48R: POST-Reach 03C Storage Stage-Storage Storage (cubic-feet) 400350300250200150100500Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 30HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 48R: POST-Reach 03C Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,810.65 0.00 5.60 0.00 0 6,810.65 0.00 6.20 0.00 0 6,810.65 0.00 6.80 0.00 0 6,810.65 0.00 7.40 0.00 0 6,810.65 0.00 8.00 0.00 0 6,810.65 0.00 8.60 0.00 0 6,810.65 0.00 9.20 0.00 0 6,810.65 0.00 9.80 0.00 0 6,810.65 0.00 10.40 0.00 0 6,810.65 0.00 11.00 0.00 0 6,810.65 0.00 11.60 0.02 3 6,810.66 0.02 12.20 1.95 63 6,810.78 1.95 12.80 0.48 25 6,810.71 0.48 13.40 0.25 16 6,810.69 0.26 14.00 0.19 14 6,810.68 0.19 14.60 0.15 12 6,810.68 0.15 15.20 0.14 11 6,810.68 0.14 15.80 0.12 10 6,810.68 0.12 16.40 0.11 9 6,810.67 0.11 17.00 0.10 9 6,810.67 0.10 17.60 0.09 9 6,810.67 0.09 18.20 0.09 8 6,810.67 0.09 18.80 0.08 8 6,810.67 0.08 19.40 0.07 7 6,810.67 0.07 20.00 0.07 7 6,810.67 0.07 20.60 0.06 7 6,810.67 0.06 21.20 0.06 7 6,810.67 0.06 21.80 0.06 7 6,810.67 0.06 22.40 0.06 6 6,810.67 0.06 23.00 0.06 6 6,810.67 0.06 23.60 0.06 6 6,810.67 0.06 24.20 0.05 6 6,810.67 0.05 24.80 0.01 2 6,810.65 0.01 25.40 0.00 0 6,810.65 0.00 26.00 0.00 0 6,810.65 0.00 26.60 0.00 0 6,810.65 0.00 27.20 0.00 0 6,810.65 0.00 27.80 0.00 0 6,810.65 0.00 28.40 0.00 0 6,810.65 0.00 29.00 0.00 0 6,810.65 0.00 29.60 0.00 0 6,810.65 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 31HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 48R: POST-Reach 03C Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,810.65 0.00 0.00 6,810.66 0.59 0.02 6,810.67 0.93 0.08 6,810.68 1.20 0.15 6,810.69 1.43 0.25 6,810.70 1.64 0.37 6,810.71 1.83 0.51 6,810.72 2.01 0.66 6,810.73 2.18 0.84 6,810.74 2.33 1.03 6,810.75 2.48 1.24 6,810.76 2.62 1.47 6,810.77 2.75 1.72 6,810.78 2.88 1.98 6,810.79 3.00 2.27 6,810.80 3.12 2.57 6,810.81 3.24 2.90 6,810.82 3.35 3.24 6,810.83 3.46 3.61 6,810.84 3.56 3.99 6,810.85 3.66 4.40 6,810.86 3.76 4.82 6,810.87 3.86 5.27 6,810.88 3.96 5.74 6,810.89 4.05 6.22 6,810.90 4.14 6.73 6,810.91 4.24 7.27 6,810.92 4.32 7.82 6,810.93 4.41 8.40 6,810.94 4.50 9.00 6,810.95 4.58 9.62 6,810.96 4.67 10.27 6,810.97 4.75 10.94 6,810.98 4.83 11.64 6,810.99 4.91 12.36 6,811.00 4.99 13.10 6,811.01 5.07 13.87 6,811.02 5.15 14.66 6,811.03 5.22 15.48 6,811.04 5.30 16.32 6,811.05 5.37 17.19 6,811.06 5.45 18.09 6,811.07 5.52 19.01 6,811.08 5.59 19.96 6,811.09 5.67 20.94 6,811.10 5.74 21.94 6,811.11 5.81 22.97 6,811.12 5.88 24.03 6,811.13 5.95 25.12 6,811.14 6.02 26.24 6,811.15 6.08 27.38 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 32HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 48R: POST-Reach 03C Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,810.65 0.0 0 6,810.66 0.0 4 6,810.67 0.1 8 6,810.68 0.1 12 6,810.69 0.2 16 6,810.70 0.2 21 6,810.71 0.3 26 6,810.72 0.3 30 6,810.73 0.4 35 6,810.74 0.4 41 6,810.75 0.5 46 6,810.76 0.6 52 6,810.77 0.6 58 6,810.78 0.7 64 6,810.79 0.8 70 6,810.80 0.8 76 6,810.81 0.9 83 6,810.82 1.0 90 6,810.83 1.0 96 6,810.84 1.1 104 6,810.85 1.2 111 6,810.86 1.3 118 6,810.87 1.4 126 6,810.88 1.4 134 6,810.89 1.5 142 6,810.90 1.6 150 6,810.91 1.7 159 6,810.92 1.8 167 6,810.93 1.9 176 6,810.94 2.0 185 6,810.95 2.1 194 6,810.96 2.2 203 6,810.97 2.3 213 6,810.98 2.4 223 6,810.99 2.5 232 6,811.00 2.6 243 6,811.01 2.7 253 6,811.02 2.8 263 6,811.03 3.0 274 6,811.04 3.1 285 6,811.05 3.2 296 6,811.06 3.3 307 6,811.07 3.4 318 6,811.08 3.6 330 6,811.09 3.7 342 6,811.10 3.8 353 6,811.11 4.0 366 6,811.12 4.1 378 6,811.13 4.2 390 6,811.14 4.4 403 6,811.15 4.5 416 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 33HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 50R: POST-Reach-03B [62] Hint: Exceeded Reach 62R OUTLET depth by 0.55' @ 25.10 hrs Inflow Area = 4.017 ac, 18.32% Impervious, Inflow Depth = 0.56" for 25-YR event Inflow = 1.96 cfs @ 12.17 hrs, Volume= 0.188 af Outflow = 1.96 cfs @ 12.18 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.41 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.51 fps, Avg. Travel Time= 1.0 min Peak Storage= 53 cf @ 12.18 hrs Average Depth at Peak Storage= 0.29' , Surface Width= 3.95' Bank-Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 52.88 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.9 11.7 '/' Top Width= 13.60' Length= 92.2' Slope= 0.0639 '/' Inlet Invert= 6,816.54', Outlet Invert= 6,810.65' ‡ Reach 50R: POST-Reach-03B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Inflow Area=4.017 ac Avg. Flow Depth=0.29' Max Vel=3.41 fps n=0.030 L=92.2' S=0.0639 '/' Capacity=52.88 cfs 1.96 cfs1.96 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 34HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 50R: POST-Reach-03B Primary Stage-Discharge Discharge (cfs) 50454035302520151050Depth (feet)1 0 Reach 50R: POST-Reach-03B Storage Stage-Storage Storage (cubic-feet) 600550500450400350300250200150100500Depth (feet)1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 35HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 50R: POST-Reach-03B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,816.54 0.00 5.60 0.00 0 6,816.54 0.00 6.20 0.00 0 6,816.54 0.00 6.80 0.00 0 6,816.54 0.00 7.40 0.00 0 6,816.54 0.00 8.00 0.00 0 6,816.54 0.00 8.60 0.00 0 6,816.54 0.00 9.20 0.00 0 6,816.54 0.00 9.80 0.00 0 6,816.54 0.00 10.40 0.00 0 6,816.54 0.00 11.00 0.00 0 6,816.54 0.00 11.60 0.02 2 6,816.59 0.02 12.20 1.94 53 6,816.83 1.95 12.80 0.47 18 6,816.71 0.48 13.40 0.25 11 6,816.68 0.25 14.00 0.19 9 6,816.66 0.19 14.60 0.15 8 6,816.65 0.15 15.20 0.14 7 6,816.65 0.14 15.80 0.12 7 6,816.64 0.12 16.40 0.10 6 6,816.64 0.11 17.00 0.10 6 6,816.63 0.10 17.60 0.09 5 6,816.63 0.09 18.20 0.09 5 6,816.63 0.09 18.80 0.08 5 6,816.63 0.08 19.40 0.07 4 6,816.62 0.07 20.00 0.07 4 6,816.62 0.07 20.60 0.06 4 6,816.62 0.06 21.20 0.06 4 6,816.62 0.06 21.80 0.06 4 6,816.62 0.06 22.40 0.06 4 6,816.62 0.06 23.00 0.06 4 6,816.62 0.06 23.60 0.06 4 6,816.62 0.06 24.20 0.05 3 6,816.61 0.05 24.80 0.00 1 6,816.57 0.01 25.40 0.00 0 6,816.55 0.00 26.00 0.00 0 6,816.54 0.00 26.60 0.00 0 6,816.54 0.00 27.20 0.00 0 6,816.54 0.00 27.80 0.00 0 6,816.54 0.00 28.40 0.00 0 6,816.54 0.00 29.00 0.00 0 6,816.54 0.00 29.60 0.00 0 6,816.54 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 36HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 50R: POST-Reach-03B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,816.54 0.00 0.00 6,816.55 0.36 0.00 6,816.56 0.57 0.00 6,816.57 0.75 0.00 6,816.58 0.91 0.01 6,816.59 1.06 0.02 6,816.60 1.19 0.03 6,816.61 1.32 0.04 6,816.62 1.44 0.06 6,816.63 1.56 0.09 6,816.64 1.68 0.11 6,816.65 1.79 0.15 6,816.66 1.89 0.19 6,816.67 2.00 0.23 6,816.68 2.10 0.28 6,816.69 2.20 0.34 6,816.70 2.29 0.40 6,816.71 2.39 0.47 6,816.72 2.48 0.55 6,816.73 2.57 0.63 6,816.74 2.66 0.72 6,816.75 2.75 0.82 6,816.76 2.83 0.93 6,816.77 2.92 1.05 6,816.78 3.00 1.18 6,816.79 3.09 1.31 6,816.80 3.17 1.46 6,816.81 3.25 1.61 6,816.82 3.33 1.77 6,816.83 3.41 1.95 6,816.84 3.49 2.13 6,816.85 3.56 2.33 6,816.86 3.64 2.53 6,816.87 3.71 2.75 6,816.88 3.79 2.98 6,816.89 3.86 3.22 6,816.90 3.94 3.47 6,816.91 4.01 3.73 6,816.92 4.08 4.01 6,816.93 4.15 4.29 6,816.94 4.22 4.59 6,816.95 4.29 4.91 6,816.96 4.36 5.23 6,816.97 4.43 5.57 6,816.98 4.50 5.92 6,816.99 4.57 6.29 6,817.00 4.63 6.67 6,817.01 4.70 7.06 6,817.02 4.77 7.47 6,817.03 4.83 7.89 6,817.04 4.90 8.33 6,817.05 4.96 8.78 6,817.06 5.03 9.25 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,817.07 5.09 9.73 6,817.08 5.16 10.23 6,817.09 5.22 10.74 6,817.10 5.28 11.27 6,817.11 5.35 11.81 6,817.12 5.41 12.37 6,817.13 5.47 12.95 6,817.14 5.53 13.54 6,817.15 5.59 14.15 6,817.16 5.65 14.78 6,817.17 5.72 15.42 6,817.18 5.78 16.09 6,817.19 5.84 16.77 6,817.20 5.90 17.46 6,817.21 5.95 18.18 6,817.22 6.01 18.91 6,817.23 6.07 19.66 6,817.24 6.13 20.43 6,817.25 6.19 21.22 6,817.26 6.25 22.02 6,817.27 6.30 22.85 6,817.28 6.36 23.69 6,817.29 6.42 24.55 6,817.30 6.48 25.44 6,817.31 6.53 26.34 6,817.32 6.59 27.26 6,817.33 6.65 28.20 6,817.34 6.70 29.17 6,817.35 6.76 30.15 6,817.36 6.81 31.15 6,817.37 6.87 32.17 6,817.38 6.92 33.22 6,817.39 6.98 34.28 6,817.40 7.03 35.37 6,817.41 7.09 36.48 6,817.42 7.14 37.61 6,817.43 7.20 38.76 6,817.44 7.25 39.93 6,817.45 7.30 41.12 6,817.46 7.36 42.34 6,817.47 7.41 43.58 6,817.48 7.46 44.84 6,817.49 7.52 46.12 6,817.50 7.57 47.43 6,817.51 7.62 48.76 6,817.52 7.67 50.11 6,817.53 7.72 51.48 6,817.54 7.78 52.88 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 37HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 50R: POST-Reach-03B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,816.54 0.0 0 6,816.55 0.0 0 6,816.56 0.0 0 6,816.57 0.0 1 6,816.58 0.0 1 6,816.59 0.0 2 6,816.60 0.0 2 6,816.61 0.0 3 6,816.62 0.0 4 6,816.63 0.1 5 6,816.64 0.1 6 6,816.65 0.1 8 6,816.66 0.1 9 6,816.67 0.1 11 6,816.68 0.1 12 6,816.69 0.2 14 6,816.70 0.2 16 6,816.71 0.2 18 6,816.72 0.2 20 6,816.73 0.2 23 6,816.74 0.3 25 6,816.75 0.3 28 6,816.76 0.3 30 6,816.77 0.4 33 6,816.78 0.4 36 6,816.79 0.4 39 6,816.80 0.5 42 6,816.81 0.5 46 6,816.82 0.5 49 6,816.83 0.6 53 6,816.84 0.6 56 6,816.85 0.7 60 6,816.86 0.7 64 6,816.87 0.7 68 6,816.88 0.8 72 6,816.89 0.8 77 6,816.90 0.9 81 6,816.91 0.9 86 6,816.92 1.0 91 6,816.93 1.0 95 6,816.94 1.1 100 6,816.95 1.1 105 6,816.96 1.2 111 6,816.97 1.3 116 6,816.98 1.3 121 6,816.99 1.4 127 6,817.00 1.4 133 6,817.01 1.5 138 6,817.02 1.6 144 6,817.03 1.6 151 6,817.04 1.7 157 6,817.05 1.8 163 6,817.06 1.8 170 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,817.07 1.9 176 6,817.08 2.0 183 6,817.09 2.1 190 6,817.10 2.1 197 6,817.11 2.2 204 6,817.12 2.3 211 6,817.13 2.4 218 6,817.14 2.4 226 6,817.15 2.5 233 6,817.16 2.6 241 6,817.17 2.7 249 6,817.18 2.8 257 6,817.19 2.9 265 6,817.20 3.0 273 6,817.21 3.1 281 6,817.22 3.1 290 6,817.23 3.2 298 6,817.24 3.3 307 6,817.25 3.4 316 6,817.26 3.5 325 6,817.27 3.6 334 6,817.28 3.7 343 6,817.29 3.8 353 6,817.30 3.9 362 6,817.31 4.0 372 6,817.32 4.1 381 6,817.33 4.2 391 6,817.34 4.4 401 6,817.35 4.5 411 6,817.36 4.6 422 6,817.37 4.7 432 6,817.38 4.8 442 6,817.39 4.9 453 6,817.40 5.0 464 6,817.41 5.1 475 6,817.42 5.3 486 6,817.43 5.4 497 6,817.44 5.5 508 6,817.45 5.6 519 6,817.46 5.8 531 6,817.47 5.9 542 6,817.48 6.0 554 6,817.49 6.1 566 6,817.50 6.3 578 6,817.51 6.4 590 6,817.52 6.5 602 6,817.53 6.7 614 6,817.54 6.8 627 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 38HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 62R: Storm Sewer 4 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 4.017 ac, 18.32% Impervious, Inflow Depth = 0.56" for 25-YR event Inflow = 1.96 cfs @ 12.17 hrs, Volume= 0.188 af Outflow = 1.96 cfs @ 12.17 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 5.01 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.98 fps, Avg. Travel Time= 0.7 min Peak Storage= 34 cf @ 12.17 hrs Average Depth at Peak Storage= 0.36' , Surface Width= 1.54' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 27.02 cfs 24.0" Round Pipe n= 0.012 Length= 87.2' Slope= 0.0122 '/' Inlet Invert= 6,817.06', Outlet Invert= 6,816.00' Reach 62R: Storm Sewer 4 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Inflow Area=4.017 ac Avg. Flow Depth=0.36' Max Vel=5.01 fps 24.0" Round Pipe n=0.012 L=87.2' S=0.0122 '/' Capacity=27.02 cfs 1.96 cfs1.96 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 39HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 62R: Storm Sewer 4 Primary Stage-Discharge Discharge (cfs) 2826242220181614121086420Depth (feet)2 1 0 Reach 62R: Storm Sewer 4 Storage Stage-Storage Storage (cubic-feet) 260240220200180160140120100806040200Depth (feet)2 1 0 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 40HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 62R: Storm Sewer 4 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,817.06 0.00 5.60 0.00 0 6,817.06 0.00 6.20 0.00 0 6,817.06 0.00 6.80 0.00 0 6,817.06 0.00 7.40 0.00 0 6,817.06 0.00 8.00 0.00 0 6,817.06 0.00 8.60 0.00 0 6,817.06 0.00 9.20 0.00 0 6,817.06 0.00 9.80 0.00 0 6,817.06 0.00 10.40 0.00 0 6,817.06 0.00 11.00 0.00 0 6,817.06 0.00 11.60 0.03 2 6,817.10 0.02 12.20 1.93 34 6,817.42 1.94 12.80 0.46 13 6,817.24 0.47 13.40 0.25 8 6,817.20 0.25 14.00 0.19 7 6,817.18 0.19 14.60 0.15 6 6,817.17 0.15 15.20 0.14 5 6,817.16 0.14 15.80 0.12 5 6,817.16 0.12 16.40 0.10 4 6,817.15 0.10 17.00 0.10 4 6,817.15 0.10 17.60 0.09 4 6,817.14 0.09 18.20 0.09 4 6,817.14 0.09 18.80 0.08 4 6,817.14 0.08 19.40 0.07 3 6,817.14 0.07 20.00 0.07 3 6,817.13 0.07 20.60 0.06 3 6,817.13 0.06 21.20 0.06 3 6,817.13 0.06 21.80 0.06 3 6,817.13 0.06 22.40 0.06 3 6,817.13 0.06 23.00 0.06 3 6,817.13 0.06 23.60 0.06 3 6,817.13 0.06 24.20 0.05 3 6,817.12 0.05 24.80 0.00 1 6,817.08 0.00 25.40 0.00 0 6,817.06 0.00 26.00 0.00 0 6,817.06 0.00 26.60 0.00 0 6,817.06 0.00 27.20 0.00 0 6,817.06 0.00 27.80 0.00 0 6,817.06 0.00 28.40 0.00 0 6,817.06 0.00 29.00 0.00 0 6,817.06 0.00 29.60 0.00 0 6,817.06 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 41HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 62R: Storm Sewer 4 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,817.06 0.00 0.00 6,817.08 0.77 0.00 6,817.10 1.21 0.02 6,817.12 1.58 0.04 6,817.14 1.91 0.08 6,817.16 2.21 0.13 6,817.18 2.49 0.19 6,817.20 2.75 0.27 6,817.22 2.99 0.35 6,817.24 3.23 0.45 6,817.26 3.45 0.56 6,817.28 3.66 0.69 6,817.30 3.87 0.83 6,817.32 4.07 0.98 6,817.34 4.26 1.14 6,817.36 4.44 1.31 6,817.38 4.62 1.50 6,817.40 4.80 1.70 6,817.42 4.97 1.91 6,817.44 5.13 2.13 6,817.46 5.29 2.37 6,817.48 5.45 2.61 6,817.50 5.60 2.87 6,817.52 5.74 3.14 6,817.54 5.89 3.41 6,817.56 6.03 3.70 6,817.58 6.16 4.00 6,817.60 6.30 4.31 6,817.62 6.43 4.63 6,817.64 6.55 4.95 6,817.66 6.68 5.29 6,817.68 6.80 5.64 6,817.70 6.91 5.99 6,817.72 7.03 6.35 6,817.74 7.14 6.73 6,817.76 7.25 7.10 6,817.78 7.36 7.49 6,817.80 7.46 7.88 6,817.82 7.56 8.29 6,817.84 7.66 8.69 6,817.86 7.76 9.11 6,817.88 7.85 9.52 6,817.90 7.95 9.95 6,817.92 8.04 10.38 6,817.94 8.12 10.82 6,817.96 8.21 11.25 6,817.98 8.29 11.70 6,818.00 8.37 12.15 6,818.02 8.45 12.60 6,818.04 8.53 13.05 6,818.06 8.60 13.51 6,818.08 8.67 13.97 6,818.10 8.74 14.43 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,818.12 8.81 14.90 6,818.14 8.88 15.36 6,818.16 8.94 15.83 6,818.18 9.00 16.29 6,818.20 9.06 16.76 6,818.22 9.12 17.22 6,818.24 9.17 17.69 6,818.26 9.22 18.15 6,818.28 9.27 18.62 6,818.30 9.32 19.08 6,818.32 9.37 19.53 6,818.34 9.41 19.99 6,818.36 9.46 20.44 6,818.38 9.49 20.89 6,818.40 9.53 21.33 6,818.42 9.57 21.77 6,818.44 9.60 22.20 6,818.46 9.63 22.62 6,818.48 9.66 23.04 6,818.50 9.69 23.45 6,818.52 9.71 23.86 6,818.54 9.73 24.25 6,818.56 9.75 24.64 6,818.58 9.77 25.02 6,818.60 9.78 25.38 6,818.62 9.79 25.74 6,818.64 9.80 26.08 6,818.66 9.80 26.41 6,818.68 9.81 26.73 6,818.70 9.80 27.03 6,818.72 9.80 27.32 6,818.74 9.79 27.59 6,818.76 9.78 27.84 6,818.78 9.77 28.08 6,818.80 9.75 28.29 6,818.82 9.73 28.49 6,818.84 9.70 28.65 6,818.86 9.67 28.80 6,818.88 9.63 28.91 6,818.90 9.59 29.00 6,818.92 9.54 29.05 6,818.94 9.48 29.07 6,818.96 9.42 29.03 6,818.98 9.34 28.95 6,819.00 9.25 28.80 6,819.02 9.13 28.55 6,819.04 8.98 28.15 6,819.06 8.60 27.02 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 42HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 62R: Storm Sewer 4 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,817.06 0.0 0 6,817.08 0.0 0 6,817.10 0.0 1 6,817.12 0.0 2 6,817.14 0.0 4 6,817.16 0.1 5 6,817.18 0.1 7 6,817.20 0.1 8 6,817.22 0.1 10 6,817.24 0.1 12 6,817.26 0.2 14 6,817.28 0.2 16 6,817.30 0.2 19 6,817.32 0.2 21 6,817.34 0.3 23 6,817.36 0.3 26 6,817.38 0.3 28 6,817.40 0.4 31 6,817.42 0.4 34 6,817.44 0.4 36 6,817.46 0.4 39 6,817.48 0.5 42 6,817.50 0.5 45 6,817.52 0.5 48 6,817.54 0.6 51 6,817.56 0.6 54 6,817.58 0.6 57 6,817.60 0.7 60 6,817.62 0.7 63 6,817.64 0.8 66 6,817.66 0.8 69 6,817.68 0.8 72 6,817.70 0.9 76 6,817.72 0.9 79 6,817.74 0.9 82 6,817.76 1.0 85 6,817.78 1.0 89 6,817.80 1.1 92 6,817.82 1.1 96 6,817.84 1.1 99 6,817.86 1.2 102 6,817.88 1.2 106 6,817.90 1.3 109 6,817.92 1.3 113 6,817.94 1.3 116 6,817.96 1.4 120 6,817.98 1.4 123 6,818.00 1.5 127 6,818.02 1.5 130 6,818.04 1.5 133 6,818.06 1.6 137 6,818.08 1.6 140 6,818.10 1.7 144 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,818.12 1.7 147 6,818.14 1.7 151 6,818.16 1.8 154 6,818.18 1.8 158 6,818.20 1.8 161 6,818.22 1.9 165 6,818.24 1.9 168 6,818.26 2.0 172 6,818.28 2.0 175 6,818.30 2.0 178 6,818.32 2.1 182 6,818.34 2.1 185 6,818.36 2.2 188 6,818.38 2.2 192 6,818.40 2.2 195 6,818.42 2.3 198 6,818.44 2.3 202 6,818.46 2.3 205 6,818.48 2.4 208 6,818.50 2.4 211 6,818.52 2.5 214 6,818.54 2.5 217 6,818.56 2.5 220 6,818.58 2.6 223 6,818.60 2.6 226 6,818.62 2.6 229 6,818.64 2.7 232 6,818.66 2.7 235 6,818.68 2.7 238 6,818.70 2.8 240 6,818.72 2.8 243 6,818.74 2.8 246 6,818.76 2.8 248 6,818.78 2.9 251 6,818.80 2.9 253 6,818.82 2.9 255 6,818.84 3.0 258 6,818.86 3.0 260 6,818.88 3.0 262 6,818.90 3.0 264 6,818.92 3.0 266 6,818.94 3.1 267 6,818.96 3.1 269 6,818.98 3.1 270 6,819.00 3.1 272 6,819.02 3.1 273 6,819.04 3.1 273 6,819.06 3.1 274 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 43HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 41P: POST-AREA-10-CULVERT [57] Hint: Peaked at 6,882.15' (Flood elevation advised) Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.55" for 25-YR event Inflow = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af Outflow = 0.96 cfs @ 12.21 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.21 hrs, Volume= 0.081 af Secondary = 0.53 cfs @ 12.21 hrs, Volume= 0.013 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,882.15' @ 12.21 hrs Device Routing Invert Outlet Devices #1 Primary 6,881.48'12.0" Round Culvert w/ 9.0" inside fill L= 38.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6,880.73' / 6,879.51' S= 0.0314 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.15 sf #2 Secondary 6,882.03'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 49.91 60.67 72.06 82.74 Height (feet) 1.24 0.00 0.23 0.82 1.24 Primary OutFlow Max=0.44 cfs @ 12.21 hrs HW=6,882.15' TW=6,879.17' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.44 cfs @ 2.85 fps) Secondary OutFlow Max=0.52 cfs @ 12.21 hrs HW=6,882.15' TW=6,862.60' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 0.52 cfs @ 0.45 fps) Pond 41P: POST-AREA-10-CULVERT Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Peak Elev=6,882.15' 0.96 cfs0.96 cfs 0.44 cfs0.53 cfs Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 44HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 41P: POST-AREA-10-CULVERT Total Primary Secondary Stage-Discharge Discharge (cfs) 140120100806040200Elevation (feet)6,883 6,882 Culvert Asymmetrical Weir Pond 41P: POST-AREA-10-CULVERT Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,883 6,882 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 45HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 41P: POST-AREA-10-CULVERT Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 6,881.48 0.00 0.00 0.00 5.60 0.00 6,881.48 0.00 0.00 0.00 6.20 0.00 6,881.48 0.00 0.00 0.00 6.80 0.00 6,881.48 0.00 0.00 0.00 7.40 0.00 6,881.48 0.00 0.00 0.00 8.00 0.00 6,881.48 0.00 0.00 0.00 8.60 0.00 6,881.48 0.00 0.00 0.00 9.20 0.00 6,881.48 0.00 0.00 0.00 9.80 0.00 6,881.48 0.00 0.00 0.00 10.40 0.00 6,881.48 0.00 0.00 0.00 11.00 0.00 6,881.48 0.00 0.00 0.00 11.60 0.01 6,881.51 0.01 0.01 0.00 12.20 0.96 6,882.15 0.96 0.44 0.52 12.80 0.24 6,881.77 0.24 0.24 0.00 13.40 0.13 6,881.64 0.13 0.13 0.00 14.00 0.09 6,881.61 0.09 0.09 0.00 14.60 0.08 6,881.59 0.08 0.08 0.00 15.20 0.07 6,881.58 0.07 0.07 0.00 15.80 0.06 6,881.58 0.06 0.06 0.00 16.40 0.05 6,881.57 0.05 0.05 0.00 17.00 0.05 6,881.56 0.05 0.05 0.00 17.60 0.05 6,881.56 0.05 0.05 0.00 18.20 0.04 6,881.56 0.04 0.04 0.00 18.80 0.04 6,881.55 0.04 0.04 0.00 19.40 0.04 6,881.55 0.04 0.04 0.00 20.00 0.03 6,881.54 0.03 0.03 0.00 20.60 0.03 6,881.54 0.03 0.03 0.00 21.20 0.03 6,881.54 0.03 0.03 0.00 21.80 0.03 6,881.54 0.03 0.03 0.00 22.40 0.03 6,881.54 0.03 0.03 0.00 23.00 0.03 6,881.54 0.03 0.03 0.00 23.60 0.03 6,881.54 0.03 0.03 0.00 24.20 0.02 6,881.53 0.02 0.02 0.00 24.80 0.00 6,881.49 0.00 0.00 0.00 25.40 0.00 6,881.48 0.00 0.00 0.00 26.00 0.00 6,881.48 0.00 0.00 0.00 26.60 0.00 6,881.48 0.00 0.00 0.00 27.20 0.00 6,881.48 0.00 0.00 0.00 27.80 0.00 6,881.48 0.00 0.00 0.00 28.40 0.00 6,881.48 0.00 0.00 0.00 29.00 0.00 6,881.48 0.00 0.00 0.00 29.60 0.00 6,881.48 0.00 0.00 0.00 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 46HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 41P: POST-AREA-10-CULVERT Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,881.48 0.00 0.00 0.00 6,881.50 0.01 0.01 0.00 6,881.52 0.02 0.02 0.00 6,881.54 0.03 0.03 0.00 6,881.56 0.05 0.05 0.00 6,881.58 0.07 0.07 0.00 6,881.60 0.08 0.08 0.00 6,881.62 0.10 0.10 0.00 6,881.64 0.13 0.13 0.00 6,881.66 0.15 0.15 0.00 6,881.68 0.17 0.17 0.00 6,881.70 0.19 0.19 0.00 6,881.72 0.21 0.21 0.00 6,881.74 0.23 0.23 0.00 6,881.76 0.24 0.24 0.00 6,881.78 0.26 0.26 0.00 6,881.80 0.27 0.27 0.00 6,881.82 0.28 0.28 0.00 6,881.84 0.29 0.29 0.00 6,881.86 0.31 0.31 0.00 6,881.88 0.32 0.32 0.00 6,881.90 0.33 0.33 0.00 6,881.92 0.34 0.34 0.00 6,881.94 0.35 0.35 0.00 6,881.96 0.36 0.36 0.00 6,881.98 0.37 0.37 0.00 6,882.00 0.38 0.38 0.00 6,882.02 0.38 0.38 0.00 6,882.04 0.39 0.39 0.00 6,882.06 0.42 0.40 0.02 6,882.08 0.47 0.41 0.06 6,882.10 0.57 0.42 0.15 6,882.12 0.70 0.43 0.28 6,882.14 0.89 0.44 0.46 6,882.16 1.14 0.44 0.69 6,882.18 1.44 0.45 0.99 6,882.20 1.81 0.46 1.36 6,882.22 2.26 0.47 1.79 6,882.24 2.77 0.47 2.30 6,882.26 3.37 0.48 2.89 6,882.28 4.04 0.49 3.56 6,882.30 4.79 0.49 4.30 6,882.32 5.62 0.50 5.12 6,882.34 6.53 0.51 6.03 6,882.36 7.52 0.51 7.01 6,882.38 8.59 0.52 8.07 6,882.40 9.74 0.53 9.22 6,882.42 10.98 0.53 10.45 6,882.44 12.30 0.54 11.76 6,882.46 13.71 0.55 13.16 6,882.48 15.20 0.55 14.65 6,882.50 16.78 0.56 16.23 6,882.52 18.46 0.56 17.89 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,882.54 20.23 0.57 19.65 6,882.56 22.08 0.58 21.51 6,882.58 24.04 0.58 23.46 6,882.60 26.09 0.59 25.50 6,882.62 28.24 0.59 27.64 6,882.64 30.48 0.60 29.88 6,882.66 32.83 0.61 32.23 6,882.68 35.28 0.61 34.67 6,882.70 37.83 0.62 37.21 6,882.72 40.48 0.62 39.86 6,882.74 43.24 0.63 42.62 6,882.76 46.11 0.63 45.48 6,882.78 49.09 0.64 48.45 6,882.80 52.17 0.64 51.53 6,882.82 55.36 0.65 54.71 6,882.84 58.67 0.65 58.01 6,882.86 62.08 0.66 61.43 6,882.88 65.62 0.66 64.95 6,882.90 69.27 0.67 68.60 6,882.92 73.03 0.67 72.36 6,882.94 76.92 0.68 76.24 6,882.96 80.93 0.68 80.25 6,882.98 85.07 0.69 84.38 6,883.00 89.33 0.69 88.63 6,883.02 93.71 0.70 93.01 6,883.04 98.22 0.70 97.52 6,883.06 102.87 0.71 102.16 6,883.08 107.64 0.71 106.93 6,883.10 112.54 0.72 111.83 6,883.12 117.58 0.72 116.86 6,883.14 122.76 0.73 122.03 6,883.16 128.06 0.73 127.33 6,883.18 133.51 0.74 132.77 6,883.20 139.09 0.74 138.35 6,883.22 144.82 0.75 144.07 6,883.24 150.68 0.75 149.93 6,883.26 156.69 0.76 155.93 Type II 24-hr 25-YR Rainfall=2.21", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 47HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 41P: POST-AREA-10-CULVERT Elevation (feet) Storage (acre-feet) 6,881.48 0.000 6,881.50 0.000 6,881.52 0.000 6,881.54 0.000 6,881.56 0.000 6,881.58 0.000 6,881.60 0.000 6,881.62 0.000 6,881.64 0.000 6,881.66 0.000 6,881.68 0.000 6,881.70 0.000 6,881.72 0.000 6,881.74 0.000 6,881.76 0.000 6,881.78 0.000 6,881.80 0.000 6,881.82 0.000 6,881.84 0.000 6,881.86 0.000 6,881.88 0.000 6,881.90 0.000 6,881.92 0.000 6,881.94 0.000 6,881.96 0.000 6,881.98 0.000 6,882.00 0.000 6,882.02 0.000 6,882.04 0.000 6,882.06 0.000 6,882.08 0.000 6,882.10 0.000 6,882.12 0.000 6,882.14 0.000 6,882.16 0.000 6,882.18 0.000 6,882.20 0.000 6,882.22 0.000 6,882.24 0.000 6,882.26 0.000 6,882.28 0.000 6,882.30 0.000 6,882.32 0.000 6,882.34 0.000 6,882.36 0.000 6,882.38 0.000 6,882.40 0.000 6,882.42 0.000 6,882.44 0.000 6,882.46 0.000 6,882.48 0.000 6,882.50 0.000 6,882.52 0.000 Elevation (feet) Storage (acre-feet) 6,882.54 0.000 6,882.56 0.000 6,882.58 0.000 6,882.60 0.000 6,882.62 0.000 6,882.64 0.000 6,882.66 0.000 6,882.68 0.000 6,882.70 0.000 6,882.72 0.000 6,882.74 0.000 6,882.76 0.000 6,882.78 0.000 6,882.80 0.000 6,882.82 0.000 6,882.84 0.000 6,882.86 0.000 6,882.88 0.000 6,882.90 0.000 6,882.92 0.000 6,882.94 0.000 6,882.96 0.000 6,882.98 0.000 6,883.00 0.000 6,883.02 0.000 6,883.04 0.000 6,883.06 0.000 6,883.08 0.000 6,883.10 0.000 6,883.12 0.000 6,883.14 0.000 6,883.16 0.000 6,883.18 0.000 6,883.20 0.000 6,883.22 0.000 6,883.24 0.000 6,883.26 0.000 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 48HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.03 hrs, 834 points x 3 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.069 ac 12.55% Impervious Runoff Depth=0.90"Subcatchment 40S: POST-AREA-10 Flow Length=473' Tc=25.6 min CN=74 Runoff=1.68 cfs 0.155 af Runoff Area=1.948 ac 24.45% Impervious Runoff Depth=0.95"Subcatchment 42S: POST-AREA-03 Flow Length=919' Tc=18.2 min CN=75 Runoff=2.06 cfs 0.153 af Avg. Flow Depth=0.20' Max Vel=4.22 fps Inflow=0.46 cfs 0.115 afReach 43R: POST-CULVERT-10A 12.0" Round Pipe n=0.012 L=81.4' S=0.0200 '/' Capacity=5.46 cfs Outflow=0.46 cfs 0.115 af Avg. Flow Depth=0.04' Max Vel=2.34 fps Inflow=0.46 cfs 0.115 afReach 44R: POST-Reach-10B n=0.030 L=91.5' S=0.1635 '/' Capacity=42.19 cfs Outflow=0.46 cfs 0.115 af Avg. Flow Depth=0.26' Max Vel=3.46 fps Inflow=1.68 cfs 0.155 afReach 45R: POST-Reach-10C n=0.030 L=555.8' S=0.0748 '/' Capacity=57.23 cfs Outflow=1.65 cfs 0.155 af Avg. Flow Depth=0.17' Max Vel=3.40 fps Inflow=3.42 cfs 0.309 afReach 48R: POST-Reach 03C n=0.035 L=92.4' S=0.0937 '/' Capacity=27.38 cfs Outflow=3.42 cfs 0.309 af Avg. Flow Depth=0.36' Max Vel=3.92 fps Inflow=3.42 cfs 0.309 afReach 50R: POST-Reach-03B n=0.030 L=92.2' S=0.0639 '/' Capacity=52.88 cfs Outflow=3.42 cfs 0.309 af Avg. Flow Depth=0.48' Max Vel=5.89 fps Inflow=3.42 cfs 0.309 afReach 62R: Storm Sewer 4 24.0" Round Pipe n=0.012 L=87.2' S=0.0122 '/' Capacity=27.02 cfs Outflow=3.42 cfs 0.309 af Peak Elev=6,882.19' Inflow=1.68 cfs 0.155 afPond 41P: POST-AREA-10-CULVERT Primary=0.46 cfs 0.115 af Secondary=1.22 cfs 0.040 af Outflow=1.68 cfs 0.155 af Total Runoff Area = 4.017 ac Runoff Volume = 0.309 af Average Runoff Depth = 0.92" 81.68% Pervious = 3.281 ac 18.32% Impervious = 0.736 ac Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 49HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 40S: POST-AREA-10 [47] Hint: Peak is 2400% of capacity of segment #3 [47] Hint: Peak is 1069% of capacity of segment #4 [47] Hint: Peak is 365% of capacity of segment #5 Runoff = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.592 81 1/3 acre lots, 30% imp, HSG C 0.986 71 Meadow, non-grazed, HSG C 0.304 57 Oak/aspen range, Fair, HSG C 0.105 87 Dirt roads, HSG C 0.082 98 Paved parking, HSG C 2.069 74 Weighted Average 1.809 87.45% Pervious Area 0.260 12.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.9 200 0.2046 0.15 Sheet Flow, Oak Brush - Meadow Woods: Light underbrush n= 0.400 P2= 1.33" 0.3 45 0.3536 2.97 Shallow Concentrated Flow, Oak Brush - Meadow Woodland Kv= 5.0 fps 1.1 64 0.0144 1.00 0.07 Trap/Vee/Rect Channel Flow, Old Irrigation Ditch Bot.W=0.00' D=0.20' Z= 1.9 & 1.6 '/' Top.W=0.70' n= 0.035 Earth, dense weeds 0.7 64 0.2359 1.57 0.16 Trap/Vee/Rect Channel Flow, Slope through Oak Brush - Meado Bot.W=4.00' D=0.02' Z= 50.0 '/' Top.W=6.00' n= 0.030 Earth, grassed & winding 0.6 100 0.0624 2.94 0.46 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=0.25' Z= 2.5 '/' Top.W=1.25' n= 0.030 Earth, grassed & winding 25.6 473 Total Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 50HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Subcatchment 40S: POST-AREA-10 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=2.069 ac Runoff Volume=0.155 af Runoff Depth=0.90" Flow Length=473' Tc=25.6 min CN=74 1.68 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 51HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 40S: POST-AREA-10 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.00 11.00 0.66 0.00 0.01 11.30 0.73 0.01 0.03 11.60 0.86 0.03 0.06 11.90 1.60 0.25 0.34 12.20 1.96 0.42 1.68 12.50 2.07 0.47 0.80 12.80 2.13 0.50 0.39 13.10 2.19 0.53 0.26 13.40 2.23 0.56 0.20 13.70 2.27 0.58 0.17 14.00 2.30 0.60 0.15 14.30 2.33 0.61 0.13 14.60 2.36 0.63 0.12 14.90 2.39 0.65 0.11 15.20 2.41 0.66 0.11 15.50 2.44 0.67 0.10 15.80 2.46 0.69 0.09 16.10 2.48 0.70 0.09 16.40 2.50 0.71 0.08 16.70 2.52 0.72 0.08 17.00 2.53 0.73 0.07 17.30 2.55 0.74 0.07 17.60 2.57 0.75 0.07 17.90 2.58 0.76 0.07 18.20 2.60 0.77 0.07 18.50 2.61 0.78 0.06 18.80 2.63 0.79 0.06 19.10 2.64 0.79 0.06 19.40 2.65 0.80 0.06 19.70 2.66 0.81 0.05 20.00 2.68 0.82 0.05 20.30 2.69 0.82 0.05 20.60 2.70 0.83 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.83 0.05 21.20 2.72 0.84 0.05 21.50 2.73 0.85 0.05 21.80 2.74 0.85 0.04 22.10 2.75 0.86 0.04 22.40 2.76 0.87 0.04 22.70 2.77 0.87 0.04 23.00 2.78 0.88 0.04 23.30 2.79 0.89 0.04 23.60 2.80 0.89 0.04 23.90 2.81 0.90 0.04 24.20 2.81 0.90 0.04 24.50 2.81 0.90 0.01 24.80 2.81 0.90 0.00 25.10 2.81 0.90 0.00 25.40 2.81 0.90 0.00 25.70 2.81 0.90 0.00 26.00 2.81 0.90 0.00 26.30 2.81 0.90 0.00 26.60 2.81 0.90 0.00 26.90 2.81 0.90 0.00 27.20 2.81 0.90 0.00 27.50 2.81 0.90 0.00 27.80 2.81 0.90 0.00 28.10 2.81 0.90 0.00 28.40 2.81 0.90 0.00 28.70 2.81 0.90 0.00 29.00 2.81 0.90 0.00 29.30 2.81 0.90 0.00 29.60 2.81 0.90 0.00 29.90 2.81 0.90 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 52HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 42S: POST-AREA-03 Runoff = 2.06 cfs @ 12.12 hrs, Volume= 0.153 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.15 Area (ac) CN Description 0.748 71 Meadow, non-grazed, HSG C 0.418 57 Oak/aspen range, Fair, HSG C 0.289 98 Paved parking, HSG C 0.493 83 1/4 acre lots, 38% imp, HSG C 1.948 75 Weighted Average 1.472 75.55% Pervious Area 0.476 24.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 228 0.0581 1.60 Sheet Flow, Driveway Pavement Smooth surfaces n= 0.011 P2= 1.33" 14.7 151 0.1275 0.17 Sheet Flow, Grass Meadow Grass: Dense n= 0.240 P2= 1.33" 1.1 540 0.0750 8.37 39.35 Trap/Vee/Rect Channel Flow, Roadside Ditch Bot.W=0.00' D=1.00' Z= 2.1 & 7.3 '/' Top.W=9.40' n= 0.030 Earth, grassed & winding 18.2 919 Total Subcatchment 42S: POST-AREA-03 Runoff Hydrograph Time (hours) 2826242220181614121086Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=2.81" Ia/S=0.15 Runoff Area=1.948 ac Runoff Volume=0.153 af Runoff Depth=0.95" Flow Length=919' Tc=18.2 min CN=75 2.06 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 53HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 42S: POST-AREA-03 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 5.00 0.18 0.00 0.00 5.30 0.19 0.00 0.00 5.60 0.21 0.00 0.00 5.90 0.22 0.00 0.00 6.20 0.24 0.00 0.00 6.50 0.25 0.00 0.00 6.80 0.27 0.00 0.00 7.10 0.28 0.00 0.00 7.40 0.30 0.00 0.00 7.70 0.32 0.00 0.00 8.00 0.34 0.00 0.00 8.30 0.36 0.00 0.00 8.60 0.38 0.00 0.00 8.90 0.40 0.00 0.00 9.20 0.43 0.00 0.00 9.50 0.46 0.00 0.00 9.80 0.49 0.00 0.00 10.10 0.52 0.00 0.00 10.40 0.56 0.00 0.00 10.70 0.60 0.00 0.01 11.00 0.66 0.01 0.02 11.30 0.73 0.02 0.04 11.60 0.86 0.04 0.08 11.90 1.60 0.27 0.63 12.20 1.96 0.45 1.73 12.50 2.07 0.50 0.54 12.80 2.13 0.54 0.29 13.10 2.19 0.57 0.22 13.40 2.23 0.59 0.18 13.70 2.27 0.61 0.15 14.00 2.30 0.63 0.14 14.30 2.33 0.65 0.12 14.60 2.36 0.67 0.11 14.90 2.39 0.68 0.11 15.20 2.41 0.70 0.10 15.50 2.44 0.71 0.09 15.80 2.46 0.73 0.09 16.10 2.48 0.74 0.08 16.40 2.50 0.75 0.08 16.70 2.52 0.76 0.07 17.00 2.53 0.77 0.07 17.30 2.55 0.78 0.07 17.60 2.57 0.79 0.07 17.90 2.58 0.80 0.06 18.20 2.60 0.81 0.06 18.50 2.61 0.82 0.06 18.80 2.63 0.83 0.06 19.10 2.64 0.84 0.06 19.40 2.65 0.84 0.05 19.70 2.66 0.85 0.05 20.00 2.68 0.86 0.05 20.30 2.69 0.87 0.05 20.60 2.70 0.87 0.05 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 20.90 2.71 0.88 0.04 21.20 2.72 0.89 0.04 21.50 2.73 0.89 0.04 21.80 2.74 0.90 0.04 22.10 2.75 0.91 0.04 22.40 2.76 0.91 0.04 22.70 2.77 0.92 0.04 23.00 2.78 0.93 0.04 23.30 2.79 0.93 0.04 23.60 2.80 0.94 0.04 23.90 2.81 0.94 0.04 24.20 2.81 0.95 0.03 24.50 2.81 0.95 0.00 24.80 2.81 0.95 0.00 25.10 2.81 0.95 0.00 25.40 2.81 0.95 0.00 25.70 2.81 0.95 0.00 26.00 2.81 0.95 0.00 26.30 2.81 0.95 0.00 26.60 2.81 0.95 0.00 26.90 2.81 0.95 0.00 27.20 2.81 0.95 0.00 27.50 2.81 0.95 0.00 27.80 2.81 0.95 0.00 28.10 2.81 0.95 0.00 28.40 2.81 0.95 0.00 28.70 2.81 0.95 0.00 29.00 2.81 0.95 0.00 29.30 2.81 0.95 0.00 29.60 2.81 0.95 0.00 29.90 2.81 0.95 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 54HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 43R: POST-CULVERT-10A [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.67" for 100-YR event Inflow = 0.46 cfs @ 12.21 hrs, Volume= 0.115 af Outflow = 0.46 cfs @ 12.21 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 4.22 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.36 fps, Avg. Travel Time= 0.6 min Peak Storage= 9 cf @ 12.21 hrs Average Depth at Peak Storage= 0.20' , Surface Width= 0.79' Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 5.46 cfs 12.0" Round Pipe n= 0.012 Corrugated PP, smooth interior Length= 81.4' Slope= 0.0200 '/' Inlet Invert= 6,878.98', Outlet Invert= 6,877.35' Reach 43R: POST-CULVERT-10A Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.069 ac Avg. Flow Depth=0.20' Max Vel=4.22 fps 12.0" Round Pipe n=0.012 L=81.4' S=0.0200 '/' Capacity=5.46 cfs 0.46 cfs0.46 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 55HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 43R: POST-CULVERT-10A Primary Stage-Discharge Discharge (cfs) 543210Depth (feet)1 0 Reach 43R: POST-CULVERT-10A Storage Stage-Storage Storage (cubic-feet) 605550454035302520151050Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 56HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 43R: POST-CULVERT-10A Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,878.98 0.00 5.60 0.00 0 6,878.98 0.00 6.20 0.00 0 6,878.98 0.00 6.80 0.00 0 6,878.98 0.00 7.40 0.00 0 6,878.98 0.00 8.00 0.00 0 6,878.98 0.00 8.60 0.00 0 6,878.98 0.00 9.20 0.00 0 6,878.98 0.00 9.80 0.00 0 6,878.98 0.00 10.40 0.00 0 6,878.98 0.00 11.00 0.01 1 6,879.01 0.01 11.60 0.06 2 6,879.05 0.05 12.20 0.46 9 6,879.18 0.46 12.80 0.39 8 6,879.16 0.39 13.40 0.20 5 6,879.11 0.20 14.00 0.15 4 6,879.09 0.15 14.60 0.12 3 6,879.08 0.12 15.20 0.11 3 6,879.08 0.11 15.80 0.09 3 6,879.07 0.09 16.40 0.08 3 6,879.06 0.08 17.00 0.07 2 6,879.06 0.07 17.60 0.07 2 6,879.06 0.07 18.20 0.07 2 6,879.06 0.07 18.80 0.06 2 6,879.05 0.06 19.40 0.06 2 6,879.05 0.06 20.00 0.05 2 6,879.05 0.05 20.60 0.05 2 6,879.05 0.05 21.20 0.05 2 6,879.04 0.05 21.80 0.04 2 6,879.04 0.04 22.40 0.04 2 6,879.04 0.04 23.00 0.04 2 6,879.04 0.04 23.60 0.04 2 6,879.04 0.04 24.20 0.04 2 6,879.04 0.04 24.80 0.00 0 6,878.99 0.00 25.40 0.00 0 6,878.98 0.00 26.00 0.00 0 6,878.98 0.00 26.60 0.00 0 6,878.98 0.00 27.20 0.00 0 6,878.98 0.00 27.80 0.00 0 6,878.98 0.00 28.40 0.00 0 6,878.98 0.00 29.00 0.00 0 6,878.98 0.00 29.60 0.00 0 6,878.98 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 57HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 43R: POST-CULVERT-10A Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,878.98 0.00 0.00 6,878.99 0.62 0.00 6,879.00 0.98 0.00 6,879.01 1.28 0.01 6,879.02 1.54 0.02 6,879.03 1.79 0.03 6,879.04 2.01 0.04 6,879.05 2.22 0.05 6,879.06 2.42 0.07 6,879.07 2.61 0.09 6,879.08 2.79 0.11 6,879.09 2.96 0.14 6,879.10 3.13 0.17 6,879.11 3.29 0.20 6,879.12 3.44 0.23 6,879.13 3.59 0.27 6,879.14 3.74 0.30 6,879.15 3.88 0.34 6,879.16 4.02 0.39 6,879.17 4.15 0.43 6,879.18 4.28 0.48 6,879.19 4.40 0.53 6,879.20 4.52 0.58 6,879.21 4.64 0.63 6,879.22 4.76 0.69 6,879.23 4.87 0.75 6,879.24 4.98 0.81 6,879.25 5.09 0.87 6,879.26 5.20 0.94 6,879.27 5.30 1.00 6,879.28 5.40 1.07 6,879.29 5.49 1.14 6,879.30 5.59 1.21 6,879.31 5.68 1.28 6,879.32 5.77 1.36 6,879.33 5.86 1.44 6,879.34 5.95 1.51 6,879.35 6.03 1.59 6,879.36 6.12 1.67 6,879.37 6.20 1.76 6,879.38 6.27 1.84 6,879.39 6.35 1.93 6,879.40 6.42 2.01 6,879.41 6.50 2.10 6,879.42 6.57 2.19 6,879.43 6.64 2.28 6,879.44 6.70 2.36 6,879.45 6.77 2.46 6,879.46 6.83 2.55 6,879.47 6.89 2.64 6,879.48 6.95 2.73 6,879.49 7.01 2.82 6,879.50 7.07 2.92 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,879.51 7.12 3.01 6,879.52 7.18 3.10 6,879.53 7.23 3.20 6,879.54 7.28 3.29 6,879.55 7.32 3.39 6,879.56 7.37 3.48 6,879.57 7.42 3.58 6,879.58 7.46 3.67 6,879.59 7.50 3.76 6,879.60 7.54 3.86 6,879.61 7.58 3.95 6,879.62 7.61 4.04 6,879.63 7.64 4.13 6,879.64 7.68 4.22 6,879.65 7.71 4.31 6,879.66 7.74 4.40 6,879.67 7.76 4.49 6,879.68 7.79 4.57 6,879.69 7.81 4.66 6,879.70 7.83 4.74 6,879.71 7.85 4.82 6,879.72 7.87 4.90 6,879.73 7.88 4.98 6,879.74 7.90 5.06 6,879.75 7.91 5.13 6,879.76 7.92 5.20 6,879.77 7.92 5.27 6,879.78 7.93 5.34 6,879.79 7.93 5.40 6,879.80 7.93 5.46 6,879.81 7.92 5.52 6,879.82 7.92 5.58 6,879.83 7.91 5.63 6,879.84 7.90 5.68 6,879.85 7.88 5.72 6,879.86 7.87 5.76 6,879.87 7.84 5.79 6,879.88 7.82 5.82 6,879.89 7.79 5.84 6,879.90 7.75 5.86 6,879.91 7.71 5.87 6,879.92 7.67 5.88 6,879.93 7.61 5.87 6,879.94 7.55 5.85 6,879.95 7.48 5.82 6,879.96 7.38 5.77 6,879.97 7.26 5.69 6,879.98 6.95 5.46 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 58HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 43R: POST-CULVERT-10A Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,878.98 0.0 0 6,878.99 0.0 0 6,879.00 0.0 0 6,879.01 0.0 1 6,879.02 0.0 1 6,879.03 0.0 1 6,879.04 0.0 2 6,879.05 0.0 2 6,879.06 0.0 2 6,879.07 0.0 3 6,879.08 0.0 3 6,879.09 0.0 4 6,879.10 0.1 4 6,879.11 0.1 5 6,879.12 0.1 5 6,879.13 0.1 6 6,879.14 0.1 7 6,879.15 0.1 7 6,879.16 0.1 8 6,879.17 0.1 8 6,879.18 0.1 9 6,879.19 0.1 10 6,879.20 0.1 10 6,879.21 0.1 11 6,879.22 0.1 12 6,879.23 0.2 12 6,879.24 0.2 13 6,879.25 0.2 14 6,879.26 0.2 15 6,879.27 0.2 15 6,879.28 0.2 16 6,879.29 0.2 17 6,879.30 0.2 18 6,879.31 0.2 18 6,879.32 0.2 19 6,879.33 0.2 20 6,879.34 0.3 21 6,879.35 0.3 22 6,879.36 0.3 22 6,879.37 0.3 23 6,879.38 0.3 24 6,879.39 0.3 25 6,879.40 0.3 25 6,879.41 0.3 26 6,879.42 0.3 27 6,879.43 0.3 28 6,879.44 0.4 29 6,879.45 0.4 30 6,879.46 0.4 30 6,879.47 0.4 31 6,879.48 0.4 32 6,879.49 0.4 33 6,879.50 0.4 34 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,879.51 0.4 34 6,879.52 0.4 35 6,879.53 0.4 36 6,879.54 0.5 37 6,879.55 0.5 38 6,879.56 0.5 38 6,879.57 0.5 39 6,879.58 0.5 40 6,879.59 0.5 41 6,879.60 0.5 42 6,879.61 0.5 42 6,879.62 0.5 43 6,879.63 0.5 44 6,879.64 0.5 45 6,879.65 0.6 46 6,879.66 0.6 46 6,879.67 0.6 47 6,879.68 0.6 48 6,879.69 0.6 49 6,879.70 0.6 49 6,879.71 0.6 50 6,879.72 0.6 51 6,879.73 0.6 51 6,879.74 0.6 52 6,879.75 0.6 53 6,879.76 0.7 54 6,879.77 0.7 54 6,879.78 0.7 55 6,879.79 0.7 55 6,879.80 0.7 56 6,879.81 0.7 57 6,879.82 0.7 57 6,879.83 0.7 58 6,879.84 0.7 58 6,879.85 0.7 59 6,879.86 0.7 60 6,879.87 0.7 60 6,879.88 0.7 61 6,879.89 0.8 61 6,879.90 0.8 62 6,879.91 0.8 62 6,879.92 0.8 62 6,879.93 0.8 63 6,879.94 0.8 63 6,879.95 0.8 63 6,879.96 0.8 64 6,879.97 0.8 64 6,879.98 0.8 64 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 59HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 44R: POST-Reach-10B [61] Hint: Exceeded Reach 43R outlet invert by 0.04' @ 12.23 hrs Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.67" for 100-YR event Inflow = 0.46 cfs @ 12.21 hrs, Volume= 0.115 af Outflow = 0.46 cfs @ 12.22 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 2.34 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.18 fps, Avg. Travel Time= 1.3 min Peak Storage= 18 cf @ 12.22 hrs Average Depth at Peak Storage= 0.04' , Surface Width= 4.88' Bank-Full Depth= 0.50' Flow Area= 4.5 sf, Capacity= 42.19 cfs 4.00' x 0.50' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 10.0 '/' Top Width= 14.00' Length= 91.5' Slope= 0.1635 '/' Inlet Invert= 6,877.35', Outlet Invert= 6,862.39' ‡ Reach 44R: POST-Reach-10B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.069 ac Avg. Flow Depth=0.04' Max Vel=2.34 fps n=0.030 L=91.5' S=0.1635 '/' Capacity=42.19 cfs 0.46 cfs0.46 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 60HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 44R: POST-Reach-10B Primary Stage-Discharge Discharge (cfs) 4035302520151050Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 44R: POST-Reach-10B Storage Stage-Storage Storage (cubic-feet) 400350300250200150100500Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 61HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 44R: POST-Reach-10B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,877.35 0.00 5.60 0.00 0 6,877.35 0.00 6.20 0.00 0 6,877.35 0.00 6.80 0.00 0 6,877.35 0.00 7.40 0.00 0 6,877.35 0.00 8.00 0.00 0 6,877.35 0.00 8.60 0.00 0 6,877.35 0.00 9.20 0.00 0 6,877.35 0.00 9.80 0.00 0 6,877.35 0.00 10.40 0.00 0 6,877.35 0.00 11.00 0.01 2 6,877.35 0.01 11.60 0.05 5 6,877.36 0.05 12.20 0.46 18 6,877.39 0.46 12.80 0.39 16 6,877.39 0.40 13.40 0.20 11 6,877.38 0.20 14.00 0.15 9 6,877.37 0.15 14.60 0.12 8 6,877.37 0.12 15.20 0.11 7 6,877.37 0.11 15.80 0.09 6 6,877.37 0.09 16.40 0.08 6 6,877.37 0.08 17.00 0.07 6 6,877.37 0.07 17.60 0.07 5 6,877.36 0.07 18.20 0.07 5 6,877.36 0.07 18.80 0.06 5 6,877.36 0.06 19.40 0.06 5 6,877.36 0.06 20.00 0.05 4 6,877.36 0.05 20.60 0.05 4 6,877.36 0.05 21.20 0.05 4 6,877.36 0.05 21.80 0.04 4 6,877.36 0.04 22.40 0.04 4 6,877.36 0.04 23.00 0.04 4 6,877.36 0.04 23.60 0.04 4 6,877.36 0.04 24.20 0.04 4 6,877.36 0.04 24.80 0.00 0 6,877.35 0.00 25.40 0.00 0 6,877.35 0.00 26.00 0.00 0 6,877.35 0.00 26.60 0.00 0 6,877.35 0.00 27.20 0.00 0 6,877.35 0.00 27.80 0.00 0 6,877.35 0.00 28.40 0.00 0 6,877.35 0.00 29.00 0.00 0 6,877.35 0.00 29.60 0.00 0 6,877.35 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 62HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 44R: POST-Reach-10B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,877.35 0.00 0.00 6,877.36 0.91 0.04 6,877.37 1.43 0.12 6,877.38 1.85 0.24 6,877.39 2.21 0.39 6,877.40 2.53 0.57 6,877.41 2.83 0.78 6,877.42 3.10 1.02 6,877.43 3.35 1.29 6,877.44 3.59 1.58 6,877.45 3.82 1.91 6,877.46 4.03 2.26 6,877.47 4.24 2.64 6,877.48 4.43 3.06 6,877.49 4.62 3.50 6,877.50 4.81 3.97 6,877.51 4.98 4.47 6,877.52 5.16 5.00 6,877.53 5.32 5.56 6,877.54 5.49 6.15 6,877.55 5.64 6.77 6,877.56 5.80 7.43 6,877.57 5.95 8.12 6,877.58 6.10 8.84 6,877.59 6.24 9.59 6,877.60 6.39 10.38 6,877.61 6.53 11.20 6,877.62 6.66 12.05 6,877.63 6.80 12.94 6,877.64 6.93 13.87 6,877.65 7.06 14.83 6,877.66 7.19 15.83 6,877.67 7.32 16.86 6,877.68 7.44 17.93 6,877.69 7.57 19.04 6,877.70 7.69 20.18 6,877.71 7.81 21.37 6,877.72 7.93 22.59 6,877.73 8.05 23.85 6,877.74 8.16 25.15 6,877.75 8.28 26.49 6,877.76 8.39 27.88 6,877.77 8.51 29.30 6,877.78 8.62 30.76 6,877.79 8.73 32.27 6,877.80 8.84 33.81 6,877.81 8.95 35.40 6,877.82 9.06 37.03 6,877.83 9.16 38.71 6,877.84 9.27 40.43 6,877.85 9.38 42.19 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 63HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 44R: POST-Reach-10B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,877.35 0.0 0 6,877.36 0.0 4 6,877.37 0.1 8 6,877.38 0.1 12 6,877.39 0.2 16 6,877.40 0.2 21 6,877.41 0.3 25 6,877.42 0.3 30 6,877.43 0.4 35 6,877.44 0.4 40 6,877.45 0.5 46 6,877.46 0.6 51 6,877.47 0.6 57 6,877.48 0.7 63 6,877.49 0.8 69 6,877.50 0.8 75 6,877.51 0.9 82 6,877.52 1.0 89 6,877.53 1.0 96 6,877.54 1.1 103 6,877.55 1.2 110 6,877.56 1.3 117 6,877.57 1.4 125 6,877.58 1.4 133 6,877.59 1.5 141 6,877.60 1.6 149 6,877.61 1.7 157 6,877.62 1.8 166 6,877.63 1.9 174 6,877.64 2.0 183 6,877.65 2.1 192 6,877.66 2.2 201 6,877.67 2.3 211 6,877.68 2.4 220 6,877.69 2.5 230 6,877.70 2.6 240 6,877.71 2.7 250 6,877.72 2.8 261 6,877.73 3.0 271 6,877.74 3.1 282 6,877.75 3.2 293 6,877.76 3.3 304 6,877.77 3.4 315 6,877.78 3.6 327 6,877.79 3.7 338 6,877.80 3.8 350 6,877.81 4.0 362 6,877.82 4.1 374 6,877.83 4.2 386 6,877.84 4.4 399 6,877.85 4.5 412 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 64HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 45R: POST-Reach-10C [62] Hint: Exceeded Reach 44R OUTLET depth by 0.22' @ 12.23 hrs Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.90" for 100-YR event Inflow = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af Outflow = 1.65 cfs @ 12.24 hrs, Volume= 0.155 af, Atten= 2%, Lag= 2.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.46 fps, Min. Travel Time= 2.7 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 6.2 min Peak Storage= 264 cf @ 12.24 hrs Average Depth at Peak Storage= 0.26' , Surface Width= 3.59' Bank-Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 57.23 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.9 11.7 '/' Top Width= 13.60' Length= 555.8' Slope= 0.0748 '/' Inlet Invert= 6,862.39', Outlet Invert= 6,820.81' ‡ Reach 45R: POST-Reach-10C Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Avg. Flow Depth=0.26' Max Vel=3.46 fps n=0.030 L=555.8' S=0.0748 '/' Capacity=57.23 cfs 1.68 cfs 1.65 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 65HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 45R: POST-Reach-10C Primary Stage-Discharge Discharge (cfs) 5550454035302520151050Depth (feet)1 0 Reach 45R: POST-Reach-10C Storage Stage-Storage Storage (cubic-feet) 3,5003,0002,5002,0001,5001,0005000Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 66HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 45R: POST-Reach-10C Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,862.39 0.00 5.60 0.00 0 6,862.39 0.00 6.20 0.00 0 6,862.39 0.00 6.80 0.00 0 6,862.39 0.00 7.40 0.00 0 6,862.39 0.00 8.00 0.00 0 6,862.39 0.00 8.60 0.00 0 6,862.39 0.00 9.20 0.00 0 6,862.39 0.00 9.80 0.00 0 6,862.39 0.00 10.40 0.00 0 6,862.39 0.00 11.00 0.01 4 6,862.42 0.01 11.60 0.05 17 6,862.46 0.04 12.20 1.68 258 6,862.65 1.60 12.80 0.40 97 6,862.55 0.44 13.40 0.20 56 6,862.51 0.21 14.00 0.15 44 6,862.50 0.15 14.60 0.12 37 6,862.49 0.12 15.20 0.11 34 6,862.48 0.11 15.80 0.09 31 6,862.48 0.09 16.40 0.08 28 6,862.48 0.08 17.00 0.07 26 6,862.47 0.08 17.60 0.07 25 6,862.47 0.07 18.20 0.07 24 6,862.47 0.07 18.80 0.06 22 6,862.47 0.06 19.40 0.06 21 6,862.46 0.06 20.00 0.05 19 6,862.46 0.05 20.60 0.05 18 6,862.46 0.05 21.20 0.05 18 6,862.46 0.05 21.80 0.04 18 6,862.46 0.04 22.40 0.04 17 6,862.46 0.04 23.00 0.04 17 6,862.46 0.04 23.60 0.04 17 6,862.46 0.04 24.20 0.04 16 6,862.46 0.04 24.80 0.00 4 6,862.42 0.01 25.40 0.00 1 6,862.40 0.00 26.00 0.00 0 6,862.39 0.00 26.60 0.00 0 6,862.39 0.00 27.20 0.00 0 6,862.39 0.00 27.80 0.00 0 6,862.39 0.00 28.40 0.00 0 6,862.39 0.00 29.00 0.00 0 6,862.39 0.00 29.60 0.00 0 6,862.39 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 67HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 45R: POST-Reach-10C Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,862.39 0.00 0.00 6,862.40 0.39 0.00 6,862.41 0.62 0.00 6,862.42 0.81 0.00 6,862.43 0.98 0.01 6,862.44 1.14 0.02 6,862.45 1.29 0.03 6,862.46 1.43 0.05 6,862.47 1.56 0.07 6,862.48 1.69 0.09 6,862.49 1.81 0.12 6,862.50 1.93 0.16 6,862.51 2.05 0.20 6,862.52 2.16 0.25 6,862.53 2.27 0.30 6,862.54 2.38 0.36 6,862.55 2.48 0.43 6,862.56 2.58 0.51 6,862.57 2.68 0.59 6,862.58 2.78 0.68 6,862.59 2.88 0.78 6,862.60 2.97 0.89 6,862.61 3.07 1.01 6,862.62 3.16 1.14 6,862.63 3.25 1.27 6,862.64 3.34 1.42 6,862.65 3.43 1.58 6,862.66 3.52 1.74 6,862.67 3.60 1.92 6,862.68 3.69 2.11 6,862.69 3.77 2.31 6,862.70 3.85 2.52 6,862.71 3.94 2.74 6,862.72 4.02 2.98 6,862.73 4.10 3.22 6,862.74 4.18 3.48 6,862.75 4.26 3.75 6,862.76 4.34 4.04 6,862.77 4.42 4.34 6,862.78 4.49 4.65 6,862.79 4.57 4.97 6,862.80 4.64 5.31 6,862.81 4.72 5.66 6,862.82 4.79 6.03 6,862.83 4.87 6.41 6,862.84 4.94 6.81 6,862.85 5.01 7.22 6,862.86 5.09 7.64 6,862.87 5.16 8.08 6,862.88 5.23 8.54 6,862.89 5.30 9.01 6,862.90 5.37 9.50 6,862.91 5.44 10.01 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,862.92 5.51 10.53 6,862.93 5.58 11.07 6,862.94 5.65 11.62 6,862.95 5.72 12.19 6,862.96 5.79 12.78 6,862.97 5.85 13.39 6,862.98 5.92 14.01 6,862.99 5.99 14.66 6,863.00 6.05 15.32 6,863.01 6.12 15.99 6,863.02 6.18 16.69 6,863.03 6.25 17.41 6,863.04 6.31 18.14 6,863.05 6.38 18.90 6,863.06 6.44 19.67 6,863.07 6.51 20.46 6,863.08 6.57 21.27 6,863.09 6.63 22.11 6,863.10 6.70 22.96 6,863.11 6.76 23.83 6,863.12 6.82 24.72 6,863.13 6.89 25.64 6,863.14 6.95 26.57 6,863.15 7.01 27.53 6,863.16 7.07 28.50 6,863.17 7.13 29.50 6,863.18 7.19 30.52 6,863.19 7.25 31.56 6,863.20 7.31 32.63 6,863.21 7.37 33.71 6,863.22 7.43 34.82 6,863.23 7.49 35.95 6,863.24 7.55 37.10 6,863.25 7.61 38.28 6,863.26 7.67 39.47 6,863.27 7.73 40.70 6,863.28 7.79 41.94 6,863.29 7.84 43.21 6,863.30 7.90 44.50 6,863.31 7.96 45.82 6,863.32 8.02 47.16 6,863.33 8.08 48.52 6,863.34 8.13 49.91 6,863.35 8.19 51.32 6,863.36 8.25 52.76 6,863.37 8.30 54.23 6,863.38 8.36 55.71 6,863.39 8.42 57.23 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 68HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 45R: POST-Reach-10C Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,862.39 0.0 0 6,862.40 0.0 0 6,862.41 0.0 2 6,862.42 0.0 3 6,862.43 0.0 6 6,862.44 0.0 9 6,862.45 0.0 14 6,862.46 0.0 19 6,862.47 0.0 24 6,862.48 0.1 31 6,862.49 0.1 38 6,862.50 0.1 46 6,862.51 0.1 54 6,862.52 0.1 64 6,862.53 0.1 74 6,862.54 0.2 85 6,862.55 0.2 97 6,862.56 0.2 109 6,862.57 0.2 122 6,862.58 0.2 136 6,862.59 0.3 151 6,862.60 0.3 167 6,862.61 0.3 183 6,862.62 0.4 200 6,862.63 0.4 218 6,862.64 0.4 236 6,862.65 0.5 255 6,862.66 0.5 276 6,862.67 0.5 296 6,862.68 0.6 318 6,862.69 0.6 340 6,862.70 0.7 363 6,862.71 0.7 387 6,862.72 0.7 412 6,862.73 0.8 437 6,862.74 0.8 463 6,862.75 0.9 490 6,862.76 0.9 517 6,862.77 1.0 546 6,862.78 1.0 575 6,862.79 1.1 605 6,862.80 1.1 635 6,862.81 1.2 667 6,862.82 1.3 699 6,862.83 1.3 732 6,862.84 1.4 765 6,862.85 1.4 800 6,862.86 1.5 835 6,862.87 1.6 871 6,862.88 1.6 907 6,862.89 1.7 945 6,862.90 1.8 983 6,862.91 1.8 1,022 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,862.92 1.9 1,062 6,862.93 2.0 1,102 6,862.94 2.1 1,143 6,862.95 2.1 1,185 6,862.96 2.2 1,228 6,862.97 2.3 1,271 6,862.98 2.4 1,316 6,862.99 2.4 1,361 6,863.00 2.5 1,406 6,863.01 2.6 1,453 6,863.02 2.7 1,500 6,863.03 2.8 1,548 6,863.04 2.9 1,597 6,863.05 3.0 1,646 6,863.06 3.1 1,697 6,863.07 3.1 1,748 6,863.08 3.2 1,799 6,863.09 3.3 1,852 6,863.10 3.4 1,905 6,863.11 3.5 1,959 6,863.12 3.6 2,014 6,863.13 3.7 2,070 6,863.14 3.8 2,126 6,863.15 3.9 2,183 6,863.16 4.0 2,241 6,863.17 4.1 2,299 6,863.18 4.2 2,359 6,863.19 4.4 2,419 6,863.20 4.5 2,480 6,863.21 4.6 2,541 6,863.22 4.7 2,604 6,863.23 4.8 2,667 6,863.24 4.9 2,731 6,863.25 5.0 2,795 6,863.26 5.1 2,861 6,863.27 5.3 2,927 6,863.28 5.4 2,994 6,863.29 5.5 3,061 6,863.30 5.6 3,130 6,863.31 5.8 3,199 6,863.32 5.9 3,269 6,863.33 6.0 3,340 6,863.34 6.1 3,411 6,863.35 6.3 3,483 6,863.36 6.4 3,556 6,863.37 6.5 3,630 6,863.38 6.7 3,704 6,863.39 6.8 3,779 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 69HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 48R: POST-Reach 03C [61] Hint: Exceeded Reach 50R outlet invert by 0.17' @ 12.17 hrs Inflow Area = 4.017 ac, 18.32% Impervious, Inflow Depth = 0.92" for 100-YR event Inflow = 3.42 cfs @ 12.17 hrs, Volume= 0.309 af Outflow = 3.42 cfs @ 12.17 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.40 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.11 fps, Avg. Travel Time= 1.4 min Peak Storage= 93 cf @ 12.17 hrs Average Depth at Peak Storage= 0.17' , Surface Width= 7.50' Bank-Full Depth= 0.50' Flow Area= 4.5 sf, Capacity= 27.38 cfs 4.00' x 0.50' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 10.0 '/' Top Width= 14.00' Length= 92.4' Slope= 0.0937 '/' Inlet Invert= 6,810.65', Outlet Invert= 6,801.99' ‡ Reach 48R: POST-Reach 03C Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Inflow Area=4.017 ac Avg. Flow Depth=0.17' Max Vel=3.40 fps n=0.035 L=92.4' S=0.0937 '/' Capacity=27.38 cfs 3.42 cfs3.42 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 70HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 48R: POST-Reach 03C Primary Stage-Discharge Discharge (cfs) 26242220181614121086420Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Reach 48R: POST-Reach 03C Storage Stage-Storage Storage (cubic-feet) 400350300250200150100500Depth (feet)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 71HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 48R: POST-Reach 03C Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,810.65 0.00 5.60 0.00 0 6,810.65 0.00 6.20 0.00 0 6,810.65 0.00 6.80 0.00 0 6,810.65 0.00 7.40 0.00 0 6,810.65 0.00 8.00 0.00 0 6,810.65 0.00 8.60 0.00 0 6,810.65 0.00 9.20 0.00 0 6,810.65 0.00 9.80 0.00 0 6,810.65 0.00 10.40 0.00 0 6,810.65 0.00 11.00 0.03 4 6,810.66 0.02 11.60 0.11 10 6,810.67 0.11 12.20 3.36 92 6,810.82 3.38 12.80 0.74 33 6,810.73 0.75 13.40 0.39 22 6,810.70 0.39 14.00 0.29 18 6,810.69 0.29 14.60 0.23 15 6,810.69 0.23 15.20 0.21 14 6,810.69 0.21 15.80 0.18 13 6,810.68 0.18 16.40 0.16 12 6,810.68 0.16 17.00 0.15 12 6,810.68 0.15 17.60 0.14 11 6,810.68 0.14 18.20 0.13 11 6,810.68 0.13 18.80 0.12 10 6,810.68 0.12 19.40 0.11 10 6,810.67 0.11 20.00 0.10 9 6,810.67 0.10 20.60 0.09 9 6,810.67 0.09 21.20 0.09 8 6,810.67 0.09 21.80 0.09 8 6,810.67 0.09 22.40 0.09 8 6,810.67 0.09 23.00 0.08 8 6,810.67 0.08 23.60 0.08 8 6,810.67 0.08 24.20 0.07 7 6,810.67 0.07 24.80 0.01 2 6,810.66 0.01 25.40 0.00 0 6,810.65 0.00 26.00 0.00 0 6,810.65 0.00 26.60 0.00 0 6,810.65 0.00 27.20 0.00 0 6,810.65 0.00 27.80 0.00 0 6,810.65 0.00 28.40 0.00 0 6,810.65 0.00 29.00 0.00 0 6,810.65 0.00 29.60 0.00 0 6,810.65 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 72HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 48R: POST-Reach 03C Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,810.65 0.00 0.00 6,810.66 0.59 0.02 6,810.67 0.93 0.08 6,810.68 1.20 0.15 6,810.69 1.43 0.25 6,810.70 1.64 0.37 6,810.71 1.83 0.51 6,810.72 2.01 0.66 6,810.73 2.18 0.84 6,810.74 2.33 1.03 6,810.75 2.48 1.24 6,810.76 2.62 1.47 6,810.77 2.75 1.72 6,810.78 2.88 1.98 6,810.79 3.00 2.27 6,810.80 3.12 2.57 6,810.81 3.24 2.90 6,810.82 3.35 3.24 6,810.83 3.46 3.61 6,810.84 3.56 3.99 6,810.85 3.66 4.40 6,810.86 3.76 4.82 6,810.87 3.86 5.27 6,810.88 3.96 5.74 6,810.89 4.05 6.22 6,810.90 4.14 6.73 6,810.91 4.24 7.27 6,810.92 4.32 7.82 6,810.93 4.41 8.40 6,810.94 4.50 9.00 6,810.95 4.58 9.62 6,810.96 4.67 10.27 6,810.97 4.75 10.94 6,810.98 4.83 11.64 6,810.99 4.91 12.36 6,811.00 4.99 13.10 6,811.01 5.07 13.87 6,811.02 5.15 14.66 6,811.03 5.22 15.48 6,811.04 5.30 16.32 6,811.05 5.37 17.19 6,811.06 5.45 18.09 6,811.07 5.52 19.01 6,811.08 5.59 19.96 6,811.09 5.67 20.94 6,811.10 5.74 21.94 6,811.11 5.81 22.97 6,811.12 5.88 24.03 6,811.13 5.95 25.12 6,811.14 6.02 26.24 6,811.15 6.08 27.38 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 73HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 48R: POST-Reach 03C Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,810.65 0.0 0 6,810.66 0.0 4 6,810.67 0.1 8 6,810.68 0.1 12 6,810.69 0.2 16 6,810.70 0.2 21 6,810.71 0.3 26 6,810.72 0.3 30 6,810.73 0.4 35 6,810.74 0.4 41 6,810.75 0.5 46 6,810.76 0.6 52 6,810.77 0.6 58 6,810.78 0.7 64 6,810.79 0.8 70 6,810.80 0.8 76 6,810.81 0.9 83 6,810.82 1.0 90 6,810.83 1.0 96 6,810.84 1.1 104 6,810.85 1.2 111 6,810.86 1.3 118 6,810.87 1.4 126 6,810.88 1.4 134 6,810.89 1.5 142 6,810.90 1.6 150 6,810.91 1.7 159 6,810.92 1.8 167 6,810.93 1.9 176 6,810.94 2.0 185 6,810.95 2.1 194 6,810.96 2.2 203 6,810.97 2.3 213 6,810.98 2.4 223 6,810.99 2.5 232 6,811.00 2.6 243 6,811.01 2.7 253 6,811.02 2.8 263 6,811.03 3.0 274 6,811.04 3.1 285 6,811.05 3.2 296 6,811.06 3.3 307 6,811.07 3.4 318 6,811.08 3.6 330 6,811.09 3.7 342 6,811.10 3.8 353 6,811.11 4.0 366 6,811.12 4.1 378 6,811.13 4.2 390 6,811.14 4.4 403 6,811.15 4.5 416 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 74HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 50R: POST-Reach-03B [62] Hint: Exceeded Reach 62R OUTLET depth by 0.55' @ 25.19 hrs Inflow Area = 4.017 ac, 18.32% Impervious, Inflow Depth = 0.92" for 100-YR event Inflow = 3.42 cfs @ 12.16 hrs, Volume= 0.309 af Outflow = 3.42 cfs @ 12.17 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 3.92 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 0.9 min Peak Storage= 80 cf @ 12.17 hrs Average Depth at Peak Storage= 0.36' , Surface Width= 4.87' Bank-Full Depth= 1.00' Flow Area= 6.8 sf, Capacity= 52.88 cfs 0.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.9 11.7 '/' Top Width= 13.60' Length= 92.2' Slope= 0.0639 '/' Inlet Invert= 6,816.54', Outlet Invert= 6,810.65' ‡ Reach 50R: POST-Reach-03B Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Inflow Area=4.017 ac Avg. Flow Depth=0.36' Max Vel=3.92 fps n=0.030 L=92.2' S=0.0639 '/' Capacity=52.88 cfs 3.42 cfs3.42 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 75HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 50R: POST-Reach-03B Primary Stage-Discharge Discharge (cfs) 50454035302520151050Depth (feet)1 0 Reach 50R: POST-Reach-03B Storage Stage-Storage Storage (cubic-feet) 600550500450400350300250200150100500Depth (feet)1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 76HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 50R: POST-Reach-03B Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,816.54 0.00 5.60 0.00 0 6,816.54 0.00 6.20 0.00 0 6,816.54 0.00 6.80 0.00 0 6,816.54 0.00 7.40 0.00 0 6,816.54 0.00 8.00 0.00 0 6,816.54 0.00 8.60 0.00 0 6,816.54 0.00 9.20 0.00 0 6,816.54 0.00 9.80 0.00 0 6,816.54 0.00 10.40 0.00 0 6,816.56 0.00 11.00 0.03 2 6,816.60 0.03 11.60 0.12 6 6,816.64 0.11 12.20 3.34 79 6,816.90 3.36 12.80 0.73 25 6,816.74 0.74 13.40 0.39 16 6,816.70 0.39 14.00 0.29 13 6,816.68 0.29 14.60 0.23 11 6,816.67 0.23 15.20 0.21 10 6,816.67 0.21 15.80 0.18 9 6,816.66 0.18 16.40 0.16 8 6,816.65 0.16 17.00 0.15 8 6,816.65 0.15 17.60 0.14 7 6,816.65 0.14 18.20 0.13 7 6,816.64 0.13 18.80 0.12 6 6,816.64 0.12 19.40 0.11 6 6,816.64 0.11 20.00 0.10 6 6,816.63 0.10 20.60 0.09 5 6,816.63 0.09 21.20 0.09 5 6,816.63 0.09 21.80 0.09 5 6,816.63 0.09 22.40 0.09 5 6,816.63 0.09 23.00 0.08 5 6,816.63 0.08 23.60 0.08 5 6,816.63 0.08 24.20 0.07 4 6,816.62 0.07 24.80 0.01 1 6,816.57 0.01 25.40 0.00 0 6,816.55 0.00 26.00 0.00 0 6,816.54 0.00 26.60 0.00 0 6,816.54 0.00 27.20 0.00 0 6,816.54 0.00 27.80 0.00 0 6,816.54 0.00 28.40 0.00 0 6,816.54 0.00 29.00 0.00 0 6,816.54 0.00 29.60 0.00 0 6,816.54 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 77HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 50R: POST-Reach-03B Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,816.54 0.00 0.00 6,816.55 0.36 0.00 6,816.56 0.57 0.00 6,816.57 0.75 0.00 6,816.58 0.91 0.01 6,816.59 1.06 0.02 6,816.60 1.19 0.03 6,816.61 1.32 0.04 6,816.62 1.44 0.06 6,816.63 1.56 0.09 6,816.64 1.68 0.11 6,816.65 1.79 0.15 6,816.66 1.89 0.19 6,816.67 2.00 0.23 6,816.68 2.10 0.28 6,816.69 2.20 0.34 6,816.70 2.29 0.40 6,816.71 2.39 0.47 6,816.72 2.48 0.55 6,816.73 2.57 0.63 6,816.74 2.66 0.72 6,816.75 2.75 0.82 6,816.76 2.83 0.93 6,816.77 2.92 1.05 6,816.78 3.00 1.18 6,816.79 3.09 1.31 6,816.80 3.17 1.46 6,816.81 3.25 1.61 6,816.82 3.33 1.77 6,816.83 3.41 1.95 6,816.84 3.49 2.13 6,816.85 3.56 2.33 6,816.86 3.64 2.53 6,816.87 3.71 2.75 6,816.88 3.79 2.98 6,816.89 3.86 3.22 6,816.90 3.94 3.47 6,816.91 4.01 3.73 6,816.92 4.08 4.01 6,816.93 4.15 4.29 6,816.94 4.22 4.59 6,816.95 4.29 4.91 6,816.96 4.36 5.23 6,816.97 4.43 5.57 6,816.98 4.50 5.92 6,816.99 4.57 6.29 6,817.00 4.63 6.67 6,817.01 4.70 7.06 6,817.02 4.77 7.47 6,817.03 4.83 7.89 6,817.04 4.90 8.33 6,817.05 4.96 8.78 6,817.06 5.03 9.25 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,817.07 5.09 9.73 6,817.08 5.16 10.23 6,817.09 5.22 10.74 6,817.10 5.28 11.27 6,817.11 5.35 11.81 6,817.12 5.41 12.37 6,817.13 5.47 12.95 6,817.14 5.53 13.54 6,817.15 5.59 14.15 6,817.16 5.65 14.78 6,817.17 5.72 15.42 6,817.18 5.78 16.09 6,817.19 5.84 16.77 6,817.20 5.90 17.46 6,817.21 5.95 18.18 6,817.22 6.01 18.91 6,817.23 6.07 19.66 6,817.24 6.13 20.43 6,817.25 6.19 21.22 6,817.26 6.25 22.02 6,817.27 6.30 22.85 6,817.28 6.36 23.69 6,817.29 6.42 24.55 6,817.30 6.48 25.44 6,817.31 6.53 26.34 6,817.32 6.59 27.26 6,817.33 6.65 28.20 6,817.34 6.70 29.17 6,817.35 6.76 30.15 6,817.36 6.81 31.15 6,817.37 6.87 32.17 6,817.38 6.92 33.22 6,817.39 6.98 34.28 6,817.40 7.03 35.37 6,817.41 7.09 36.48 6,817.42 7.14 37.61 6,817.43 7.20 38.76 6,817.44 7.25 39.93 6,817.45 7.30 41.12 6,817.46 7.36 42.34 6,817.47 7.41 43.58 6,817.48 7.46 44.84 6,817.49 7.52 46.12 6,817.50 7.57 47.43 6,817.51 7.62 48.76 6,817.52 7.67 50.11 6,817.53 7.72 51.48 6,817.54 7.78 52.88 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 78HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 50R: POST-Reach-03B Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,816.54 0.0 0 6,816.55 0.0 0 6,816.56 0.0 0 6,816.57 0.0 1 6,816.58 0.0 1 6,816.59 0.0 2 6,816.60 0.0 2 6,816.61 0.0 3 6,816.62 0.0 4 6,816.63 0.1 5 6,816.64 0.1 6 6,816.65 0.1 8 6,816.66 0.1 9 6,816.67 0.1 11 6,816.68 0.1 12 6,816.69 0.2 14 6,816.70 0.2 16 6,816.71 0.2 18 6,816.72 0.2 20 6,816.73 0.2 23 6,816.74 0.3 25 6,816.75 0.3 28 6,816.76 0.3 30 6,816.77 0.4 33 6,816.78 0.4 36 6,816.79 0.4 39 6,816.80 0.5 42 6,816.81 0.5 46 6,816.82 0.5 49 6,816.83 0.6 53 6,816.84 0.6 56 6,816.85 0.7 60 6,816.86 0.7 64 6,816.87 0.7 68 6,816.88 0.8 72 6,816.89 0.8 77 6,816.90 0.9 81 6,816.91 0.9 86 6,816.92 1.0 91 6,816.93 1.0 95 6,816.94 1.1 100 6,816.95 1.1 105 6,816.96 1.2 111 6,816.97 1.3 116 6,816.98 1.3 121 6,816.99 1.4 127 6,817.00 1.4 133 6,817.01 1.5 138 6,817.02 1.6 144 6,817.03 1.6 151 6,817.04 1.7 157 6,817.05 1.8 163 6,817.06 1.8 170 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,817.07 1.9 176 6,817.08 2.0 183 6,817.09 2.1 190 6,817.10 2.1 197 6,817.11 2.2 204 6,817.12 2.3 211 6,817.13 2.4 218 6,817.14 2.4 226 6,817.15 2.5 233 6,817.16 2.6 241 6,817.17 2.7 249 6,817.18 2.8 257 6,817.19 2.9 265 6,817.20 3.0 273 6,817.21 3.1 281 6,817.22 3.1 290 6,817.23 3.2 298 6,817.24 3.3 307 6,817.25 3.4 316 6,817.26 3.5 325 6,817.27 3.6 334 6,817.28 3.7 343 6,817.29 3.8 353 6,817.30 3.9 362 6,817.31 4.0 372 6,817.32 4.1 381 6,817.33 4.2 391 6,817.34 4.4 401 6,817.35 4.5 411 6,817.36 4.6 422 6,817.37 4.7 432 6,817.38 4.8 442 6,817.39 4.9 453 6,817.40 5.0 464 6,817.41 5.1 475 6,817.42 5.3 486 6,817.43 5.4 497 6,817.44 5.5 508 6,817.45 5.6 519 6,817.46 5.8 531 6,817.47 5.9 542 6,817.48 6.0 554 6,817.49 6.1 566 6,817.50 6.3 578 6,817.51 6.4 590 6,817.52 6.5 602 6,817.53 6.7 614 6,817.54 6.8 627 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 79HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Reach 62R: Storm Sewer 4 [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 4.017 ac, 18.32% Impervious, Inflow Depth = 0.92" for 100-YR event Inflow = 3.42 cfs @ 12.16 hrs, Volume= 0.309 af Outflow = 3.42 cfs @ 12.16 hrs, Volume= 0.309 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Max. Velocity= 5.89 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.19 fps, Avg. Travel Time= 0.7 min Peak Storage= 51 cf @ 12.16 hrs Average Depth at Peak Storage= 0.48' , Surface Width= 1.71' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 27.02 cfs 24.0" Round Pipe n= 0.012 Length= 87.2' Slope= 0.0122 '/' Inlet Invert= 6,817.06', Outlet Invert= 6,816.00' Reach 62R: Storm Sewer 4 Inflow Outflow Hydrograph Time (hours) 2826242220181614121086Flow (cfs)3 2 1 0 Inflow Area=4.017 ac Avg. Flow Depth=0.48' Max Vel=5.89 fps 24.0" Round Pipe n=0.012 L=87.2' S=0.0122 '/' Capacity=27.02 cfs 3.42 cfs3.42 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 80HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Reach 62R: Storm Sewer 4 Primary Stage-Discharge Discharge (cfs) 2826242220181614121086420Depth (feet)2 1 0 Reach 62R: Storm Sewer 4 Storage Stage-Storage Storage (cubic-feet) 260240220200180160140120100806040200Depth (feet)2 1 0 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 81HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 62R: Storm Sewer 4 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 5.00 0.00 0 6,817.06 0.00 5.60 0.00 0 6,817.06 0.00 6.20 0.00 0 6,817.06 0.00 6.80 0.00 0 6,817.06 0.00 7.40 0.00 0 6,817.06 0.00 8.00 0.00 0 6,817.06 0.00 8.60 0.00 0 6,817.06 0.00 9.20 0.00 0 6,817.06 0.00 9.80 0.00 0 6,817.06 0.00 10.40 0.00 0 6,817.07 0.00 11.00 0.03 2 6,817.11 0.03 11.60 0.12 5 6,817.16 0.12 12.20 3.33 50 6,817.53 3.34 12.80 0.72 17 6,817.29 0.73 13.40 0.39 11 6,817.23 0.39 14.00 0.29 9 6,817.20 0.29 14.60 0.23 8 6,817.19 0.23 15.20 0.21 7 6,817.18 0.21 15.80 0.18 6 6,817.18 0.18 16.40 0.16 6 6,817.17 0.16 17.00 0.15 6 6,817.17 0.15 17.60 0.14 5 6,817.16 0.14 18.20 0.13 5 6,817.16 0.13 18.80 0.12 5 6,817.16 0.12 19.40 0.11 5 6,817.15 0.11 20.00 0.10 4 6,817.15 0.10 20.60 0.09 4 6,817.14 0.09 21.20 0.09 4 6,817.14 0.09 21.80 0.09 4 6,817.14 0.09 22.40 0.09 4 6,817.14 0.09 23.00 0.08 4 6,817.14 0.08 23.60 0.08 4 6,817.14 0.08 24.20 0.07 3 6,817.13 0.07 24.80 0.01 1 6,817.08 0.01 25.40 0.00 0 6,817.06 0.00 26.00 0.00 0 6,817.06 0.00 26.60 0.00 0 6,817.06 0.00 27.20 0.00 0 6,817.06 0.00 27.80 0.00 0 6,817.06 0.00 28.40 0.00 0 6,817.06 0.00 29.00 0.00 0 6,817.06 0.00 29.60 0.00 0 6,817.06 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 82HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Reach 62R: Storm Sewer 4 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,817.06 0.00 0.00 6,817.08 0.77 0.00 6,817.10 1.21 0.02 6,817.12 1.58 0.04 6,817.14 1.91 0.08 6,817.16 2.21 0.13 6,817.18 2.49 0.19 6,817.20 2.75 0.27 6,817.22 2.99 0.35 6,817.24 3.23 0.45 6,817.26 3.45 0.56 6,817.28 3.66 0.69 6,817.30 3.87 0.83 6,817.32 4.07 0.98 6,817.34 4.26 1.14 6,817.36 4.44 1.31 6,817.38 4.62 1.50 6,817.40 4.80 1.70 6,817.42 4.97 1.91 6,817.44 5.13 2.13 6,817.46 5.29 2.37 6,817.48 5.45 2.61 6,817.50 5.60 2.87 6,817.52 5.74 3.14 6,817.54 5.89 3.41 6,817.56 6.03 3.70 6,817.58 6.16 4.00 6,817.60 6.30 4.31 6,817.62 6.43 4.63 6,817.64 6.55 4.95 6,817.66 6.68 5.29 6,817.68 6.80 5.64 6,817.70 6.91 5.99 6,817.72 7.03 6.35 6,817.74 7.14 6.73 6,817.76 7.25 7.10 6,817.78 7.36 7.49 6,817.80 7.46 7.88 6,817.82 7.56 8.29 6,817.84 7.66 8.69 6,817.86 7.76 9.11 6,817.88 7.85 9.52 6,817.90 7.95 9.95 6,817.92 8.04 10.38 6,817.94 8.12 10.82 6,817.96 8.21 11.25 6,817.98 8.29 11.70 6,818.00 8.37 12.15 6,818.02 8.45 12.60 6,818.04 8.53 13.05 6,818.06 8.60 13.51 6,818.08 8.67 13.97 6,818.10 8.74 14.43 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 6,818.12 8.81 14.90 6,818.14 8.88 15.36 6,818.16 8.94 15.83 6,818.18 9.00 16.29 6,818.20 9.06 16.76 6,818.22 9.12 17.22 6,818.24 9.17 17.69 6,818.26 9.22 18.15 6,818.28 9.27 18.62 6,818.30 9.32 19.08 6,818.32 9.37 19.53 6,818.34 9.41 19.99 6,818.36 9.46 20.44 6,818.38 9.49 20.89 6,818.40 9.53 21.33 6,818.42 9.57 21.77 6,818.44 9.60 22.20 6,818.46 9.63 22.62 6,818.48 9.66 23.04 6,818.50 9.69 23.45 6,818.52 9.71 23.86 6,818.54 9.73 24.25 6,818.56 9.75 24.64 6,818.58 9.77 25.02 6,818.60 9.78 25.38 6,818.62 9.79 25.74 6,818.64 9.80 26.08 6,818.66 9.80 26.41 6,818.68 9.81 26.73 6,818.70 9.80 27.03 6,818.72 9.80 27.32 6,818.74 9.79 27.59 6,818.76 9.78 27.84 6,818.78 9.77 28.08 6,818.80 9.75 28.29 6,818.82 9.73 28.49 6,818.84 9.70 28.65 6,818.86 9.67 28.80 6,818.88 9.63 28.91 6,818.90 9.59 29.00 6,818.92 9.54 29.05 6,818.94 9.48 29.07 6,818.96 9.42 29.03 6,818.98 9.34 28.95 6,819.00 9.25 28.80 6,819.02 9.13 28.55 6,819.04 8.98 28.15 6,819.06 8.60 27.02 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 83HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 62R: Storm Sewer 4 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,817.06 0.0 0 6,817.08 0.0 0 6,817.10 0.0 1 6,817.12 0.0 2 6,817.14 0.0 4 6,817.16 0.1 5 6,817.18 0.1 7 6,817.20 0.1 8 6,817.22 0.1 10 6,817.24 0.1 12 6,817.26 0.2 14 6,817.28 0.2 16 6,817.30 0.2 19 6,817.32 0.2 21 6,817.34 0.3 23 6,817.36 0.3 26 6,817.38 0.3 28 6,817.40 0.4 31 6,817.42 0.4 34 6,817.44 0.4 36 6,817.46 0.4 39 6,817.48 0.5 42 6,817.50 0.5 45 6,817.52 0.5 48 6,817.54 0.6 51 6,817.56 0.6 54 6,817.58 0.6 57 6,817.60 0.7 60 6,817.62 0.7 63 6,817.64 0.8 66 6,817.66 0.8 69 6,817.68 0.8 72 6,817.70 0.9 76 6,817.72 0.9 79 6,817.74 0.9 82 6,817.76 1.0 85 6,817.78 1.0 89 6,817.80 1.1 92 6,817.82 1.1 96 6,817.84 1.1 99 6,817.86 1.2 102 6,817.88 1.2 106 6,817.90 1.3 109 6,817.92 1.3 113 6,817.94 1.3 116 6,817.96 1.4 120 6,817.98 1.4 123 6,818.00 1.5 127 6,818.02 1.5 130 6,818.04 1.5 133 6,818.06 1.6 137 6,818.08 1.6 140 6,818.10 1.7 144 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 6,818.12 1.7 147 6,818.14 1.7 151 6,818.16 1.8 154 6,818.18 1.8 158 6,818.20 1.8 161 6,818.22 1.9 165 6,818.24 1.9 168 6,818.26 2.0 172 6,818.28 2.0 175 6,818.30 2.0 178 6,818.32 2.1 182 6,818.34 2.1 185 6,818.36 2.2 188 6,818.38 2.2 192 6,818.40 2.2 195 6,818.42 2.3 198 6,818.44 2.3 202 6,818.46 2.3 205 6,818.48 2.4 208 6,818.50 2.4 211 6,818.52 2.5 214 6,818.54 2.5 217 6,818.56 2.5 220 6,818.58 2.6 223 6,818.60 2.6 226 6,818.62 2.6 229 6,818.64 2.7 232 6,818.66 2.7 235 6,818.68 2.7 238 6,818.70 2.8 240 6,818.72 2.8 243 6,818.74 2.8 246 6,818.76 2.8 248 6,818.78 2.9 251 6,818.80 2.9 253 6,818.82 2.9 255 6,818.84 3.0 258 6,818.86 3.0 260 6,818.88 3.0 262 6,818.90 3.0 264 6,818.92 3.0 266 6,818.94 3.1 267 6,818.96 3.1 269 6,818.98 3.1 270 6,819.00 3.1 272 6,819.02 3.1 273 6,819.04 3.1 273 6,819.06 3.1 274 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 84HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Summary for Pond 41P: POST-AREA-10-CULVERT [57] Hint: Peaked at 6,882.19' (Flood elevation advised) Inflow Area = 2.069 ac, 12.55% Impervious, Inflow Depth = 0.90" for 100-YR event Inflow = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af Outflow = 1.68 cfs @ 12.21 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary = 0.46 cfs @ 12.21 hrs, Volume= 0.115 af Secondary = 1.22 cfs @ 12.21 hrs, Volume= 0.040 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-29.99 hrs, dt= 0.03 hrs / 3 Peak Elev= 6,882.19' @ 12.21 hrs Device Routing Invert Outlet Devices #1 Primary 6,881.48'12.0" Round Culvert w/ 9.0" inside fill L= 38.8' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 6,880.73' / 6,879.51' S= 0.0314 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.15 sf #2 Secondary 6,882.03'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 49.91 60.67 72.06 82.74 Height (feet) 1.24 0.00 0.23 0.82 1.24 Primary OutFlow Max=0.46 cfs @ 12.21 hrs HW=6,882.19' TW=6,879.18' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.46 cfs @ 2.97 fps) Secondary OutFlow Max=1.22 cfs @ 12.21 hrs HW=6,882.19' TW=6,862.65' (Dynamic Tailwater) 2=Asymmetrical Weir (Weir Controls 1.22 cfs @ 0.53 fps) Pond 41P: POST-AREA-10-CULVERT Inflow Outflow Primary Secondary Hydrograph Time (hours) 2826242220181614121086Flow (cfs)1 0 Inflow Area=2.069 ac Peak Elev=6,882.19' 1.68 cfs1.68 cfs 0.46 cfs 1.22 cfs Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 85HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Pond 41P: POST-AREA-10-CULVERT Total Primary Secondary Stage-Discharge Discharge (cfs) 140120100806040200Elevation (feet)6,883 6,882 Culvert Asymmetrical Weir Pond 41P: POST-AREA-10-CULVERT Storage Stage-Area-Storage Storage (acre-feet) 0Elevation (feet)6,883 6,882 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 86HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 41P: POST-AREA-10-CULVERT Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 6,881.48 0.00 0.00 0.00 5.60 0.00 6,881.48 0.00 0.00 0.00 6.20 0.00 6,881.48 0.00 0.00 0.00 6.80 0.00 6,881.48 0.00 0.00 0.00 7.40 0.00 6,881.48 0.00 0.00 0.00 8.00 0.00 6,881.48 0.00 0.00 0.00 8.60 0.00 6,881.48 0.00 0.00 0.00 9.20 0.00 6,881.48 0.00 0.00 0.00 9.80 0.00 6,881.48 0.00 0.00 0.00 10.40 0.00 6,881.48 0.00 0.00 0.00 11.00 0.01 6,881.51 0.01 0.01 0.00 11.60 0.06 6,881.57 0.06 0.06 0.00 12.20 1.68 6,882.19 1.68 0.46 1.22 12.80 0.39 6,882.03 0.39 0.39 0.00 13.40 0.20 6,881.71 0.20 0.20 0.00 14.00 0.15 6,881.66 0.15 0.15 0.00 14.60 0.12 6,881.63 0.12 0.12 0.00 15.20 0.11 6,881.62 0.11 0.11 0.00 15.80 0.09 6,881.61 0.09 0.09 0.00 16.40 0.08 6,881.60 0.08 0.08 0.00 17.00 0.07 6,881.59 0.07 0.07 0.00 17.60 0.07 6,881.59 0.07 0.07 0.00 18.20 0.07 6,881.58 0.07 0.07 0.00 18.80 0.06 6,881.57 0.06 0.06 0.00 19.40 0.06 6,881.57 0.06 0.06 0.00 20.00 0.05 6,881.56 0.05 0.05 0.00 20.60 0.05 6,881.56 0.05 0.05 0.00 21.20 0.05 6,881.56 0.05 0.05 0.00 21.80 0.04 6,881.56 0.04 0.04 0.00 22.40 0.04 6,881.56 0.04 0.04 0.00 23.00 0.04 6,881.55 0.04 0.04 0.00 23.60 0.04 6,881.55 0.04 0.04 0.00 24.20 0.04 6,881.55 0.04 0.04 0.00 24.80 0.00 6,881.49 0.00 0.00 0.00 25.40 0.00 6,881.48 0.00 0.00 0.00 26.00 0.00 6,881.48 0.00 0.00 0.00 26.60 0.00 6,881.48 0.00 0.00 0.00 27.20 0.00 6,881.48 0.00 0.00 0.00 27.80 0.00 6,881.48 0.00 0.00 0.00 28.40 0.00 6,881.48 0.00 0.00 0.00 29.00 0.00 6,881.48 0.00 0.00 0.00 29.60 0.00 6,881.48 0.00 0.00 0.00 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 87HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 41P: POST-AREA-10-CULVERT Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,881.48 0.00 0.00 0.00 6,881.50 0.01 0.01 0.00 6,881.52 0.02 0.02 0.00 6,881.54 0.03 0.03 0.00 6,881.56 0.05 0.05 0.00 6,881.58 0.07 0.07 0.00 6,881.60 0.08 0.08 0.00 6,881.62 0.10 0.10 0.00 6,881.64 0.13 0.13 0.00 6,881.66 0.15 0.15 0.00 6,881.68 0.17 0.17 0.00 6,881.70 0.19 0.19 0.00 6,881.72 0.21 0.21 0.00 6,881.74 0.23 0.23 0.00 6,881.76 0.24 0.24 0.00 6,881.78 0.26 0.26 0.00 6,881.80 0.27 0.27 0.00 6,881.82 0.28 0.28 0.00 6,881.84 0.29 0.29 0.00 6,881.86 0.31 0.31 0.00 6,881.88 0.32 0.32 0.00 6,881.90 0.33 0.33 0.00 6,881.92 0.34 0.34 0.00 6,881.94 0.35 0.35 0.00 6,881.96 0.36 0.36 0.00 6,881.98 0.37 0.37 0.00 6,882.00 0.38 0.38 0.00 6,882.02 0.38 0.38 0.00 6,882.04 0.39 0.39 0.00 6,882.06 0.42 0.40 0.02 6,882.08 0.47 0.41 0.06 6,882.10 0.57 0.42 0.15 6,882.12 0.70 0.43 0.28 6,882.14 0.89 0.44 0.46 6,882.16 1.14 0.44 0.69 6,882.18 1.44 0.45 0.99 6,882.20 1.81 0.46 1.36 6,882.22 2.26 0.47 1.79 6,882.24 2.77 0.47 2.30 6,882.26 3.37 0.48 2.89 6,882.28 4.04 0.49 3.56 6,882.30 4.79 0.49 4.30 6,882.32 5.62 0.50 5.12 6,882.34 6.53 0.51 6.03 6,882.36 7.52 0.51 7.01 6,882.38 8.59 0.52 8.07 6,882.40 9.74 0.53 9.22 6,882.42 10.98 0.53 10.45 6,882.44 12.30 0.54 11.76 6,882.46 13.71 0.55 13.16 6,882.48 15.20 0.55 14.65 6,882.50 16.78 0.56 16.23 6,882.52 18.46 0.56 17.89 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 6,882.54 20.23 0.57 19.65 6,882.56 22.08 0.58 21.51 6,882.58 24.04 0.58 23.46 6,882.60 26.09 0.59 25.50 6,882.62 28.24 0.59 27.64 6,882.64 30.48 0.60 29.88 6,882.66 32.83 0.61 32.23 6,882.68 35.28 0.61 34.67 6,882.70 37.83 0.62 37.21 6,882.72 40.48 0.62 39.86 6,882.74 43.24 0.63 42.62 6,882.76 46.11 0.63 45.48 6,882.78 49.09 0.64 48.45 6,882.80 52.17 0.64 51.53 6,882.82 55.36 0.65 54.71 6,882.84 58.67 0.65 58.01 6,882.86 62.08 0.66 61.43 6,882.88 65.62 0.66 64.95 6,882.90 69.27 0.67 68.60 6,882.92 73.03 0.67 72.36 6,882.94 76.92 0.68 76.24 6,882.96 80.93 0.68 80.25 6,882.98 85.07 0.69 84.38 6,883.00 89.33 0.69 88.63 6,883.02 93.71 0.70 93.01 6,883.04 98.22 0.70 97.52 6,883.06 102.87 0.71 102.16 6,883.08 107.64 0.71 106.93 6,883.10 112.54 0.72 111.83 6,883.12 117.58 0.72 116.86 6,883.14 122.76 0.73 122.03 6,883.16 128.06 0.73 127.33 6,883.18 133.51 0.74 132.77 6,883.20 139.09 0.74 138.35 6,883.22 144.82 0.75 144.07 6,883.24 150.68 0.75 149.93 6,883.26 156.69 0.76 155.93 Type II 24-hr 100-YR Rainfall=2.81", Ia/S=0.1503385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 88HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 41P: POST-AREA-10-CULVERT Elevation (feet) Storage (acre-feet) 6,881.48 0.000 6,881.50 0.000 6,881.52 0.000 6,881.54 0.000 6,881.56 0.000 6,881.58 0.000 6,881.60 0.000 6,881.62 0.000 6,881.64 0.000 6,881.66 0.000 6,881.68 0.000 6,881.70 0.000 6,881.72 0.000 6,881.74 0.000 6,881.76 0.000 6,881.78 0.000 6,881.80 0.000 6,881.82 0.000 6,881.84 0.000 6,881.86 0.000 6,881.88 0.000 6,881.90 0.000 6,881.92 0.000 6,881.94 0.000 6,881.96 0.000 6,881.98 0.000 6,882.00 0.000 6,882.02 0.000 6,882.04 0.000 6,882.06 0.000 6,882.08 0.000 6,882.10 0.000 6,882.12 0.000 6,882.14 0.000 6,882.16 0.000 6,882.18 0.000 6,882.20 0.000 6,882.22 0.000 6,882.24 0.000 6,882.26 0.000 6,882.28 0.000 6,882.30 0.000 6,882.32 0.000 6,882.34 0.000 6,882.36 0.000 6,882.38 0.000 6,882.40 0.000 6,882.42 0.000 6,882.44 0.000 6,882.46 0.000 6,882.48 0.000 6,882.50 0.000 6,882.52 0.000 Elevation (feet) Storage (acre-feet) 6,882.54 0.000 6,882.56 0.000 6,882.58 0.000 6,882.60 0.000 6,882.62 0.000 6,882.64 0.000 6,882.66 0.000 6,882.68 0.000 6,882.70 0.000 6,882.72 0.000 6,882.74 0.000 6,882.76 0.000 6,882.78 0.000 6,882.80 0.000 6,882.82 0.000 6,882.84 0.000 6,882.86 0.000 6,882.88 0.000 6,882.90 0.000 6,882.92 0.000 6,882.94 0.000 6,882.96 0.000 6,882.98 0.000 6,883.00 0.000 6,883.02 0.000 6,883.04 0.000 6,883.06 0.000 6,883.08 0.000 6,883.10 0.000 6,883.12 0.000 6,883.14 0.000 6,883.16 0.000 6,883.18 0.000 6,883.20 0.000 6,883.22 0.000 6,883.24 0.000 6,883.26 0.000 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 89HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 40S: POST-AREA-10 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 0.96 0.094 0.55 100-YR 2.81 1.68 0.155 0.90 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 90HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 42S: POST-AREA-03 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 25-YR 2.21 1.22 0.094 0.58 100-YR 2.81 2.06 0.153 0.95 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 91HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 43R: POST-CULVERT-10A Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.44 0.44 6,879.17 9 100-YR 0.46 0.46 6,879.18 9 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 92HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 44R: POST-Reach-10B Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.44 0.44 6,877.39 17 100-YR 0.46 0.46 6,877.39 18 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 93HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 45R: POST-Reach-10C Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 0.96 0.94 6,862.60 173 100-YR 1.68 1.65 6,862.65 264 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 94HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 48R: POST-Reach 03C Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 1.96 1.96 6,810.78 63 100-YR 3.42 3.42 6,810.82 93 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 95HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 50R: POST-Reach-03B Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 1.96 1.96 6,816.83 53 100-YR 3.42 3.42 6,816.90 80 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 96HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Reach 62R: Storm Sewer 4 Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 25-YR 1.96 1.96 6,817.42 34 100-YR 3.42 3.42 6,817.54 51 Multi-Event Tables03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering Page 97HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC Events for Pond 41P: POST-AREA-10-CULVERT Event Inflow (cfs) Outflow (cfs) Primary (cfs) Secondary (cfs) Elevation (feet) Storage (acre-feet) 25-YR 0.96 0.96 0.44 0.53 6,882.15 0.000 100-YR 1.68 1.68 0.46 1.22 6,882.19 0.000 Table of Contents03385-2020-20210713 Printed 7/14/2021Prepared by Gamba Engineering HydroCAD® 10.10-5a s/n 04370 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 4 Soil Listing (selected nodes) 5 Ground Covers (selected nodes) 6 Pipe Listing (selected nodes) 25-YR Event 7 Node Listing 8 Subcat 40S: POST-AREA-10 11 Subcat 42S: POST-AREA-03 13 Reach 43R: POST-CULVERT-10A 18 Reach 44R: POST-Reach-10B 23 Reach 45R: POST-Reach-10C 28 Reach 48R: POST-Reach 03C 33 Reach 50R: POST-Reach-03B 38 Reach 62R: Storm Sewer 4 43 Pond 41P: POST-AREA-10-CULVERT 100-YR Event 48 Node Listing 49 Subcat 40S: POST-AREA-10 52 Subcat 42S: POST-AREA-03 54 Reach 43R: POST-CULVERT-10A 59 Reach 44R: POST-Reach-10B 64 Reach 45R: POST-Reach-10C 69 Reach 48R: POST-Reach 03C 74 Reach 50R: POST-Reach-03B 79 Reach 62R: Storm Sewer 4 84 Pond 41P: POST-AREA-10-CULVERT Multi-Event Tables 89 Subcat 40S: POST-AREA-10 90 Subcat 42S: POST-AREA-03 91 Reach 43R: POST-CULVERT-10A 92 Reach 44R: POST-Reach-10B 93 Reach 45R: POST-Reach-10C 94 Reach 48R: POST-Reach 03C 95 Reach 50R: POST-Reach-03B 96 Reach 62R: Storm Sewer 4 97 Pond 41P: POST-AREA-10-CULVERT APPENDIX C Precipitation Frequency Data NOAA Atlas 14, Volume 8, Version 2 APPENDIX D Custom Soil Resource Report Natural Resources Conservation Service United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties; and Holy Cross Area, Colorado, Parts of Eagle, Garfield, Mesa, Pitkin, and Summit Counties Natural Resources Conservation Service April 13, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................6 Soil Map..................................................................................................................9 Soil Map..............................................................................................................10 Legend................................................................................................................11 Map Unit Legend................................................................................................13 Map Unit Descriptions........................................................................................14 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties...................................................................................................17 4—Acree loam, 6 to 12 percent slopes.......................................................17 9—Ansel-Anvik association, 25 to 45 percent slopes.................................18 10—Anvik-Skylick-Sligting association, 10 to 25 percent slopes................20 11—Anvik-Skylick-Sligting association, 25 to 50 percent slopes................22 12—Arle-Ansari-Rock outcrop complex, 12 to 50 percent slopes...............24 18—Cochetopa-Antrobus association, 12 to 25 percent slopes.................27 19—Cochetopa-Antrobus association, 25 to 50 percent slopes.................28 42—Fluvaquents, 0 to 10 percent slopes....................................................30 64—Jerry loam, 25 to 65 percent slopes.....................................................31 94—Showalter-Morval complex, 5 to 15 percent slopes.............................32 95—Showalter-Morval complex, 15 to 25 percent slopes...........................34 104—Torriorthents-Camborthids-Rock outcrop complex, 6 to 65 percent..36 Holy Cross Area, Colorado, Parts of Eagle, Garfield, Mesa, Pitkin, and Summit Counties......................................................................................39 104A—Haplocryolls-Cryaquolls complex, 0 to 15 percent slopes...............39 220B—Leadville family, till substratum, 5 to 40 percent slopes..................40 226B—Leadville family-Cryaquolls complex, 0 to 25 percent slopes..........41 313B—Scout family-Rubble land-Seitz family complex, 5 to 40 percent slopes....................................................................................................43 331C—Peeler-Leadville families complex, 40 to 65 percent slopes...........45 333B—Fughes-Godding families complex, 5 to 40 percent slopes.............46 333C—Herm-Kolob families complex, 40 to 65 percent slopes..................48 338B—Wetopa-Doughspon-Echemoor families complex, 5 to 40 percent slopes.......................................................................................50 345B—Doughspoon family, 5 to 40 percent slopes....................................52 345C—Doughspoon family, 40 to 60 percent slopes..................................53 354B—Typic Argicryolls-Typic Haplocryalfs complex, 5 to 40 percent slopes....................................................................................................54 367B—Scout-Leadville families complex, 5 to 40 percent slopes...............56 420C—Subwell-Duffymont families complex, 40 to 65 percent slopes.......57 449C—Tampico-Echemoor-Eyre families complex, 30 to 65 percent slopes....................................................................................................59 654D—Tolby family-Rock outcrop-Hiwan family complex, 40 to 75 percent slopes.......................................................................................61 AG9—Ansel-Anvik association, 25 to 45 percent slopes............................63 4 AG11—Anvik-Skylick-Sligting association, 25 to 50 percent slopes...........64 Soil Information for All Uses...............................................................................68 Soil Properties and Qualities..............................................................................68 Soil Qualities and Features.............................................................................68 Hydrologic Soil Group.................................................................................68 References............................................................................................................76 Glossary................................................................................................................78 Custom Soil Resource Report 5 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 6 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 7 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 8 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 9 10 Custom Soil Resource Report Soil Map 436590043666004367300436800043687004369400436590043666004367300436800043687004369400295300 296000 296700 297400 298100 298800 299500 300200 300900 301600 295300 296000 296700 297400 298100 298800 299500 300200 300900 301600 39° 27' 14'' N 107° 22' 47'' W39° 27' 14'' N107° 18' 16'' W39° 24' 57'' N 107° 22' 47'' W39° 24' 57'' N 107° 18' 16'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 1000 2000 4000 6000 Feet 0 400 800 1600 2400 Meters Map Scale: 1:29,700 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 11, Jun 5, 2020 Soil Survey Area: Holy Cross Area, Colorado, Parts of Eagle, Garfield, Mesa, Pitkin, and Summit Counties Survey Area Data: Version 3, Jun 11, 2020 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 14, 2010—Nov 1, 2017 Custom Soil Resource Report 11 MAP LEGEND MAP INFORMATION The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 12 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 4 Acree loam, 6 to 12 percent slopes 183.2 4.0% 9 Ansel-Anvik association, 25 to 45 percent slopes 47.8 1.1% 10 Anvik-Skylick-Sligting association, 10 to 25 percent slopes 20.2 0.4% 11 Anvik-Skylick-Sligting association, 25 to 50 percent slopes 231.3 5.1% 12 Arle-Ansari-Rock outcrop complex, 12 to 50 percent slopes 14.6 0.3% 18 Cochetopa-Antrobus association, 12 to 25 percent slopes 37.4 0.8% 19 Cochetopa-Antrobus association, 25 to 50 percent slopes 30.8 0.7% 42 Fluvaquents, 0 to 10 percent slopes 29.7 0.7% 64 Jerry loam, 25 to 65 percent slopes 485.5 10.7% 94 Showalter-Morval complex, 5 to 15 percent slopes 65.4 1.4% 95 Showalter-Morval complex, 15 to 25 percent slopes 295.1 6.5% 104 Torriorthents-Camborthids-Rock outcrop complex, 6 to 65 percent 86.8 1.9% Subtotals for Soil Survey Area 1,527.9 33.7% Totals for Area of Interest 4,530.0 100.0% Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 104A Haplocryolls-Cryaquolls complex, 0 to 15 percent slopes 27.2 0.6% 220B Leadville family, till substratum, 5 to 40 percent slopes 509.0 11.2% 226B Leadville family-Cryaquolls complex, 0 to 25 percent slopes 71.4 1.6% 313B Scout family-Rubble land-Seitz family complex, 5 to 40 percent slopes 171.6 3.8% Custom Soil Resource Report 13 Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 331C Peeler-Leadville families complex, 40 to 65 percent slopes 49.9 1.1% 333B Fughes-Godding families complex, 5 to 40 percent slopes 118.4 2.6% 333C Herm-Kolob families complex, 40 to 65 percent slopes 53.7 1.2% 338B Wetopa-Doughspon-Echemoor families complex, 5 to 40 percent slopes 702.4 15.5% 345B Doughspoon family, 5 to 40 percent slopes 369.3 8.2% 345C Doughspoon family, 40 to 60 percent slopes 7.0 0.2% 354B Typic Argicryolls-Typic Haplocryalfs complex, 5 to 40 percent slopes 55.2 1.2% 367B Scout-Leadville families complex, 5 to 40 percent slopes 149.5 3.3% 420C Subwell-Duffymont families complex, 40 to 65 percent slopes 134.7 3.0% 449C Tampico-Echemoor-Eyre families complex, 30 to 65 percent slopes 94.3 2.1% 654D Tolby family-Rock outcrop- Hiwan family complex, 40 to 75 percent slopes 369.0 8.1% AG9 Ansel-Anvik association, 25 to 45 percent slopes 62.9 1.4% AG11 Anvik-Skylick-Sligting association, 25 to 50 percent slopes 56.2 1.2% Subtotals for Soil Survey Area 3,001.7 66.3% Totals for Area of Interest 4,530.0 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some Custom Soil Resource Report 14 observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The Custom Soil Resource Report 15 pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 16 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 4—Acree loam, 6 to 12 percent slopes Map Unit Setting National map unit symbol: jq5w Elevation: 6,500 to 8,200 feet Mean annual precipitation: 16 to 18 inches Mean annual air temperature: 38 to 42 degrees F Frost-free period: 95 to 105 days Farmland classification: Not prime farmland Map Unit Composition Acree and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Acree Setting Landform:Alluvial fans, valley sides Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from sandstone and shale and/or residuum weathered from sandstone and shale Typical profile H1 - 0 to 10 inches: loam H2 - 10 to 27 inches: clay H3 - 27 to 60 inches: gravelly clay loam, clay loam H3 - 27 to 60 inches: Properties and qualities Slope:6 to 12 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Very high (about 14.0 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R048AY228CO Other vegetative classification: Mountain Loam (null_42) Hydric soil rating: No Custom Soil Resource Report 17 Minor Components Other soils Percent of map unit:10 percent Hydric soil rating: No 9—Ansel-Anvik association, 25 to 45 percent slopes Map Unit Setting National map unit symbol: jq7n Elevation: 7,500 to 9,500 feet Mean annual precipitation: 18 to 22 inches Mean annual air temperature: 38 to 40 degrees F Frost-free period: 70 to 80 days Farmland classification: Not prime farmland Map Unit Composition Ansel and similar soils:70 percent Anvik and similar soils:20 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ansel Setting Landform:Fans, hills Landform position (two-dimensional):Footslope Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 23 inches: loam H2 - 23 to 48 inches: stony clay loam H3 - 48 to 60 inches: clay loam Properties and qualities Slope:25 to 45 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:High (about 9.3 inches) Custom Soil Resource Report 18 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Spruce-Fir (null_21) Hydric soil rating: No Description of Anvik Setting Landform:Mountain slopes, fans Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or mixed colluvium Typical profile H1 - 0 to 12 inches: loam H2 - 12 to 18 inches: sandy loam H3 - 18 to 42 inches: cobbly clay loam, clay loam H3 - 18 to 42 inches: cobbly clay loam H4 - 42 to 60 inches: Properties and qualities Slope:25 to 45 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Very high (about 12.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Other vegetative classification: Spruce-Fir (null_21) Hydric soil rating: No Minor Components Other soils Percent of map unit:10 percent Hydric soil rating: No Custom Soil Resource Report 19 10—Anvik-Skylick-Sligting association, 10 to 25 percent slopes Map Unit Setting National map unit symbol: jq46 Elevation: 7,500 to 9,500 feet Mean annual precipitation: 18 to 22 inches Mean annual air temperature: 38 to 40 degrees F Frost-free period: 70 to 80 days Farmland classification: Not prime farmland Map Unit Composition Sligting and similar soils:35 percent Anvik and similar soils:30 percent Skylick and similar soils:25 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sligting Setting Landform:Mountains Landform position (three-dimensional):Mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and/or colluvium derived from basalt and/or residuum weathered from sandstone and/or residuum weathered from basalt Typical profile H1 - 0 to 24 inches: very stony loam H2 - 24 to 30 inches: extremely cobbly clay loam H3 - 30 to 36 inches: very cobbly clay H4 - 36 to 60 inches: very stony clay Properties and qualities Slope:10 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Custom Soil Resource Report 20 Hydrologic Soil Group: C Hydric soil rating: No Description of Anvik Setting Landform:Fans, mountain slopes Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or mixed colluvium Typical profile H1 - 0 to 12 inches: loam H2 - 12 to 18 inches: sandy loam H3 - 18 to 42 inches: cobbly clay loam, clay loam H3 - 18 to 42 inches: cobbly clay loam H4 - 42 to 60 inches: Properties and qualities Slope:10 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Very high (about 12.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Other vegetative classification: QUAKING ASPEN (null_18) Hydric soil rating: No Description of Skylick Setting Landform:Mountains Landform position (three-dimensional):Mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and/or residuum weathered from sandstone Typical profile H1 - 0 to 31 inches: loam H2 - 31 to 48 inches: clay loam H3 - 48 to 60 inches: gravelly sandy clay loam Properties and qualities Slope:10 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Custom Soil Resource Report 21 Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Hydric soil rating: No Minor Components Other soils Percent of map unit:10 percent Hydric soil rating: No 11—Anvik-Skylick-Sligting association, 25 to 50 percent slopes Map Unit Setting National map unit symbol: jq4k Elevation: 7,500 to 9,500 feet Mean annual precipitation: 18 to 22 inches Mean annual air temperature: 38 to 40 degrees F Frost-free period: 70 to 80 days Farmland classification: Not prime farmland Map Unit Composition Sligting and similar soils:35 percent Skylick and similar soils:30 percent Anvik and similar soils:25 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sligting Setting Landform:Mountains Landform position (three-dimensional):Mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and/or colluvium derived from basalt and/or residuum weathered from sandstone and/or residuum weathered from basalt Custom Soil Resource Report 22 Typical profile H1 - 0 to 24 inches: very stony loam H2 - 24 to 30 inches: extremely cobbly clay loam H3 - 30 to 36 inches: very cobbly clay H4 - 36 to 60 inches: very stony clay Properties and qualities Slope:25 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 4.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C Other vegetative classification: QUAKING ASPEN (null_18) Hydric soil rating: No Description of Skylick Setting Landform:Mountains Landform position (three-dimensional):Mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and/or residuum weathered from sandstone Typical profile H1 - 0 to 31 inches: loam H2 - 31 to 48 inches: clay loam H3 - 48 to 60 inches: gravelly sandy clay loam Properties and qualities Slope:25 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: QUAKING ASPEN (null_18) Custom Soil Resource Report 23 Hydric soil rating: No Description of Anvik Setting Landform:Fans, mountain slopes Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or mixed colluvium Typical profile H1 - 0 to 12 inches: loam H2 - 12 to 18 inches: sandy loam H3 - 18 to 42 inches: clay loam, cobbly clay loam H3 - 18 to 42 inches: cobbly clay loam H4 - 42 to 60 inches: Properties and qualities Slope:25 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Very high (about 12.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Other vegetative classification: QUAKING ASPEN (null_18) Hydric soil rating: No Minor Components Other soils Percent of map unit:10 percent Hydric soil rating: No 12—Arle-Ansari-Rock outcrop complex, 12 to 50 percent slopes Map Unit Setting National map unit symbol: jq4x Elevation: 6,000 to 8,200 feet Mean annual precipitation: 16 to 18 inches Custom Soil Resource Report 24 Mean annual air temperature: 42 to 45 degrees F Frost-free period: 80 to 100 days Farmland classification: Not prime farmland Map Unit Composition Arle and similar soils:40 percent Ansari and similar soils:30 percent Rock outcrop:20 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Arle Setting Landform:Valley sides, ridges, mountains Landform position (three-dimensional):Mountainflank Down-slope shape:Convex Across-slope shape:Convex Parent material:Residuum weathered from sandstone and shale Typical profile H1 - 0 to 10 inches: very stony loam H2 - 10 to 30 inches: very stony sandy loam H3 - 30 to 34 inches: weathered bedrock Properties and qualities Slope:12 to 50 percent Depth to restrictive feature:20 to 40 inches to paralithic bedrock Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.06 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Very low (about 2.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Ecological site: R048AY303CO Other vegetative classification: LOAMY SLOPES (null_31) Hydric soil rating: No Description of Ansari Setting Landform:Mountains, ridges Landform position (three-dimensional):Mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Residuum weathered from sandstone and shale Custom Soil Resource Report 25 Typical profile H1 - 0 to 8 inches: loam H2 - 8 to 14 inches: loam H3 - 14 to 18 inches: unweathered bedrock Properties and qualities Slope:12 to 50 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Very low (about 2.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Ecological site: R048AY303CO Other vegetative classification: LOAMY SLOPES (null_31) Hydric soil rating: No Description of Rock Outcrop Typical profile H1 - 0 to 60 inches: unweathered bedrock Properties and qualities Slope:25 to 50 percent Depth to restrictive feature:0 inches to lithic bedrock Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to low (0.00 to 0.00 in/hr) Available water capacity:Very low (about 0.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydrologic Soil Group: D Hydric soil rating: No Minor Components Other soils Percent of map unit:10 percent Hydric soil rating: No Custom Soil Resource Report 26 18—Cochetopa-Antrobus association, 12 to 25 percent slopes Map Unit Setting National map unit symbol: jq53 Elevation: 8,500 to 10,500 feet Mean annual precipitation: 18 to 20 inches Mean annual air temperature: 36 to 38 degrees F Frost-free period: 45 to 60 days Farmland classification: Not prime farmland Map Unit Composition Cochetopa and similar soils:45 percent Antrobus and similar soils:35 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cochetopa Setting Landform:Fans, mountains Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from basalt Typical profile H1 - 0 to 3 inches: loam H2 - 3 to 38 inches: clay loam H3 - 38 to 60 inches: gravelly clay loam Properties and qualities Slope:12 to 20 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: R048AY250CO Custom Soil Resource Report 27 Other vegetative classification: subalpine loam (null_84) Hydric soil rating: No Description of Antrobus Setting Landform:Fans, mountains Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from basalt and/or colluvium derived from basalt Typical profile H1 - 0 to 13 inches: very stony loam H2 - 13 to 60 inches: extremely stony loam Properties and qualities Slope:15 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Ecological site: R048AY237CO - Stony Loam Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Minor Components Other soils Percent of map unit:20 percent Hydric soil rating: No 19—Cochetopa-Antrobus association, 25 to 50 percent slopes Map Unit Setting National map unit symbol: jq54 Elevation: 8,500 to 10,500 feet Mean annual precipitation: 18 to 20 inches Custom Soil Resource Report 28 Mean annual air temperature: 36 to 38 degrees F Frost-free period: 45 to 60 days Farmland classification: Not prime farmland Map Unit Composition Cochetopa and similar soils:45 percent Antrobus and similar soils:40 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Cochetopa Setting Landform:Fans, mountains Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from basalt Typical profile H1 - 0 to 3 inches: loam H2 - 3 to 38 inches: clay loam H3 - 38 to 60 inches: gravelly clay loam Properties and qualities Slope:25 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: R048AY250CO Other vegetative classification: subalpine loam (null_84) Hydric soil rating: No Description of Antrobus Setting Landform:Fans, mountains Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from basalt and/or colluvium derived from basalt Typical profile H1 - 0 to 13 inches: very stony loam H2 - 13 to 60 inches: extremely stony loam Custom Soil Resource Report 29 Properties and qualities Slope:30 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Ecological site: R048AY237CO - Stony Loam Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Minor Components Other soils Percent of map unit:15 percent Other vegetative classification:SOT (null_80) Hydric soil rating: No 42—Fluvaquents, 0 to 10 percent slopes Map Unit Setting National map unit symbol: jq5z Elevation: 3,500 to 7,200 feet Mean annual precipitation: 14 to 18 inches Mean annual air temperature: 45 to 52 degrees F Frost-free period: 80 to 150 days Farmland classification: Not prime farmland Map Unit Composition Fluvaquents and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fluvaquents Setting Landform:Flood plains, valley floors Down-slope shape:Concave Custom Soil Resource Report 30 Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 10 inches: variable H2 - 10 to 24 inches: stratified gravelly sand to clay H3 - 24 to 60 inches: very gravelly sand, gravelly sand H3 - 24 to 60 inches: Properties and qualities Slope:0 to 10 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:OccasionalNone Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to moderately saline (0.0 to 8.0 mmhos/cm) Available water capacity:Moderate (about 8.2 inches) Interpretive groups Land capability classification (irrigated): 6w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: B/D Ecological site: R048AY236CO - River Bottom Other vegetative classification: riverbottom (null_19) Hydric soil rating: No Minor Components Redrob Percent of map unit:10 percent Hydric soil rating: No 64—Jerry loam, 25 to 65 percent slopes Map Unit Setting National map unit symbol: jq6r Elevation: 7,500 to 9,500 feet Mean annual precipitation: 18 to 20 inches Mean annual air temperature: 37 to 40 degrees F Frost-free period: 70 to 80 days Farmland classification: Not prime farmland Map Unit Composition Jerry and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 31 Description of Jerry Setting Landform:Alluvial fans, hills Landform position (two-dimensional):Footslope Landform position (three-dimensional):Base slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from sandstone and shale Typical profile H1 - 0 to 11 inches: loam H2 - 11 to 34 inches: channery clay loam H3 - 34 to 60 inches: very channery clay loam Properties and qualities Slope:25 to 65 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:5 percent Available water capacity:Moderate (about 7.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: R048AY238CO Other vegetative classification: BRUSHY LOAM (null_4) Hydric soil rating: No Minor Components Other soils Percent of map unit:15 percent Hydric soil rating: No 94—Showalter-Morval complex, 5 to 15 percent slopes Map Unit Setting National map unit symbol: jq7t Elevation: 7,000 to 8,500 feet Mean annual precipitation: 14 to 16 inches Mean annual air temperature: 42 to 44 degrees F Frost-free period: 80 to 90 days Custom Soil Resource Report 32 Farmland classification: Not prime farmland Map Unit Composition Showalter and similar soils:45 percent Morval and similar soils:35 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Showalter Setting Landform:Terraces, alluvial fans, valley sides Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from basalt Typical profile H1 - 0 to 8 inches: very stony loam H2 - 8 to 39 inches: very cobbly clay H3 - 39 to 60 inches: very cobbly clay loam Properties and qualities Slope:5 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water capacity:Low (about 5.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C Ecological site: R048AY303CO Other vegetative classification: LOAMY SLOPES (null_31) Hydric soil rating: No Description of Morval Setting Landform:Alluvial fans Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from basalt Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 19 inches: clay loam H3 - 19 to 60 inches: loam Properties and qualities Slope:5 to 15 percent Custom Soil Resource Report 33 Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:25 percent Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity:High (about 9.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R048AY292CO Other vegetative classification: DEEP LOAM (null_11) Hydric soil rating: No Minor Components Other soils Percent of map unit:20 percent Hydric soil rating: No 95—Showalter-Morval complex, 15 to 25 percent slopes Map Unit Setting National map unit symbol: jq7v Elevation: 7,000 to 8,500 feet Mean annual precipitation: 14 to 16 inches Mean annual air temperature: 42 to 44 degrees F Frost-free period: 80 to 90 days Farmland classification: Not prime farmland Map Unit Composition Showalter and similar soils:45 percent Morval and similar soils:35 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Showalter Setting Landform:Alluvial fans, terraces, valley sides Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Custom Soil Resource Report 34 Parent material:Alluvium derived from basalt Typical profile H1 - 0 to 8 inches: very stony loam H2 - 8 to 39 inches: very cobbly clay H3 - 39 to 60 inches: very cobbly clay loam Properties and qualities Slope:15 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water capacity:Low (about 5.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C Ecological site: R048AY303CO Other vegetative classification: LOAMY SLOPES (null_31) Hydric soil rating: No Description of Morval Setting Landform:Alluvial fans Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from basalt Typical profile H1 - 0 to 7 inches: loam H2 - 7 to 19 inches: clay loam H3 - 19 to 60 inches: loam Properties and qualities Slope:15 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:25 percent Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity:High (about 9.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Custom Soil Resource Report 35 Hydrologic Soil Group: C Ecological site: R048AY292CO Other vegetative classification: DEEP LOAM (null_11) Hydric soil rating: No Minor Components Other soils Percent of map unit:20 percent Hydric soil rating: No 104—Torriorthents-Camborthids-Rock outcrop complex, 6 to 65 percent Map Unit Setting National map unit symbol: jq4c Elevation: 5,000 to 8,500 feet Mean annual precipitation: 10 to 15 inches Mean annual air temperature: 39 to 46 degrees F Frost-free period: 80 to 105 days Farmland classification: Not prime farmland Map Unit Composition Torriorthents and similar soils:45 percent Camborthids and similar soils:20 percent Rock outcrop:15 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Torriorthents Setting Landform:Mountains, hills, ridges Landform position (two-dimensional):Footslope, backslope Landform position (three-dimensional):Mountainflank, base slope, side slope Down-slope shape:Concave Across-slope shape:Concave Parent material:Colluvium derived from sedimentary rock and/or residuum weathered from sedimentary rock Typical profile H1 - 0 to 4 inches: variable H2 - 4 to 30 inches: gravelly loam H3 - 30 to 34 inches: unweathered bedrock Properties and qualities Slope:6 to 65 percent Depth to restrictive feature:4 to 30 inches to lithic bedrock Drainage class:Well drained Runoff class: High Custom Soil Resource Report 36 Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:5 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Hydric soil rating: No Description of Camborthids Setting Landform:Hills, mountains, ridges Landform position (two-dimensional):Footslope, backslope Landform position (three-dimensional):Mountainflank, base slope, side slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from shale and/or colluvium derived from shale and/or alluvium derived from sandstone and/or colluvium derived from sandstone and/or alluvium derived from basalt and/or colluvium derived from basalt Typical profile H1 - 0 to 4 inches: variable H2 - 4 to 30 inches: clay loam H3 - 30 to 34 inches: unweathered bedrock Properties and qualities Slope:6 to 65 percent Depth to restrictive feature:15 to 60 inches to lithic bedrock Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Gypsum, maximum content:2 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Hydric soil rating: No Custom Soil Resource Report 37 Description of Rock Outcrop Typical profile H1 - 0 to 60 inches: unweathered bedrock Properties and qualities Slope:6 to 65 percent Depth to restrictive feature:0 inches to lithic bedrock Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to low (0.00 to 0.00 in/hr) Available water capacity:Very low (about 0.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydrologic Soil Group: D Hydric soil rating: No Minor Components Other soils Percent of map unit:20 percent Hydric soil rating: No Custom Soil Resource Report 38 Holy Cross Area, Colorado, Parts of Eagle, Garfield, Mesa, Pitkin, and Summit Counties 104A—Haplocryolls-Cryaquolls complex, 0 to 15 percent slopes Map Unit Setting National map unit symbol: 1jh8f Elevation: 6,990 to 11,640 feet Mean annual precipitation: 20 to 40 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 20 to 60 days Farmland classification: Not prime farmland Map Unit Composition Haplocryolls and similar soils:65 percent Cryaquolls and similar soils:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Haplocryolls Setting Landform:Stream terraces on mountain valleys Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium derived from igneous and sedimentary rock Typical profile A1 - 0 to 2 inches: cobbly silt loam A2 - 2 to 12 inches: silt loam AC - 12 to 20 inches: silt loam C1 - 20 to 47 inches: cobbly silt loam C2 - 47 to 60 inches: cobbly silt loam Properties and qualities Slope:0 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.71 to 2.13 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Moderate (about 8.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6c Hydrologic Soil Group: B Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No Custom Soil Resource Report 39 Description of Cryaquolls Setting Landform:Flood plains on mountain valleys Down-slope shape:Concave Across-slope shape:Concave Parent material:Alluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A - 2 to 13 inches: silt loam Bg - 13 to 22 inches: gravelly sandy clay loam Cg - 22 to 60 inches: clay loam Properties and qualities Slope:0 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:NoneFrequent Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:High (about 11.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6w Hydrologic Soil Group: C/D Other vegetative classification: Planeleaf willow/water sedge (SAPLP2/CAAQ) (S1405) Hydric soil rating: Yes 220B—Leadville family, till substratum, 5 to 40 percent slopes Map Unit Setting National map unit symbol: 1jh94 Elevation: 8,990 to 10,990 feet Mean annual precipitation: 20 to 40 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 20 to 60 days Farmland classification: Not prime farmland Map Unit Composition Leadville family, till substratum, and similar soils:95 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 40 Description of Leadville Family, Till Substratum Setting Landform:Moraines Down-slope shape:Linear Across-slope shape:Linear Parent material:Till derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A1 - 2 to 3 inches: loam A2 - 3 to 9 inches: gravelly silt loam E - 9 to 17 inches: very cobbly silt loam B/E - 17 to 22 inches: very cobbly fine sandy loam Bt1 - 22 to 33 inches: extremely cobbly sandy clay loam Bt2 - 33 to 42 inches: extremely cobbly clay loam C - 42 to 59 inches: very cobbly clay loam Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No 226B—Leadville family-Cryaquolls complex, 0 to 25 percent slopes Map Unit Setting National map unit symbol: 1jh9j Elevation: 8,990 to 11,610 feet Mean annual precipitation: 25 to 40 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 20 to 60 days Farmland classification: Not prime farmland Map Unit Composition Leadville family and similar soils:65 percent Cryaquolls and similar soils:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 41 Description of Leadville Family Setting Landform:Glacial-valley floors Down-slope shape:Linear Across-slope shape:Linear Parent material:Till derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A1 - 2 to 3 inches: loam A2 - 3 to 9 inches: gravelly silt loam E - 9 to 17 inches: very cobbly silt loam B/E - 17 to 22 inches: very cobbly fine sandy loam Bt1 - 22 to 33 inches: extremely cobbly sandy clay loam Bt2 - 33 to 42 inches: extremely cobbly clay loam C - 42 to 59 inches: very cobbly clay loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No Description of Cryaquolls Setting Landform:Flood plains Down-slope shape:Linear Across-slope shape:Concave Parent material:Alluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A - 2 to 13 inches: silt loam Bg - 13 to 22 inches: gravelly sandy clay loam Cg - 22 to 60 inches: clay loam Properties and qualities Slope:0 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Medium Custom Soil Resource Report 42 Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:OccasionalNone Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:High (about 11.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: C/D Other vegetative classification: Planeleaf willow/water sedge (SAPLP2/CAAQ) (S1405) Hydric soil rating: Yes 313B—Scout family-Rubble land-Seitz family complex, 5 to 40 percent slopes Map Unit Setting National map unit symbol: 1jhbj Elevation: 8,990 to 10,990 feet Mean annual precipitation: 25 to 40 inches Mean annual air temperature: 37 to 40 degrees F Frost-free period: 20 to 60 days Farmland classification: Not prime farmland Map Unit Composition Scout family and similar soils:45 percent Rubble land:30 percent Seitz family and similar soils:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Scout Family Setting Landform:Landslides on mountain slopes Down-slope shape:Concave, linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A - 2 to 9 inches: very cobbly loam Bw1 - 9 to 21 inches: extremely cobbly fine sandy loam Bw2 - 21 to 32 inches: extremely gravelly sandy loam C1 - 32 to 41 inches: extremely gravelly sandy loam C2 - 41 to 59 inches: extremely cobbly sandy loam C3 - 59 to 72 inches: extremely cobbly sandy clay loam Custom Soil Resource Report 43 Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No Description of Rubble Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: No Description of Seitz Family Setting Landform:Landslides on mountain slopes Down-slope shape:Concave, linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and metamorphic rock Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 4 inches: stony silt loam B/E - 4 to 19 inches: cobbly silt loam Bt1 - 19 to 24 inches: very cobbly silty clay Bt2 - 24 to 46 inches: very cobbly clay C1 - 46 to 65 inches: extremely stony clay C2 - 65 to 72 inches: extremely cobbly clay Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.07 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 5.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Custom Soil Resource Report 44 Hydrologic Soil Group: D Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No 331C—Peeler-Leadville families complex, 40 to 65 percent slopes Map Unit Setting National map unit symbol: 1jhbw Elevation: 8,990 to 10,500 feet Mean annual precipitation: 25 to 40 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 20 to 60 days Farmland classification: Not prime farmland Map Unit Composition Peeler family and similar soils:50 percent Leadville family and similar soils:35 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Peeler Family Setting Landform:Landslides on mountain slopes Down-slope shape:Concave, linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 2 inches: silt loam B/E - 2 to 17 inches: loam Bt - 17 to 46 inches: gravelly clay loam C - 46 to 60 inches: sandy loam Properties and qualities Slope:40 to 65 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Custom Soil Resource Report 45 Other vegetative classification: Subalpine fir - Engelmann spruce/elk sedge (ABLA-PIEN/CAGE2) (C0307) Hydric soil rating: No Description of Leadville Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear, concave Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A1 - 2 to 3 inches: loam A2 - 3 to 9 inches: gravelly silt loam E - 9 to 17 inches: very cobbly silt loam B/E - 17 to 22 inches: very cobbly fine sandy loam Bt1 - 22 to 33 inches: extremely cobbly sandy clay loam Bt2 - 33 to 42 inches: extremely cobbly clay loam C - 42 to 59 inches: very cobbly clay loam Properties and qualities Slope:40 to 65 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Subalpine fir - Engelmann spruce/elk sedge (ABLA-PIEN/CAGE2) (C0307) Hydric soil rating: No 333B—Fughes-Godding families complex, 5 to 40 percent slopes Map Unit Setting National map unit symbol: 1jhc4 Elevation: 6,990 to 9,020 feet Mean annual precipitation: 16 to 20 inches Mean annual air temperature: 40 to 46 degrees F Frost-free period: 70 to 110 days Farmland classification: Not prime farmland Custom Soil Resource Report 46 Map Unit Composition Fughes family and similar soils:60 percent Godding family and similar soils:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fughes Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Concave Parent material:Colluvium and/or slope alluvium derived from sandstone and shale Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A1 - 2 to 6 inches: silt loam A2 - 6 to 19 inches: silty clay loam ABt - 19 to 30 inches: silty clay loam Bt - 30 to 60 inches: clay Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.07 to 0.21 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:High (about 11.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Gambel oak/mountain snowberry (QUGA/SYOR2) (S1305) Hydric soil rating: No Description of Godding Family Setting Landform:Mountain slopes Down-slope shape:Concave Across-slope shape:Linear Parent material:Colluvium and/or slope alluvium derived from sandstone and shale Typical profile A - 0 to 5 inches: stony silty clay loam ABt - 5 to 17 inches: cobbly silty clay Bt1 - 17 to 33 inches: very cobbly silty clay loam Bt2 - 33 to 43 inches: very cobbly clay Bt3 - 43 to 57 inches: clay loam Custom Soil Resource Report 47 BC - 57 to 63 inches: very channery loam Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.07 to 0.21 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Moderate (about 8.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Gambel oak/mountain snowberry (QUGA/SYOR2) (S1305) Hydric soil rating: No 333C—Herm-Kolob families complex, 40 to 65 percent slopes Map Unit Setting National map unit symbol: 1jhc5 Elevation: 6,990 to 9,020 feet Mean annual precipitation: 16 to 20 inches Mean annual air temperature: 40 to 46 degrees F Frost-free period: 70 to 110 days Farmland classification: Not prime farmland Map Unit Composition Herm family and similar soils:60 percent Kolob family and similar soils:30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Herm Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium and/or slope alluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 5 inches: slightly decomposed plant material A - 5 to 13 inches: silt loam Bt1 - 13 to 17 inches: silty clay loam Bt2 - 17 to 33 inches: clay Custom Soil Resource Report 48 BC - 33 to 48 inches: silty clay loam C - 48 to 60 inches: clay loam Properties and qualities Slope:40 to 65 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.07 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:High (about 11.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Other vegetative classification: Gambel oak/mountain snowberry (QUGA/SYOR2) (S1305) Hydric soil rating: No Description of Kolob Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium over residuum weathered from igneous and sedimentary rock Typical profile A1 - 0 to 3 inches: stony silt loam A2 - 3 to 11 inches: very cobbly silty clay loam Bt1 - 11 to 19 inches: very cobbly clay loam Bt2 - 19 to 33 inches: very gravelly clay loam Bt3 - 33 to 50 inches: very cobbly clay loam BCt - 50 to 61 inches: very gravelly sandy loam Cr - 61 to 72 inches: bedrock Properties and qualities Slope:40 to 65 percent Depth to restrictive feature:60 to 72 inches to paralithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.00 to 0.28 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Moderate (about 6.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Custom Soil Resource Report 49 Other vegetative classification: Gambel oak/mountain snowberry (QUGA/SYOR2) (S1305) Hydric soil rating: No 338B—Wetopa-Doughspon-Echemoor families complex, 5 to 40 percent slopes Map Unit Setting National map unit symbol: 1jhcg Elevation: 8,000 to 10,000 feet Mean annual precipitation: 20 to 30 inches Mean annual air temperature: 37 to 40 degrees F Frost-free period: 45 to 75 days Farmland classification: Not prime farmland Map Unit Composition Wetopa family and similar soils:40 percent Doughspon family and similar soils:30 percent Echemoor family and similar soils:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wetopa Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and shale Typical profile Oi - 0 to 0 inches: slightly decomposed plant material A - 0 to 13 inches: silty clay loam Bt1 - 13 to 17 inches: silty clay loam Bt2 - 17 to 45 inches: silty clay C - 45 to 60 inches: cobbly silty clay loam Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.07 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:High (about 10.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Custom Soil Resource Report 50 Hydrologic Soil Group: D Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No Description of Doughspon Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and shale Typical profile Oi - 0 to 0 inches: slightly decomposed plant material A - 0 to 4 inches: loam BA - 4 to 14 inches: cobbly silt loam Bt1 - 14 to 19 inches: very cobbly silty clay loam Bt2 - 19 to 30 inches: very cobbly clay loam C - 30 to 60 inches: very cobbly clay Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.07 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No Description of Echemoor Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium over residuum weathered from shale Typical profile Oi - 0 to 0 inches: slightly decomposed plant material A - 0 to 17 inches: silt loam Bt - 17 to 22 inches: clay loam C - 22 to 34 inches: sandy clay loam Cr - 34 to 60 inches: bedrock Properties and qualities Slope:5 to 40 percent Custom Soil Resource Report 51 Depth to restrictive feature:20 to 40 inches to paralithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.00 to 0.28 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No 345B—Doughspoon family, 5 to 40 percent slopes Map Unit Setting National map unit symbol: 1jhcw Elevation: 8,000 to 10,500 feet Mean annual precipitation: 20 to 30 inches Mean annual air temperature: 37 to 40 degrees F Frost-free period: 45 to 75 days Farmland classification: Not prime farmland Map Unit Composition Doughspon family and similar soils:90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Doughspon Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and shale Typical profile Oi - 0 to 0 inches: slightly decomposed plant material A - 0 to 4 inches: loam BA - 4 to 14 inches: cobbly silt loam Bt1 - 14 to 19 inches: very cobbly silty clay loam Bt2 - 19 to 30 inches: very cobbly clay loam C - 30 to 60 inches: very cobbly clay Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Custom Soil Resource Report 52 Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.07 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No 345C—Doughspoon family, 40 to 60 percent slopes Map Unit Setting National map unit symbol: 1jhcx Elevation: 8,000 to 10,500 feet Mean annual precipitation: 20 to 30 inches Mean annual air temperature: 37 to 40 degrees F Frost-free period: 45 to 75 days Farmland classification: Not prime farmland Map Unit Composition Doughspon family and similar soils:90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Doughspon Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and shale Typical profile Oi - 0 to 0 inches: slightly decomposed plant material A - 0 to 4 inches: loam BA - 4 to 14 inches: cobbly silt loam Bt1 - 14 to 19 inches: very cobbly silty clay loam Bt2 - 19 to 30 inches: very cobbly clay loam C - 30 to 60 inches: very cobbly clay Properties and qualities Slope:40 to 60 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Custom Soil Resource Report 53 Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.07 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No 354B—Typic Argicryolls-Typic Haplocryalfs complex, 5 to 40 percent slopes Map Unit Setting National map unit symbol: 1jhdj Elevation: 8,500 to 10,500 feet Mean annual precipitation: 20 to 30 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 40 to 60 days Farmland classification: Not prime farmland Map Unit Composition Typic argicryolls and similar soils:60 percent Typic haplocryalfs and similar soils:35 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Typic Argicryolls Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Slope alluvium and/or colluvium derived from igneous and sedimentary rock Typical profile A - 0 to 14 inches: loam BA - 14 to 22 inches: gravelly sandy loam Bt1 - 22 to 34 inches: extremely stony sandy clay loam Bt2 - 34 to 48 inches: very cobbly sandy clay loam BC - 48 to 60 inches: very cobbly sandy clay loam Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Custom Soil Resource Report 54 Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No Description of Typic Haplocryalfs Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Slope alluvium and/or colluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A1 - 2 to 3 inches: loam A2 - 3 to 9 inches: gravelly silt loam E - 9 to 17 inches: very cobbly silt loam B/E - 17 to 22 inches: very cobbly fine sandy loam Bt1 - 22 to 33 inches: extremely cobbly sandy clay loam Bt2 - 33 to 42 inches: extremely cobbly clay loam C - 42 to 59 inches: very cobbly clay loam Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No Custom Soil Resource Report 55 367B—Scout-Leadville families complex, 5 to 40 percent slopes Map Unit Setting National map unit symbol: 1jhdw Elevation: 8,990 to 11,610 feet Mean annual precipitation: 20 to 40 inches Mean annual air temperature: 31 to 40 degrees F Frost-free period: 20 to 60 days Farmland classification: Not prime farmland Map Unit Composition Scout family and similar soils:50 percent Leadville family and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Scout Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A - 2 to 9 inches: very cobbly loam Bw1 - 9 to 21 inches: extremely cobbly fine sandy loam Bw2 - 21 to 32 inches: extremely gravelly sandy loam C1 - 32 to 41 inches: extremely gravelly sandy loam C2 - 41 to 59 inches: extremely cobbly sandy loam C3 - 59 to 72 inches: extremely cobbly sandy clay loam Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No Custom Soil Resource Report 56 Description of Leadville Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A1 - 2 to 3 inches: loam A2 - 3 to 9 inches: gravelly silt loam E - 9 to 17 inches: very cobbly silt loam B/E - 17 to 22 inches: very cobbly fine sandy loam Bt1 - 22 to 33 inches: extremely cobbly sandy clay loam Bt2 - 33 to 42 inches: extremely cobbly clay loam C - 42 to 59 inches: very cobbly clay loam Properties and qualities Slope:5 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Subalpine fir - Engelmann spruce/myrtle whortleberry (ABLA-PIEN/VAMY2) (C0320) Hydric soil rating: No 420C—Subwell-Duffymont families complex, 40 to 65 percent slopes Map Unit Setting National map unit symbol: 1jhfq Elevation: 6,990 to 9,510 feet Mean annual precipitation: 16 to 25 inches Mean annual air temperature: 40 to 46 degrees F Frost-free period: 70 to 110 days Farmland classification: Not prime farmland Map Unit Composition Subwell family and similar soils:60 percent Duffymont family and similar soils:25 percent Custom Soil Resource Report 57 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Subwell Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile Oi - 0 to 2 inches: slightly decomposed plant material A - 2 to 8 inches: bouldery loam BA - 8 to 15 inches: very cobbly loam Bw - 15 to 24 inches: very cobbly loam C1 - 24 to 33 inches: very cobbly sandy clay loam C2 - 33 to 60 inches: sandy clay loam Properties and qualities Slope:40 to 65 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C Other vegetative classification: Gambel oak/saskatoon serviceberry (QUGA/ AMAL2) (S1301-0) Hydric soil rating: No Description of Duffymont Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium over residuum weathered from sandstone Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 5 inches: very gravelly fine sandy loam Bw - 5 to 8 inches: very gravelly loam C - 8 to 15 inches: extremely channery loam R - 15 to 60 inches: bedrock Properties and qualities Slope:40 to 65 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.57 in/hr) Custom Soil Resource Report 58 Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Very low (about 1.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Other vegetative classification: Gambel oak/saskatoon serviceberry (QUGA/ AMAL2) (S1301-0) Hydric soil rating: No 449C—Tampico-Echemoor-Eyre families complex, 30 to 65 percent slopes Map Unit Setting National map unit symbol: 1jhg3 Elevation: 8,990 to 10,500 feet Mean annual precipitation: 20 to 30 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 40 to 75 days Farmland classification: Not prime farmland Map Unit Composition Tampico family and similar soils:50 percent Echemoor family and similar soils:35 percent Eyre family and similar soils:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tampico Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium over residuum weathered from sandstone Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A1 - 1 to 4 inches: loam A2 - 4 to 14 inches: clay loam Bw - 14 to 19 inches: sandy clay loam C - 19 to 24 inches: sandy clay loam Cr - 24 to 60 inches: bedrock Properties and qualities Slope:30 to 65 percent Depth to restrictive feature:20 to 40 inches to paralithic bedrock Drainage class:Well drained Custom Soil Resource Report 59 Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.00 to 0.28 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No Description of Echemoor Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium over residuum weathered from shale Typical profile Oi - 0 to 0 inches: slightly decomposed plant material A - 0 to 17 inches: silt loam Bt - 17 to 22 inches: clay loam C - 22 to 34 inches: sandy clay loam Cr - 34 to 60 inches: bedrock Properties and qualities Slope:30 to 65 percent Depth to restrictive feature:20 to 40 inches to paralithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.00 to 0.28 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Other vegetative classification: Quaking aspen/mountain snowberry (POTR5/ SYOR2) (D0511) Hydric soil rating: No Description of Eyre Family Setting Landform:Landslides on mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium over residuum weathered from sandstone Custom Soil Resource Report 60 Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 6 inches: gravelly loam Bw - 6 to 13 inches: very gravelly loam C - 13 to 17 inches: extremely cobbly sandy clay loam R - 17 to 60 inches: bedrock Properties and qualities Slope:30 to 65 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.57 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Very low (about 2.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: D Other vegetative classification: Douglas-fir/Gambel oak (PSME/QUGA) (C1214) Hydric soil rating: No 654D—Tolby family-Rock outcrop-Hiwan family complex, 40 to 75 percent slopes Map Unit Setting National map unit symbol: 1jhgn Elevation: 8,990 to 11,810 feet Mean annual precipitation: 20 to 40 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 20 to 60 days Farmland classification: Not prime farmland Map Unit Composition Tolby family and similar soils:40 percent Rock outcrop:30 percent Hiwan family and similar soils:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tolby Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Custom Soil Resource Report 61 Parent material:Colluvium derived from igneous and metamorphic rock Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 15 inches: gravelly silt loam Bw - 15 to 26 inches: very cobbly loamy fine sand C - 26 to 60 inches: very cobbly coarse sand Properties and qualities Slope:40 to 75 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.71 to 2.13 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: B Other vegetative classification: Subalpine fir - Engelmann spruce/common juniper (ABLA-PIEN/JUCO6) (C0309) Hydric soil rating: No Description of Rock Outcrop Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: No Description of Hiwan Family Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium over residuum weathered from igneous and metamorphic rock Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 5 inches: very gravelly sandy loam C - 5 to 16 inches: very gravelly loamy sand R - 16 to 60 inches: bedrock Properties and qualities Slope:40 to 75 percent Depth to restrictive feature:10 to 20 inches to lithic bedrock Drainage class:Excessively drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.57 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Custom Soil Resource Report 62 Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Very low (about 1.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Other vegetative classification: Subalpine fir - Engelmann spruce/common juniper (ABLA-PIEN/JUCO6) (C0309) Hydric soil rating: No AG9—Ansel-Anvik association, 25 to 45 percent slopes Map Unit Setting National map unit symbol: 1jhhj Elevation: 7,510 to 9,510 feet Mean annual precipitation: 18 to 22 inches Mean annual air temperature: 38 to 40 degrees F Frost-free period: 70 to 80 days Farmland classification: Not prime farmland Map Unit Composition Ansel and similar soils:70 percent Anvik and similar soils:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ansel Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile A - 0 to 23 inches: loam Bt1 - 23 to 48 inches: stony clay loam Bt2 - 48 to 60 inches: clay loam Properties and qualities Slope:25 to 45 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Custom Soil Resource Report 63 Available water capacity:High (about 9.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: F048AY918CO - Spruce-Fir Woodland Other vegetative classification: Spruce-Fir (null_21) Hydric soil rating: No Description of Anvik Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile A - 0 to 12 inches: loam E - 12 to 18 inches: loam Bt - 18 to 42 inches: cobbly clay loam C - 42 to 60 inches: cobbly clay loam Properties and qualities Slope:25 to 45 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:High (about 9.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: F048AY918CO - Spruce-Fir Woodland Other vegetative classification: Spruce-Fir (null_21) Hydric soil rating: No AG11—Anvik-Skylick-Sligting association, 25 to 50 percent slopes Map Unit Setting National map unit symbol: 1jhhl Elevation: 7,510 to 9,510 feet Mean annual precipitation: 18 to 22 inches Custom Soil Resource Report 64 Mean annual air temperature: 37 to 40 degrees F Frost-free period: 70 to 80 days Farmland classification: Not prime farmland Map Unit Composition Anvik and similar soils:35 percent Skylick and similar soils:30 percent Sligting and similar soils:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Anvik Setting Landform:Mountain slopes Landform position (three-dimensional):Lower third of mountainflank Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile A - 0 to 12 inches: loam E - 12 to 18 inches: loam Bt - 18 to 42 inches: cobbly clay loam C - 42 to 60 inches: cobbly clay loam Properties and qualities Slope:25 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:High (about 9.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: F048AY449CO Hydric soil rating: No Description of Skylick Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from igneous and sedimentary rock Typical profile A - 0 to 31 inches: loam Bt1 - 31 to 48 inches: clay loam Bt2 - 48 to 60 inches: gravelly sandy clay loam Custom Soil Resource Report 65 Properties and qualities Slope:25 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.21 to 0.71 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:High (about 11.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: F048AY449CO Hydric soil rating: No Description of Sligting Setting Landform:Mountain slopes Down-slope shape:Linear Across-slope shape:Linear Parent material:Colluvium derived from sandstone and/or basalt Typical profile A - 0 to 24 inches: very stony loam BA - 24 to 30 inches: extremely cobbly clay loam Bt1 - 30 to 36 inches: very cobbly clay Bt2 - 36 to 60 inches: very stony clay Properties and qualities Slope:25 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.07 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.0 mmhos/cm) Available water capacity:Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: D Ecological site: F048AY449CO Hydric soil rating: No Custom Soil Resource Report 66 Custom Soil Resource Report 67 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 68 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 69 70 Custom Soil Resource Report Map—Hydrologic Soil Group 436590043666004367300436800043687004369400436590043666004367300436800043687004369400295300 296000 296700 297400 298100 298800 299500 300200 300900 301600 295300 296000 296700 297400 298100 298800 299500 300200 300900 301600 39° 27' 14'' N 107° 22' 47'' W39° 27' 14'' N107° 18' 16'' W39° 24' 57'' N 107° 22' 47'' W39° 24' 57'' N 107° 18' 16'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 1000 2000 4000 6000 Feet 0 400 800 1600 2400 Meters Map Scale: 1:29,700 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 11, Jun 5, 2020 Soil Survey Area: Holy Cross Area, Colorado, Parts of Eagle, Garfield, Mesa, Pitkin, and Summit Counties Survey Area Data: Version 3, Jun 11, 2020 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 14, 2010—Nov 1, 2017 Custom Soil Resource Report 71 MAP LEGEND MAP INFORMATION The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 72 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Acree loam, 6 to 12 percent slopes C 183.2 4.0% 9 Ansel-Anvik association, 25 to 45 percent slopes C 47.8 1.1% 10 Anvik-Skylick-Sligting association, 10 to 25 percent slopes C 20.2 0.4% 11 Anvik-Skylick-Sligting association, 25 to 50 percent slopes C 231.3 5.1% 12 Arle-Ansari-Rock outcrop complex, 12 to 50 percent slopes D 14.6 0.3% 18 Cochetopa-Antrobus association, 12 to 25 percent slopes C 37.4 0.8% 19 Cochetopa-Antrobus association, 25 to 50 percent slopes C 30.8 0.7% 42 Fluvaquents, 0 to 10 percent slopes B/D 29.7 0.7% 64 Jerry loam, 25 to 65 percent slopes C 485.5 10.7% 94 Showalter-Morval complex, 5 to 15 percent slopes C 65.4 1.4% 95 Showalter-Morval complex, 15 to 25 percent slopes C 295.1 6.5% 104 Torriorthents- Camborthids-Rock outcrop complex, 6 to 65 percent C 86.8 1.9% Subtotals for Soil Survey Area 1,527.9 33.7% Totals for Area of Interest 4,530.0 100.0% Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 104A Haplocryolls-Cryaquolls complex, 0 to 15 percent slopes B 27.2 0.6% 220B Leadville family, till substratum, 5 to 40 percent slopes C 509.0 11.2% 226B Leadville family- Cryaquolls complex, 0 to 25 percent slopes C 71.4 1.6% Custom Soil Resource Report 73 Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 313B Scout family-Rubble land-Seitz family complex, 5 to 40 percent slopes B 171.6 3.8% 331C Peeler-Leadville families complex, 40 to 65 percent slopes C 49.9 1.1% 333B Fughes-Godding families complex, 5 to 40 percent slopes C 118.4 2.6% 333C Herm-Kolob families complex, 40 to 65 percent slopes D 53.7 1.2% 338B Wetopa-Doughspon- Echemoor families complex, 5 to 40 percent slopes D 702.4 15.5% 345B Doughspoon family, 5 to 40 percent slopes D 369.3 8.2% 345C Doughspoon family, 40 to 60 percent slopes D 7.0 0.2% 354B Typic Argicryolls-Typic Haplocryalfs complex, 5 to 40 percent slopes C 55.2 1.2% 367B Scout-Leadville families complex, 5 to 40 percent slopes B 149.5 3.3% 420C Subwell-Duffymont families complex, 40 to 65 percent slopes C 134.7 3.0% 449C Tampico-Echemoor-Eyre families complex, 30 to 65 percent slopes C 94.3 2.1% 654D Tolby family-Rock outcrop-Hiwan family complex, 40 to 75 percent slopes B 369.0 8.1% AG9 Ansel-Anvik association, 25 to 45 percent slopes C 62.9 1.4% AG11 Anvik-Skylick-Sligting association, 25 to 50 percent slopes C 56.2 1.2% Subtotals for Soil Survey Area 3,001.7 66.3% Totals for Area of Interest 4,530.0 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Custom Soil Resource Report 74 Tie-break Rule: Higher Custom Soil Resource Report 75 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 76 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 77 Glossary Many of the terms relating to landforms, geology, and geomorphology are defined in more detail in the following National Soil Survey Handbook link: “National Soil Survey Handbook.” ABC soil A soil having an A, a B, and a C horizon. Ablation till Loose, relatively permeable earthy material deposited during the downwasting of nearly static glacial ice, either contained within or accumulated on the surface of the glacier. AC soil A soil having only an A and a C horizon. Commonly, such soil formed in recent alluvium or on steep, rocky slopes. Aeration, soil The exchange of air in soil with air from the atmosphere. The air in a well aerated soil is similar to that in the atmosphere; the air in a poorly aerated soil is considerably higher in carbon dioxide and lower in oxygen. Aggregate, soil Many fine particles held in a single mass or cluster. Natural soil aggregates, such as granules, blocks, or prisms, are called peds. Clods are aggregates produced by tillage or logging. Alkali (sodic) soil A soil having so high a degree of alkalinity (pH 8.5 or higher) or so high a percentage of exchangeable sodium (15 percent or more of the total exchangeable bases), or both, that plant growth is restricted. Alluvial cone A semiconical type of alluvial fan having very steep slopes. It is higher, narrower, and steeper than a fan and is composed of coarser and thicker layers of material deposited by a combination of alluvial episodes and (to a much lesser degree) landslides (debris flow). The coarsest materials tend to be concentrated at the apex of the cone. 78 Alluvial fan A low, outspread mass of loose materials and/or rock material, commonly with gentle slopes. It is shaped like an open fan or a segment of a cone. The material was deposited by a stream at the place where it issues from a narrow mountain valley or upland valley or where a tributary stream is near or at its junction with the main stream. The fan is steepest near its apex, which points upstream, and slopes gently and convexly outward (downstream) with a gradual decrease in gradient. Alluvium Unconsolidated material, such as gravel, sand, silt, clay, and various mixtures of these, deposited on land by running water. Alpha,alpha-dipyridyl A compound that when dissolved in ammonium acetate is used to detect the presence of reduced iron (Fe II) in the soil. A positive reaction implies reducing conditions and the likely presence of redoximorphic features. Animal unit month (AUM) The amount of forage required by one mature cow of approximately 1,000 pounds weight, with or without a calf, for 1 month. Aquic conditions Current soil wetness characterized by saturation, reduction, and redoximorphic features. Argillic horizon A subsoil horizon characterized by an accumulation of illuvial clay. Arroyo The flat-floored channel of an ephemeral stream, commonly with very steep to vertical banks cut in unconsolidated material. It is usually dry but can be transformed into a temporary watercourse or short-lived torrent after heavy rain within the watershed. Aspect The direction toward which a slope faces. Also called slope aspect. Association, soil A group of soils or miscellaneous areas geographically associated in a characteristic repeating pattern and defined and delineated as a single map unit. Available water capacity (available moisture capacity) The capacity of soils to hold water available for use by most plants. It is commonly defined as the difference between the amount of soil water at field moisture capacity and the amount at wilting point. It is commonly expressed as inches of water per inch of soil. The capacity, in inches, in a 60-inch profile or to a limiting layer is expressed as: Custom Soil Resource Report 79 Very low: 0 to 3 Low: 3 to 6 Moderate: 6 to 9 High: 9 to 12 Very high: More than 12 Backslope The position that forms the steepest and generally linear, middle portion of a hillslope. In profile, backslopes are commonly bounded by a convex shoulder above and a concave footslope below. Backswamp A flood-plain landform. Extensive, marshy or swampy, depressed areas of flood plains between natural levees and valley sides or terraces. Badland A landscape that is intricately dissected and characterized by a very fine drainage network with high drainage densities and short, steep slopes and narrow interfluves. Badlands develop on surfaces that have little or no vegetative cover overlying unconsolidated or poorly cemented materials (clays, silts, or sandstones) with, in some cases, soluble minerals, such as gypsum or halite. Bajada A broad, gently inclined alluvial piedmont slope extending from the base of a mountain range out into a basin and formed by the lateral coalescence of a series of alluvial fans. Typically, it has a broadly undulating transverse profile, parallel to the mountain front, resulting from the convexities of component fans. The term is generally restricted to constructional slopes of intermontane basins. Basal area The area of a cross section of a tree, generally referring to the section at breast height and measured outside the bark. It is a measure of stand density, commonly expressed in square feet. Base saturation The degree to which material having cation-exchange properties is saturated with exchangeable bases (sum of Ca, Mg, Na, and K), expressed as a percentage of the total cation-exchange capacity. Base slope (geomorphology) A geomorphic component of hills consisting of the concave to linear (perpendicular to the contour) slope that, regardless of the lateral shape, forms an apron or wedge at the bottom of a hillside dominated by colluvium and slope-wash sediments (for example, slope alluvium). Bedding plane A planar or nearly planar bedding surface that visibly separates each successive layer of stratified sediment or rock (of the same or different lithology) Custom Soil Resource Report 80 from the preceding or following layer; a plane of deposition. It commonly marks a change in the circumstances of deposition and may show a parting, a color difference, a change in particle size, or various combinations of these. The term is commonly applied to any bedding surface, even one that is conspicuously bent or deformed by folding. Bedding system A drainage system made by plowing, grading, or otherwise shaping the surface of a flat field. It consists of a series of low ridges separated by shallow, parallel dead furrows. Bedrock The solid rock that underlies the soil and other unconsolidated material or that is exposed at the surface. Bedrock-controlled topography A landscape where the configuration and relief of the landforms are determined or strongly influenced by the underlying bedrock. Bench terrace A raised, level or nearly level strip of earth constructed on or nearly on a contour, supported by a barrier of rocks or similar material, and designed to make the soil suitable for tillage and to prevent accelerated erosion. Bisequum Two sequences of soil horizons, each of which consists of an illuvial horizon and the overlying eluvial horizons. Blowout (map symbol) A saucer-, cup-, or trough-shaped depression formed by wind erosion on a preexisting dune or other sand deposit, especially in an area of shifting sand or loose soil or where protective vegetation is disturbed or destroyed. The adjoining accumulation of sand derived from the depression, where recognizable, is commonly included. Blowouts are commonly small. Borrow pit (map symbol) An open excavation from which soil and underlying material have been removed, usually for construction purposes. Bottom land An informal term loosely applied to various portions of a flood plain. Boulders Rock fragments larger than 2 feet (60 centimeters) in diameter. Breaks A landscape or tract of steep, rough or broken land dissected by ravines and gullies and marking a sudden change in topography. Custom Soil Resource Report 81 Breast height An average height of 4.5 feet above the ground surface; the point on a tree where diameter measurements are ordinarily taken. Brush management Use of mechanical, chemical, or biological methods to make conditions favorable for reseeding or to reduce or eliminate competition from woody vegetation and thus allow understory grasses and forbs to recover. Brush management increases forage production and thus reduces the hazard of erosion. It can improve the habitat for some species of wildlife. Butte An isolated, generally flat-topped hill or mountain with relatively steep slopes and talus or precipitous cliffs and characterized by summit width that is less than the height of bounding escarpments; commonly topped by a caprock of resistant material and representing an erosion remnant carved from flat-lying rocks. Cable yarding A method of moving felled trees to a nearby central area for transport to a processing facility. Most cable yarding systems involve use of a drum, a pole, and wire cables in an arrangement similar to that of a rod and reel used for fishing. To reduce friction and soil disturbance, felled trees generally are reeled in while one end is lifted or the entire log is suspended. Calcareous soil A soil containing enough calcium carbonate (commonly combined with magnesium carbonate) to effervesce visibly when treated with cold, dilute hydrochloric acid. Caliche A general term for a prominent zone of secondary carbonate accumulation in surficial materials in warm, subhumid to arid areas. Caliche is formed by both geologic and pedologic processes. Finely crystalline calcium carbonate forms a nearly continuous surface-coating and void-filling medium in geologic (parent) materials. Cementation ranges from weak in nonindurated forms to very strong in indurated forms. Other minerals (e.g., carbonates, silicate, and sulfate) may occur as accessory cements. Most petrocalcic horizons and some calcic horizons are caliche. California bearing ratio (CBR) The load-supporting capacity of a soil as compared to that of standard crushed limestone, expressed as a ratio. First standardized in California. A soil having a CBR of 16 supports 16 percent of the load that would be supported by standard crushed limestone, per unit area, with the same degree of distortion. Canopy The leafy crown of trees or shrubs. (See Crown.) Custom Soil Resource Report 82 Canyon A long, deep, narrow valley with high, precipitous walls in an area of high local relief. Capillary water Water held as a film around soil particles and in tiny spaces between particles. Surface tension is the adhesive force that holds capillary water in the soil. Catena A sequence, or “chain,” of soils on a landscape that formed in similar kinds of parent material and under similar climatic conditions but that have different characteristics as a result of differences in relief and drainage. Cation An ion carrying a positive charge of electricity. The common soil cations are calcium, potassium, magnesium, sodium, and hydrogen. Cation-exchange capacity The total amount of exchangeable cations that can be held by the soil, expressed in terms of milliequivalents per 100 grams of soil at neutrality (pH 7.0) or at some other stated pH value. The term, as applied to soils, is synonymous with base-exchange capacity but is more precise in meaning. Catsteps See Terracettes. Cement rock Shaly limestone used in the manufacture of cement. Channery soil material Soil material that has, by volume, 15 to 35 percent thin, flat fragments of sandstone, shale, slate, limestone, or schist as much as 6 inches (15 centimeters) along the longest axis. A single piece is called a channer. Chemical treatment Control of unwanted vegetation through the use of chemicals. Chiseling Tillage with an implement having one or more soil-penetrating points that shatter or loosen hard, compacted layers to a depth below normal plow depth. Cirque A steep-walled, semicircular or crescent-shaped, half-bowl-like recess or hollow, commonly situated at the head of a glaciated mountain valley or high on the side of a mountain. It was produced by the erosive activity of a mountain glacier. It commonly contains a small round lake (tarn). Custom Soil Resource Report 83 Clay As a soil separate, the mineral soil particles less than 0.002 millimeter in diameter. As a soil textural class, soil material that is 40 percent or more clay, less than 45 percent sand, and less than 40 percent silt. Clay depletions See Redoximorphic features. Clay film A thin coating of oriented clay on the surface of a soil aggregate or lining pores or root channels. Synonyms: clay coating, clay skin. Clay spot (map symbol) A spot where the surface texture is silty clay or clay in areas where the surface layer of the soils in the surrounding map unit is sandy loam, loam, silt loam, or coarser. Claypan A dense, compact subsoil layer that contains much more clay than the overlying materials, from which it is separated by a sharply defined boundary. The layer restricts the downward movement of water through the soil. A claypan is commonly hard when dry and plastic and sticky when wet. Climax plant community The stabilized plant community on a particular site. The plant cover reproduces itself and does not change so long as the environment remains the same. Coarse textured soil Sand or loamy sand. Cobble (or cobblestone) A rounded or partly rounded fragment of rock 3 to 10 inches (7.6 to 25 centimeters) in diameter. Cobbly soil material Material that has 15 to 35 percent, by volume, rounded or partially rounded rock fragments 3 to 10 inches (7.6 to 25 centimeters) in diameter. Very cobbly soil material has 35 to 60 percent of these rock fragments, and extremely cobbly soil material has more than 60 percent. COLE (coefficient of linear extensibility) See Linear extensibility. Colluvium Unconsolidated, unsorted earth material being transported or deposited on side slopes and/or at the base of slopes by mass movement (e.g., direct gravitational action) and by local, unconcentrated runoff. Custom Soil Resource Report 84 Complex slope Irregular or variable slope. Planning or establishing terraces, diversions, and other water-control structures on a complex slope is difficult. Complex, soil A map unit of two or more kinds of soil or miscellaneous areas in such an intricate pattern or so small in area that it is not practical to map them separately at the selected scale of mapping. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Concretions See Redoximorphic features. Conglomerate A coarse grained, clastic sedimentary rock composed of rounded or subangular rock fragments more than 2 millimeters in diameter. It commonly has a matrix of sand and finer textured material. Conglomerate is the consolidated equivalent of gravel. Conservation cropping system Growing crops in combination with needed cultural and management practices. In a good conservation cropping system, the soil-improving crops and practices more than offset the effects of the soil-depleting crops and practices. Cropping systems are needed on all tilled soils. Soil-improving practices in a conservation cropping system include the use of rotations that contain grasses and legumes and the return of crop residue to the soil. Other practices include the use of green manure crops of grasses and legumes, proper tillage, adequate fertilization, and weed and pest control. Conservation tillage A tillage system that does not invert the soil and that leaves a protective amount of crop residue on the surface throughout the year. Consistence, soil Refers to the degree of cohesion and adhesion of soil material and its resistance to deformation when ruptured. Consistence includes resistance of soil material to rupture and to penetration; plasticity, toughness, and stickiness of puddled soil material; and the manner in which the soil material behaves when subject to compression. Terms describing consistence are defined in the “Soil Survey Manual.” Contour stripcropping Growing crops in strips that follow the contour. Strips of grass or close-growing crops are alternated with strips of clean-tilled crops or summer fallow. Control section The part of the soil on which classification is based. The thickness varies among different kinds of soil, but for many it is that part of the soil profile between depths of 10 inches and 40 or 80 inches. Custom Soil Resource Report 85 Coprogenous earth (sedimentary peat) A type of limnic layer composed predominantly of fecal material derived from aquatic animals. Corrosion (geomorphology) A process of erosion whereby rocks and soil are removed or worn away by natural chemical processes, especially by the solvent action of running water, but also by other reactions, such as hydrolysis, hydration, carbonation, and oxidation. Corrosion (soil survey interpretations) Soil-induced electrochemical or chemical action that dissolves or weakens concrete or uncoated steel. Cover crop A close-growing crop grown primarily to improve and protect the soil between periods of regular crop production, or a crop grown between trees and vines in orchards and vineyards. Crop residue management Returning crop residue to the soil, which helps to maintain soil structure, organic matter content, and fertility and helps to control erosion. Cropping system Growing crops according to a planned system of rotation and management practices. Cross-slope farming Deliberately conducting farming operations on sloping farmland in such a way that tillage is across the general slope. Crown The upper part of a tree or shrub, including the living branches and their foliage. Cryoturbate A mass of soil or other unconsolidated earthy material moved or disturbed by frost action. It is typically coarser than the underlying material. Cuesta An asymmetric ridge capped by resistant rock layers of slight or moderate dip (commonly less than 15 percent slopes); a type of homocline produced by differential erosion of interbedded resistant and weak rocks. A cuesta has a long, gentle slope on one side (dip slope) that roughly parallels the inclined beds; on the other side, it has a relatively short and steep or clifflike slope (scarp) that cuts through the tilted rocks. Custom Soil Resource Report 86 Culmination of the mean annual increment (CMAI) The average annual increase per acre in the volume of a stand. Computed by dividing the total volume of the stand by its age. As the stand increases in age, the mean annual increment continues to increase until mortality begins to reduce the rate of increase. The point where the stand reaches its maximum annual rate of growth is called the culmination of the mean annual increment. Cutbanks cave The walls of excavations tend to cave in or slough. Decreasers The most heavily grazed climax range plants. Because they are the most palatable, they are the first to be destroyed by overgrazing. Deferred grazing Postponing grazing or resting grazing land for a prescribed period. Delta A body of alluvium having a surface that is fan shaped and nearly flat; deposited at or near the mouth of a river or stream where it enters a body of relatively quiet water, generally a sea or lake. Dense layer A very firm, massive layer that has a bulk density of more than 1.8 grams per cubic centimeter. Such a layer affects the ease of digging and can affect filling and compacting. Depression, closed (map symbol) A shallow, saucer-shaped area that is slightly lower on the landscape than the surrounding area and that does not have a natural outlet for surface drainage. Depth, soil Generally, the thickness of the soil over bedrock. Very deep soils are more than 60 inches deep over bedrock; deep soils, 40 to 60 inches; moderately deep, 20 to 40 inches; shallow, 10 to 20 inches; and very shallow, less than 10 inches. Desert pavement A natural, residual concentration or layer of wind-polished, closely packed gravel, boulders, and other rock fragments mantling a desert surface. It forms where wind action and sheetwash have removed all smaller particles or where rock fragments have migrated upward through sediments to the surface. It typically protects the finer grained underlying material from further erosion. Diatomaceous earth A geologic deposit of fine, grayish siliceous material composed chiefly or entirely of the remains of diatoms. Custom Soil Resource Report 87 Dip slope A slope of the land surface, roughly determined by and approximately conforming to the dip of the underlying bedrock. Diversion (or diversion terrace) A ridge of earth, generally a terrace, built to protect downslope areas by diverting runoff from its natural course. Divided-slope farming A form of field stripcropping in which crops are grown in a systematic arrangement of two strips, or bands, across the slope to reduce the hazard of water erosion. One strip is in a close-growing crop that provides protection from erosion, and the other strip is in a crop that provides less protection from erosion. This practice is used where slopes are not long enough to permit a full stripcropping pattern to be used. Drainage class (natural) Refers to the frequency and duration of wet periods under conditions similar to those under which the soil formed. Alterations of the water regime by human activities, either through drainage or irrigation, are not a consideration unless they have significantly changed the morphology of the soil. Seven classes of natural soil drainage are recognized—excessively drained, somewhat excessively drained, well drained, moderately well drained, somewhat poorly drained, poorly drained, and very poorly drained. These classes are defined in the “Soil Survey Manual.” Drainage, surface Runoff, or surface flow of water, from an area. Drainageway A general term for a course or channel along which water moves in draining an area. A term restricted to relatively small, linear depressions that at some time move concentrated water and either do not have a defined channel or have only a small defined channel. Draw A small stream valley that generally is shallower and more open than a ravine or gulch and that has a broader bottom. The present stream channel may appear inadequate to have cut the drainageway that it occupies. Drift A general term applied to all mineral material (clay, silt, sand, gravel, and boulders) transported by a glacier and deposited directly by or from the ice or transported by running water emanating from a glacier. Drift includes unstratified material (till) that forms moraines and stratified deposits that form outwash plains, eskers, kames, varves, and glaciofluvial sediments. The term is generally applied to Pleistocene glacial deposits in areas that no longer contain glaciers. Custom Soil Resource Report 88 Drumlin A low, smooth, elongated oval hill, mound, or ridge of compact till that has a core of bedrock or drift. It commonly has a blunt nose facing the direction from which the ice approached and a gentler slope tapering in the other direction. The longer axis is parallel to the general direction of glacier flow. Drumlins are products of streamline (laminar) flow of glaciers, which molded the subglacial floor through a combination of erosion and deposition. Duff A generally firm organic layer on the surface of mineral soils. It consists of fallen plant material that is in the process of decomposition and includes everything from the litter on the surface to underlying pure humus. Dune A low mound, ridge, bank, or hill of loose, windblown granular material (generally sand), either barren and capable of movement from place to place or covered and stabilized with vegetation but retaining its characteristic shape. Earthy fill See Mine spoil. Ecological site An area where climate, soil, and relief are sufficiently uniform to produce a distinct natural plant community. An ecological site is the product of all the environmental factors responsible for its development. It is typified by an association of species that differ from those on other ecological sites in kind and/or proportion of species or in total production. Eluviation The movement of material in true solution or colloidal suspension from one place to another within the soil. Soil horizons that have lost material through eluviation are eluvial; those that have received material are illuvial. Endosaturation A type of saturation of the soil in which all horizons between the upper boundary of saturation and a depth of 2 meters are saturated. Eolian deposit Sand-, silt-, or clay-sized clastic material transported and deposited primarily by wind, commonly in the form of a dune or a sheet of sand or loess. Ephemeral stream A stream, or reach of a stream, that flows only in direct response to precipitation. It receives no long-continued supply from melting snow or other source, and its channel is above the water table at all times. Custom Soil Resource Report 89 Episaturation A type of saturation indicating a perched water table in a soil in which saturated layers are underlain by one or more unsaturated layers within 2 meters of the surface. Erosion The wearing away of the land surface by water, wind, ice, or other geologic agents and by such processes as gravitational creep. Erosion (accelerated) Erosion much more rapid than geologic erosion, mainly as a result of human or animal activities or of a catastrophe in nature, such as a fire, that exposes the surface. Erosion (geologic) Erosion caused by geologic processes acting over long geologic periods and resulting in the wearing away of mountains and the building up of such landscape features as flood plains and coastal plains. Synonym: natural erosion. Erosion pavement A surficial lag concentration or layer of gravel and other rock fragments that remains on the soil surface after sheet or rill erosion or wind has removed the finer soil particles and that tends to protect the underlying soil from further erosion. Erosion surface A land surface shaped by the action of erosion, especially by running water. Escarpment A relatively continuous and steep slope or cliff breaking the general continuity of more gently sloping land surfaces and resulting from erosion or faulting. Most commonly applied to cliffs produced by differential erosion. Synonym: scarp. Escarpment, bedrock (map symbol) A relatively continuous and steep slope or cliff, produced by erosion or faulting, that breaks the general continuity of more gently sloping land surfaces. Exposed material is hard or soft bedrock. Escarpment, nonbedrock (map symbol) A relatively continuous and steep slope or cliff, generally produced by erosion but in some places produced by faulting, that breaks the continuity of more gently sloping land surfaces. Exposed earthy material is nonsoil or very shallow soil. Esker A long, narrow, sinuous, steep-sided ridge of stratified sand and gravel deposited as the bed of a stream flowing in an ice tunnel within or below the ice (subglacial) or between ice walls on top of the ice of a wasting glacier and left Custom Soil Resource Report 90 behind as high ground when the ice melted. Eskers range in length from less than a kilometer to more than 160 kilometers and in height from 3 to 30 meters. Extrusive rock Igneous rock derived from deep-seated molten matter (magma) deposited and cooled on the earth’s surface. Fallow Cropland left idle in order to restore productivity through accumulation of moisture. Summer fallow is common in regions of limited rainfall where cereal grain is grown. The soil is tilled for at least one growing season for weed control and decomposition of plant residue. Fan remnant A general term for landforms that are the remaining parts of older fan landforms, such as alluvial fans, that have been either dissected or partially buried. Fertility, soil The quality that enables a soil to provide plant nutrients, in adequate amounts and in proper balance, for the growth of specified plants when light, moisture, temperature, tilth, and other growth factors are favorable. Fibric soil material (peat) The least decomposed of all organic soil material. Peat contains a large amount of well preserved fiber that is readily identifiable according to botanical origin. Peat has the lowest bulk density and the highest water content at saturation of all organic soil material. Field moisture capacity The moisture content of a soil, expressed as a percentage of the ovendry weight, after the gravitational, or free, water has drained away; the field moisture content 2 or 3 days after a soaking rain; also called normal field capacity, normal moisture capacity, or capillary capacity. Fill slope A sloping surface consisting of excavated soil material from a road cut. It commonly is on the downhill side of the road. Fine textured soil Sandy clay, silty clay, or clay. Firebreak An area cleared of flammable material to stop or help control creeping or running fires. It also serves as a line from which to work and to facilitate the movement of firefighters and equipment. Designated roads also serve as firebreaks. Custom Soil Resource Report 91 First bottom An obsolete, informal term loosely applied to the lowest flood-plain steps that are subject to regular flooding. Flaggy soil material Material that has, by volume, 15 to 35 percent flagstones. Very flaggy soil material has 35 to 60 percent flagstones, and extremely flaggy soil material has more than 60 percent flagstones. Flagstone A thin fragment of sandstone, limestone, slate, shale, or (rarely) schist 6 to 15 inches (15 to 38 centimeters) long. Flood plain The nearly level plain that borders a stream and is subject to flooding unless protected artificially. Flood-plain landforms A variety of constructional and erosional features produced by stream channel migration and flooding. Examples include backswamps, flood-plain splays, meanders, meander belts, meander scrolls, oxbow lakes, and natural levees. Flood-plain splay A fan-shaped deposit or other outspread deposit formed where an overloaded stream breaks through a levee (natural or artificial) and deposits its material (commonly coarse grained) on the flood plain. Flood-plain step An essentially flat, terrace-like alluvial surface within a valley that is frequently covered by floodwater from the present stream; any approximately horizontal surface still actively modified by fluvial scour and/or deposition. May occur individually or as a series of steps. Fluvial Of or pertaining to rivers or streams; produced by stream or river action. Foothills A region of steeply sloping hills that fringes a mountain range or high-plateau escarpment. The hills have relief of as much as 1,000 feet (300 meters). Footslope The concave surface at the base of a hillslope. A footslope is a transition zone between upslope sites of erosion and transport (shoulders and backslopes) and downslope sites of deposition (toeslopes). Forb Any herbaceous plant not a grass or a sedge. Custom Soil Resource Report 92 Forest cover All trees and other woody plants (underbrush) covering the ground in a forest. Forest type A stand of trees similar in composition and development because of given physical and biological factors by which it may be differentiated from other stands. Fragipan A loamy, brittle subsurface horizon low in porosity and content of organic matter and low or moderate in clay but high in silt or very fine sand. A fragipan appears cemented and restricts roots. When dry, it is hard or very hard and has a higher bulk density than the horizon or horizons above. When moist, it tends to rupture suddenly under pressure rather than to deform slowly. Genesis, soil The mode of origin of the soil. Refers especially to the processes or soil-forming factors responsible for the formation of the solum, or true soil, from the unconsolidated parent material. Gilgai Commonly, a succession of microbasins and microknolls in nearly level areas or of microvalleys and microridges parallel with the slope. Typically, the microrelief of clayey soils that shrink and swell considerably with changes in moisture content. Glaciofluvial deposits Material moved by glaciers and subsequently sorted and deposited by streams flowing from the melting ice. The deposits are stratified and occur in the form of outwash plains, valley trains, deltas, kames, eskers, and kame terraces. Glaciolacustrine deposits Material ranging from fine clay to sand derived from glaciers and deposited in glacial lakes mainly by glacial meltwater. Many deposits are bedded or laminated. Gleyed soil Soil that formed under poor drainage, resulting in the reduction of iron and other elements in the profile and in gray colors. Graded stripcropping Growing crops in strips that grade toward a protected waterway. Grassed waterway A natural or constructed waterway, typically broad and shallow, seeded to grass as protection against erosion. Conducts surface water away from cropland. Custom Soil Resource Report 93 Gravel Rounded or angular fragments of rock as much as 3 inches (2 millimeters to 7.6 centimeters) in diameter. An individual piece is a pebble. Gravel pit (map symbol) An open excavation from which soil and underlying material have been removed and used, without crushing, as a source of sand or gravel. Gravelly soil material Material that has 15 to 35 percent, by volume, rounded or angular rock fragments, not prominently flattened, as much as 3 inches (7.6 centimeters) in diameter. Gravelly spot (map symbol) A spot where the surface layer has more than 35 percent, by volume, rock fragments that are mostly less than 3 inches in diameter in an area that has less than 15 percent rock fragments. Green manure crop (agronomy) A soil-improving crop grown to be plowed under in an early stage of maturity or soon after maturity. Ground water Water filling all the unblocked pores of the material below the water table. Gully (map symbol) A small, steep-sided channel caused by erosion and cut in unconsolidated materials by concentrated but intermittent flow of water. The distinction between a gully and a rill is one of depth. A gully generally is an obstacle to farm machinery and is too deep to be obliterated by ordinary tillage whereas a rill is of lesser depth and can be smoothed over by ordinary tillage. Hard bedrock Bedrock that cannot be excavated except by blasting or by the use of special equipment that is not commonly used in construction. Hard to reclaim Reclamation is difficult after the removal of soil for construction and other uses. Revegetation and erosion control are extremely difficult. Hardpan A hardened or cemented soil horizon, or layer. The soil material is sandy, loamy, or clayey and is cemented by iron oxide, silica, calcium carbonate, or other substance. Custom Soil Resource Report 94 Head slope (geomorphology) A geomorphic component of hills consisting of a laterally concave area of a hillside, especially at the head of a drainageway. The overland waterflow is converging. Hemic soil material (mucky peat) Organic soil material intermediate in degree of decomposition between the less decomposed fibric material and the more decomposed sapric material. High-residue crops Such crops as small grain and corn used for grain. If properly managed, residue from these crops can be used to control erosion until the next crop in the rotation is established. These crops return large amounts of organic matter to the soil. Hill A generic term for an elevated area of the land surface, rising as much as 1,000 feet above surrounding lowlands, commonly of limited summit area and having a well defined outline. Slopes are generally more than 15 percent. The distinction between a hill and a mountain is arbitrary and may depend on local usage. Hillslope A generic term for the steeper part of a hill between its summit and the drainage line, valley flat, or depression floor at the base of a hill. Horizon, soil A layer of soil, approximately parallel to the surface, having distinct characteristics produced by soil-forming processes. In the identification of soil horizons, an uppercase letter represents the major horizons. Numbers or lowercase letters that follow represent subdivisions of the major horizons. An explanation of the subdivisions is given in the “Soil Survey Manual.” The major horizons of mineral soil are as follows: Custom Soil Resource Report 95 O horizon: An organic layer of fresh and decaying plant residue. L horizon: A layer of organic and mineral limnic materials, including coprogenous earth (sedimentary peat), diatomaceous earth, and marl. A horizon: The mineral horizon at or near the surface in which an accumulation of humified organic matter is mixed with the mineral material. Also, a plowed surface horizon, most of which was originally part of a B horizon. E horizon: The mineral horizon in which the main feature is loss of silicate clay, iron, aluminum, or some combination of these. B horizon: The mineral horizon below an A horizon. The B horizon is in part a layer of transition from the overlying A to the underlying C horizon. The B horizon also has distinctive characteristics, such as (1) accumulation of clay, sesquioxides, humus, or a combination of these; (2) prismatic or blocky structure; (3) redder or browner colors than those in the A horizon; or (4) a combination of these. C horizon: The mineral horizon or layer, excluding indurated bedrock, that is little affected by soil-forming processes and does not have the properties typical of the overlying soil material. The material of a C horizon may be either like or unlike that in which the solum formed. If the material is known to differ from that in the solum, an Arabic numeral, commonly a 2, precedes the letter C. Cr horizon: Soft, consolidated bedrock beneath the soil. R layer: Consolidated bedrock beneath the soil. The bedrock commonly underlies a C horizon, but it can be directly below an A or a B horizon. M layer: A root-limiting subsoil layer consisting of nearly continuous, horizontally oriented, human-manufactured materials. W layer: A layer of water within or beneath the soil. Humus The well decomposed, more or less stable part of the organic matter in mineral soils. Hydrologic soil groups Refers to soils grouped according to their runoff potential. The soil properties that influence this potential are those that affect the minimum rate of water infiltration on a bare soil during periods after prolonged wetting when the soil is not frozen. These properties include depth to a seasonal high water table, the infiltration rate, and depth to a layer that significantly restricts the downward movement of water. The slope and the kind of plant cover are not considered but are separate factors in predicting runoff. Igneous rock Rock that was formed by cooling and solidification of magma and that has not been changed appreciably by weathering since its formation. Major varieties include plutonic and volcanic rock (e.g., andesite, basalt, and granite). Illuviation The movement of soil material from one horizon to another in the soil profile. Generally, material is removed from an upper horizon and deposited in a lower horizon. Custom Soil Resource Report 96 Impervious soil A soil through which water, air, or roots penetrate slowly or not at all. No soil is absolutely impervious to air and water all the time. Increasers Species in the climax vegetation that increase in amount as the more desirable plants are reduced by close grazing. Increasers commonly are the shorter plants and the less palatable to livestock. Infiltration The downward entry of water into the immediate surface of soil or other material, as contrasted with percolation, which is movement of water through soil layers or material. Infiltration capacity The maximum rate at which water can infiltrate into a soil under a given set of conditions. Infiltration rate The rate at which water penetrates the surface of the soil at any given instant, usually expressed in inches per hour. The rate can be limited by the infiltration capacity of the soil or the rate at which water is applied at the surface. Intake rate The average rate of water entering the soil under irrigation. Most soils have a fast initial rate; the rate decreases with application time. Therefore, intake rate for design purposes is not a constant but is a variable depending on the net irrigation application. The rate of water intake, in inches per hour, is expressed as follows: Very low: Less than 0.2 Low: 0.2 to 0.4 Moderately low: 0.4 to 0.75 Moderate: 0.75 to 1.25 Moderately high: 1.25 to 1.75 High: 1.75 to 2.5 Very high: More than 2.5 Interfluve A landform composed of the relatively undissected upland or ridge between two adjacent valleys containing streams flowing in the same general direction. An elevated area between two drainageways that sheds water to those drainageways. Interfluve (geomorphology) A geomorphic component of hills consisting of the uppermost, comparatively level or gently sloping area of a hill; shoulders of backwearing hillslopes can narrow the upland or can merge, resulting in a strongly convex shape. Custom Soil Resource Report 97 Intermittent stream A stream, or reach of a stream, that does not flow year-round but that is commonly dry for 3 or more months out of 12 and whose channel is generally below the local water table. It flows only during wet periods or when it receives ground-water discharge or long, continued contributions from melting snow or other surface and shallow subsurface sources. Invaders On range, plants that encroach into an area and grow after the climax vegetation has been reduced by grazing. Generally, plants invade following disturbance of the surface. Iron depletions See Redoximorphic features. Irrigation Application of water to soils to assist in production of crops. Methods of irrigation are: Basin: Water is applied rapidly to nearly level plains surrounded by levees or dikes. Border: Water is applied at the upper end of a strip in which the lateral flow of water is controlled by small earth ridges called border dikes, or borders. Controlled flooding: Water is released at intervals from closely spaced field ditches and distributed uniformly over the field. Corrugation: Water is applied to small, closely spaced furrows or ditches in fields of close-growing crops or in orchards so that it flows in only one direction. Drip (or trickle): Water is applied slowly and under low pressure to the surface of the soil or into the soil through such applicators as emitters, porous tubing, or perforated pipe. Furrow: Water is applied in small ditches made by cultivation implements. Furrows are used for tree and row crops. Sprinkler: Water is sprayed over the soil surface through pipes or nozzles from a pressure system. Subirrigation: Water is applied in open ditches or tile lines until the water table is raised enough to wet the soil. Wild flooding: Water, released at high points, is allowed to flow onto an area without controlled distribution. Kame A low mound, knob, hummock, or short irregular ridge composed of stratified sand and gravel deposited by a subglacial stream as a fan or delta at the margin of a melting glacier; by a supraglacial stream in a low place or hole on the surface of the glacier; or as a ponded deposit on the surface or at the margin of stagnant ice. Custom Soil Resource Report 98 Karst (topography) A kind of topography that formed in limestone, gypsum, or other soluble rocks by dissolution and that is characterized by closed depressions, sinkholes, caves, and underground drainage. Knoll A small, low, rounded hill rising above adjacent landforms. Ksat See Saturated hydraulic conductivity. Lacustrine deposit Material deposited in lake water and exposed when the water level is lowered or the elevation of the land is raised. Lake plain A nearly level surface marking the floor of an extinct lake filled by well sorted, generally fine textured, stratified deposits, commonly containing varves. Lake terrace A narrow shelf, partly cut and partly built, produced along a lakeshore in front of a scarp line of low cliffs and later exposed when the water level falls. Landfill (map symbol) An area of accumulated waste products of human habitation, either above or below natural ground level. Landslide A general, encompassing term for most types of mass movement landforms and processes involving the downslope transport and outward deposition of soil and rock materials caused by gravitational forces; the movement may or may not involve saturated materials. The speed and distance of movement, as well as the amount of soil and rock material, vary greatly. Large stones Rock fragments 3 inches (7.6 centimeters) or more across. Large stones adversely affect the specified use of the soil. Lava flow (map symbol) A solidified, commonly lobate body of rock formed through lateral, surface outpouring of molten lava from a vent or fissure. Leaching The removal of soluble material from soil or other material by percolating water. Custom Soil Resource Report 99 Levee (map symbol) An embankment that confines or controls water, especially one built along the banks of a river to prevent overflow onto lowlands. Linear extensibility Refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. Linear extensibility is used to determine the shrink-swell potential of soils. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10-bar tension (33kPa or 10kPa tension) and oven dryness. Volume change is influenced by the amount and type of clay minerals in the soil. The volume change is the percent change for the whole soil. If it is expressed as a fraction, the resulting value is COLE, coefficient of linear extensibility. Liquid limit The moisture content at which the soil passes from a plastic to a liquid state. Loam Soil material that is 7 to 27 percent clay particles, 28 to 50 percent silt particles, and less than 52 percent sand particles. Loess Material transported and deposited by wind and consisting dominantly of silt- sized particles. Low strength The soil is not strong enough to support loads. Low-residue crops Such crops as corn used for silage, peas, beans, and potatoes. Residue from these crops is not adequate to control erosion until the next crop in the rotation is established. These crops return little organic matter to the soil. Marl An earthy, unconsolidated deposit consisting chiefly of calcium carbonate mixed with clay in approximately equal proportions; formed primarily under freshwater lacustrine conditions but also formed in more saline environments. Marsh or swamp (map symbol) A water-saturated, very poorly drained area that is intermittently or permanently covered by water. Sedges, cattails, and rushes are the dominant vegetation in marshes, and trees or shrubs are the dominant vegetation in swamps. Not used in map units where the named soils are poorly drained or very poorly drained. Mass movement A generic term for the dislodgment and downslope transport of soil and rock material as a unit under direct gravitational stress. Custom Soil Resource Report 100 Masses See Redoximorphic features. Meander belt The zone within which migration of a meandering channel occurs; the flood- plain area included between two imaginary lines drawn tangential to the outer bends of active channel loops. Meander scar A crescent-shaped, concave or linear mark on the face of a bluff or valley wall, produced by the lateral erosion of a meandering stream that impinged upon and undercut the bluff. Meander scroll One of a series of long, parallel, close-fitting, crescent-shaped ridges and troughs formed along the inner bank of a stream meander as the channel migrated laterally down-valley and toward the outer bank. Mechanical treatment Use of mechanical equipment for seeding, brush management, and other management practices. Medium textured soil Very fine sandy loam, loam, silt loam, or silt. Mesa A broad, nearly flat topped and commonly isolated landmass bounded by steep slopes or precipitous cliffs and capped by layers of resistant, nearly horizontal rocky material. The summit width is characteristically greater than the height of the bounding escarpments. Metamorphic rock Rock of any origin altered in mineralogical composition, chemical composition, or structure by heat, pressure, and movement at depth in the earth’s crust. Nearly all such rocks are crystalline. Mine or quarry (map symbol) An open excavation from which soil and underlying material have been removed and in which bedrock is exposed. Also denotes surface openings to underground mines. Mine spoil An accumulation of displaced earthy material, rock, or other waste material removed during mining or excavation. Also called earthy fill. Mineral soil Soil that is mainly mineral material and low in organic material. Its bulk density is more than that of organic soil. Custom Soil Resource Report 101 Minimum tillage Only the tillage essential to crop production and prevention of soil damage. Miscellaneous area A kind of map unit that has little or no natural soil and supports little or no vegetation. Miscellaneous water (map symbol) Small, constructed bodies of water that are used for industrial, sanitary, or mining applications and that contain water most of the year. Moderately coarse textured soil Coarse sandy loam, sandy loam, or fine sandy loam. Moderately fine textured soil Clay loam, sandy clay loam, or silty clay loam. Mollic epipedon A thick, dark, humus-rich surface horizon (or horizons) that has high base saturation and pedogenic soil structure. It may include the upper part of the subsoil. Moraine In terms of glacial geology, a mound, ridge, or other topographically distinct accumulation of unsorted, unstratified drift, predominantly till, deposited primarily by the direct action of glacial ice in a variety of landforms. Also, a general term for a landform composed mainly of till (except for kame moraines, which are composed mainly of stratified outwash) that has been deposited by a glacier. Some types of moraines are disintegration, end, ground, kame, lateral, recessional, and terminal. Morphology, soil The physical makeup of the soil, including the texture, structure, porosity, consistence, color, and other physical, mineral, and biological properties of the various horizons, and the thickness and arrangement of those horizons in the soil profile. Mottling, soil Irregular spots of different colors that vary in number and size. Descriptive terms are as follows: abundance—few, common, and many; size—fine, medium, and coarse; and contrast—faint, distinct, and prominent. The size measurements are of the diameter along the greatest dimension. Fine indicates less than 5 millimeters (about 0.2 inch); medium, from 5 to 15 millimeters (about 0.2 to 0.6 inch); and coarse, more than 15 millimeters (about 0.6 inch). Mountain A generic term for an elevated area of the land surface, rising more than 1,000 feet (300 meters) above surrounding lowlands, commonly of restricted summit area (relative to a plateau) and generally having steep sides. A mountain can Custom Soil Resource Report 102 occur as a single, isolated mass or in a group forming a chain or range. Mountains are formed primarily by tectonic activity and/or volcanic action but can also be formed by differential erosion. Muck Dark, finely divided, well decomposed organic soil material. (See Sapric soil material.) Mucky peat See Hemic soil material. Mudstone A blocky or massive, fine grained sedimentary rock in which the proportions of clay and silt are approximately equal. Also, a general term for such material as clay, silt, claystone, siltstone, shale, and argillite and that should be used only when the amounts of clay and silt are not known or cannot be precisely identified. Munsell notation A designation of color by degrees of three simple variables—hue, value, and chroma. For example, a notation of 10YR 6/4 is a color with hue of 10YR, value of 6, and chroma of 4. Natric horizon A special kind of argillic horizon that contains enough exchangeable sodium to have an adverse effect on the physical condition of the subsoil. Neutral soil A soil having a pH value of 6.6 to 7.3. (See Reaction, soil.) Nodules See Redoximorphic features. Nose slope (geomorphology) A geomorphic component of hills consisting of the projecting end (laterally convex area) of a hillside. The overland waterflow is predominantly divergent. Nose slopes consist dominantly of colluvium and slope-wash sediments (for example, slope alluvium). Nutrient, plant Any element taken in by a plant essential to its growth. Plant nutrients are mainly nitrogen, phosphorus, potassium, calcium, magnesium, sulfur, iron, manganese, copper, boron, and zinc obtained from the soil and carbon, hydrogen, and oxygen obtained from the air and water. Organic matter Plant and animal residue in the soil in various stages of decomposition. The content of organic matter in the surface layer is described as follows: Custom Soil Resource Report 103 Very low: Less than 0.5 percent Low: 0.5 to 1.0 percent Moderately low: 1.0 to 2.0 percent Moderate: 2.0 to 4.0 percent High: 4.0 to 8.0 percent Very high: More than 8.0 percent Outwash Stratified and sorted sediments (chiefly sand and gravel) removed or “washed out” from a glacier by meltwater streams and deposited in front of or beyond the end moraine or the margin of a glacier. The coarser material is deposited nearer to the ice. Outwash plain An extensive lowland area of coarse textured glaciofluvial material. An outwash plain is commonly smooth; where pitted, it generally is low in relief. Paleoterrace An erosional remnant of a terrace that retains the surface form and alluvial deposits of its origin but was not emplaced by, and commonly does not grade to, a present-day stream or drainage network. Pan A compact, dense layer in a soil that impedes the movement of water and the growth of roots. For example, hardpan, fragipan, claypan, plowpan, and traffic pan. Parent material The unconsolidated organic and mineral material in which soil forms. Peat Unconsolidated material, largely undecomposed organic matter, that has accumulated under excess moisture. (See Fibric soil material.) Ped An individual natural soil aggregate, such as a granule, a prism, or a block. Pedisediment A layer of sediment, eroded from the shoulder and backslope of an erosional slope, that lies on and is being (or was) transported across a gently sloping erosional surface at the foot of a receding hill or mountain slope. Pedon The smallest volume that can be called “a soil.” A pedon is three dimensional and large enough to permit study of all horizons. Its area ranges from about 10 to 100 square feet (1 square meter to 10 square meters), depending on the variability of the soil. Custom Soil Resource Report 104 Percolation The movement of water through the soil. Perennial water (map symbol) Small, natural or constructed lakes, ponds, or pits that contain water most of the year. Permafrost Ground, soil, or rock that remains at or below 0 degrees C for at least 2 years. It is defined on the basis of temperature and is not necessarily frozen. pH value A numerical designation of acidity and alkalinity in soil. (See Reaction, soil.) Phase, soil A subdivision of a soil series based on features that affect its use and management, such as slope, stoniness, and flooding. Piping Formation of subsurface tunnels or pipelike cavities by water moving through the soil. Pitting Pits caused by melting around ice. They form on the soil after plant cover is removed. Plastic limit The moisture content at which a soil changes from semisolid to plastic. Plasticity index The numerical difference between the liquid limit and the plastic limit; the range of moisture content within which the soil remains plastic. Plateau (geomorphology) A comparatively flat area of great extent and elevation; specifically, an extensive land region that is considerably elevated (more than 100 meters) above the adjacent lower lying terrain, is commonly limited on at least one side by an abrupt descent, and has a flat or nearly level surface. A comparatively large part of a plateau surface is near summit level. Playa The generally dry and nearly level lake plain that occupies the lowest parts of closed depressions, such as those on intermontane basin floors. Temporary flooding occurs primarily in response to precipitation and runoff. Playa deposits are fine grained and may or may not have a high water table and saline conditions. Custom Soil Resource Report 105 Plinthite The sesquioxide-rich, humus-poor, highly weathered mixture of clay with quartz and other diluents. It commonly appears as red mottles, usually in platy, polygonal, or reticulate patterns. Plinthite changes irreversibly to an ironstone hardpan or to irregular aggregates on repeated wetting and drying, especially if it is exposed also to heat from the sun. In a moist soil, plinthite can be cut with a spade. It is a form of laterite. Plowpan A compacted layer formed in the soil directly below the plowed layer. Ponding Standing water on soils in closed depressions. Unless the soils are artificially drained, the water can be removed only by percolation or evapotranspiration. Poorly graded Refers to a coarse grained soil or soil material consisting mainly of particles of nearly the same size. Because there is little difference in size of the particles, density can be increased only slightly by compaction. Pore linings See Redoximorphic features. Potential native plant community See Climax plant community. Potential rooting depth (effective rooting depth) Depth to which roots could penetrate if the content of moisture in the soil were adequate. The soil has no properties restricting the penetration of roots to this depth. Prescribed burning Deliberately burning an area for specific management purposes, under the appropriate conditions of weather and soil moisture and at the proper time of day. Productivity, soil The capability of a soil for producing a specified plant or sequence of plants under specific management. Profile, soil A vertical section of the soil extending through all its horizons and into the parent material. Proper grazing use Grazing at an intensity that maintains enough cover to protect the soil and maintain or improve the quantity and quality of the desirable vegetation. This practice increases the vigor and reproduction capacity of the key plants and Custom Soil Resource Report 106 promotes the accumulation of litter and mulch necessary to conserve soil and water. Rangeland Land on which the potential natural vegetation is predominantly grasses, grasslike plants, forbs, or shrubs suitable for grazing or browsing. It includes natural grasslands, savannas, many wetlands, some deserts, tundras, and areas that support certain forb and shrub communities. Reaction, soil A measure of acidity or alkalinity of a soil, expressed as pH values. A soil that tests to pH 7.0 is described as precisely neutral in reaction because it is neither acid nor alkaline. The degrees of acidity or alkalinity, expressed as pH values, are: Ultra acid: Less than 3.5 Extremely acid: 3.5 to 4.4 Very strongly acid: 4.5 to 5.0 Strongly acid: 5.1 to 5.5 Moderately acid: 5.6 to 6.0 Slightly acid: 6.1 to 6.5 Neutral: 6.6 to 7.3 Slightly alkaline: 7.4 to 7.8 Moderately alkaline: 7.9 to 8.4 Strongly alkaline: 8.5 to 9.0 Very strongly alkaline: 9.1 and higher Red beds Sedimentary strata that are mainly red and are made up largely of sandstone and shale. Redoximorphic concentrations See Redoximorphic features. Redoximorphic depletions See Redoximorphic features. Redoximorphic features Redoximorphic features are associated with wetness and result from alternating periods of reduction and oxidation of iron and manganese compounds in the soil. Reduction occurs during saturation with water, and oxidation occurs when the soil is not saturated. Characteristic color patterns are created by these processes. The reduced iron and manganese ions may be removed from a soil if vertical or lateral fluxes of water occur, in which case there is no iron or manganese precipitation in that soil. Wherever the iron and manganese are oxidized and precipitated, they form either soft masses or hard concretions or nodules. Movement of iron and manganese as a result of redoximorphic processes in a soil may result in redoximorphic features that are defined as follows: Custom Soil Resource Report 107 1.Redoximorphic concentrations.—These are zones of apparent accumulation of iron-manganese oxides, including: A.Nodules and concretions, which are cemented bodies that can be removed from the soil intact. Concretions are distinguished from nodules on the basis of internal organization. A concretion typically has concentric layers that are visible to the naked eye. Nodules do not have visible organized internal structure; and B.Masses, which are noncemented concentrations of substances within the soil matrix; and C.Pore linings, i.e., zones of accumulation along pores that may be either coatings on pore surfaces or impregnations from the matrix adjacent to the pores. 2.Redoximorphic depletions.—These are zones of low chroma (chromas less than those in the matrix) where either iron-manganese oxides alone or both iron-manganese oxides and clay have been stripped out, including: A.Iron depletions, i.e., zones that contain low amounts of iron and manganese oxides but have a clay content similar to that of the adjacent matrix; and B.Clay depletions, i.e., zones that contain low amounts of iron, manganese, and clay (often referred to as silt coatings or skeletans). 3.Reduced matrix.—This is a soil matrix that has low chroma in situ but undergoes a change in hue or chroma within 30 minutes after the soil material has been exposed to air. Reduced matrix See Redoximorphic features. Regolith All unconsolidated earth materials above the solid bedrock. It includes material weathered in place from all kinds of bedrock and alluvial, glacial, eolian, lacustrine, and pyroclastic deposits. Relief The relative difference in elevation between the upland summits and the lowlands or valleys of a given region. Residuum (residual soil material) Unconsolidated, weathered or partly weathered mineral material that accumulated as bedrock disintegrated in place. Rill A very small, steep-sided channel resulting from erosion and cut in unconsolidated materials by concentrated but intermittent flow of water. A rill generally is not an obstacle to wheeled vehicles and is shallow enough to be smoothed over by ordinary tillage. Custom Soil Resource Report 108 Riser The vertical or steep side slope (e.g., escarpment) of terraces, flood-plain steps, or other stepped landforms; commonly a recurring part of a series of natural, steplike landforms, such as successive stream terraces. Road cut A sloping surface produced by mechanical means during road construction. It is commonly on the uphill side of the road. Rock fragments Rock or mineral fragments having a diameter of 2 millimeters or more; for example, pebbles, cobbles, stones, and boulders. Rock outcrop (map symbol) An exposure of bedrock at the surface of the earth. Not used where the named soils of the surrounding map unit are shallow over bedrock or where “Rock outcrop” is a named component of the map unit. Root zone The part of the soil that can be penetrated by plant roots. Runoff The precipitation discharged into stream channels from an area. The water that flows off the surface of the land without sinking into the soil is called surface runoff. Water that enters the soil before reaching surface streams is called ground-water runoff or seepage flow from ground water. Saline soil A soil containing soluble salts in an amount that impairs growth of plants. A saline soil does not contain excess exchangeable sodium. Saline spot (map symbol) An area where the surface layer has an electrical conductivity of 8 mmhos/cm more than the surface layer of the named soils in the surrounding map unit. The surface layer of the surrounding soils has an electrical conductivity of 2 mmhos/cm or less. Sand As a soil separate, individual rock or mineral fragments from 0.05 millimeter to 2.0 millimeters in diameter. Most sand grains consist of quartz. As a soil textural class, a soil that is 85 percent or more sand and not more than 10 percent clay. Sandstone Sedimentary rock containing dominantly sand-sized particles. Custom Soil Resource Report 109 Sandy spot (map symbol) A spot where the surface layer is loamy fine sand or coarser in areas where the surface layer of the named soils in the surrounding map unit is very fine sandy loam or finer. Sapric soil material (muck) The most highly decomposed of all organic soil material. Muck has the least amount of plant fiber, the highest bulk density, and the lowest water content at saturation of all organic soil material. Saturated hydraulic conductivity (Ksat) The ease with which pores of a saturated soil transmit water. Formally, the proportionality coefficient that expresses the relationship of the rate of water movement to hydraulic gradient in Darcy’s Law, a law that describes the rate of water movement through porous media. Commonly abbreviated as “Ksat.” Terms describing saturated hydraulic conductivity are: Very high: 100 or more micrometers per second (14.17 or more inches per hour) High: 10 to 100 micrometers per second (1.417 to 14.17 inches per hour) Moderately high: 1 to 10 micrometers per second (0.1417 inch to 1.417 inches per hour) Moderately low: 0.1 to 1 micrometer per second (0.01417 to 0.1417 inch per hour) Low: 0.01 to 0.1 micrometer per second (0.001417 to 0.01417 inch per hour) Very low: Less than 0.01 micrometer per second (less than 0.001417 inch per hour). To convert inches per hour to micrometers per second, multiply inches per hour by 7.0572. To convert micrometers per second to inches per hour, multiply micrometers per second by 0.1417. Saturation Wetness characterized by zero or positive pressure of the soil water. Under conditions of saturation, the water will flow from the soil matrix into an unlined auger hole. Scarification The act of abrading, scratching, loosening, crushing, or modifying the surface to increase water absorption or to provide a more tillable soil. Sedimentary rock A consolidated deposit of clastic particles, chemical precipitates, or organic remains accumulated at or near the surface of the earth under normal low temperature and pressure conditions. Sedimentary rocks include consolidated equivalents of alluvium, colluvium, drift, and eolian, lacustrine, and marine deposits. Examples are sandstone, siltstone, mudstone, claystone, shale, conglomerate, limestone, dolomite, and coal. Custom Soil Resource Report 110 Sequum A sequence consisting of an illuvial horizon and the overlying eluvial horizon. (See Eluviation.) Series, soil A group of soils that have profiles that are almost alike, except for differences in texture of the surface layer. All the soils of a series have horizons that are similar in composition, thickness, and arrangement. Severely eroded spot (map symbol) An area where, on the average, 75 percent or more of the original surface layer has been lost because of accelerated erosion. Not used in map units in which “severely eroded,” “very severely eroded,” or “gullied” is part of the map unit name. Shale Sedimentary rock that formed by the hardening of a deposit of clay, silty clay, or silty clay loam and that has a tendency to split into thin layers. Sheet erosion The removal of a fairly uniform layer of soil material from the land surface by the action of rainfall and surface runoff. Short, steep slope (map symbol) A narrow area of soil having slopes that are at least two slope classes steeper than the slope class of the surrounding map unit. Shoulder The convex, erosional surface near the top of a hillslope. A shoulder is a transition from summit to backslope. Shrink-swell The shrinking of soil when dry and the swelling when wet. Shrinking and swelling can damage roads, dams, building foundations, and other structures. It can also damage plant roots. Shrub-coppice dune A small, streamlined dune that forms around brush and clump vegetation. Side slope (geomorphology) A geomorphic component of hills consisting of a laterally planar area of a hillside. The overland waterflow is predominantly parallel. Side slopes are dominantly colluvium and slope-wash sediments. Silica A combination of silicon and oxygen. The mineral form is called quartz. Custom Soil Resource Report 111 Silica-sesquioxide ratio The ratio of the number of molecules of silica to the number of molecules of alumina and iron oxide. The more highly weathered soils or their clay fractions in warm-temperate, humid regions, and especially those in the tropics, generally have a low ratio. Silt As a soil separate, individual mineral particles that range in diameter from the upper limit of clay (0.002 millimeter) to the lower limit of very fine sand (0.05 millimeter). As a soil textural class, soil that is 80 percent or more silt and less than 12 percent clay. Siltstone An indurated silt having the texture and composition of shale but lacking its fine lamination or fissility; a massive mudstone in which silt predominates over clay. Similar soils Soils that share limits of diagnostic criteria, behave and perform in a similar manner, and have similar conservation needs or management requirements for the major land uses in the survey area. Sinkhole (map symbol) A closed, circular or elliptical depression, commonly funnel shaped, characterized by subsurface drainage and formed either by dissolution of the surface of underlying bedrock (e.g., limestone, gypsum, or salt) or by collapse of underlying caves within bedrock. Complexes of sinkholes in carbonate-rock terrain are the main components of karst topography. Site index A designation of the quality of a forest site based on the height of the dominant stand at an arbitrarily chosen age. For example, if the average height attained by dominant and codominant trees in a fully stocked stand at the age of 50 years is 75 feet, the site index is 75. Slickensides (pedogenic) Grooved, striated, and/or glossy (shiny) slip faces on structural peds, such as wedges; produced by shrink-swell processes, most commonly in soils that have a high content of expansive clays. Slide or slip (map symbol) A prominent landform scar or ridge caused by fairly recent mass movement or descent of earthy material resulting from failure of earth or rock under shear stress along one or several surfaces. Slope The inclination of the land surface from the horizontal. Percentage of slope is the vertical distance divided by horizontal distance, then multiplied by 100. Thus, a slope of 20 percent is a drop of 20 feet in 100 feet of horizontal distance. Custom Soil Resource Report 112 Slope alluvium Sediment gradually transported down the slopes of mountains or hills primarily by nonchannel alluvial processes (i.e., slope-wash processes) and characterized by particle sorting. Lateral particle sorting is evident on long slopes. In a profile sequence, sediments may be distinguished by differences in size and/or specific gravity of rock fragments and may be separated by stone lines. Burnished peds and sorting of rounded or subrounded pebbles or cobbles distinguish these materials from unsorted colluvial deposits. Slow refill The slow filling of ponds, resulting from restricted water transmission in the soil. Slow water movement Restricted downward movement of water through the soil. See Saturated hydraulic conductivity. Sodic (alkali) soil A soil having so high a degree of alkalinity (pH 8.5 or higher) or so high a percentage of exchangeable sodium (15 percent or more of the total exchangeable bases), or both, that plant growth is restricted. Sodic spot (map symbol) An area where the surface layer has a sodium adsorption ratio that is at least 10 more than that of the surface layer of the named soils in the surrounding map unit. The surface layer of the surrounding soils has a sodium adsorption ratio of 5 or less. Sodicity The degree to which a soil is affected by exchangeable sodium. Sodicity is expressed as a sodium adsorption ratio (SAR) of a saturation extract, or the ratio of Na+ to Ca++ + Mg++. The degrees of sodicity and their respective ratios are: Slight: Less than 13:1 Moderate: 13-30:1 Strong: More than 30:1 Sodium adsorption ratio (SAR) A measure of the amount of sodium (Na) relative to calcium (Ca) and magnesium (Mg) in the water extract from saturated soil paste. It is the ratio of the Na concentration divided by the square root of one-half of the Ca + Mg concentration. Soft bedrock Bedrock that can be excavated with trenching machines, backhoes, small rippers, and other equipment commonly used in construction. Custom Soil Resource Report 113 Soil A natural, three-dimensional body at the earth’s surface. It is capable of supporting plants and has properties resulting from the integrated effect of climate and living matter acting on earthy parent material, as conditioned by relief and by the passage of time. Soil separates Mineral particles less than 2 millimeters in equivalent diameter and ranging between specified size limits. The names and sizes, in millimeters, of separates recognized in the United States are as follows: Very coarse sand: 2.0 to 1.0 Coarse sand: 1.0 to 0.5 Medium sand: 0.5 to 0.25 Fine sand: 0.25 to 0.10 Very fine sand: 0.10 to 0.05 Silt: 0.05 to 0.002 Clay: Less than 0.002 Solum The upper part of a soil profile, above the C horizon, in which the processes of soil formation are active. The solum in soil consists of the A, E, and B horizons. Generally, the characteristics of the material in these horizons are unlike those of the material below the solum. The living roots and plant and animal activities are largely confined to the solum. Spoil area (map symbol) A pile of earthy materials, either smoothed or uneven, resulting from human activity. Stone line In a vertical cross section, a line formed by scattered fragments or a discrete layer of angular and subangular rock fragments (commonly a gravel- or cobble- sized lag concentration) that formerly was draped across a topographic surface and was later buried by additional sediments. A stone line generally caps material that was subject to weathering, soil formation, and erosion before burial. Many stone lines seem to be buried erosion pavements, originally formed by sheet and rill erosion across the land surface. Stones Rock fragments 10 to 24 inches (25 to 60 centimeters) in diameter if rounded or 15 to 24 inches (38 to 60 centimeters) in length if flat. Stony Refers to a soil containing stones in numbers that interfere with or prevent tillage. Custom Soil Resource Report 114 Stony spot (map symbol) A spot where 0.01 to 0.1 percent of the soil surface is covered by rock fragments that are more than 10 inches in diameter in areas where the surrounding soil has no surface stones. Strath terrace A type of stream terrace; formed as an erosional surface cut on bedrock and thinly mantled with stream deposits (alluvium). Stream terrace One of a series of platforms in a stream valley, flanking and more or less parallel to the stream channel, originally formed near the level of the stream; represents the remnants of an abandoned flood plain, stream bed, or valley floor produced during a former state of fluvial erosion or deposition. Stripcropping Growing crops in a systematic arrangement of strips or bands that provide vegetative barriers to wind erosion and water erosion. Structure, soil The arrangement of primary soil particles into compound particles or aggregates. The principal forms of soil structure are: Platy: Flat and laminated Prismatic: Vertically elongated and having flat tops Columnar: Vertically elongated and having rounded tops Angular blocky: Having faces that intersect at sharp angles (planes) Subangular blocky: Having subrounded and planar faces (no sharp angles) Granular: Small structural units with curved or very irregular faces Structureless soil horizons are defined as follows: Single grained: Entirely noncoherent (each grain by itself), as in loose sand Massive: Occurring as a coherent mass Stubble mulch Stubble or other crop residue left on the soil or partly worked into the soil. It protects the soil from wind erosion and water erosion after harvest, during preparation of a seedbed for the next crop, and during the early growing period of the new crop. Subsoil Technically, the B horizon; roughly, the part of the solum below plow depth. Subsoiling Tilling a soil below normal plow depth, ordinarily to shatter a hardpan or claypan. Custom Soil Resource Report 115 Substratum The part of the soil below the solum. Subsurface layer Any surface soil horizon (A, E, AB, or EB) below the surface layer. Summer fallow The tillage of uncropped land during the summer to control weeds and allow storage of moisture in the soil for the growth of a later crop. A practice common in semiarid regions, where annual precipitation is not enough to produce a crop every year. Summer fallow is frequently practiced before planting winter grain. Summit The topographically highest position of a hillslope. It has a nearly level (planar or only slightly convex) surface. Surface layer The soil ordinarily moved in tillage, or its equivalent in uncultivated soil, ranging in depth from 4 to 10 inches (10 to 25 centimeters). Frequently designated as the “plow layer,” or the “Ap horizon.” Surface soil The A, E, AB, and EB horizons, considered collectively. It includes all subdivisions of these horizons. Talus Rock fragments of any size or shape (commonly coarse and angular) derived from and lying at the base of a cliff or very steep rock slope. The accumulated mass of such loose broken rock formed chiefly by falling, rolling, or sliding. Taxadjuncts Soils that cannot be classified in a series recognized in the classification system. Such soils are named for a series they strongly resemble and are designated as taxadjuncts to that series because they differ in ways too small to be of consequence in interpreting their use and behavior. Soils are recognized as taxadjuncts only when one or more of their characteristics are slightly outside the range defined for the family of the series for which the soils are named. Terminal moraine An end moraine that marks the farthest advance of a glacier. It typically has the form of a massive arcuate or concentric ridge, or complex of ridges, and is underlain by till and other types of drift. Terrace (conservation) An embankment, or ridge, constructed across sloping soils on the contour or at a slight angle to the contour. The terrace intercepts surface runoff so that water soaks into the soil or flows slowly to a prepared outlet. A terrace in a field Custom Soil Resource Report 116 generally is built so that the field can be farmed. A terrace intended mainly for drainage has a deep channel that is maintained in permanent sod. Terrace (geomorphology) A steplike surface, bordering a valley floor or shoreline, that represents the former position of a flood plain, lake, or seashore. The term is usually applied both to the relatively flat summit surface (tread) that was cut or built by stream or wave action and to the steeper descending slope (scarp or riser) that has graded to a lower base level of erosion. Terracettes Small, irregular steplike forms on steep hillslopes, especially in pasture, formed by creep or erosion of surficial materials that may be induced or enhanced by trampling of livestock, such as sheep or cattle. Texture, soil The relative proportions of sand, silt, and clay particles in a mass of soil. The basic textural classes, in order of increasing proportion of fine particles, are sand, loamy sand, sandy loam, loam, silt loam, silt, sandy clay loam, clay loam, silty clay loam, sandy clay, silty clay, and clay. The sand, loamy sand, and sandy loam classes may be further divided by specifying “coarse,” “fine,” or “very fine.” Thin layer Otherwise suitable soil material that is too thin for the specified use. Till Dominantly unsorted and nonstratified drift, generally unconsolidated and deposited directly by a glacier without subsequent reworking by meltwater, and consisting of a heterogeneous mixture of clay, silt, sand, gravel, stones, and boulders; rock fragments of various lithologies are embedded within a finer matrix that can range from clay to sandy loam. Till plain An extensive area of level to gently undulating soils underlain predominantly by till and bounded at the distal end by subordinate recessional or end moraines. Tilth, soil The physical condition of the soil as related to tillage, seedbed preparation, seedling emergence, and root penetration. Toeslope The gently inclined surface at the base of a hillslope. Toeslopes in profile are commonly gentle and linear and are constructional surfaces forming the lower part of a hillslope continuum that grades to valley or closed-depression floors. Custom Soil Resource Report 117 Topsoil The upper part of the soil, which is the most favorable material for plant growth. It is ordinarily rich in organic matter and is used to topdress roadbanks, lawns, and land affected by mining. Trace elements Chemical elements, for example, zinc, cobalt, manganese, copper, and iron, in soils in extremely small amounts. They are essential to plant growth. Tread The flat to gently sloping, topmost, laterally extensive slope of terraces, flood- plain steps, or other stepped landforms; commonly a recurring part of a series of natural steplike landforms, such as successive stream terraces. Tuff A generic term for any consolidated or cemented deposit that is 50 percent or more volcanic ash. Upland An informal, general term for the higher ground of a region, in contrast with a low-lying adjacent area, such as a valley or plain, or for land at a higher elevation than the flood plain or low stream terrace; land above the footslope zone of the hillslope continuum. Valley fill The unconsolidated sediment deposited by any agent (water, wind, ice, or mass wasting) so as to fill or partly fill a valley. Variegation Refers to patterns of contrasting colors assumed to be inherited from the parent material rather than to be the result of poor drainage. Varve A sedimentary layer or a lamina or sequence of laminae deposited in a body of still water within a year. Specifically, a thin pair of graded glaciolacustrine layers seasonally deposited, usually by meltwater streams, in a glacial lake or other body of still water in front of a glacier. Very stony spot (map symbol) A spot where 0.1 to 3.0 percent of the soil surface is covered by rock fragments that are more than 10 inches in diameter in areas where the surface of the surrounding soil is covered by less than 0.01 percent stones. Water bars Smooth, shallow ditches or depressional areas that are excavated at an angle across a sloping road. They are used to reduce the downward velocity of water and divert it off and away from the road surface. Water bars can easily be driven over if constructed properly. Custom Soil Resource Report 118 Weathering All physical disintegration, chemical decomposition, and biologically induced changes in rocks or other deposits at or near the earth’s surface by atmospheric or biologic agents or by circulating surface waters but involving essentially no transport of the altered material. Well graded Refers to soil material consisting of coarse grained particles that are well distributed over a wide range in size or diameter. Such soil normally can be easily increased in density and bearing properties by compaction. Contrasts with poorly graded soil. Wet spot (map symbol) A somewhat poorly drained to very poorly drained area that is at least two drainage classes wetter than the named soils in the surrounding map unit. Wilting point (or permanent wilting point) The moisture content of soil, on an ovendry basis, at which a plant (specifically a sunflower) wilts so much that it does not recover when placed in a humid, dark chamber. Windthrow The uprooting and tipping over of trees by the wind. Custom Soil Resource Report 119 H:\03385\2020\Design\ECP\OMR ‐ Filing 4 ‐ Phase 3 Preliminary Construction Management Plan ‐ 20220114.doc OAK MEADOWS RANCH FILING 4 - PHASE 3 IMPROVEMENTS Garfield County, Colorado PRELIMINARY CONSTRUCTION MANAGEMENT PLAN Owner: Oak Meadows, Filing 4, Phase 3 LLC Gary Johnson, Manager 320 Big Pinion Drive Basalt, Colorado 81621 Phone: (970) 379‐3632 Prepared By: Gamba & Associates, Inc. 1001 Grand Avenue, Suite 003 Glenwood Springs, Colorado 81601 (970) 945‐2550 Michael J. Gamba, P.E. 28036 January 14, 2022 Oak Meadows Ranch – Filing 4 – Phase 2 Preliminary Construction Management Plan Oak Meadows Ranch – Filing 4 – Phase 3 – Preliminary Construction Management Plan Page 2 Reclamation and Revegetation Plan Table of Contents Page INTRODUCTION:....................................................................................................................................... 5 Project Location: ..................................................................................................................................................... 5 Project Description: ............................................................................................................................................... 5 Project Owner: ......................................................................................................................................................... 5 Project Contractor: ................................................................................................................................................. 5 PROJECT IMPLEMENTATION: .............................................................................................................. 5 Estimated Dates of Construction:..................................................................................................................... 5 Hours of Construction: ......................................................................................................................................... 5 Construction Phasing: ........................................................................................................................................... 5 Construction Plans: ................................................................................................................................................ 5 Construction Specifications: ............................................................................................................................... 6 PROJECT MANAGEMENT: ...................................................................................................................... 6 Areas of Disturbance ............................................................................................................................................. 6 Proposed BMPs (Best Management Practices) .......................................................................................... 6 Construction Parking ............................................................................................................................................ 6 Material and Equipment Storage ..................................................................................................................... 6 Construction Staging ............................................................................................................................................. 6 Emergency Vehicle Access: ................................................................................................................................. 6 TRAFFIC CONTROL .................................................................................................................................. 6 Construction Access ............................................................................................................................................... 6 Weight and Dimensions of Construction Vehicles .................................................................................... 6 Delivery of Construction Equipment and Materials ................................................................................. 7 SEDIMENT AND EROSION CONTROL ................................................................................................. 7 Best Management Practices (BMPs) ............................................................................................................... 7 Fugitive Dust Control ............................................................................................................................................ 7 VEHCILE EMISSIONS ............................................................................................................................... 7 General ........................................................................................................................................................................ 7 NOISE SUPPRESSION ............................................................................................................................... 7 General ........................................................................................................................................................................ 7 Noise Controls .......................................................................................................................................................... 8 RECLAMATION: ......................................................................................................................................... 8 General ........................................................................................................................................................................ 8 APPENDIX A ............................................................................................................................................... 9 BEST MANAGEMENT PRACTICE (BMP) ............................................................................................ 9 CONSTRUCTION SPECIFICATIONS ..................................................................................................... 9 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT ............................................................... 10 LAND GRADING FOR MINIMIZING EROSION ........................................................................................... 12 MINIMIZE DISTURBANCE AND BUFFER STRIPS ................................................................................... 14 MULCHING .............................................................................................................................................................. 15 PERMANENT SEEDING...................................................................................................................................... 19 SURFACE ROUGHENING ................................................................................................................................... 21 TEMPORARY SEEDING ...................................................................................................................................... 26 TOPSOILING ........................................................................................................................................................... 28 ENERGY DISSIPATOR ......................................................................................................................................... 30 Oak Meadows Ranch – Filing 4 – Phase 2 Preliminary Construction Management Plan Oak Meadows Ranch – Filing 4 – Phase 3 – Preliminary Construction Management Plan Page 3 WATERBARS AND ROLLING DIPS ................................................................................................................ 32 TEMPORARY SEDIMENT BASIN .................................................................................................................... 34 SILT FENCE ............................................................................................................................................................. 37 STRAW BALE SEDIMENT BARRIERS (SEMI-PERVIOUS) .................................................................... 39 STRAW BALE DIKE ............................................................................................................................................. 41 COIR LOGS / STRAW ROLLS (WATTLES) .................................................................................................. 43 CHECK DAMS ......................................................................................................................................................... 45 EROSION CONTROL BLANKETS AND MATS ............................................................................................ 50 TEMPORARY DIVERSION DIKE ..................................................................................................................... 55 APPENDIX B ............................................................................................................................................ 57 CONSTRUCTION SPECIFICATIONS .................................................................................................. 57 SPECIAL CONDITIONS ......................................................................................................................... 61 1. GENERAL ....................................................................................................................................................... 61 2. SCOPE OF WORK ........................................................................................................................................ 61 3. SCHEDULE OF WORK ............................................................................................................................... 61 4. CONSTRUCTION DRAWINGS ................................................................................................................ 61 5. CONSTRUCTION ACCESS ........................................................................................................................ 61 6. DELIVERY OF CONSTRUCTION MATERIALS AND EQUIPMENT ............................................ 61 7. EMERGENCY VEHICLE ACCESS ............................................................................................................ 61 8. MATERIAL TESTING ................................................................................................................................. 61 9. CONSTRUCTION STAKING ..................................................................................................................... 62 10. MAINTENANCE OF UTILITIES .............................................................................................................. 62 11. EROSION CONTROL AND BEST MANAGEMENT PRACTICES .................................................. 62 12. CLEARING AND GRUBBING ................................................................................................................... 63 13. EARTHWORK EXCAVATION AND RECOMPACTION OF ONSITE MATERIAL .................... 63 14. POTABLE WATER MAINS ....................................................................................................................... 63 15. JOINT RESTRAINT ..................................................................................................................................... 64 16. FIRE HYDRANT ASSEMBLIES ............................................................................................................... 64 17. MAIN LINE ISOLATION VALVES AND BOXES. ............................................................................... 64 18. CONNECTION TO EXISTING WATER LINES ................................................................................... 65 19. WATER SERVICE LINES .......................................................................................................................... 65 20. SERVICE SADDLES, CORPORATION STOPS, CURB STOPS AND RISER BOXES ................. 65 21. SANITARY SEWER MAIN LINE CONSTRUCTION .......................................................................... 65 22. SANITARY SEWER MANHOLE CONSTRUCTION ........................................................................... 65 23. SANITARY SEWER SERVICE LINE CONSTRUCTION ................................................................... 66 24. EXCAVATE SHALLOW UTILITY TRENCHES FOR ELECTRIC, PHONE, CABLE T.V. AND GAS. .................................................................................................................................................................. 66 25. SUBGRADE PREPARATION .................................................................................................................... 66 26. AGGREGATE BASE COURSE PLACEMENT ....................................................................................... 66 27. PROOF ROLLING, STABILITY ................................................................................................................ 66 28. HOT BITUMINOUS PAVEMENT ............................................................................................................ 67 29. TRAFFIC SIGNS ........................................................................................................................................... 67 30. TRAFFIC CONTROL ................................................................................................................................... 67 31. REVEGETATION OF DISTURBED AREAS ......................................................................................... 67 TRAFFIC REGULATION ........................................................................................................................ 68 CLEARING AND GRUBBING ................................................................................................................ 69 EXCAVATION .......................................................................................................................................... 70 EARTH FILL ............................................................................................................................................. 73 ROAD AGGREGATE ............................................................................................................................... 77 HOT BITUMINOUS PAVEMENT ......................................................................................................... 79 Oak Meadows Ranch – Filing 4 – Phase 2 Preliminary Construction Management Plan Oak Meadows Ranch – Filing 4 – Phase 3 – Preliminary Construction Management Plan Page 4 PORTLAND CEMENT CONCRETE ..................................................................................................... 91 STORM DRAINAGE ................................................................................................................................ 96 DRAINAGE CULVERTS ....................................................................................................................... 103 SEWER PIPELINE CONSTRUCTION ............................................................................................... 106 SEWER TESTING BY AIR PRESSURE ............................................................................................. 113 VACUUM TESTING OF MANHOLES ................................................................................................ 116 WATER PIPELINE CONSTRUCTION ............................................................................................... 117 HYDROSTATIC TESTING OF WATER PIPELINES ...................................................................... 124 FLUSHING AND DISINFECTION OF WATER LINES ................................................................... 127 SERVICE CONNECTIONS, SERVICE LINES, METERS AND APPURTENANCES ................... 128 SHALLOW UTILITIES ......................................................................................................................... 131 PAVEMENT MARKING ....................................................................................................................... 134 SEEDING AND MULCHING ................................................................................................................ 136 RESTORATION OF GROUNDS .......................................................................................................... 142 TESTING AND INSPECTION .............................................................................................................. 143 RECORD DRAWINGS .......................................................................................................................... 145 AIR POLLUTION CONTROL .............................................................................................................. 146 APPENDIX B1 ....................................................................................................................................... 147 AWWA Standard for Disinfecting Water Mains ....................................................................... 147 APPENDIX B2 ....................................................................................................................................... 148 Geotechnical Report from HP Geotech ....................................................................................... 148 Oak Meadows Ranch – Filing 4 – Phase 2 Preliminary Construction Management Plan Oak Meadows Ranch – Filing 4 – Phase 3 – Preliminary Construction Management Plan Page 5 INTRODUCTION: Project Location: The project is located on a 44.66 acre parcel which is within the Four Mile corridor approximately 6.0 miles from the intersection of 27th Street and Highway 82 in Glenwood Springs. More specifically the property is located west of Oak Way North (Garfield County Road 168A) and north of Overland View Drive within the Oak Meadows Ranch PUD in unincorporated Garfield, Colorado. Project Description: The project is a residential development and the work generally consists of the construction of the primary road and utility infrastructure necessary to serve the future residential development, which includes the following: site preparation; sanitary sewer system; domestic water supply system; storm drainage system; road; and shallow utilities. Project Owner: Oak Meadows, Filing 4, Phase 3 LLC Gary Johnson, Manager 320 Big Pinion Drive Basalt, Colorado 81621 gary@gmjcon.com Phone: (970) 379-3632 Project Contractor: To Be Determined PROJECT IMPLEMENTATION: Estimated Dates of Construction: Start Construction: Spring/Summer, 2022 End Construction: Fall 2022 / Spring 2023 Hours of Construction: Construction hours shall be limited to 7 AM to 6 PM Monday through Saturday. No construction is permitted on Sundays, and federally designated holidays. Construction Phasing: Although this development is the final phase of a larger multi-phase project, this proposed development is a single phase project. Construction Plans: The preliminary construction plans for the civil infrastructure elements of this project are as follows: Oak Meadows Ranch PUD – Preliminary Plan, Filing No. 4, Phase 3 Dated: June 28, 2021 Prepared by: Gamba & Associates, Inc. Oak Meadows Ranch – Filing 4 – Phase 2 Preliminary Construction Management Plan Oak Meadows Ranch – Filing 4 – Phase 3 – Preliminary Construction Management Plan Page 6 Final Construction Plans will be prepared and provided at the time of the application for Final Plat approval with Garfield County. Construction Specifications: The construction specifications for the civil infrastructure elements of this project will be prepared and provided at the time of the application for Final Plat approval with Garfield County. Reclamation and revegetation specification are attached hereto under Appendix B. PROJECT MANAGEMENT: An EROSION CONTROL PLAN (ECP) is included in the construction plans and identifies the following: Areas of Disturbance Depicted on the Erosion Control Plan. Proposed BMPs (Best Management Practices) Depicted on the Erosion Control Plan. Construction Parking Depicted on the Erosion Control Plan. Material and Equipment Storage Depicted on the Erosion Control Plan. Construction Staging Depicted on the Erosion Control Plan. Emergency Vehicle Access: The project can be accessed via two separate points of ingress and egress which are depicted on the ECP. At least one point of access shall be maintained in an unobstructed condition at all times. TRAFFIC CONTROL Construction Access All construction traffic shall access the project from Four Mile Road via Oak Way North. Access directly to the site will be through either of the proposed connections of the development road (Silver King Loop) to existing roads (Oak Way North or Overland View Drive). Weight and Dimensions of Construction Vehicles All construction related vehicles accessing the site shall be limited to the maximum weight and dimensions of vehicles allowed on Four Mile Road in accordance with all applicable Garfield County standards and regulations. Oak Meadows Ranch – Filing 4 – Phase 2 Preliminary Construction Management Plan Oak Meadows Ranch – Filing 4 – Phase 3 – Preliminary Construction Management Plan Page 7 Delivery of Construction Equipment and Materials All construction deliveries shall be limited to the hours of construction without exception. SEDIMENT AND EROSION CONTROL Best Management Practices (BMPs) The location and type of BMPs for sediment and erosion control for the project are depicted on the Erosion Control Plan. Also, attached hereto as Appendix A are the BMP specifications. Fugitive Dust Control In addition to the BMPs identified on the CMP, the project will utilize the following fugitive dust control measures: Vehicle speeds on site shall be limited to 15 MPH Contractor shall comply with the AIR POLLUTION CONTROL Construction Specifications included in the project specifications. This work shall include the application of a dust palliative on earthwork areas and haul roads to prevent the generation of dust on the site or other work areas. The contractor shall maintain appropriate street sweeping equipment on site which shall be used as necessary if mud, sediment or other debris has been tracked onto any adjacent public road. VEHCILE EMISSIONS General All vehicles and equipment used on site shall be properly maintained such that the engines will function within the manufacturer’s standards or parameters, and shall comply with all applicable emissions standards. NOISE SUPPRESSION General The noise limit for all construction activities is 80 decibels as measured at the property line of the project. Construction equipment shall be adequately muffled and maintained to minimize project noise. The installation of plywood and matting around the project site is the minimum technique to suppress noise, particularly when jack hammering of concrete occurs. Any activity that generates noise in excess of 80 decibels will require a noise suppression plan and shall be restricted to operating between the hours of 9AM and 5PM Monday through Friday. Oak Meadows Ranch – Filing 4 – Phase 2 Preliminary Construction Management Plan Oak Meadows Ranch – Filing 4 – Phase 3 – Preliminary Construction Management Plan Page 8 Noise Controls The following noise controls shall be employed during construction: Pile Driver – Enclosure and Muffler Stone Saw Cutting - Noise Control Pad with Water Handheld Impact Drills - Reduction Of Reflected Sound Circular Saw Blades - 15° Tooth Angle, New Tooth Configuration, Slotted Saw Blades, Viscoelastic Damping Pneumatic Tools - Muffler Pavement Breaker / Rock Drill - Muffler and Enclosure of Cylinder Case and Front Head. Portable Air Compressor - Muffler And Enclosure Vibratory Roller - Flexible Mounting For Pump Compartment Joint Cutter - Anti-Vibration Mounting Fixtures RECLAMATION: General All disturbed areas within the Oak Meadows Ranch – Filing 4 – Phase 3 project shall be reclaimed at a minimum in accordance with the Erosion Control Plan, the Construction Specifications REVEGETATION OF DISTURBED AREAS, and the BMP specifications included in Appendix A of this report. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 9 APPENDIX A BEST MANAGEMENT PRACTICE (BMP) CONSTRUCTION SPECIFICATIONS Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 10 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT Construction Specifications: The aggregate size for construction of the pad shall be 2-3 inch (51-76 mm) stone. Place the gravel to the specific grade and dimensions shown on the plans, and smooth it. The thickness of the pad shall not be less than 6 inches (0.2 m). Use geotextile fabrics, if necessary, to improve stability of the foundation in locations subject to seepage or high water table. The width of the pad shall not be less than the full width of all points of ingress or egress and in any case shall not be less than 12 feet (3.6 m) wide. The length of the pad shall be as required, but not less than 50 feet (15.2 m). Locate construction entrances and exits to limit sediment leaving the site and to provide for maximum utility by all construction vehicles. Avoid entrances which have steep grades and entrances at curves in public roads. The entrance shall be maintained in a condition that will prevent tracking or flowing of sediment onto public rights-of-way. This may require periodic top dressing with additional stone as conditions demand, and repair and/or maintenance of any measures used to trap sediment. All sediment spilled, dropped, washed or tracked onto public rights-of-way shall be removed immediately. Provide drainage to carry water to a sediment trap or other suitable outlet. When necessary, wheels shall be cleaned to remove sediment prior to entrance onto public rights-of-way. When washing is required, it shall be done on an area stabilized with crushed stone that drains into an approved sediment trap or sediment basin. All sediment shall be prevented from entering any storm drain, ditch or watercourse through use of sand bags, gravel, straw bales, or other approved methods. Inspection and Maintenance: Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. Replace gravel material when surface voids are visible. After each rainfall, inspect any structure used to trap sediment and clean it out as necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways. Remove all sediment deposited on paved roadways within 24 hours. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 11 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 12 LAND GRADING FOR MINIMIZING EROSION Construction Specifications: Only disturb, clear, or grade areas necessary for construction. Flag or otherwise delineate areas not to be disturbed. Exclude vehicles and construction equipment from these areas to preserve natural vegetation. All graded or disturbed areas including slopes shall be protected during clearing and construction in accordance with the approved erosion and sediment control plan until they are permanently stabilized. All sediment control measures shall be constructed and maintained in accordance with the approved erosion and sediment control plan and according to the standards and specifications for the appropriate erosion control practices. If topsoil is required for the establishment of vegetation, it shall be stockpiled in the amount necessary to complete finished grading and protected from erosion during the interim. Areas to be filled shall be cleared, grubbed to remove trees, vegetation, roots and other objectionable material, and stripped of topsoil. Areas to receive topsoil shall be scarified to a minimum depth of 3 inches (76 mm) prior to placement of topsoil. All fills shall be compacted as required by building standards to reduce erosion, slippage, settlement, subsidence and other related problems. Fill intended to support buildings, structures, conduits, etc., shall be compacted in accordance with local requirements or codes. The outer face of the fill slope should be allowed to stay loose, not rolled, compacted, or bladed smooth. A bulldozer may run up and down the fill slope so the dozer treads (cleat tracks) create grooves perpendicular to the slope. If the soil is not too moist, excessive compaction will not occur. All fill shall be placed and compacted in layers not to exceed 8 inches (0.2 m) per lift. Use slope breaks, such as diversions, benches, or contour furrows as appropriate, to reduce the length of cut-and-fill slopes to limit sheet and rill erosion and prevent gully erosion. The finished cut-and-fill slopes, which are to be vegetated with grass and legumes, should not be steeper than 2:1. Slopes to be maintained by tractor or other equipment should not be steeper than 3:1. Slopes in excess of 2:1 may require hydroseeding, hydromulching, tactifying, and/or "punching-in" straw, bioengineering techniques, or retaining walls. Roughen the surface of all slopes during the construction operation to retain water, increase infiltration, and facilitate vegetation establishment. Seeps or springs encountered during construction shall be handled in accordance with approved methods. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 13 Stabilize all graded areas with vegetation, crushed stone, riprap, or other ground cover as soon as grading is completed or if work is interrupted for 21 working days or more. Use mulch to stabilize areas temporarily where final grading must be delayed. Stockpiles, borrow areas and spoil areas shall be shown on the plans and shall be stabilized to prevent erosion and sedimentation. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 14 MINIMIZE DISTURBANCE AND BUFFER STRIPS Construction Specifications: Designate areas of no disturbance. Clearly show on the plans, and flag in the field areas of no disturbance and construction vehicle exclusion. Designate trees and shrubs that are to be preserved. Designate watercourse buffer-filter strips on the site design plan. Maintain and preserve riparian and naturally vegetated buffer strips along watercourses. The width of a buffer strip between a road and the stream is recommended to be 50 feet plus four times the slope of the land in percent, measured between the road and the top of stream bank. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 15 MULCHING Construction Specifications: Erosion Control Blankets Erosion control blankets are typically made from straw, coconut fiber, excelsior or synthetic material that is enveloped in plastic or biodegradable netting. Erosion control blankets are suited for post-construction site stabilization, but may be used for temporary stabilization of highly erosive soils. Erosion control blankets are suitable for steep slopes, stream banks and where vegetation will be slow to establish. Blankets and mats may be used in channels where water velocities 3 ft./sec. (3 km/hr.) and 6 ft./sec. (7 km/hr.) is likely to wash out new vegetation. Erosion control blankets made of excelsior, coconut, or straw must be stapled to the surface especially in waterways and on steep slopes. See Erosion Control Blankets and Mats BMP. Straw Straw is an excellent mulch material. Because of its length and bulk, it is highly effective in reducing the impact of raindrops and in moderating the microclimate of the soil surface. Straw mulch can be applied by hand on small sites and blown on by machine on large sites. Straw blowers have a range of about 50 feet (15 m). Some commercial models advertise a range up to 85 feet (25.9 m) and a capacity of 15 tons/hr (14,000 kg/hr). Mulch should not be applied more than 2 inches (5 cm) deep on seeded sites, unless it is incorporated into the soil by tracking, disking, or other ‘punching in’ techniques. If the straw is applied at rates higher than 3 tons/acre (7 tons/ha), the mulch may be too dense for the sunlight and seedlings to penetrate. Prior to mulching, install any needed erosion and sediment control practices such as diversions, grade stabilization structures, berms, dikes, grass-lined channels and sediment basins. See Temporary Diversion Dike, Grass-Lined Channels, Continuous Berm, and Sediment Basin BMPs. Obtain clean wheat, barley, oat, or rice straw in order to prevent the spread of noxious weeds. Avoid moldy, compacted straw because it tends to clump and is not distributed evenly. The straw shall be evenly distributed by hand or machine to the desired depth of 2-4 inches (50-100 mm) and should cover the exposed area to a uniform depth. Approximately one bale (approximately 80 lbs. (35 kg)) of straw covers 1000 ft2 (93 m2) adequately. The soil surface should be barely visible through the straw mulch. On steep or high wind sites, straw must be anchored to keep it from blowing away. For seeded sites apply: 1.5-2 tons/acre (3300-4500 kg/ha), 1-2 inches (25-50 mm) deep, covering 80% of the soil surface. For unseeded sites: 2-3 tons/acre(4500-6700 kg/ha), 2-4 inches (50-100 mm) deep, covering 90% of the soil surface. Anchoring Mulch must be anchored immediately to minimize loss by wind or water. Straw mulch is commonly anchored by: Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 16 crimping, tracking, disking, or punching into the soil; or covering with a netting; or spraying with asphaltic or organic tackifier; or tacking with cellulose fiber mulch at a rate of 750 lbs/ac (840 kg/ha). Crimping: On small sites, where straw has been distributed by hand, it can be anchored by hand punching it into the soil every 1-2 feet (0.3-0.6 m) with a dull, round-nosed shovel. A sharp shovel will merely cut the straw and not anchor it. A mulch anchoring tool is a tractor drawn implement designed to punch and anchor mulch into the top 2-8 inches (50-200 mm) of soil. This practice affords maximum erosion control but is limited to flatter slopes where equipment can operate safely. Tracking is the process of cutting straw into the soil using a bulldozer or other equipment that runs on cleated tracks. Tracking is used primarily on slopes 3:1 or shallower; where this type of equipment can safely operate. This is an effective way to crimp straw on fill slopes. Tracking equipment must operate up and down the slope so the cleat tracks are perpendicular to flow. Nettings: Nettings of biodegradable paper, plastic or cotton netting can be used to cover straw mulch. Netting should be specified judiciously since birds, snakes and other wildlife can get trapped in the nettings. Tacifiers: Polymer tackifiers are generally applied at rates of 40-60 lbs/ac (44-67 kg/ha), however manufacturers recommendations may vary. Organic tackifiers are generally applied at rates of 80-120 lbs/acre (89.7-134.5 kg/ha), however manufacturer’s recommendations vary. Applications of liquid mulch binders shall be heavier at edges, in valleys, and at crests of banks and other areas where the mulch may be moved by wind or water. All other areas shall have a uniform application of the tackifier. Wood chips or Bark Apply at a rate of approximately 6 tons/acre (1300 kg/ha) or 275 lbs/1,000 ft.2 (125 kg/93 m2). The mulch should be evenly distributed across the soil surface to a depth of 2-3 inches (50-75 mm). If decomposition, soil building and re-vegetation is desirable, increase the application rate of nitrogen fertilizer by 20 lbs. of N/acre (22 kg/ha), to compensate for the temporary diversion (loss) of available N to the soil microbes Hydraulic Mulches from Recycled Paper This mulch is made from recycled newsprint, magazine, or other waste paper sources. This type of mulch is to be mixed in a hydraulic application machine (hydroseeder) and applied as a liquid slurry which contains the recommended rates of seed and fertilizer for the site. It can be specified with or without a tackifier. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 17 Apply at rate of 1500-2000 lbs/ac (1700-2200 kg/ha), mixed with seed and fertilizer, at recommended rates, in order to achieve uniform, effective coverage. Paper mulch used to tack and bind straw mulch can be specified at a lower rate, 750 lbs/ac (850 kg/ha). Hydraulic Mulches from Wood Fiber This type of mulch is manufactured from wood waste. This type of mulch is also to be mixed in a hydraulic application machine (hydroseeder) and applied as a liquid slurry which contains the recommended rates of seed and fertilizer for the site. A wood fiber mulch can be manufactured containing a tackifier in each bag or specified without a tackifier. Hydraulic Mulches from Wood and Paper Fiber These combination mulches are generally comprised of 70% wood fiber and 30% paper fiber, manufactured from lumber mill waste, virgin wood chips, recycled newsprint, office paper and other waste paper. The mulch is mixed in a hydraulic applicating machine (hydroseeder) and applied as a slurry in combination with the recommended seed and fertilizer. The mulch can be specified with or without a tackifier. Recommendations: Wood, paper or combination fiber mulches are typically applied with a hydraulic applicator (hydroseeder) at a minimum rate of 1500 lbs/ac (1681 kg/ha). A typical construction specification and application for mulch is as follows: Moisture content (total weight basis) not to exceed 12% +/- 3%. Organic matter content (oven dry weight basis) is 98% minimum. Inorganic matter (ash) content (oven dried basis) 2% maximum. pH at 3% consistently in water should be 4.9. Fiber shall be dyed to aid visual metering during application. The dye shall be biodegradable and shall not inhibit plant growth. Water holding capacity (oven dried basis) minimum 1.0 gal/lb of fiber (850g H20/100g fiber). The mulch shall be mixed with seed and fertilizer as specified and applied at a rate recommended by the manufacturer in order to achieve uniform, effective coverage and provide adequate distribution of seed. For enhanced performance, apply seed and mulch in a two or three-stage process. Two Step Method: 1. Apply seed, at recommended rate, and half the recommended mulch, 750 lbs/ac (840 kg/ha), as a slurry. This first step assures maximum seed to soil contact. 2. Apply the remaining recommended mulch 750 lbs/ac (840 kg/ha), with recommended tackifier and fertilizer. Polymer tackifiers are applied at rates of 40-60 lbs/ac (44-67 kg/ha) and organic tackifiers at a rate of 80-120 lbs/ac (89-135 kg/ha). See Hydraulic Planting BMP. Three-Step Straw Mulch Method, for steep and critical erosion sites: 1. Apply seed hydraulically in a slurry with 500 lbs/ac (600 kg/ha) hydraulic mulch. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 18 2. Followed by the application of straw mulch at a rate of 1 T/ac (2250 kg/ha). 3. Fertilizer, tackifier and the remaining hydraulic mulch, 500-750 lbs/ac (600-850 kg/ha) minimum, is then applied. Inspection and Maintenance: If properly applied and anchored, little additional maintenance is required during the first few months. After high winds, or significant rainstorms, mulched areas should be checked for adequate cover and re-mulched if necessary. Mulch needs to last until vegetation develops to provide permanent erosion resistant cover. Straw mulch can last from 6 months to 3 years. Erosion control blankets are effective for up to two years. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 19 PERMANENT SEEDING Construction Specifications: Timing: Apply permanent seeding on areas left dormant for 1 year or more. Apply permanent seeding when no further disturbances are planned. To determine optimum seeding schedule, consult a local agronomist or erosion control specialist. Apply permanent seeding before seasonal rains or freezing weather is anticipated. Use dormant seeding for late fall or winter seeding schedules. Seed Mixes: Use seeds appropriate to the season and site conditions. Consult local agronomist or erosion control specialists for seed mix. Use a seed blend to include annuals, perennials and legumes. Use seed rates based on pure live seed (PLS) of 80%. When PLS is below 80% adjust rates accordingly. Site Preparation: Bring the planting area to final grade and install the necessary erosion control practices. Divert concentrated flows away from the seeded area. Conduct soil test to determine pH and nutrient content. Roughen the soil by harrowing, tracking, grooving or furrowing. Apply amendments as needed to adjust pH to 6.0-7.5. Incorporate these amendments into the soil. Prepare a 3-5 inch (76-127 mm) deep seedbed, with the top 3-4 inches (76-102 mm) consisting of topsoil. The seedbed should be firm but not compact. The top three inches of soil should be loose, moist and free of large clods and stones. The topsoil surface should be in reasonably close conformity to the lines, grades and cross sections shown on the grading plans. Planting: Seed to soil contact is the key to good germination. Seed should be applied immediately after seedbed preparation while the soil is loose and moist. If the seedbed has been idle long enough for the soil to become compact, the topsoil should be harrowed with a disk, spring tooth drag, spike tooth drag, or other equipment designed to conditions the soil for seeding. Harrowing, tracking or furrowing should be done horizontally across the face of the slope. Seed to soil contact is the key to good germination. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 20 Always apply seed before applying mulch. Apply seed at the rates specified using calibrated seed spreaders, cyclone seeders, mechanical drills, or hydroseeder so the seed is applied uniformly on the site Broadcast seed should be incorporated into the soil by raking or chain dragging, and then lightly compacted to provide good seed-soil contact. Apply fertilizer as specified. Apply mulch or erosion control blanket, as specified, over the seeded areas. Inspection and Maintenance: Newly seeded areas need to be inspected frequently to ensure the grass is growing. If the seeded area is damaged due to runoff, additional stormwater measures may be needed. Spot seeding can be done on small areas to fill in bare spots where grass did not grow properly. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 21 SURFACE ROUGHENING Construction Specifications: Cut Slope Roughening: Stair-step grade or groove the cut slopes that are steeper than 3:1. Use stair-step grading on any erodible material soft enough to be ripped with a bulldozer. Slopes consisting of soft rock with some subsoil are particularly suited to stair- step grading. Make the vertical cut distance less than the horizontal distance, and slightly slope the horizontal position of the "step" in toward the vertical wall. Do not make individual vertical cuts more than 2 feet (0.6 m) high in soft materials or more than 3 feet (0.9 m) high in rocky materials. Groove the slope using machinery to create a series of ridges and depressions that run across the slope, on the contour. Fill Slope Roughening: Place fill slopes with a gradient steeper than 3:1 in lifts not to exceed 8 inches (0.2 m), and make sure each lift is properly compacted. Ensure that the face of the slope consists of loose, uncompacted fill 4-6 inches (0.1-0.2 m) deep. Use grooving or tracking to roughen the face of the slopes, if necessary. Apply seed, fertilizer and straw mulch then track or punch in the mulch with the bulldozer. Do not blade or scrape the final slope face. Cuts, Fills, and Graded Areas: Make mowed slopes no steeper than 3:1. Roughen these areas to shallow grooves by normal tilling, disking, harrowing, or use a cultipacker-seeder. Make the final pass of any such tillage on the contour. Make grooves formed by such implements close together (less than 10 inches (0.3 m)), and not less than 1 inch (25.4 mm) deep. Excessive roughness is undesirable where mowing is planned. Roughening With Tracked Machinery: Limit roughening with tracked machinery to soils with a sandy textural component to avoid undue compaction of the soil surface. Operate tracked machinery up and down the slope to leave horizontal depressions in the soil. Do not back-blade during the final grading operation. Immediately seed and mulch roughened areas to obtain optimum seed germination and growth. Inspection and Maintenance: Periodically check the seeded slopes for rills and washes. Fill these areas slightly above the original grade, then reseed and mulch as soon as possible. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 22 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 23 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 24 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 25 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 26 TEMPORARY SEEDING Construction Specifications: Timing: The proper time to seed is dependent upon the climate of the area. Seed Mixes: Select plants appropriate to the season and site conditions. Legumes should be inoculated with the proper rhizobium bacteria before planting. Pellet inoculated seed can be purchased or inoculation can be done in the field. Use only fresh, age dated inoculate specifically labeled for use with the legume you are using. Site Preparation: Grade as needed and feasible to permit the use of equipment for seedbed preparation. Install needed erosion control practices, such as sediment basins, diversion dikes and channels, prior to seeding. Divert concentrated flows away from seeded areas. Soil tests should be done to determine the nutrient and pH content of soil. Depending on the results of soil tests, soil management may be necessary to adjust the pH to between 6.5 and 7.0 (for most conditions). All lime, fertilizer and other soil amendments should be addressed following sound soil management practices. Surface roughening: If the area has been recently loosened or disturbed, no further roughening is required. When the area is compacted, crusted or hardened the soil shall be loosened with discing, raking or harrowing. Tracking with bulldozer cleats is very effective on sandy soils. Hydroseeding and hydraulic planting generally require less seedbed prep. Generally, slopes steeper than 2:1 that cannot have good seedbed preparations with equipment, and will sometimes require hydraulic planting techniques. Seed to soil contact is the key to good germination. Prepare a 3-5 inch (76-127 mm) deep seedbed, with the top 3-4 inches (76-102 mm) consisting of topsoil. Note that the earth bed upon which the topsoil is to be placed should be at the required grade. The seedbed should be firm but not compact. The top 3 inches (76 mm) of soil should be loose , moist and free of large clods and stones. For most applications, all stones larger than 2 inches (51 mm) in diameter, roots, litter and any foreign matter should be raked and removed. The topsoil surface should be in reasonably close conformity to the lines, grades and cross sections shown on the grading plans. Planting: Seed should be applied as soon after seedbed preparation as possible, when the soil is loose and moist. Always apply seed before mulch. Apply seed using calibrated spreaders, cyclone seeders, mechanical drills, or hydroseeders so the seed is applied uniformly on the site. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 27 Apply fertilizer if required. Seed and fertilizer should be incorporated into the soil by raking or chain dragging, or otherwise floated, then lightly compacted to provide good seed- soil contact. Straw mulch, erosion control blankets or mulch and tackifiers/soil binders should be applied over the seeded areas. Inspection and Maintenance: Newly seeded areas need to be inspected frequently to ensure the grass is growing. Areas which fail to establish cover adequate to prevent sheet and rill erosion will be reseeded as soon as such areas are identified. Spot seeding can be done on small areas to fill in bare spots where grass did not grow properly. If the seeded area is damaged due to concentrated runoff, additional practices may be needed. Temporary vegetated areas will be maintained until permanent vegetation or other erosion control practices can be established Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 28 TOPSOILING Construction Specifications: Determine whether the quality and quantity of available topsoil justifies selective handling. Soils of the textural class of loam, sandy loam, and silt loam are best; sandy clay loam, silty clay loam, clay loam, and loamy sand are fair. Do not use heavy clay and organic soils such as peat or muck as topsoil. Strip topsoil only from those areas that will be disturbed by excavation, filling, road building, or compacting by equipment. A 4-6 inch (0.1-0.2 m) stripping depth is common, but depth varies depending on the site. Determine depth of stripping by taking soil cores at several locations within each area to be stripped. Topsoil depth generally varies along a gradient from hilltop to toe of the slope. Put sediment basins, diversions, and other controls into place before stripping. Select stockpile location to avoid slopes, natural drainage ways, and traffic routes. On large sites, re-spreading is easier and more economical when topsoil is stockpiled in small piles located near areas where they will be used. Use silt fences or other barriers where necessary to retain sediment. Protect topsoil stockpiles by temporarily seeding and/or mulching as soon as possible to assure the stored material is not exposed and allowed to erode. If stockpiles will not be used within 12 months they must be stabilized with permanent vegetation to control erosion and weed growth. Before spreading topsoil, establish erosion and sedimentation control practices such as diversions, berms, dikes, waterways, and sediment basins. Where the pH of the existing subsoil is 6.0 or less, or the soil is composed of heavy clays, incorporate agricultural limestone in amounts recommended by soil tests or specified for the seeding mixture to be used. Incorporate lime to a depth of at least 2 inches (51 mm) by disking. Immediately prior to spreading the topsoil, loosen the subgrade by disking or scarifying to a depth of at least 3 inches (76 mm), to ensure bonding of the topsoil and subsoil. If no amendments have been incorporated, loosen the soil to a depth of at least 6 inches (0.15 m) before spreading topsoil. Uniformly distribute topsoil to a minimum compacted depth of 2 inches (51 mm) on 3:1 slopes and 4 inches (0.1 m) on flatter slopes. Do not spread topsoil while it is frozen or muddy or when the subgrade is wet or frozen. Correct any irregularities in the surface that result from topsoiling or other operations to prevent the formation of depressions or water pockets. Compact the topsoil enough to ensure good contact with the underlying soil, but avoid excessive compacting, as it increases runoff and inhibits seed germination. Light packing with a roller is recommended where high maintenance turf is to be established. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 29 On slopes and areas that will not be mowed, the surface may be left rough after spreading topsoil. A disk may be used to promote bonding at the interface between the topsoil and subsoil. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 30 ENERGY DISSIPATOR Construction Specifications: Ensure that the subgrade for the filter and riprap follows the required lines and grades shown in the plan. Compact any fill required in the subgrade to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing the riprap thickness. The riprap and gravel filter must conform to the specified grading limits shown on the plans. Filter cloth, when used, must meet design requirements and be properly protected from punching or tearing during installation. Repair any damaged fabric by removing the riprap and placing another piece of filter cloth over the damaged area. All connecting joints should overlap a minimum of 1 foot (0.3 m). If the damage is extensive, replace the entire filter cloth. Riprap may be placed by equipment, but take care to avoid damaging the filter. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather-resistant and well graded. Construct the apron on zero grade with no overfall at the end. Make the top of the riprap at the downstream end level with the receiving area or slightly below it. Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed to fit site conditions, place it in the upper section of the apron. Immediately after construction, stabilize all disturbed areas with vegetation. Inspection and Maintenance: Inspect riprap outlet structures after heavy rains to see if any erosion around or below the riprap has taken place or if stones have been dislodged. Immediately make all needed repairs to prevent further damage. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 31 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 32 WATERBARS AND ROLLING DIPS Construction Specifications: Install the diversion as soon as the right-of-way has been cleared and graded. Construct a rolling dip if the road is intended for winter use and use by vehicles with low clearance. The waterbars and rolling dips should be built at an angle of 45 to 60 degrees from the centerline. The diversion should have a positive grade of 2% minimum. For rolling dips the height from channel bottom to the top of the settled ridge shall be 18 inches (0.5 m) and the side slopes of the ridge shall be 2:1 or flatter. The distance it takes for unrocked, unprotected running surface of a nearby road to develop a 1 inch (25.4 mm) rill is a rough measure of the appropriate spacing distance. Inspection and Maintenance: Periodically inspect waterbars and rolling dips. Inspect after every heavy rainfall for erosion damage. Immediately remove sediment from the flow area. Check outlet areas and make timely repairs as needed. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 33 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 34 TEMPORARY SEDIMENT BASIN Construction Specifications: Construct the basin by excavating or building an embankment before any clearing or grading work begins. Areas under the embankment and any structural works shall be cleared, grubbed and stripped of any vegetation and rootmat as shown on the erosion and sediment control plan. In order to facilitate cleanout and restoration, the basin area shall be cleared, grubbed and stripped of any vegetation. A cut-off trench shall be excavated along the centerline of the earth fill embankments. The minimum depth shall be 2 feet (0.6 m) The cut-off trench shall extend up both abutments to the riser crest elevation. Fill material for the embankment should be clean mineral soil free of roots, woody vegetation, oversized stones, rocks or other objectionable material. The fill material shall contain sufficient moisture so that it can be formed by hand into a ball without crumbling. Fill material shall be placed in 6 inch (0.2 m) lifts, continuous layers over the entire length of the fill. Compacting shall be obtained by routing the hauling equipment over the fill so that the entire surface of each layer of the fill is traversed by at least one wheel or tread track of the equipment, or by the use of a compactor. The embankment should be constructed to an elevation of 10 percent higher than the design height to allow for settlement if compacting is achieved with hauling equipment. If compactors are used for compacting, the overbuild may be reduced to not less than 5 percent. The principle spillway riser shall be securely attached to the discharge pipe by welding all around. All connections shall be watertight. The pipe and riser shall be placed on a firm, smooth soil foundation. The connection between the riser and the riser base shall be watertight. Pervious materials such as sand, gravel or crushed stone shall not be used as backfill around the pipe or anti-seep collars. The fill material around the pipe spillway shall be placed in 4-inch (101 mm) layers and compacted under the shoulders and around the pipe to at least the same density as the adjacent embankment. A minimum of 2 feet (0.6 m) of compacted backfill shall be placed over the pipe spillway before crossing it with construction equipment. Steel base plates shall have at least 2 1/2 feet (0.8 m) of compacted earth, stone or gravel over them to prevent flotation. The emergency spillway shall not be installed in fill. Elevations, design width, and entrance and exit channel slopes are critical to the successful operation of the emergency spillway. Baffles shall be constructed of 4 inch (101 mm) by 4 inch (101 mm) posts and of 4 foot (1.2 m) by 8 foot (2.4 m) - 1/2inch (12.7 mm) exterior plywood. The posts shall be set at least 3 feet (0.9 m) into the ground, no further apart than 8 feet (2.4 m) center to center, and shall reach a height 6 inches (.2 m) below the riser crest elevation. The embankment and emergency spillway shall be stabilized with vegetation immediately following construction. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 35 Construction operations shall be carried out in such a manner that erosion and water pollution will be minimized. Local and state requirements shall be met concerning fencing and signs warning the public of hazards of soft sediment and floodwater. Inspection and Maintenance: Inspect weekly and after each rain. All damages caused by soil erosion or construction equipment shall be repaired before the end of each working day. Remove sediment when the sediment strorage zone is half full. This sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the embankment or in or adjacent to a stream or floodplain. When temporary structures have served their intended purpose and the contributing drainage area has been properly stabilized, the embankment and resulting sediment deposit shall be leveled or otherwise disposed of in accordance with the approved erosion and sediment control plan. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 36 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 37 SILT FENCE Construction Specifications: The height of a silt fence shall not exceed 36 inches (0.9 m). Storage height and ponding height shall never exceed 18 inches (0.5 m). The fence line shall follow the contour as closely as possible. If possible, the filter fabric shall be cut from a continuous roll to avoid the use of joints. When joints are necessary, filter cloth shall be spliced only at a support post, with a minimum 6 inch (0.2 m) overlap and both ends securely fastened to the post. Posts shall be spaced a maximum of 10 feet (3.1 m) apart and driven securely into the ground (minimum of 12 inches (0.3 m)). When extra-strength fabric is used without the wire support fence, post spacing shall not exceed 6 feet (1.8 m). Turn the ends of the fence uphill. A trench shall be excavated approximately 4 inches (101 mm) wide and 6 inches (0.2 m) deep along the line of posts and upslope from the barrier. When standard-strength filter fabric is used, a wire mesh support fence shall be fastened securely to the upslope side of the posts using heavy duty wire staples at least 1inch (25.4 mm) long, tie wires or hog rings. The wire shall extend into the trench a minimum of 2 inches (51 mm) and shall not extend more than 36 inches (0.9 m) above the original ground surface. The standard-strength filter fabric shall be stapled or wired to the fence, and 6 inches (0.2 m) of the fabric shall extend into the trench. The fabric shall not extend more than 36 inches (0.9 m) above the original ground surface. Filter fabric shall not be stapled to existing trees. When extra-strength filter fabric and closer post spacing are used, the wire mesh support fence may be eliminated. In such a case, the filter fabric is stapled or wired directly to the posts. The trench shall be backfilled and the soil compacted over the toe of the filter fabric. Silt fences placed at the toe of a slope shall be set at least 6 feet (1.8 m) from the toe in order to increase ponding volume. Silt fences shall be removed when they have served their useful purpose, but not before the upslope area has been permanently stabilized and any sediment stored behind the silt fence has been removed. Inspection and Maintenance: Silt fences and filter barriers shall be inspected weekly after each significant storm (1 inch (25.4 mm) in 24 hour). Any required repairs shall be made immediately. Sediment should be removed when it reaches 1/3 height of the fence or 9 inches (0.3 m) maximum. The removed sediment shall conform with the existing grade and be vegetated or otherwise stabilized. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 38 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 39 STRAW BALE SEDIMENT BARRIERS (SEMI‐PERVIOUS) Construction Specifications: The rock spillway shall be constructed of graded drain rock, 1 1/2 inch (38 mm) minimum, that is sized according to expected flows. Filter fabric may be used to cover the bales and be enveloped in the rock spillway. Filter fabric will increase the useful life of the barrier beyond one year. The rock spillway shall be constructed to a height of 2/3 that of the straw bales. The maximum height of the spillway shall be 2 feet (0.6 m). Place bales in a single row, lengthwise, oriented perpendicular to the flow, and with ends of adjacent bales tightly abutting one another. Each bale shall be embedded in the soil a minimum of 4 inches (101 mm). Use straw, rocks, or filter fabric to fill any gaps between the bales and tamp the backfill material to prevent erosion under or around the bales. If the bales are wire bound, they should be oriented so the bindings are around the sides rather than along the top and bottom. Wire bindings that are placed in contact with the soil soon disintegrate and may allow the bale to fall apart. The bales shall be securely anchored in place by two wooden stakes or rebar driven through the bales. The first stake in each bale shall be driven toward the previously laid bale to force the bales tightly together. Drive the stakes at least 18 inches (0.5 m) into the ground. Proper staking is particularly important in channel flow applications. Extend the barrier, across the swale, to such a length that the bottoms of the end bales are at a higher elevation than the top of the rock spillway to assure that sediment-laden runoff will flow either through or over the barrier but not around it. Rock and/or filter fabric placed immediately downstream of the rock spillway will dissipate the energy of the falling water and reduce downstream erosion. Inspection and Maintenance: The semi-pervious straw bale barriers shall be inspected periodically during the winter and after each significant storm (1 inch (25.4 mm) in 24 hr). Repairs and/or replacement shall be made promptly. Sediment shall be removed when the barrier is 60 percent full. The removed sediment shall be deposited in an area that will not contribute sediment off-site and can be permanently stabilized. Remove the straw bales and stakes, and remove or spread the rock in the channel bottom when the upslope areas have been permanently stabilized. Properly dispose of all the bindings which have fallen from the straw bales. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 40 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 41 STRAW BALE DIKE Construction Specifications: The bales shall be placed on the slope contour at the toe of the slope or around the perimeter of the construction site. If the dike is constructed at the toe of a slope, place it 5-6 feet (1.5-1.8 m) away from the slope if possible. Do not construct the dike more than one bale high. Bales shall be placed in a row with the ends tightly abutting. Each bale shall be embedded in the soil a minimum of 4 inches (101 mm). Use straw, rocks, or filter fabric to fill any gaps between the bales and tamp the backfill material to prevent erosion under or around the bales. If the bales are wire bound, they should be oriented so the bindings are around the sides rather than along the top and bottom. Wire bindings that are placed in contact with the soil soon disintegrate and may allow the bale to fall apart. The bales shall be securely anchored in place by two wooden stakes or rebar driven through the bales. The first stake in each bale shall be driven toward the previously laid bale to force the bales tightly together. Drive the stakes at least 18 inches (0.5 m) into the ground. The straw bales do not need to be anchored if the bales are used on a relatively flat construction area and the straw bale dike is inspected regularly. The trapped sediment should be removed when required, and repairs made promptly. The bales also do not need to be anchored if they are to be removed and replaced daily to facilitate construction. Inspection and Maintenance: The straw bale dikes shall be inspected weekly and after each significant storm (1 inch (25.4 mm) in 24 hr). Repairs and/or replacement shall be made promptly. Remove sediment behind the barrier when it reaches a depth of 6 inches (0.2 m). Remove the straw bales when the upslope areas have been permanently stabilized. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 42 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 43 COIR LOGS / STRAW ROLLS (WATTLES) Construction Specifications: Prepare the slope before the wattling procedure is started. Shallow gullies should be smoothed as work progresses. Dig small trenches across the slope on contour, to place rolls in. The trench should be deep enough to accommodate half the thickness of the roll. When the soil is loose and uncompacted, the trench should be deep enough to bury the roll 2/3 of its thickness because the ground will settle. It is critical that rolls are installed perpendicular to water movement, parallel to the slope contour. Start building trenches and install rolls from the bottom of the slope and work up. Construct trenches at contour intervals of 3-12 feet (0.9-3.7 m) apart depending on steepness of slope. The steeper the slope, the closer together the trenches. Lay the roll along the trenches fitting it snugly against the soil. Make sure no gaps exist between the soil and the straw wattle. Use a straight bar to drive holes through the wattle and into the soil for the willow or wooden stakes. Drive the stake through prepared hole into soil. Leave only 1 or 2 inches (25 or 51 mm) of stake exposed above roll. Install stakes at least every 4 feet (1.2 m) apart through the wattle. Additional stakes may be driven on the downslope side of the trenches on highly erosive or very steep slopes. Inspection and Maintenance: Inspect the straw rolls and the slopes after significant storms. Make sure the rolls are in contact with the soil. Repair any rills or gullys promptly. Reseed or replant vegetation if necessary until the slope is stabilized. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 44 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 45 CHECK DAMS Construction Specifications: Obtain appropriate permits or approvals from local or state regulatory agencies. The maximum spacing between the dams shall be such that the toe of the upstream dam is at the same elevation as the top of the downstream dam. Rock dams shall be constructed of 2-15 inch (51-381 mm) rock. Keep the center rock (spillway) section at least 6 inches (0.2 m) lower than the outer edges. Extend the abutments 18 inches (0.5 m) into the channel bank. Straw bales shall be placed in a single row, lengthwise, oriented perpendicular to the flow, with the ends of adjacent bales tightly abutting one another. Straw bale dams shall be extended such that the bottoms of the end bales are higher in elevation than the top of the middle bale spillway to ensure that sediment-laden runoff will flow over the barrier, and not around it. Each straw bale shall be embedded in the soil a minimum of 4 inches (101 mm). Use straw, rocks, or filter fabric to fill any gaps between the bales and tamp the backfill material to prevent erosion under or around the bales. If the straw bales are wire bound, they should be oriented so the bindings are around the sides rather than along the top and bottom. Wire bindings that are placed in contact with the soil soon disintegrate and may allow the bale to fall apart. The straw bales shall be securely anchored in place by two wooden stakes or rebar driven through the bales. The first stake in each bale shall be driven toward the previously laid bale to force the bales tightly together. Drive the stakes at least 18 inches (0.5 m) into the ground. Proper staking is particularly important in channel flow applications. Construct an energy dissipator to reduce downstream erosion. Inspection and Maintenance: The check dams shall be inspected for damage periodically during the winter and after each significant storm (1 inch (25 mm) in 24 hours) Prompt repairs shall be made to ensure that the dam is functioning properly. Any erosion caused by flows around the edges of the dam or under the structure shall be corrected immediately. Remove sediment from behind the dams when they become 60 percent full, or as needed. The removed sediment shall be deposited in an area that will not contribute sediment off-site and can be permanently stabilized. Remove checkdams and stakes when stabilization is complete. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 46 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 47 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 48 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 49 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 50 EROSION CONTROL BLANKETS AND MATS Construction Specifications: Site Preparation: Proper site preparation is essential to ensure complete contact of the protection matting with the soil. Grade and shape area of installation. Remove all rocks, clods, vegetative or other obstructions so that the installed blankets, or mats will have direct contact with the soil. Prepare seedbed by loosening 2-3 inches (50.8-76.2 mm) of topsoil above final grade. Incorporate amendments, such as lime and fertilizer, into soil according to soil test and the seeding plan. Seeding: Seed area before blanket installation for erosion control and re-vegetation. Seeding after mat installation is often specified for turf reinforcement application. When seeding prior to blanket installation, all check slots and other areas disturbed during installation must be reseeded. Where soil filling is specified, seed the matting and the entire disturbed area after installation and prior to filling the mat with soil. Anchoring: U-shaped wire staples, metal geotextile stake pins, or triangular wooden stakes can be used to anchor mats to the ground surface. Wire staples should be a minimum of 11 gauge. Metal stake pins should be 3/16 inch (4.8 mm) diameter steel with a 1 1/2 inch (38.1 mm) steel washer at the head of the pin. Wire staples and metal stakes should be driven flush to the soil surface. All anchors should be 6-8 inches (0.2-0.5 m) long and have sufficient ground penetration to resist pullout. Longer anchors may be required for loose soils. Installation on Slopes: Begin at the top of the slope and anchor its blanket in a 6 inch (0.2 m) deep x 6 inch (0.2 m) wide trench. Backfill trench and tamp earth firmly. Unroll blanket downslope in the direction of the water flow. The edges of adjacent parallel rolls must be overlapped 2-3 inches (51-76 mm) and be stapled every 3 feet (0.9 m). When blankets must be spliced, place blankets end over end (shingle style) with 6 inch (0.2 m) overlap. Staple through overlapped area, approximately 12 inches (0.3 m) apart. Lay blankets loosely and maintain direct contact with the soil - do not stretch. Blankets shall be stapled sufficiently to anchor blanket and maintain contact with the soil. Staples shall be placed down the center and staggered with the staples placed along the edges. Steep slopes, 1:1 to 2:1, require 2 staples per square yard. Moderate slopes, 2:1 to 3:1, require 1-2 staples per square yard (1 staple 3’ o.c.). Gentle slopes require 1 staple per square yard. Installation in channels: Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 51 Dig initial anchor trench 12 inches (0.3 m) deep and 6 inches (0.2 m) wide across the channel at the lower end of the project area. Excavate intermittent check slots, 6 inches (0.2 m) deep and 6 inches (0.2 m) wide across the channel at 25-30 foot (7.6-9.1 m) intervals along the channel. Cut longitudinal channel anchor slots 4 inches (101 mm) deep and 4 inches (101 mm) wide along each side of the installation to bury edges of matting. Whenever possible extend matting 2-3 inches (51-76 mm) above the crest of channel side slopes. Beginning at the downstream end and in the center of the channel, place the initial end of the first roll in the anchor trench and secure with fastening devices at 1 foot (.3 m) intervals. Note: matting will initially be upside down in anchor trench. In the same manner, position adjacent rolls in anchor trench, overlapping the preceding roll a minimum of 3 inches (7.6 cm). Secure these initial ends of mats with anchors at 1 foot (0.3 m) intervals, backfill and compact soil. Unroll center strip of matting upstream. Stop at next check slot or terminal anchor trench. Unroll adjacent mats upstream in similar fashion, maintaining a 3 inch (76 mm) overlap. Fold and secure all rolls of matting snugly into all transverse check slots. Lay mat in the bottom of the slot then fold back against itself. Anchor through both layers of mat at 1 inch (25.4 mm) intervals, then backfill and compact soil. Continue rolling all mat widths upstream to the next check slot or terminal anchor trench. Alternate method for noncritical installations: place two rows of anchors on 6 inch (0.2 m) centers at 25-30 feet (7.6-9.1 m) intervals in lieu of excavated check slots. Shingle-lap spliced ends by a minimum of 1 foot (0.3 m) with upstream mat on top to prevent uplifting by water or begin new rolls in a check slot. Anchor overlapped area by placing two rows of anchors, 1 foot (0.3 m) apart on 1 foot (0.3 m) intervals. Place edges of outside mats in previously excavated longitudinal slots, anchor using prescribed staple pattern, backfill and compact soil. Anchor, fill and compact upstream end of mat in a 12 inch (0.3 m) x 6 inch (0.2 m) terminal trench. Secure mat to ground surface using U-shaped wire staples geotextile pins or wooden stakes. Seed and fill turf reinforcement matting with soil, if specified. Soil filling if specified for turf reinforcement: After seeding, spread and lightly rake 1/2-3/4 inches (12.7-19.1 mm) of fine topsoil into the mat apertures to completely fill mat thickness. Use backside of rake or other flat implement. Spread topsoil using lightweight loader, backhoe, or other power equipment. Avoid sharp turns with equipment. Do not drive tracked or heavy equipment over mat. Avoid any traffic over matting if loose or wet soil conditions exist. Use shovels, rakes or brooms for fine grading and touch up. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 52 Smooth out soil filling, just exposing top netting of matrix. Inspection and Maintenance: All blanket and mats should be inspected periodically following installation. Inspect installation after significant rainstorms to check for erosion and undermining. Any failure should be repaired immediately. If washout or breakage occurs, re-install the material after repairing the damage to the slope or drainageway. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 53 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 54 Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 55 TEMPORARY DIVERSION DIKE Construction Specifications: Temporary diversion dikes must be installed as a first step in the land-disturbing activity and must be functional prior to upslope land disturbance. The dike should be adequately compacted to prevent failure. Temporary or permanent seeding and mulch shall be applied to the dike immediately following its construction. The dike should be located to minimize damages by construction operations and traffic. Inspection and Maintenance: The measure shall be inspected after every storm and repairs made to the dike, flow channel, outlet or sediment trapping facility, as necessary. Once every two weeks, whether a storm event has occurred or not, the measure shall be inspected and repairs made if needed. Diversion Dikes used to trap sediment shall be inspected and cleaned out after every significant storm. Damages caused by construction traffic or other activity must be repaired before the end of each working day. If vegetation has not been established, reseed damaged and sparse areas immediately. Oak Meadows Ranch – Filing 4 - Phase 3 – Best Management Practices Appendix A APPENDIX A Page 56 Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 57 APPENDIX B CONSTRUCTION SPECIFICATIONS Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 58 Construction Specifications Table of Contents‐Appendix B Specification Page INTRODUCTION:....................................................................................................................................... 5 Project Location: ..................................................................................................................................................... 5 Project Description: ............................................................................................................................................... 5 Project Owner: ......................................................................................................................................................... 5 Project Contractor: ................................................................................................................................................. 5 PROJECT IMPLEMENTATION: .............................................................................................................. 5 Estimated Dates of Construction:..................................................................................................................... 5 Hours of Construction: ......................................................................................................................................... 5 Construction Phasing: ........................................................................................................................................... 5 Construction Plans: ................................................................................................................................................ 5 Construction Specifications: ............................................................................................................................... 6 PROJECT MANAGEMENT: ...................................................................................................................... 6 Areas of Disturbance ............................................................................................................................................. 6 Proposed BMPs (Best Management Practices) .......................................................................................... 6 Construction Parking ............................................................................................................................................ 6 Material and Equipment Storage ..................................................................................................................... 6 Construction Staging ............................................................................................................................................. 6 Emergency Vehicle Access: ................................................................................................................................. 6 TRAFFIC CONTROL .................................................................................................................................. 6 Construction Access ............................................................................................................................................... 6 Weight and Dimensions of Construction Vehicles .................................................................................... 6 Delivery of Construction Equipment and Materials ................................................................................. 7 SEDIMENT AND EROSION CONTROL ................................................................................................. 7 Best Management Practices (BMPs) ............................................................................................................... 7 Fugitive Dust Control ............................................................................................................................................ 7 VEHCILE EMISSIONS ............................................................................................................................... 7 General ........................................................................................................................................................................ 7 NOISE SUPPRESSION ............................................................................................................................... 7 General ........................................................................................................................................................................ 7 Noise Controls .......................................................................................................................................................... 8 RECLAMATION: ......................................................................................................................................... 8 General ........................................................................................................................................................................ 8 APPENDIX A ............................................................................................................................................... 9 BEST MANAGEMENT PRACTICE (BMP) ............................................................................................ 9 CONSTRUCTION SPECIFICATIONS ..................................................................................................... 9 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT ............................................................... 10 LAND GRADING FOR MINIMIZING EROSION ........................................................................................... 12 MINIMIZE DISTURBANCE AND BUFFER STRIPS ................................................................................... 14 MULCHING .............................................................................................................................................................. 15 PERMANENT SEEDING...................................................................................................................................... 19 SURFACE ROUGHENING ................................................................................................................................... 21 TEMPORARY SEEDING ...................................................................................................................................... 26 TOPSOILING ........................................................................................................................................................... 28 ENERGY DISSIPATOR ......................................................................................................................................... 30 Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 59 WATERBARS AND ROLLING DIPS ................................................................................................................ 32 TEMPORARY SEDIMENT BASIN .................................................................................................................... 34 SILT FENCE ............................................................................................................................................................. 37 STRAW BALE SEDIMENT BARRIERS (SEMI-PERVIOUS) .................................................................... 39 STRAW BALE DIKE ............................................................................................................................................. 41 COIR LOGS / STRAW ROLLS (WATTLES) .................................................................................................. 43 CHECK DAMS ......................................................................................................................................................... 45 EROSION CONTROL BLANKETS AND MATS ............................................................................................ 50 TEMPORARY DIVERSION DIKE ..................................................................................................................... 55 APPENDIX B ............................................................................................................................................ 57 CONSTRUCTION SPECIFICATIONS .................................................................................................. 57 SPECIAL CONDITIONS ......................................................................................................................... 61 1. GENERAL ....................................................................................................................................................... 61 2. SCOPE OF WORK ........................................................................................................................................ 61 3. SCHEDULE OF WORK ............................................................................................................................... 61 4. CONSTRUCTION DRAWINGS ................................................................................................................ 61 5. CONSTRUCTION ACCESS ........................................................................................................................ 61 6. DELIVERY OF CONSTRUCTION MATERIALS AND EQUIPMENT ............................................ 61 7. EMERGENCY VEHICLE ACCESS ............................................................................................................ 61 8. MATERIAL TESTING ................................................................................................................................. 61 9. CONSTRUCTION STAKING ..................................................................................................................... 62 10. MAINTENANCE OF UTILITIES .............................................................................................................. 62 11. EROSION CONTROL AND BEST MANAGEMENT PRACTICES .................................................. 62 12. CLEARING AND GRUBBING ................................................................................................................... 63 13. EARTHWORK EXCAVATION AND RECOMPACTION OF ONSITE MATERIAL .................... 63 14. POTABLE WATER MAINS ....................................................................................................................... 63 15. JOINT RESTRAINT ..................................................................................................................................... 64 16. FIRE HYDRANT ASSEMBLIES ............................................................................................................... 64 17. MAIN LINE ISOLATION VALVES AND BOXES. ............................................................................... 64 18. CONNECTION TO EXISTING WATER LINES ................................................................................... 65 19. WATER SERVICE LINES .......................................................................................................................... 65 20. SERVICE SADDLES, CORPORATION STOPS, CURB STOPS AND RISER BOXES ................. 65 21. SANITARY SEWER MAIN LINE CONSTRUCTION .......................................................................... 65 22. SANITARY SEWER MANHOLE CONSTRUCTION ........................................................................... 65 23. SANITARY SEWER SERVICE LINE CONSTRUCTION ................................................................... 66 24. EXCAVATE SHALLOW UTILITY TRENCHES FOR ELECTRIC, PHONE, CABLE T.V. AND GAS. .................................................................................................................................................................. 66 25. SUBGRADE PREPARATION .................................................................................................................... 66 26. AGGREGATE BASE COURSE PLACEMENT ....................................................................................... 66 27. PROOF ROLLING, STABILITY ................................................................................................................ 66 28. HOT BITUMINOUS PAVEMENT ............................................................................................................ 67 29. TRAFFIC SIGNS ........................................................................................................................................... 67 30. TRAFFIC CONTROL ................................................................................................................................... 67 31. REVEGETATION OF DISTURBED AREAS ......................................................................................... 67 TRAFFIC REGULATION ........................................................................................................................ 68 CLEARING AND GRUBBING ................................................................................................................ 69 EXCAVATION .......................................................................................................................................... 70 EARTH FILL ............................................................................................................................................. 73 ROAD AGGREGATE ............................................................................................................................... 77 HOT BITUMINOUS PAVEMENT ......................................................................................................... 79 Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 60 PORTLAND CEMENT CONCRETE ..................................................................................................... 91 STORM DRAINAGE ................................................................................................................................ 96 DRAINAGE CULVERTS ....................................................................................................................... 103 SEWER PIPELINE CONSTRUCTION ............................................................................................... 106 SEWER TESTING BY AIR PRESSURE ............................................................................................. 113 VACUUM TESTING OF MANHOLES ................................................................................................ 116 WATER PIPELINE CONSTRUCTION ............................................................................................... 117 HYDROSTATIC TESTING OF WATER PIPELINES ...................................................................... 124 FLUSHING AND DISINFECTION OF WATER LINES ................................................................... 127 SERVICE CONNECTIONS, SERVICE LINES, METERS AND APPURTENANCES ................... 128 SHALLOW UTILITIES ......................................................................................................................... 131 PAVEMENT MARKING ....................................................................................................................... 134 SEEDING AND MULCHING ................................................................................................................ 136 RESTORATION OF GROUNDS .......................................................................................................... 142 TESTING AND INSPECTION .............................................................................................................. 143 RECORD DRAWINGS .......................................................................................................................... 145 AIR POLLUTION CONTROL .............................................................................................................. 146 APPENDIX B1 ....................................................................................................................................... 147 AWWA Standard for Disinfecting Water Mains ....................................................................... 147 APPENDIX B2 ....................................................................................................................................... 148 Geotechnical Report from HP Geotech ....................................................................................... 148 Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 61 SPECIAL CONDITIONS 1. GENERAL Work to be done under this Contract consists of furnishing all labor, materials, equipment and accessories and performing all operations to complete the project work in accordance with the drawings and specifications. 2. SCOPE OF WORK The scope of the Work generally consists of site preparation, sanitary sewer main, water main, road, stormwater infrastructure, and shallow utility construction for Phase 3 of Filing 4 of the Oak Meadows Ranch PUD, in unincorporated Garfield County, Colorado. 3. SCHEDULE OF WORK The Work is to be performed in accordance with this Construction Management Plan. Hours of operation will be limited to 7AM to 6PM, Monday through Saturday. No construction is permitted on Sundays and federally designated holidays. 4. CONSTRUCTION DRAWINGS The PRELIMINARY drawings governing and controlling the Work, and to which reference is made throughout the specifications are Oak Meadows Ranch PUD – Preliminary Plan, Filing No. 4, Phase 3, dated June 28, 2021 prepared by Gamba & Associates, Inc. and which include 17 Sheets. 5. CONSTRUCTION ACCESS All construction traffic shall access the project from Four Mile Road and Oak Way North. 6. DELIVERY OF CONSTRUCTION MATERIALS AND EQUIPMENT All construction deliveries shall be limited to the hours of construction without exception. Deliveries via heavy trucks shall be prohibited during the hours that school children are arriving and departing the Ross Montessori School (7:30-8:30am, and 2:45-3:30pm, on school days). 7. EMERGENCY VEHICLE ACCESS For emergency purposes, the project can be accessed via two separate points of ingress and egress, northern intersection of the proposed development road Silver King Loop with Oak Way North, or the southern intersection of the proposed development road Silver King Loop with Overland View Drive. At least one point of access shall be maintained in an unobstructed condition at all times. 8. MATERIAL TESTING Owner will pay for all material testing services deemed necessary by either the Engineer or the Material Testing firm. At a minimum, the Owner will pay for the first and if necessary the final test in any one location. Any additional testing, which is requested by the Contractor to monitor the compaction effort or is in any other way deemed excessive or unnecessary by the Engineer or the Material Testing firm will be performed at the Contractor’s expense. The cost for these additional tests will be charged to the Contractor and deducted from the payment for the Work. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 62 The Material Testing firm is yet to be determined. The Contractor shall coordinate with the material testing firm to schedule adequate material testing. The material testing firm may require advanced notice before testing. If sufficient advanced notice is not given, then the construction activities that require testing will be delayed until such time that the material testing firm can begin testing and if anytime delay is incurred because of the failure of Contractor to give the required advance notice, the Contractor shall be liable for the consequences of such failure. 9. CONSTRUCTION STAKING Owner will provide construction stakes establishing lines, slopes, and benchmarks as deemed necessary by the Engineer. These stakes and marks shall constitute the field control by and in accordance with which the Contractor shall establish other necessary controls and perform the work. All of the above staking will be done one time only. Contractor shall notify the Engineer at least two business days in advance to schedule any of these staking services. Any additional staking requested by the Contractor will be charged to the Contractor on a time and materials basis. The Contractor shall be responsible for the preservation of all stakes and marks until the items of construction that they govern have been checked by the Engineer or his representative, and removal of the stakes is approved. If any of the construction stakes or marks are carelessly or willfully destroyed or disturbed by the Contractor, the cost of replacing them will be charged to the Contractor and deducted from the payment for the Work. The address and phone number for Gamba & Associates, Inc – Survey Department is as follows: Britt Kelly – Survey Department Manager Gamba & Associates, Inc. Post Office Box 1458 1001 Grand Avenue, Suite 003 Glenwood Springs, Colorado 81601 Phone: (970) 945-2550 10. MAINTENANCE OF UTILITIES It is the responsibility of the Contractor to contact the Utility Notification Center of Colorado (U.N.C.C.) at 1- (800) 922-1987 and request utility locates in accordance with Colorado Revised Statute CR 93-155 (as amended and revised) and all private utility companies for field locations of utilities in, on, or adjacent to all roads and other areas of excavation prior to construction and to verify location and depth before work begins. Failure by the Contractor to properly request utility locations in all areas of excavation may subject the Contractor to civil and criminal penalties. The Contractor is responsible for the protection of all utilities during construction. All utilities shall be maintained in continuous service throughout the entire construction period. The Contractor shall be responsible and liable for any damages to, or interruption of, services caused by the construction. 11. EROSION CONTROL AND BEST MANAGEMENT PRACTICES The Contractor shall provide all labor, equipment, and materials necessary for proper erosion control throughout the construction process. The work should provide erosion Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 63 control of all disturbed surfaces and prevent the transport of eroded or tracked sediments outside of the project area. Any soils, materials or sediments which are tracked or otherwise transported outside of the project area shall be removed as quickly as reasonably possible. The erosion control work shall also comply with the construction specifications AIR POLLUTION CONTROL and with the CONSTRUCTION MANAGEMENT PLAN. The Work should include the installation of silt fences, Gravel Tracking Reduction Areas and Sediment Filter measures as depicted on the Erosion Control Plan. The BMPs shall be installed in accordance with the details and specifications provided in Appendix A, or the current CDOT specifications. 12. CLEARING AND GRUBBING The Contractor shall provide all materials, equipment and labor necessary to perform the clearing and grubbing in accordance with the construction plans and Construction Specifications CLEARING AND GRUBBING. The Contractor is responsible for the removal and disposal of all materials removed from the designated work area, provided that as much of such materials as can be saved on site in a location to be designated by Owner for removal by owner shall be saved on site in such location. The Contractor is otherwise responsible for the determination of suitable locations for the disposal of all materials. All materials shall be disposed in accordance with all applicable laws and ordinances. Some of the vegetation to be cleared and grubbed may be chipped and made suitable for landscaping mulch. This will be determined at the sole discretion of the Engineer and the Owner. Based on this determination, it will be permissible to dispose of all acceptably chipped material on the site in locations determined by the Engineer. The area to be cleared and grubbed shall be limited to the areas to be disturbed as depicted on the construction plans or as otherwise directed by the Engineer. This work shall be paid for at the contract unit price per square yard of area cleared and grubbed in accordance with the Plans and Specifications. 13. EARTHWORK EXCAVATION AND RECOMPACTION OF ONSITE MATERIAL The Contractor shall provide all materials, equipment and labor necessary to perform the earthwork excavation and recompaction of onsite material in accordance with the construction Plans and Specifications EXCAVATION and EARTH FILL. All fill material, unless otherwise noted, shall be properly moisture treated within 2% of optimum moisture content, and compacted to 95% of maximum dry density as determined by Standard Proctor testing (ASTM D 698). All excavated material that is determined by the Engineer to be suitable as structural fill material shall be recompacted as structural fill. The earthwork excavation and recompaction shall be paid for at the contract unit price per cubic yard of material excavated and recompacted in accordance with the plans and specifications, and as measured from the pre-construction ground surface to the post-construction fill surface. For the purposes of this bid, it shall be assumed that all excavation shall be “common Excavation”. If any rock excavation is necessary on this project, the contract unit price shall be negotiated for this work prior to commencing with any rock excavation work. Similarly, we do not anticipate the need for significant dewatering efforts in order to construct this project. If dewatering is necessary to construct this project the price for this work shall be negotiated prior to the commencement of any dewatering work by the Contractor. 14. POTABLE WATER MAINS The Contractor shall provide all materials, equipment and labor necessary to perform the work of installing the water mains, tees, bends, fittings and joint restraint in accordance with the Plans and Specifications WATER PIPELINE CONSTRUCTION, HYDROSTATIC TESTING, FLUSHING AND DISINFECTION OF WATERLINES.. All water mains shall have a Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 64 10-gauge, insulated “UF” trace wire installed at the crown of the pipe, in accordance with the Plans and Specifications. The primary water mains shall be constructed of 10-inch, 8- inch and 6-inch Class 52, Ductile Iron Pipe as noted on the plans. All bends, tees and fittings shall be Ductile Iron, red epoxy coated in compliance with AWWA C550. All portions of the water main shall be disinfected and tested in accordance with the AWWA Standards for Disinfecting Water Mains, which is included herein as Appendix A. The construction of any temporary water taps for purposes of disinfection or testing shall be included within these bid items. There will be no additional pay for any temporary service taps that are installed in order to comply with the disinfection and testing specifications. All temporary taps along the water main for testing shall be properly abandoned at the main upon satisfactory test results. This work shall be paid for at the contract unit price per linear foot of each diameter of potable water main installed in accordance with the plans and specifications. 15. JOINT RESTRAINT The Contractor shall provide all materials, equipment and labor necessary to perform the work of restraining all main line and fire hydrant piping. The work shall consist of the installation of Mega Lug joint restraint glands on each side of all bends, tees, valves, fire hydrants and other fittings. The work shall also include the installation of thrust blocks at each bend, tee, valve, fire hydrant, or other fitting. This work shall be not be paid for separately, but shall be considered an integral part of the work of constructing the potable water mains, fire hydrants, services, pressure reducing valves/vaults, air-vacuum valves/vaults, and any other water system appurtenances constructed as part of this project. 16. FIRE HYDRANT ASSEMBLIES The Contractor shall provide all materials, equipment and labor necessary to perform the work of installing the complete fire hydrant assemblies, including the fire hydrants, tees, 6- inch gate valves, valve boxes, 6-inch hydrant supply lines and joint restraint in accordance with the Plans and Specifications WATER PIPELINE CONSTRUCTION, HYDROSTATIC TESTING, FLUSHING AND DISINFECTION OF WATERLINES. All water lines to the fire hydrants shall have a 10-gauge, insulated “UF” trace wire installed at the crown of the pipe, and electrically joined to the main line trace wires, and extending to the surface beside the fire hydrant, and the gate valve, in accordance with the Plans and Specifications. This work shall be paid for at the contract unit price per Fire Hydrant Assembly installed in accordance with the Plans and Specifications. The hydrant water supply lines shall be constructed of 6-inch Class 52, Ductile Iron Pipe. All tees, valves and fittings shall be red epoxy coated in compliance with AWWA C550. 17. MAIN LINE ISOLATION VALVES AND BOXES. The Contractor shall provide all materials, equipment and labor necessary to perform the work of installing the gate valves and joint restraint in accordance with the construction plans and specifications WATER PIPELINE CONSTRUCTION, HYDROSTATIC TESTING, FLUSHING AND DISINFECTION OF WATERLINES. All main line isolation valves shall have a 10-gauge, insulated “UF” trace wire, electrically joined to the main line trace wire extending to the surface beside the isolation valve, in accordance with the Plans and Specifications. All water mains and service lines shall be installed with a minimum bury depth of 6-feet. This work shall be paid for at the contract unit price per Main Line Isolation Gate Valve and box installed in accordance with the Plans and Specifications. All Main Line Isolation Gate Valves shall be red epoxy coated in compliance with AWWA C550. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 65 18. CONNECTION TO EXISTING WATER LINES The Contractor shall provide all materials, equipment and labor necessary to perform the work of connecting the new 8-inch Potable Water Main to the existing water mains in accordance with the construction plans and specifications WATER PIPELINE CONSTRUCTION, HYDROSTATIC TESTING, FLUSHING AND DISINFECTION OF WATERLINES. All main line trace wires shall be electrically joined to the existing trace wires, in accordance with the plans and specifications. This work shall be paid for at the contract unit price per each connection made in accordance with the Plans and Specifications. 19. WATER SERVICE LINES The Contractor shall provide all materials, equipment and labor necessary to perform the work of installing the 3/4-inch water service lines in accordance with the Plans and Specifications SERVICE CONNECTIONS, SERVICE LINES, METERS AND APPURETNANCES. The service lines are to be constructed of ¾-inch Type K Copper. All water service lines shall have a trace wire electrically joined to the main line trace wire, and extending to the surface at the curb box, in accordance with the Plans and Specifications. This work shall be paid for at the contract unit price per linear foot of ¾” copper installed in accordance with the Plans and Specifications. 20. SERVICE SADDLES, CORPORATION STOPS, CURB STOPS AND RISER BOXES The Contractor shall provide all materials, equipment and labor necessary to perform the work of installing the 3/4-inch by 10-inch saddles, 3/4” ball corporation stops, 3/4” ball curb stops and riser boxes in accordance with the Plans and Specifications SERVICE CONNECTIONS, SERVICE LINES, METERS AND APPURETNANCES. The Corporation Stops are to be 3/4-inch “CC” by Compression Ball Corporation Stops. The Curb Stops for service lines are to be Mueller B25204 Compression Ball Curb Valves or approved equal The curb stop riser box shall be a variable length (56” to 66”) Mueller model H-10385 with a foot piece model H-10397, and extension rod part number 84261 or approved equal. This work shall be paid for at the contract unit price per corporation stop and curb stop and riser, (combined) installed in accordance with the Plans and Specifications. 21. SANITARY SEWER MAIN LINE CONSTRUCTION The Contractor shall provide all materials, equipment and labor necessary to perform the installation of the 8-inch SDR-35 P.V.C. sewer mains in accordance with the Plans and Specifications SEWER PIPELINE CONSTRUCTION and SEWER TESTING BY AIR PRESSURE. The Sanitary Sewer Mainline construction work shall be paid for at the contract unit price per linear foot of 8-inch SDR-35 P.V.C. sewer main installed in accordance with the Plans and Specifications. 22. SANITARY SEWER MANHOLE CONSTRUCTION The Contractor shall provide all materials, equipment and labor necessary to perform the installation of the 48-inch concrete sanitary sewer manholes in accordance with the Plans and Specifications SEWER PIPELINE CONSTRUCTION and SEWER TESTING BY AIR Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 66 PRESSURE and VACUUM TESTING OF MANHOLES. This work shall be paid for at the contract unit price per each sanitary sewer manhole installed in accordance with the Plans and Specifications, or at the contract unit price for each connection made to an existing sewer manhole. 23. SANITARY SEWER SERVICE LINE CONSTRUCTION The Contractor shall provide all materials, equipment and labor necessary to perform the installation of the 4-inch SDR-35 P.V.C. sanitary sewer service lines, and the sanitary sewer “Wyes” and Elbows on the sewer mains, and the sanitary sewer cleanouts in accordance with the Plans and Specifications SEWER PIPELINE CONSTRUCTION and SEWER TESTING BY AIR PRESSURE. This work shall be paid for at the contract unit price per linear foot of 4- inch SDR-35 P.V.C. sanitary sewer service line installed in accordance with the Plans and Specifications and at the contract unit price per sanitary sewer cleanout installed in accordance with the Plans and Specifications. 24. EXCAVATE SHALLOW UTILITY TRENCHES FOR ELECTRIC, PHONE, CABLE T.V. AND GAS. The contractor shall provide all labor, materials, and equipment necessary to excavate the shallow utility trench as shown on the plans and details, and in accordance with the requirements of the individual shallow utility companies for separation and minimum cover. 25. SUBGRADE PREPARATION The Contractor shall provide all materials, equipment and labor necessary to prepare the final subgrade surface in areas of excavation prior to the placement of aggregate base course in accordance with the construction specifications EARTH FILL. The subgrade surface shall be prepared by scarifying to a depth of at least 8-inches of the subgrade surface, moisture treating this material to within 2% of optimum moisture content, and compacting to at least 95% of maximum dry density as determined by Standard Proctor testing (ASTM D 698). This work shall be paid for at the contract unit price per square yard of subgrade preparation performed in accordance with the Plans and Specifications, and as measured on the horizontal area of subgrade surface. 26. AGGREGATE BASE COURSE PLACEMENT The Contractor shall provide all materials, equipment and labor necessary to prepare the Class 6 Aggregate Base Course (ABC) surface in accordance with the construction specifications ROAD AGGREGATE. The ABC shall be placed in maximum lifts of 6-inches moisture treated to within 2% of optimum moisture content, and compacted to at least 95% of maximum dry density as determined by Modified Proctor testing (ASTM D 1557). This work shall be paid for at the contract unit price per ton of Class 6 Aggregate Base Course placed in accordance with the Plans and Specifications, and as measured on the horizontal area of finished surface. 27. PROOF ROLLING, STABILITY Following the placement and compaction of the subgrade, the Contractor shall supply all materials, equipment, and labor necessary to proof roll the entire surface under the direction and observation of the Geotechnical Engineer. Proof rolling shall be accomplished using a pneumatic-tired, tandem axle dump truck or water truck loaded to a minimum of 18 kips per axle. Surface that is pumping or is deformed by the proof roll vehicle shall be reworked and retested. If the pumping or deformation is the result of subgrade failure due Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 67 to poor compaction or excessive moisture, the subgrade condition must be corrected by processing or replacement with acceptable onsite or imported material. Aggregate base course shall not be placed on the subgrade surface until the Engineer has received compaction and proof rolling reports from the Geotechnical Engineer approving the subgrade section. 28. HOT BITUMINOUS PAVEMENT The Contractor shall provide all materials, equipment and labor necessary to place the specified depth of hot Bituminous Pavement over the prepared road and pedestrian path surfaces. The work shall be in accordance with the Plans and Specifications HOT BITUMINOUS PAVEMENT. This work shall be paid for at the contract unit price for each ton of Hot Bituminous Pavement placed in accordance with the Plans and Specifications. 29. TRAFFIC SIGNS The Contractor shall provide all materials, equipment and labor necessary to install traffic signs as depicted on the Plans. The work shall be in accordance with the Manual of Uniform Traffic Control Devices (MUTCD). This work shall be paid for at the contract unit price per each traffic sign installed in accordance with the Plans and Specifications. 30. TRAFFIC CONTROL The Contractor shall provide all materials, equipment and labor necessary to provide safe and effective traffic control in accordance with the Plans and Specifications TRAFFIC CONTROL, and in compliance with the requirements of the Garfield County. This work shall be paid for at a lump sum price for the work done in accordance with the Plans and Specifications. 31. REVEGETATION OF DISTURBED AREAS The Contractor shall provide all materials, equipment and labor necessary to apply seed, mulch and water to all disturbed areas which are not within the areas of road, sidewalks or other hardscape surface, and are not to receive landscaping by others, in accordance with the Plans and Specifications SEEDING AND MULCHING. The revegetation work shall be paid for at the contract unit price per square yard of area revegetated in accordance with the Plans and Specifications. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 68 TRAFFIC REGULATION 1. SCOPE Whenever construction activities are on, adjacent to a traffic way, or in any way impact traffic, these specifications shall apply. Traffic Regulation in the construction area shall conform to "Manual on Uniform Traffic Control Devices" (MUTCD), U.S. Department of Transportation, or applicable statutory requirements of Government authority having jurisdiction in the construction area. a. Unless otherwise authorized, at least one lane of traffic shall be kept open at all times. b. When work is not in progress all traffic lanes shall be kept open. c. All traffic lanes shall be open during hours of darkness, weekends, and holidays. Operations on or about traffic areas and provisions for regulating traffic will be subject to the regulation of governmental agencies having jurisdiction over the affected areas. Traffic areas shall be kept free of excavated material, construction equipment, pipe, and other materials and equipment. 2. FLAG PERSONS The contractor shall provide for public safety and the regulation of traffic, by the use of qualified and properly equipped flag persons. 3. WARNING SIGNS AND LIGHTS The Contractor shall: a. Protect all roadways by effective barricades on which are placed warning signs. b. Provide barricades and warning signs for open trenches, other excavations and obstructions. c. Illuminate by means of warning lights all barricades and obstructions from sunset to sunrise. 4. ROADWAY USAGE BETWEEN OPERATIONS At all times when work is not actually in progress, Contractor shall make open, passable, and maintain to traffic such portions of the Project and temporary roadways or portions thereof as may be agreed upon between Contractor and Governmental agency having Jusidiction.- 5. MEASUREMENT AND PAYMENT Payment shall be made at the Lump Sum prices established in the Bid Schedule. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 69 CLEARING AND GRUBBING 1. SCOPE The work shall consist of clearing, grubbing, removing and disposing of all vegetation and debris within the limits of the work as indicated on the plans and/or staked in the field, except such objects as are designated to remain or are to be removed in accordance with other sections of these specifications. This work shall also include the preservation from injury or defacement of all vegetation and objects designated to remain. 2. MARKING The engineer will establish and mark construction lines and designate all trees, shrubs, plants and other things to remain. The contractor shall preserve all things designated to remain. Paint required for cut or scarred surfaces of trees or shrubs selected for retention shall be an approved asphaltum base paint prepared especially for tree surgery. 3. REMOVAL All surface objects and all trees, stumps, roots and other protruding obstructions, not designated to remain, shall be cleared and/or grubbed, including mowing, as required, except undisturbed stumps and roots and nonperishable solid objects which will be a minimum of 2 feet below subgrade or slope of embankments. Ordinarily, the clearing of growth shall not extend more than 8 feet beyond the toes of fills or the tops of cut slopes as treated. Except in areas to be excavated, stump holes and other holes from which obstructions are removed, shall be backfilled with suitable material and compacted in accordance with fill specifications. 4. DISPOSAL All materials removed from the designated work areas shall be disposed of in the locations and in the manner shown on the drawings, or as otherwise called for in the specifications. If perishable material is burned, it shall be burned under constant care of competent watchmen at such times and in such a manner that the surrounding vegetation, the other adjacent property or anything designated to remain in the area of work will not be jeopardized. Burning shall be done in accordance with applicable laws and ordinances. 5. MEASUREMENT AND PAYMENT The work shall be paid for at the contract unit price bid for the number of square yards acceptably cleared and grubbed within the limits shown on the plans or staked in the field by the Engineer. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 70 EXCAVATION 1. SCOPE The work shall consist of the excavation required by the drawings and specification and disposal of the excavated materials. 2. CLASSIFICATION Excavation will be classified as common excavation or rock excavation in accordance with the following definition or will be designated as unclassified. Common excavation shall be defined as the excavation of all materials that can be excavated, transported, and unloaded by the use of heavy ripping equipment and wheel tractor-scrapers with pusher tractors or that can be excavated and dumped into place or loaded onto hauling equipment by means of excavators having a rated capacity of three cubic yards and equipped with attachments such as shovel, backhoe, bucket, dragline or clam shell appropriate to the character of the materials and the site conditions. Rock excavation shall be defined as the excavation of all hard, compacted or cemented materials the accomplishment of which requires blasting or the use of excavators larger than defined for common excavation. The excavation and removal of isolated boulders or rock fragments larger than one cubic yard in volume encountered in materials otherwise conforming to the definition of common excavation shall be classified as rock excavation. Excavation will be classified according to the above definitions by the Engineer, based on its judgment of the character of the materials and the site conditions. The presence of isolated boulders or rock fragments larger than one cubic yard in size will not in itself be sufficient cause to change the classification of the surrounding material. For the purpose of this classification, the following definitions shall apply: Heavy ripping equipment shall be defined as rear-mounted, heavy duty, single-tooth, ripping attachment mounted on a tractor having a power rating of at least 300 horsepower (at the flywheel). Wheel tractor-scraper shall be defined as a self-loading (not elevating) and unloading scraper having a struck bowl capacity of 12 to 20 cubic yards. Pusher tractor shall be defined as a track type tractor having a power rating of at least 300 net horsepower (at the flywheel) equipped with appropriate attachments. 3. UNCLASSIFIED EXCAVATION Items designated as "Unclassified Excavation" shall include all materials encountered regardless of their nature or of the manner in which they are removed. When excavation is unclassified, none of the definitions or classifications stated in Section 2 of this specification shall apply. 4. BLASTING The transportation, handling, storage, and use of dynamite and other explosives shall be directed and supervised by a person of proven experience and ability in blasting operation and who shall be currently licensed and/or permitted for such work by all prevailing government agencies. Blasting shall be done in such a way as to prevent damage to the work or unnecessary fracturing of the foundation and shall conform to any special requirements called for in the specifications. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 71 5. USE OF EXCAVATED MATERIALS To the extent that they are needed, all suitable materials from the specified excavations shall be used in the construction of required permanent earth fill or rock fill. The suitability of materials for specific purposes will be determined by the Engineer. The contractor shall not waste or otherwise dispose of suitable excavated materials. 6. DISPOSAL OF WASTE OR SURPLUS MATERIALS All surplus or unsuitable excavated materials will be designated as surplus or waste and shall be disposed of at the locations shown on the plans and/or staked in the field by the Engineer. 7. BRACING AND SHORING Excavated surfaces too steep to be safe and stable if unsupported shall be supported as necessary to safeguard the work and workmen, to prevent sliding or settling of the adjacent ground, and to avoid damaging existing improvements. The width of the excavation shall be increased if necessary to provide space for sheeting, bracing, shoring and other supporting installations. The contractor shall furnish, place and subsequently remove such supporting installations. All excavations shall at all times comply with all applicable rules and regulations of OSHA regarding trench safety. The contractor shall be solely responsible to ensure that all crews working within or around excavations are informed and trained in all applicable rules and regulations of OSHA, and that safety procedures are followed at all times. 8. STRUCTURE AND TRENCH EXCAVATION Structure and trench excavation shall be completed to the specified elevations and to sufficient length and width to include allowance for forms, bracing and supports, as necessary, before any concrete forms, concrete, pipe, or other structures for which the excavations are intended are placed in the excavation. 9. BORROW EXCAVATION When the quantities of suitable materials obtained from specified excavations are insufficient to construct the specified fills, additional materials shall be obtained from the designated borrow areas. The extent and depth of borrow pits shall be as directed by the Engineer. Borrow pits shall be excavated and finally dressed in a manner to eliminate steep or unstable side slopes or other hazardous or unsightly conditions. 10. OVEREXCAVATION Excavation in earth beyond the specified lines and grades shall be corrected by filling the resulting voids with approved compacted earth fill, except that earth that is to become the subgrade for rip-rap, rock fill, sand and gravel fill, or drain fill may be filled with material conforming to the specifications for the rip-rap, rock, sand and gravel or drain material. 11. DEWATERING Excavations shall be dewatered by pumping at any time when: the presence of water creates a hazard for personnel in the excavation; the water interferes with installation or inspection of the installed utilities; or water mains may be contaminated by groundwater entering the open end of pipes. 12. MEASUREMENT AND PAYMENT Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 72 The work shall be paid for at the contract unit prices bid for the respective classifications and types of excavation. Quantities for payment shall be measured and computed to the nearest cubic yard by the method of average cross-sectional end areas. Regardless of quantities excavated, the measurement for payment will be made to the specified pay limits, except that excavation outside the specified lines and grades directed by the Engineer to remove unsuitable material will be included, but only to the extent that the unsuitable condition is not a result of the Contractor’s operations. The pay limits shall be as designated on the drawings, or if not designated, the upper limit shall be the original ground surface as it existed prior to the start of construction operations except that where excavation is performed within areas designated for previous excavation or fill the upper limit shall be the modified ground surface resulting from the specified previous excavation or fill. Payment for each type and class of excavation made at the contract unit price shall constitute full compensation for all labor, materials, equipment and all other items necessary and incidental to the performance of the work, except that extra payment for backfilling required over-excavation will be made in accordance with the following provisions: payment for backfilling over-excavation, as specified in Section 10 of this specification, will be made only if the excavation outside specified lines and grades is directed by the Engineer to remove unsuitable material and if the unsuitable condition is not the result of the Contractor’s operation. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 73 EARTH FILL 1. SCOPE The work shall consist of the construction of earth embankments and other earth fills required by the drawings and specifications. 2. MATERIALS All fill materials shall be obtained from required excavations and designated borrow areas. The selection, blending, routing and disposition of materials in the various fills shall be subject to approval by the Geotechnical Engineer. Fill materials shall contain no sod, brush, roots or other perishable materials. Rock particles larger than the maximum size specified for each type of fill shall be removed prior to compaction of the fill. The types of materials used in the various fills shall be as listed and described in the specifications and drawings as prepared by the Geotechnical Engineer.. 3. FOUNDATION PREPARATION Foundations for earth fill shall be stripped to remove vegetation and other unsuitable materials or shall be excavated as specified. Except as otherwise specified, earth foundation surfaces shall be graded to remove surface irregularities and shall be scarified parallel to the axis of the fill or otherwise acceptably scored and loosened to a minimum depth of 12 inches. The moisture content of the loosened material shall be controlled as specified for the earth fill, and the surface materials of the foundation shall be compacted and bonded with the first layer of earth fill as specified for subsequent layers of earth fill. Earth abutment surfaces shall be free of loose, uncompacted earth in excess of 2 inches in depth normal to the slope and shall be at such moisture content that the earth fill can be compacted against them to effect a good bond between the fill and the abutment. Rock foundation and abutment surfaces shall be cleared of all loose materials and shall be free of standing water when fill is placed upon them. Occasional rock outcrops in earth foundations for earth fill, shall not require special treatment if they do not interfere with compaction of the foundation or placement and compaction of layers of the fill. Foundation and abutment surfaces shall not be steeper than 1 1/2 horizontal to 1 vertical unless otherwise specified. Test pits or other cavities shall be filled with compacted earth fill conforming to the specifications for the earth fill to be placed upon the foundation. 4. PLACEMENT Fill shall not be placed until the required excavation and foundation preparation have been completed and the foundation has been inspected and approved by the Geotechnical Engineer. Fill shall not be placed upon a frozen surface, nor shall snow, ice or frozen material be incorporated in the fill. Fill shall be placed in approximately horizontal layers. The thickness of each layer before compaction shall not exceed the maximum thickness specified. Materials placed by dumping in piles or windrows shall be spread uniformly to not more than the specified thickness before being compacted. Hand compacted fill including fill compacted by manually directed power tampers, shall be placed in layers whose thickness before compaction does not exceed the maximum thickness specified for layers of fill compacted by the particular manually directed power tampers being used. Fill placed adjacent to structures shall be placed in a manner which will prevent damage to the structures and will allow the structures to assume the loads from the fill gradually and uniformly. The height of the fill adjacent to a structure shall be increased at approximately the same rate on all sides of the structure. If the surface of any layer becomes too hard and smooth for proper bond with the succeeding layer, it shall be scarified parallel to the axis of Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 74 the fill to a depth of not less than 2 inches before the next layer is placed. The top surfaces of embankments shall be maintained approximately level during construction, except that a crown or cross-slope of not less than 2 percent shall be maintained to insure effective drainage and except as otherwise directed. Embankments shall be constructed in continuous layers except where openings to facilitate other construction are specifically called for in the plans and specifications. 5. CONTROL OF MOISTURE CONTENT During placement and compaction of fill, the moisture content of the materials being placed shall be maintained within the specified range as determined by the geotechnical engineer. The application of water to the fill materials shall be accomplished at the borrow areas insofar as practicable. Water may be applied by sprinkling the materials after placement of the fill, if necessary. Uniform moisture distribution shall be obtained by discing, blading or other approved methods prior to compaction of the layer. Material that is too wet when deposited on the fill shall be either removed or be dried to the specified moisture content prior to compaction. If the top surface of the preceding layer of compacted fill or a foundation or abutment surface in the zone of contact with the fill becomes too dry to permit suitable bond, it shall be scarified and moistened by sprinkling to an acceptable moisture content prior to placement of the next layer of fill. 6. COMPACTION Earth fill shall be compacted according to the following requirements. Each layer of fill shall be compacted as necessary to make the density of the fill matrix not less than the minimum density specified. The fill matrix is defined as the portion of the fill material finer than the maximum particle size used in the compaction test specified. Unless otherwise specified, the minimum density shall be 95 percent of the maximum dry density as determined by Standard proctor testing (ASTM D698) at a moisture content within 2% of optimum. Fill adjacent to structures shall be compacted to a density equivalent to that of the surrounding fill by means of hand tamping or by manually directed power tampers or plate vibrators. Heavy equipment shall not be operated within 2 feet of any structure. Vibrating rollers shall not be operated within 5 feet of any structure. Compaction by means of drop weights operating from a crane or hoist will not be permitted. The passage of heavy equipment shall not be allowed over any type of conduit until the backfill above the conduit has been placed to a height equal to 1/2 the diameter of the conduit or 2 feet which ever is greater. Compacting of fill adjacent to concrete structures shall not be started until the concrete has attained the strength specified by the Geotechnical or Structural Engineer for this purpose. The strength will be determined by compression testing of test cylinders cast by the Geotechnical Engineer for this purpose and cured at the work site in the manner specified in ASTM Method C 31 for determining when structures may be put into service. When the required strength of the concrete is not specified as described above, compaction of fill adjacent to structures shall not be started until the following time intervals have elapsed after placement of the concrete. Structure Time Interval Retaining walls and counterforts 14 days Walls backfilled on both sides simultaneously 7 days Precast, bedded conduit 1 day 7. PROOF ROLLING, STABILITY Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 75 Following the placement and compaction of earthfill for roads, streets, parking lots, or other vehicle traffic areas, the entire surface shall be proof rolled under the direction and observation of the geotechnical engineer. Proof rolling shall be accomplished using a pneumatic-tired, tandem axle dump truck or water truck loaded to a minimum of 18 kips per axle. Surface that is pumping or is deformed by the proof roll vehicle shall be reworked and retested. If the pumping or deformation is the result of subgrade failure due to poor compaction or excessive moisture, the subgrade condition must be corrected by processing or replacement with acceptable onsite or imported material. Subsequent layers, such as aggregate base course, hot bituminous pavement or concrete pavement shall not be placed on the subgrade surface until the Engineer has received compaction and proof rolling reports from the geotechnical engineer approving the subgrade section. 8. REMOVAL AND REPLACEMENT OF DEFECTIVE FILL Fill placed at densities lower than the specified minimum density or at moisture contents outside the specified acceptable range of moisture content or otherwise not conforming to the requirements of the specifications shall be reworked to meet the requirements or removed and replaced with an acceptable fill. The replacement fill and foundation and abutment surfaces upon which it is to be placed shall conform to all requirements of this specification for foundation preparation, approval, placement, moisture content and compaction. 9. TESTING During the course of the work, the Project Geotechnical Engineer shall perform such tests as are required to identify materials, to determine compaction characteristics, to determine moisture content, and to determine density and stability of fill and subgrade in place. These tests performed by the Project Geotechnical Engineer will be used to verify that the fills conform to the requirements of the specifications. The number and frequency of tests will be established according to standard industry procedures. If the Engineer is not satisfied with the number, frequency, or results of the tests, the Engineer may require such additional testing as he judges to be appropriate. 10. LIMITS OF CONTRACTOR WORK ACTIVITY Unless otherwise specified in the plans and specifications or approved by written authorization from the Engineer, the contractor shall confine all work activity within the boundaries defined by the construction stakes which define "clearing and grubbing", "excavation" and/or "earth fill". When necessary, sites for material and equipment storage outside the work area will be designated by the Engineer. Destruction of construction stakes through careless activity of the contractor shall result in replacement of the stakes at the expense of the contractor. The Engineer shall be the sole judge of whether construction stakes were lost through normal activity or carelessness. 11. MEASUREMENT AND PAYMENT Payment for each type and class of earth fill shall be made at the contract unit price for the specific materials computed to the nearest cubic yard by the method of average cross- sectional end areas. Unless otherwise specified, no deduction in volume will be made for embedded conduits and appurtenances. The pay limits shall be as defined below, with the further provision that earth fill required to fill voids resulting from overexcavation, outside the specified lines and grades, will be included in the measurement for payment only where such overexcavation is directed by the Engineer to remove unsuitable material and where such unsuitable condition is not the result of the Contractor’s operations. The pay limits Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 76 shall be as designated on the drawings, or if not designated, shall be the measured surface of the foundation when approved for placement of fill and the specified neat lines of the fill surface. Payment for each type and class of excavation made at the contract unit price shall constitute full compensation for all labor, materials, equipment and all other items necessary and incidental to the performance of the work. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 77 ROAD AGGREGATE 1. SCOPE This work shall consist of furnishing and placing one or more courses of aggregate on a prepared surface in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses, and typical cross-sections shown on the plans and/or called for in the specifications. 2. MATERIALS All aggregate shall consist of clean, hard, durable particles of crushed gravel or stone free from soft, thin, elongate, or laminated pieces or organic material, and the material retained on the #4 sieve shall show a percentage of wear of not more than 50 percent (50%) when subjected to 500 revolutions in the ASTM C-131-81 test. Sub base aggregate shall meet the standards of Class 1 and base course aggregate shall meet the standards of Class 6 as called for in Table 703-2, Section 703.03 Division of Highways, State of Colorado, Standard Specifications for Road and Bridge Construction, 1991. Geotextile fabric, when called for specifically or as an alternative shall be Trevira Spunbond # S1127 or approved equal. 3. PLACING All aggregate material shall be placed in a manner which will minimize size segregation and disturbance of the sub-grade configuration. When geotextile fabric is used, it shall be laid on the sub-grade, in accordance with the manufacturers recommendations regarding side-to- side and end-to-end, for the specific subgrade soils condition, and the gravel shall be bladed over it without running trucks or aggregate placement equipment directly on the fabric. If the required compacted depth of sub-base course exceeds six inches, the course shall be constructed in two or more layers of approximately equal thickness. The maximum compacted thickness on any one layer shall not exceed six inches. When vibrating or other approved types of special compacting equipment are used, the depth of a single layer of the course may be increased upon approval by the Engineer. 4. SHAPING AND COMPACTION Each layer shall be compacted to a density of not less than 95 percent of maximum density as determined in accordance with ASTM 1557, AASHTO T 180 (Modified Proctor) unless otherwise called for on the plans. The surface of each layer shall be maintained during the compaction operations in such a manner that a uniform texture and surface is produced and the aggregates firmly keyed. Water shall be uniformly applied over the materials during compaction in the amount necessary for proper consolidation. 5. PROOF ROLLING, STABILITY Following the placement and compaction of the aggregate, the entire surface shall be proof rolled under the direction and observation of the geotechnical engineer. Proof rolling shall be accomplished using a pneumatic-tired, tandem axle dump truck or water truck loaded to a minimum of 18 kips per axle. Surface that is pumping or is deformed by the proof roll vehicle shall be reworked and retested. If the pumping or deformation is the result of subgrade failure due to poor compaction or excessive moisture, the subgrade condition must be corrected and the aggregate replaced and compacted. Subsequent layers, such as Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 78 hot bituminous pavement or concrete pavement shall not be placed on the aggregate surface until the Engineer has received compaction and proof rolling reports from the geotechnical engineer approving the aggregate section. 6. MEASUREMENT AND PAVEMENT Measurement shall be made by totaling the tons of aggregate material delivered to the site and installed complete in accordance with the plans and specifications. The accepted quantities of aggregate base and sub-base and surface materials shall be paid for at the contract unit price per cubic yard compacted in place. The accepted quantity of geotextile fabric shall be paid for at the contract unit price square yard. Such payment will constitute full compensation for furnishing, transporting, placing and compacting all materials including any water necessary for proper consolidation. The term “accepted quantities” shall mean only those quantities necessary to construct the surface area and thickness of aggregate as defined in the plans and specifications, and/or authorized and modified by the Engineer in the field. For geotextile the term “accepted quantity” shall mean only the surface area covered by the geotextile, and does not include any overlap recommended by the manufacturer. Any additional quantity used in the work which is not in any way authorized, and/or is the result of waste, or placement of pavement in greater thickness or greater area than is designed, specified or authorized, shall not be paid for. For the purpose of determining “accepted quantities”, calculations converting weight to volume, or volume to weight, shall use the factor of 1.85 tons per cubic yard, compacted in place. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 79 HOT BITUMINOUS PAVEMENT 1. SCOPE The work shall consist of constructing one or more courses of bituminous pavement on a prepared base in accordance with these specifications, and in reasonably close conformity with the lines, grades, thickness’ and typical cross-sections shown on the plans or established. 2. DEFINITION OF TERMS Wherever the following abbreviations are used in the specifications or other Contract documents, the intent and meaning will be interpreted as shown below: AASHTO American Association of State Highway & Transportation Officials ASTM American Society for Testing & Materials CP-## Colorado Department of Transportation: Field Materials Manual (Colorado Testing Procedures) CP-L #### Colorado Department of Transportation: Laboratory Manual of Test Procedures (Lab Testing Procedures) HMA Hot Mix Asphalt RAP Reclaimed Asphalt Pavement WMA Warm Mix Asphalt 2.0 MIXTURE DESIGN SUBMITTALS (General Requirements) All Asphaltic Mix Designs (Job Mix Formulas) shall be performed by the Superpave Method. The Contractor shall submit all mix designs, Certificates of Compliance, and laboratory data to the Agency for approval before construction is to begin. The mix design (Part “A” Lab Produced Asphalt Mixture Requirements) must be accompanied by Part ”B” Plant Produced Asphalt Mixture Requirements Verification showing any required adjustments to the mix design that are required to produce the required volumetric and other physical properties of the mix. Both Part “A” and Part “B” of the Asphalt Mixture Requirements will constitute the Proposed Design Job Mix Formula submittal and be approved by the Agency prior to the start of construction. Both Part “A” and “B” Designs shall be developed and performed in a materials laboratory that meets the requirements set forth by AASHTO Materials Reference Laboratory (AMRL) for all required testing procedures and be under the direct supervision of and be stamped and signed by a Professional Engineer licensed in the State of Colorado and practicing in this field. The Contractor shall submit, for Part “A” Lab Produced Asphalt Mixture Requirements, laboratory data documents to verify the following: • Gradation, specific gravity, source and description of individual aggregates and the final blend. • Aggregate physical properties. • Source and Grade of the Performance Graded Binder • Proposed Design Job Mix: aggregate and additive blending, final gradation shown on 0.45 power graph, optimum asphalt content. • Mixing and compaction temperatures used. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 80 • Mixture properties shall be determined with a minimum of four asphalt contents and interpolated at optimum and graphs showing mixture properties versus asphalt content. Part ”B” Plant Produced Asphalt Mixture Requirements Verification shall show any required adjustments to the lab produced mix design that are required to verify that the volumetric properties and stability requirements of the mix can be achieved for the plant produced asphalt mixture. The Project Manager reserves the right to verify the asphalt supplier’s mix design for each grading utilizing materials actually produced and stockpiled. The Asphalt Mix Supplier shall provide, at no cost, a sufficient quantity of each aggregate, mineral filler, RAP, and any additives used for the required laboratory tests, as well as all Certificates of Conformance / Compliance at any time on any material used. If requested, the Asphalt Mix Supplier shall also provide, at no cost, representative samples of the plant produced asphalt mixture. 2.1 PART “A” LAB PRODUCED ASPHALT MIXTURE REQUIREMENTS MATERIALS Asphalt mixtures will consist of various aggregates, filler, and asphalt binder. Asphalt mixtures may also contain Reclaimed Asphalt Pavement (RAP), as well as a variety of additives. Aggregate Asphalt material aggregate shall be of uniform quality, composed of clean, hard, durable particles of crushed stone, crushed gravel, or crushed slag. The material shall not contain clay balls, vegetable matter, or other deleterious substances, and shall meet the following requirements: TABLE 2.1‐1 Aggregate Properties Aggregate Test Property Coarse: Retained on #4 Fine: Passing the #4 Fine Aggregate Angularity, CP-L 5113 Method A or AASHTO T 304 (Does not apply to RAP or RAS aggregates 45% Min Two Fractured Faces, ASTM D 5821 All Lifts 70% Min. LA Abrasion, AASHTO T 96 45% Max. Flat and Elongated (Ratio 5:1) %, AASHTO M 283 10% Max. Sand Equivalent. AASHTO-T 176 45% Min. Micro Deval AASHTO T 327 18% Max for individual materials 20% Max. for combined sample Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 81 TABLE 2.1‐2 Dense Graded Asphalt Material Gradation Range (Percent by Weight Passing Square Mesh Sieves, AASHTO T 11 & T 27) Mixture Grading SX (1/2” nominal) Traffic Loading, ESALs Low to Medium 0 to 300,000 All Lifts Sieve Size** Control Points 3/4" 100 1/2" 90-100 3/8" @ #4 @ #8 28-58 #16 @ #30 @ #50 @ #200 3.0-10 **These limits shall include the aggregate from the RAP and any other additive utilized in the mix. @ These sieve sizes used only to determine the final Job Mix Formula (JMF) in accordance with Section 4.2. Performance Graded Asphalt Binders Asphalt binder shall meet the requirements of the Superpave Performance-Graded Binders (PG) as presented in Table 2.1-3. TABLE 2.1‐3 Properties of Performance Graded Binders Usage for each Binder Grade PG 58‐28 PG 64‐22 Binder Selection Based on Elevation 6000 ft. or Above Below 6000 ft. Superpave Compactor Design gyrations Recommended Usage Ndesign = 75 Ndesign = 75 Property of Binder Grade PG 58‐28 PG 64‐22 Flash Point Temperature, ºC, AASHTO T 48 230 Min. 230 Min. Viscosity at 135 ºC, AASHTO T 316 3 Max. 3 Max. Dynamic Shear, Temperature ºC, where G*/Sin δ @ 10 rad/sec. ≥ 1.00 kPa, AASHTO T 316 58 º C 64 º C Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 82 Rolling Thin Film Oven Residue Properties, AASHTO T 240 Mass Loss, %, AASHTO T 240 1.00 Max. 1.00 Max. Dynamic Shear, Temperature ºC, where G*/Sin δ @ 10 rad/sec. ≥ 2.20 kPa, AASHTO T 315 58 º C 64 º C Elastic Recovery, 25°C, % Min.* N/A N/A Pressure Aging Vessel Residue Properties, Aging Temperature 100 ºC AASHTO R 28 Dynamic Shear, Temperature ºC, where G*Sin δ @ 10 rad/sec. ≤ 5,000 kPa, AASHTO T 315 19 º C 25 º C Creep Stiffness, @ 60 sec. Test Temperature in ºC, AASHTO T 313 -18 º C -12 º C S, MPa, AASHTO T 313 300 Max. 300 Max. m-value, AASHTO T 313 0.300 Min. 0.300 Min. **Direct Tension Temperature in ºC, @ 1.0 mm/min., Where Failure Strain >1.0%, AASHTO T 314 -18 º C -12 º C * Elastic Recovery by Task Force 31, Appendix B Method ** Direct tension measurements are required when needed to show conformance to AASHTO MP.1 *** Any change in PG Binder other than what is shown in Table 2.1-3 shall be approved by the Agency’s Engineer The Contractor shall provide to the Agency acceptable 'Certifications of Compliance' of each applicable asphalt binder grade from the supplier. When production begins, the Contractor shall, upon request, provide to the Agency a one quart can of each specified asphalt binder for analysis. Additionally, the Contractor shall provide the refinery test results that pertain to the asphalt binders used during production. Additives Liquid Anti-stripping additives and or Hydrated Lime may be used to meet the Lottman Tensile Strength requirements shown in Table 2.2-1. Liquid Anti stripping additives shall be added to the mix according to the manufacturer’s recommendations. If needed, Hydrated Lime shall be added at the rate of 1% by dry weight of the aggregate and shall be included in the amount of material passing the No. 200 sieve. Hydrated lime for aggregate pretreatment shall conform to the requirements of ASTM C 207, Type N. In addition, the residue retained on a No. 200-mesh sieve shall not exceed 10% when determined in accordance with ASTM C 110. Drying of the test residue in an atmosphere free from carbon dioxide will not be required. Use of any other additives used in the production of asphalt mixtures shall be approved by the Agency. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 83 2.2 DESIGN REQUIREMENTS The Agency shall indicate the “Mixture Design Requirements for Hot Mix Asphalt Pavements” binder type. Superpave Mixture Design Method A Job Mix Formula (JMF) design shall be submitted for approval for each mixture required, prior to construction. The JMF design shall be determined using AASHTO T-312 for the Superpave Method of Mixture Design. Mixture Design Gyrations shall be 75 Design Gyrations and shall meet the following of Table 2.2-1 for Dense Graded Asphalt Mixes. Table 2.2‐1 Superpave Mixture Properties for Dense Graded Asphalt Mixtures Property or Test Criteria Design gyrations, N design (Air Void: 3.0% to 4.0%) (See Note 1,2) 75 Air Voids in Total Mix ( VTM) AASHTO T-312 (See Note 1) 3.0-4.0 Hveem Stability AASHTO T-246 (Grading S & SX only) (See Note 3) 28 Min. Voids Filled with Asphalt, MS-2 65-80 Lottman, Tensile Strength Ratio, % Retained, AASHTO T-283, Method B 80 Min. AASHTO T-283 Dry Tensile Strength, psi 30 Min. Note 1: Target Optimum asphalt binder content of mix: Choose target % as close to 3.5 air voids as possible (3.0% to 4.0% air voids). VTM is also referred to as Pax in CPL 5115, and %Gmmx in AASHTO T 312 Note2: Maximum Theoretical Specific Gravity of mix is to be determined by AASHTO T 209. Note 3: Refer to Section 4.4 for production tolerances. Note 4: VMA shall be based on tests of the Bulk Specific Gravity of the Compacted Mix (AASHTO T 166) and Aggregate (AASHTO T 84 & T 85), and calculated according to AASHTO PP 19. All mixes shall meet the minimum VMA specified in Table 4.4-2 The minimum Voids in Mineral Aggregate (VMA) % shall meet the requirements listed in Table 2.2-2. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 84 TABLE 2.2‐2 Minimum Voids in Mineral Aggregate (VMA) % Nominal Maximum* Particle Size Air Voids ++ 3.0% 3.5% 4.0% ½" 14.5 14.6 14.7 *Nominal Maximum Particle Size is defined as one sieve size larger than the first sieve to retain more than 10%, but shall not exceed the 100% passing size. The Nominal Maximum Particle Size can vary during mix production even when the 100% passing size is constant. ++Minimum VMA criteria apply to the mix design only. The minimum VMA criteria shall be linearly interpolated based on actual air voids. See Section 4.5 for tolerances. Change in Source or Grade Should a change in the source of any material used in the production of asphalt pavement material (Aggregate, Mineral filler, Additives, or Performance Graded Asphalt Binder) occur, a one point verification test (at optimum asphalt content) of the mix must be performed to verify that the applicable criteria shown on Table 2.2-1(Dense Graded Asphalt Mix), and Table 2.2-2 (VMA), is still met. If this testing shows noncompliance, the Contractor shall establish a new Job Mix Design and obtain approval by the Agency before the new Asphalt bonder is used. 2.3 RECLAIMED ASPHALT PAVEMENT (RAP) RAP Material to be used in the asphalt mix shall be of uniform quality and gradation with a maximum size no greater than the nominal aggregate size of the mix. The average Asphalt Content (AC) of the RAP shall be determined using AASHTO T-164, Method A or B. The total binder replacement by the binder in the RAP shall not exceed 23.0 percent as determined by the following equation: Total Binder Replacement = (A x B) x 100/E Where: A = RAP % Binder Content* B = RAP % in Mix* E = Total Effective Binder Content* *in decimal format (i.e. 2% is 0,02) When RAP is used in the mix, the in-place properties of the binder will need to meet the required Performance-Graded Binder as tested using Dynamic Shear testing procedure TP 5. TP 5 shall be performed during the initial mix design and periodically throughout the paving season, at a suggested rate of one test per bi-annually per production mix design. RAP if allowed in the Asphalt mixture, shall be of uniform quality and gradation with a maximum size particle no greater than the maximum size allowed in the mixture. Asphalt mixtures containing RAP shall meet the same graduation requirements as a virgin Asphaltmix. The combined asphalt pavement shall meet all the requirements for Asphalt Pavements, as contained herein. The Contractor shall have an approved mix design for HMA with RAP Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 85 prior to placement and shall include the asphaltic binder and virgin aggregate that are to be used to meet the requirements contained herein. The Contractor shall maintain separate stockpiles for each type of RAP material. All processed material shall be free of foreign materials and segregation shall be minimized. Any RAP material that cannot be readily broken down in the mixing process, and/or affects the paving operation, shall be processed prior to mixing with the virgin material. Fine Aggregate Angularity requirements shall not apply to RAP aggregate. RAP shall not contain clay balls, vegetable matter, or other deleterious substances. Verification testing for asphalt content and gradation will be performed on RAP at the frequencies listed on Table 4.3-1, below. The Asphalt Supplier shall provide testing results on RAP mixtures daily. When RAP is allowed for use in Asphalt mixtures, the following additional conditions shall apply: The aggregate obtained from the processed RAP shall be 100% passing the 1” sieve. The aggregate and binder obtained from the processed RAP shall be uniform in all the measured parameters to the mix design submitted in accordance with the following: TABLE 4.3‐1 RAP Aggregate Uniformity Tolerances Element Uniformity* Binder Content 0.5 % Passing ¾” 4.0 % Passing ½” 4.0 % Passing 3/8” 4.0 %Passing #4 4.0 % Passing #8 4.0 % Passing #30 3.0 % Passing #200 1.5 *Uniformity is the Maximum allowable Standard Deviation of test results of processed RAP. The Contractor shall supply the Agency with total binder grading tests from production samples collected when utilizing RAP. 2.4 WARM MIX ASPHALT (WMA) The Contractor can utilize Warm Mix Asphalt based on the following: Warm Mix Asphalt (WMA) is the generic term used to describe the reduction in production; paving and compaction temperatures achieved through the application of one of several WMA technologies. The producer shall submit a mix design for Warm Mix Asphalt production, or submit a statement that details production and testing items that require attention if the design is performed by standard HMA practice. All provisions for the production and placement of conventional hot mix asphalt (HMA) mixtures as stipulated in above sections except as noted below shall apply. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 86 Mix Requirements One or a combination of several technologies involving hot mix asphalt plant foaming processes and equipment, mineral additives, or chemicals that allows the reduction of mix production temperatures by as much as 100°F. A WMA mixture design shall identify the technology to be used. The producer shall comply with the manufacturer’s recommendations for incorporating additives and WMA technologies into the mix. Comply with the manufacturer’s recommendations regarding receiving, storage, and delivery of additives. Maintain supplier recommendations on file at the asphalt mixing plant, make available for reference while producing WMA, and be available to the Agency upon request. Warm Mix Asphalt (Technologies) WMA designs shall be developed using the specified additives or method. Each WMA design shall specify the production temperatures recommended by the WMA additive manufacturer to be used in production of Warm Mix Asphalt. Chemical Modifiers to be considered shall be on the CDOT approved products list. Foamed WMA technologies must be submitted to and approved by the Agency for use on a specific project or asphalt layer. 2.5 PART “B” PLANT PRODUCED ASPHALT MIXTURE REQUIRMENTS Mix Production Verification Production verification shall occur prior to the start of the project. Technicians that have current LabCAT Level C certification, or equivalent shall verify the physical properties of the mix. Certified technicians shall maintain current certification status. If the mix was produced using the same materials for another project within the last year, data from that project can be submitted for verification. Physical properties for mix verification testing shall be within the following tolerances compared to the Proposed Lab Produced Job Mix Formula. The mix verification test reports shall be submitted to the Agency prior to mix placement. Job Mix Formula Tolerances: For production, test results must not deviate from the design job mix by more than shown in the following table: TABLE 2.5‐1 Mix Design Verification Tolerances Property Criteria Air Voids +/- 1.2% VMA +/- 1.2% Asphalt Binder Content +/-0.3% Stability 28 minimum The tolerances in this table are for mix design verification only. See Section 2.2-1 for design requirements. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 87 Documentation shall be provided showing the adjustments that were made for the plant produced asphalt material to assure that the Lab Produced Job Mix Formula specification requirements can be met during production. 2.6 Production Requirements TABLE 2.6‐1 Minimum Quality Control and Acceptance Sampling and Testing for Asphalt Mixtures AASHTO ASTM COLORADO Minimum Frequency of Tests Sampling* T 168 D 979 D 3665 CP-41 One per 1,000 tons or fraction thereof (not less than one test per day) In-place Mat Density D 1188 D 2950 CP 81 Minimum of three per project or one per 1,000 linear lane feet per lIn-place Joint Density T 230, Method B CP 44 As Specified by the Agency / Owner Asphalt content T 164 T 269 TP 53 D 2172 D 3203- PS 90 CP-L 5120 CP 85 One per 1,000 tons or fraction thereof (not less than one test per day) Maximum Specific Gravity of HMA T 209 D 2041 CP 51 Only required for Mix Production Verification Air voids and VMA T 269 D 3203 CP 44 CP-48 CP 51 Only required for Mix Production Verification Thickness To be determined based on yield calculations or as specified by the Agency or Owner in the contract documents. Aggregate Gradation T 27 C 136 CP-31 One per 1,000 tons or fraction thereof (not less than one test per day) Binder Performance – Graded, Dynamic Shear M 320 One test Bi-Annually per production mixture. *Contractor shall provide plant split samples to the appropriate testing Agency. **Procedure used shall be any single Agency procedure or combination TABLE 2.6‐2 Mix Design Tolerances Property Criteria Air Voids +/- 1.2% VMA +/- 1.2% Asphalt Binder Content +/-0.3% Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 88 Property Criteria Stability 28 minimum The minimum temperature of Asphalt mixtures when discharged from the mixer shall be as shown on Table 4.6-3 or according to refinery recommendations. TABLE 2.6‐3 Mixture Discharge Temperatures Asphalt Binder Grade Minimum Discharge Temperature Maximum Discharge Temperature PG 58-28 275º F 310º F PG 64-22 290º F 325º F WMA F* F* * Contractor or Binder supplier must supply production temperature as required by their product ** Percent of Theoretical Maximum Specific Gravity as measured on plant produced asphalt material (Part B) The Asphalt mix shall be produced at the lowest temperature within the specified temperature range that produces a workable mix and provides for uniform coating of aggregates (95 percent minimum in accordance with AASHTO T 195), and that allows the required compaction to be achieved. Gradation and oil content tolerances shall be as defined by Table 2.6-4 TABLE 2.6‐4 Job Mix Formula Tolerances Mixture Grading SX (1/2” nominal) Sieve Size Control Points Tolerance 3/4" 100 + 1% 1/2" Design ± 6% 3/8" Design ± 6% #4 Design ± 5% #8 Design ± 5% #16 Design ± 4% #30 Design ± 4% #50 Design ± 4% Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 89 Mixture Grading SX (1/2” nominal) Sieve Size Control Points Tolerance #200 Design ± 2% Asphalt Content Design ± 0. 3% In-place density requirements shall be as shown in Table 2.6-5 Table 2.6‐5 In‐place Density Requirements In‐place Density Percent of Theoretical Maximum Specific Gravity (CP 51)* Mat 92 to 96 *Colorado Department of Transportation: Field Materials Manual 2.6‐6 General Production Requirements Substitutions There shall be no substitutions of materials allowed during production. All substitutions will require checkpoint verification. If the checkpoint differs from the Job Mix Formula (JMF) a new mix design will be required. Upon request of the Agency, the binder grade may be changed by one available binder grade level without requiring a new mix design. Any price increase for a change in binder shall be paid for by the Agency. Pre‐paving Meeting The Agency may require a pre-paving meeting of all parties that are directly involved in supply, haul, laydown, inspection, quality control, and quality assurance of asphalt pavement are required. Traffic control, haul, direction, sequence of paving and construction (joint) plan will be reviewed and discussed at the pre-paving meeting. Submittal of Test Results Both the Contractor and owner / owner representative shall provide copies of quality control and acceptance testing results during the production of asphaltic mixtures used on a daily basis. When possible the test results should be submitted within one (1)-business day from the sampling date. 3. MATERIALS A tack coat of emulsified asphalt Grade CSS-1H conforming to the requirements of section 702 of the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction (CDOT-SSRBC) shall be applied to all existing paved surfaces including edges and joints at all stations where a bituminous overlay or edge addition is required. A tack coat shall be applied to the face of any concrete, curb, gutter or sidewalk to which it will abut, and between all pavement layers. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 90 A job mix formula shall be established and submitted to the Engineer for approval. The job mix formula design shall be determined using AASHTO T-312 for the Superpave Method of Mixture Design and conform to the requirements of CDOT-SSRBC sections 702 and 703. Tack coat materials shall conform to the requirements of AASHTO M81, M82 and ASTM D2026 for the designated types and grades. 4. CONSTRUCTION The placement of hot bituminous pavement shall not commence until reports have been submitted by the Geotechnical Engineer to the Engineer which state and illustrate that the subgrade preparation and the base course aggregate installation meet specifications. The construction requirements shall be as prescribed in CDOT-SSRBC subsections 401.07 through 401.20. The tack coat shall be installed in conformance with the requirements of section 407. After the bituminous mixture has been spread, struck off, and surface irregularities adjusted, it shall be thoroughly and uniformly compacted by rolling. Rolling shall be continued until all roller marks are eliminated and a density of 92% to 96% of the maximum theoretical density according to AASHTO T 209, is achieved. 5. MEASUREMENT AND PAYMENT Measurement shall be made by totaling the tons of hot bituminous pavement delivered to the site and installed complete in accordance with the plans and specifications. The accepted quantities of hot bituminous pavement will be paid for at the contract unit price per ton. There will not be a separate pay item for tack coating, instead all costs associated with the material cost, transport and placement of the tack coat shall be included in the unit price for the hot bituminous pavement The term “accepted quantities” shall mean only those quantities necessary to construct the pavement area and thickness as defined in the plans and specifications, and/or authorized and modified by the Engineer in the field. Any additional quantity used in the work which is not in any way authorized, and/or is the result of waste, or placement of pavement in greater thickness or greater area than is designed, specified or authorized, shall not be paid for. For the purpose of determining “accepted quantities”, calculations converting weight to volume, or volume to weight, shall use the factor of 150 pounds per cubic foot, compacted in place. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 91 PORTLAND CEMENT CONCRETE 1. SCOPE The work consists of the construction of Portland cement concrete structures and street pavement including all materials and labor necessary for the designed structures or pavement. 2. MATERIALS a Cement. Cement shall conform to ASTM C 150, C 175 or C 595. The cement supplier shall submit to the Engineer a certification that the cement used on the project conforms to the applicable specifications with complete mill analysis. The following list illustrates the type of cement that shall be used for particular structures; TYPE I -- Slabs, pavement, sidewalks, driveways, curbs and gutters. TYPE II -- Pipeline encasements TYPE I or II --Vaults, cut-off walls b. Aggregate. Aggregate shall conform to ASTM C 33. Fine aggregate in the sieve size range of 3/8" to #100 shall comprise 34% to 39% by weight of the total aggregate and shall conform to AASHTO M-6. The coarse aggregate in the sieve size range 1-1/2" to #4 shall conform to AASHTO M-80 c. Admixtures. Air entraining admixtures shall conform to ASTM C 260. Type A water reducing admixtures (normal setting) shall conform to ASTM C 494 and may be used when air temperature is between 40 and 80 degrees F. Type D water reducing admixtures (retarders) shall conform to ASTM C 494 and may be used when air temperature is over 80 degrees F. Type E water reducing admixtures (accelerating) shall conform to ASTM C 494. Fly-ash shall conform to ASTM C 618 and when fly-ash is used, the proportions of materials shall be determined in accordance with the American Concrete Institute (ACI) Standard 318-77 Section 4.2. d. Materials for curing concrete. These materials shall be liquid membrane curing compound (white) conforming to ASTM C 309, or sheet material conforming to ASTM C171. e. Joint filling compound. Where joints are required to be filled, material shall be hot poured rubber asphalt joint filling compound conforming to AASHTO-M-173 or Federal Specification SS-S-164 or SS-S-1401a. f. Water. If water quality is questionable, it shall be tested in accordance with AASHTO-T-26. g. Fibrous Reinforcing Material. Fibrous reinforcing materials shall be 100% virgin polypropylene, fibrillated fibers containing no reprocessed olefin materials and specifically manufactured for use as a concrete secondary reinforcement. Material Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 92 shall conform to ASTM C-1116 Type III 4.1.3 and ASTM C-1116 Performance Level I outlined in Section 21 Note 17. Fibrous Concrete reinforcement shall be as manufactured by Fibermesh Company, 4019 Industry Drive, Chattanooga, Tennessee, 37416 or approved equal. Fibrous reinforcement shall be added to concrete materials at the time concrete is batched. The amounts added and the methods of mixing shall be in accordance with the instructions and recommendations of the manufacturer. 3. PROPORTIONING cement: 470 pounds per cubic yard minimum air content: 5% to 8% coarse aggregate: 1-1/2 inch maximum, but not greater than one-fourth of the thickness of the slab or structure wall slump: 2 to 4 inch maximum for surface vibrated or 1 to 3 inch maximum for internally vibrated. 4. STRENGTH REQUIRED All concrete except for flow fill (trench backfill slurry) shall have a specified compressive strength of 4000 psi at 28 days. Flow fill shall have a specified compressive strength of not less than 50 psi at 28 days and not greater than 150 psi at 28 days. Conformance to strength requirements shall be determined by ASTM C 94 Section 16.5.1. It is critical that the strength of the flow fill not exceed 700 psi so that when it is used for select trench backfill, as directed by the Engineer, it may, in the future, be excavated, if necessary, by normal backhoe equipment. If flow fill material is supplied, which has a compressive strength in excess of 700 psi, as determined by ASTM C 94 Section 16.5.1, the supplier of the flow fill material shall be responsible for its removal and replacement with material meeting specifications. If removal and replacement is required, the supplier shall also be responsible for the repair or replacement of any infrastructure that may be disturbed in the course of the work. 5. APPLICABLE STANDARDS a. "Specifications for Structural Concrete for Buildings" ACI 301. b. "Building Code Requirements for Reinforced Concrete" ACI 318. c. "Standard Specification for Ready Mixed Concrete" ASTM C 94 or ACI 304. 6. REINFORCEMENT STEEL All reinforcement steel bars shall conform to ASTM A 615, ASTM A 616 or ASTM A 617, Grade 60. 7. MIXING AND HAULING All ready-mixed concrete shall meet the requirements of either ASTM C 94 or AASHTO-M-157. The maximum elapsed time from time water is added to the mix until the concrete is in place shall not exceed 1.5 hours when concrete is transported in revolving-drum truck bodies. 8. FORMING The subgrade or sub base under the forms shall be compacted and cut to grade so that the forms when set will be at the required elevation. Forms shall be of such configuration as to produce the structure or pavement shown on the plans. They shall be of such strength and Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 93 so secured as to resist the pressure of the concrete when placed and the impact and vibration of any equipment which they support, without springing or settlement. The method of connection between form sections shall be such that the joints shall not move in any direction. The maximum deviation of any final structure surface shall not exceed 1/4 inch in 10 feet. Forms shall be capable of being removed without causing damage to the structure or pavement. Flexible or curved forms of proper radius shall be used for pavement curves of 100 feet radius or less. When concrete is to be placed against rock, the rock surface shall be scaled and cleaned with a high pressure hose to remove all loose material. All forms shall be cleaned to remove all mortar, grout or other foreign material from the surfaces and oiled prior to each use. Form oil shall be light colored paraffin oil, or other non-staining material. For exposed surfaces not in contact with earth backfill, acceptable chemical release agents are Protex Industries "Pro-Cote", Symons Corp., "Magic Kote", L & M "Debond" or equal. Form ties shall be commercially manufactured, permanently embedded type with removable ends for all exposed surfaces. The permanently imbedded portion of the tie shall terminate not less than one inch from the face of the concrete. Chamfer strips shall be placed in forms to bevel salient edges and concrete corners of exposed surfaces, except for the top edges of walls and slabs which are to be tooled. Unless otherwise noted on the Drawings, bevels shall be 3/4 inch wide. Forms shall remain in place a minimum of 12 hours after concrete is placed. The edge of previously placed concrete gutter section may be used as grade for a road pavement. 9. PLACING The concrete shall be deposited in the structure forms or on the pavement grade in such a manner as to require as little rehandling as possible. Necessary hand movement or placement of concrete shall be done with shovels, not rakes. All reasonable care shall be taken to prevent any segregation of the concrete materials. Workmen shall not be allowed to walk in freshly mixed concrete with boots or shoes which are coated with earth or foreign substances. 10. VIBRATING The concrete shall be thoroughly consolidated throughout by means of vibrators inserted in the concrete. Vibrators shall not be permitted to come in contact a joint assembly or the subgrade. Vibrators shall not be used to drag the concrete into place and shall not be operated longer than 10 seconds in one place. 11. JOB CONDITIONS Concrete shall not be placed during rain, snow or sleet unless protection is provided to prevent precipitation from entering the concrete mix. a. Cold Weather Concreting. The work shall conform to the specifications of ACI 306, "Recommended Practice for Cold Weather Concreting". The Temperature of concrete when placed shall not be less than that shown in the following table. Minimum concrete temp. (0F) in sections with least dimensions: Air Temp. (0F) Under 12 inches 12 inches & over 30 to 45 60 50 Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 94 0 to 30 65 55 below 0 70 60 Temperature of concrete when placed shall not exceed 85 0F. Prior to placing concrete, all ice, snow, surface and subsurface frost shall be removed from surfaces to be in contact with new concrete and said surfaces shall be at least 35 degrees F but less than 90 degrees F. Concrete shall be protected from freezing during the specified curing period. Heated enclosures shall provide adequate protection of corners, edges and thin sections. Heating units shall not heat or dry concrete, or during the first 24 hours, expose the concrete to exhaust gasses containing carbon dioxide. b. Hot Weather Concreting. The work shall conform to specifications of ACI 305, "Recommended Practice for Hot Weather Concreting". Temperature of concrete when placed shall not exceed 85 F. Forms and reinforcing steel shall be cooled to a maximum of 90 F with water spray prior to placing concrete. Concrete shall not be placed when the actual or anticipated evaporation rate equals or exceeds 0.20 pounds per square foot per hour, as determined by Figure 2.1.4 of ACI 305. Approved set retarding and water reducing admixtures may be used when ambient air temperature is 90 F or above to offset the accelerating effects of high temperature. 12. TESTING Concrete shall be sampled and tested as follows: a. Slump tests--performed at any time that concrete being placed appears to contain excessive moisture and at each time that cylinders are prepared for strength tests. The following Table illustrates the maximum allowable slump for various types of construction. TYPE OF CONSTRUCTION MAXIMUM SLUMP (INCHES) EXTRUDED CURB, CURB & GUTTER CAST-IN-PLACE MANHOLE BASE 2 CONCRETE PAVEMENT NOT INTEGRAL WITH CURB, SIDEHILL SURFACE DRAINAGE STRUCTURES 3 CURB, INTEGRAL CURB & PAVEMENT, GUTTER, SIDEWALK, GUTTER, APRONS, PIPE BEDDING & ANCHORS BRIDGES, BUILDING FOOTERS, FOUNDATIONS & RETAINING WALLS CAST-IN-PLACE PILES CHANNELS AND BOX CULVERTS 4 Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 95 WALLS AND DECKS PIPE COLLARS & PIPE ENCASEMENT FENCE AND GUARD RAIL POST FOUNDATIONS FLOW FILL (TRENCH BACKFILL SLURRY) 5 b. Strength tests--prepare four (4) each 6" x 12" cylinders for each test sample. A sample shall be taken for each 50 cubic yards or less, up to 100 cubic yards and one additional sample for each additional 100 cubic yards or fraction thereof in excess of 100 cubic yards, except for flow fill concrete. Flow fill concrete shall be sampled at each truckload. The four cylinders from the sample shall be broken as follows: one cylinder shall be broken at 7 days and two cylinders shall be broken at 28 days. The remaining cylinder shall be retained to break later if necessary, or may be broken at 28 days for confirmation of the other cylinder breaks. 13. MEASUREMENT AND PAYMENT Measurement shall be made by computing the volume contained within the designated or field modified approved structure. Payment shall be made at the contract unit price per cubic yard for completed structures or pavement. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 96 STORM DRAINAGE 1. SCOPE The work consists of the construction of storm sewer pipelines including manholes, catch basins, and other appurtenances normally used in storm sewer collection systems. The work includes the furnishing of all materials, excavation of trenches, installation of materials, backfilling, construction of manholes and catch basins, testing, cleaning and restoration of surface. 2. MATERIALS The type and class of pipe to be used in the work will be as shown on the plans and/or called for in the specifications. The following specifications will apply to pipeline and appurtenant materials. Material Specification Polyvinyl Chloride pipe (PVC) ASTM D-3034 PVC Over 15 inches I.D. ASTM F-679 PVC Min. Standard Dimension Ratio SDR 35 Acrylonitrile Butadiene Styrene (ABS) ASTM D-2680 Precast Concrete Manhole Rings ASTM C-478 Reinforced concrete Low- Head pressure pipe ASTM C-361-85a Ductile Iron Pipe AWWA C-151 Corrugated Polyethylene Pipe & fittings ASTM F-405 Large Diameter Corrugated Polyethylene pipe and fittings ASTM F-667 Polyethylene Corrugated Drainage Pipe AASHTO M-252 Polyethylene Corrugated Pipe 12" to 48" AASHTO M-294 Corrugated Metal Pipe (CMP) AASHTO M-218 ASTM A-444 ASTM A-760 ASTM A-761 ASTM A-762 Unless specifically approved otherwise by the Engineer, all storm drain pipe and culverts shall be smooth interior corrugated polyethylene pipe in accordance with AASHTO M-252 and M-294, and shall be ADS- N12 or approved equal. Corrugated metal pipe (CMP) may only be used for special conditions when specifically approved by the Engineer. 3. CERTIFICATION BY MANUFACTURER When required by the Engineer, the Contractor shall furnish certification by the manufacturer(s) of the pipe and materials to be furnished on this project, certifying that they comply with the applicable specifications. All pipe and materials shall be clearly marked with type, class and/or thickness as applicable. Lettering shall be legible and permanent under normal conditions of handling and storage. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 97 4. TRENCH EXCAVATION All excavation, trenching, shoring and associated work shall be accomplished in a manner which meets OSHA Department of labor, Safety and Health Regulations for Construction. Prior to trenching, when crossing existing or prospective cultivated areas, gravel streets or other developed surfaces, the contractor shall strip the cover material to full depth of the existing surfacing. This surfacing material shall be stockpiled and placed back over the trench area after backfilling is complete, to the extent that the stockpiled material is acceptable and usable for that purpose. Topsoil shall be removed to full depth of the topsoil, or to a maximum depth of 12 inches, whichever is less. All established lawn areas cut by the trench or damaged during the course of the work shall be restored to a condition comparable to or better than its surrounding area. Replacement of lawn shall be accomplished with sod, seeding will not be considered as acceptable lawn replacement. Where trenching is to be done through concrete or asphalt paving, cuts in the paving shall be accomplished to result in a neat "sawed" line cut on each edge of the trench. The Contractor shall excavate as necessary at the locations shown on the drawings, staked in the field or otherwise specified for the installation of pipelines and appurtenances. During excavation, materials suitable for backfilling shall be piled in an orderly manner a sufficient distance from the banks of the trench to avoid overloading and to prevent slides or cave-ins. Excavated material shall be piled on one side of the trench only, to permit ready access to the trench and adjoining facilities. Surface drainage of adjoining areas shall not be obstructed with piles of excavated materials. All excavated materials not required or suitable for backfill shall be removed form the site as directed by the Engineer. Grading shall be done as may be necessary to prevent surface water from flowing into excavations. Any water which accumulates in trenches shall be promptly removed. Under no circumstances shall water be permitted to rise in unbackfilled trenches until after the pipe has been placed, tested and covered with backfill. Any pipe having its alignment or grade changed as a result of a flooded trench shall be relayed at no additional cost to the owner. The bottom of trenches shall be accurately graded to the line and grade shown on the drawings. Bedding material shall provide uniform bearing and support for each section of the pipe at every point along its entire length. Bell holes and depressions for joints shall be dug after the trench bedding has been graded, and shall be only of such length, depth and width as required for properly making the particular type of joint. Unauthorized overdepths shall be backfilled with bedding material. Blasting for excavation will be permitted for rock excavation. Rock excavation shall be defined as the excavation of all hard, compacted or cemented materials, the accomplishment of which requires blasting or the use of excavators larger than defined for common excavation. Common excavation shall be defined as the excavation of all materials that can be excavated and removed from the bottom of the trench, at design depth, by the use of hydraulic backhoe equipment having a power rating of at least 195 horsepower (at Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 98 the flywheel) and can exert a bucket curling force of at least 35,800 pounds with the use of a long tip radius bucket. This is intended to be equivalent to the ability of a Caterpillar 235 excavator-backhoe. When blasting rock in trenches, the Contractor shall cover the area to be shot with earth backfill or approved blasting mats that will prevent the scattering of rock fragments outside of the excavation. The blasting procedures of the Contractor shall conform to all Federal, State and local laws, ordinances and regulations. 5. TRENCH CONFIGURATION The trench depth shall be as required for the invert grade or bury shown on the plans. The trench width for the trench bottom to a point one foot above the top of the pipe shall be no less than the outside diameter of the pipe plus eight (8) inches, but not more than the outside diameter of the pipe plus twenty-four (24) inches. The sides of all trenches higher than five (5) feet above the bottom of the trench shall be laid back on a slope of 1 : 1 or shall be shored and sheathed in accordance with OSHA regulations. Portable trench boxes or sliding trench shields may be used for shoring in lieu of a shoring system. The strength of the portable trench box shall be equal to or greater than the sheathing or shoring system which would be required for the trench conditions. When soft or unstable material or rock is encountered at subgrade which will not uniformly support the pipe, such material shall be excavated to an additional depth as directed by the Engineer and the trench shall be brought back to grade with compacted acceptable material. 6. PIPE INSTALLATION The pipe shall be installed in accordance with the manufacturer's recommendations for installing the type of pipe used unless modified or changed in the Special Provisions. The Contractor shall provide all tools and equipment including any special tools designed for installing each particular type of pipe used. The Contractor shall be responsible for the safe and proper storage and handling of all material intended for the work furnished by him or to him and accepted by him until it has been incorporated in the completed and accepted work. Every precaution shall be taken to prevent foreign material from entering the pipe while it is being handled, stored or installed. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a water-tight plug or other means approved by the Engineer. When required, during installation of drainage pipe, struts and horizontal ties shall be installed to maintain shape and configuration of the pipe during placement and backfilling. Struts and ties shall remain in place until the backfill has been placed to a height of 5 feet above the top of the pipe, or installation has been completed, at which time they shall be removed. At all culvert entrances and at the entrance of any daylighted storm sewer, the pipe entrance shall be provided with a Flared End Section. Flared End Sections shall be polyethylene except for pipe sizes for which polyethylene end sections are not manufactured Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 99 For storm sewers which are designed for construction in a curved alignment the maximum deflections at pipe joints shall not exceed the maximum deflection called for in the manufacturer's recommendations. Storm sewers which are constructed in a curved alignment shall be provided with an insulated, 12 gauge copper trace wire, "UF" grade insulation or approved equal. The tracer wire shall be secured to the top of the pipe with tape, at intervals no greater than 10 feet and shall be continuous between manholes or daylighted ends of the pipe with no splices allowed. The tracer wire shall extend into the manhole by extending the wire up the outside of the manhole and entering the manhole under the ring and cover. A steel nail shall be placed on each side of the wire under the cast iron cover ring to prevent crushing of the wire. The crossing of wire and nails under the cast iron cover ring shall be sealed with layers of manhole joint sealant both under and over the wire and nails. The tracer wire shall be tested for continuity after back fill of the pipeline and manholes is complete. Construction control of a curved storm sewer shall be accomplished by the confirmation of the elevation on each joint with an engineers level. The cutting of pipe as necessary in the course of the work shall be accomplished in neat workmanlike manner without damage to the pipe. The cut shall result in a smooth cut at right angles to the axis of the pipe. 7. PIPE BEDDING AND TRENCH BACKFILL All trenches shall be backfilled immediately after grade, alignment and jointing of the pipe has been inspected and accepted by the Engineer. Leakage tests, pressure tests or tests for alignment, grade and/or pipe cross-section deflection shall be performed after backfill has been accomplished. All trench backfill shall be free of frozen material, stumps, roots, brush, or other organic material, cinders or other corrosive material, debris and rocks greater in size than those noted in the following paragraphs. Pipe bedding material placed around and up to a point six inches over the pipe shall consist of select earth, sand, or fine gravel free from clods, lumps of frozen material or stones larger than 1 inch in their maximum dimension. In the absence of bedding material noted above, the bedding shall Class 6 aggregate. The pipe bedding material shall be placed around the pipe by hand in layers of six inches thick or less and compacted by tamping. Water settling of the trench backfill will not be allowed, and the addition of water shall be limited to that required for optimum compaction. After the select pipe bedding material has been placed and compacted as called for above, the remainder of the trench shall be backfilled. All backfill material shall be free from cinders, ashes, refuse, organic and frozen material, boulders of other unsuitable material. From one foot above the pipe to a point 24 inches below the surface or road subgrade, stones which do not exceed 15 inches in maximum dimension may be included in the backfill. 8. COMPACTION Materials used for backfill shall be placed in the trench in layers suitable to the equipment used for compaction. Backfill shall be compacted to the following specified minimum Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 100 density of the maximum dry density as determined by Standard Proctor test (ASTM D698) at a moisture content within 2% of optimum. a. 100% for: subgrade under footings, foundations or structures, subgrade under paved and shoulder slopes of State Highways and top 2 feet of paved areas, sidewalks and other areas to receive pavement. b. 95% for: subgrade under gravel roadways, pipe trench barrier material, trench backfill and bedding below 100% compacted top. c. 90% for: sodded or lawn areas and fields. d. equal to density of undisturbed adjacent material for: field areas as directed by the Engineer. e. Where granular materials are used in lieu of cohesive soils, ASTM D2049 shall apply. Field density tests to determine compliance with compaction requirements shall be made by methods meeting the following standards: ASTM D2922 (Nuclear), ASTM D1556 (Sand Cone), or ASTM 2167 (Rubber-Balloon). 9. MANHOLES AND CATCH BASINS Manholes and catch basins shall be constructed of Precast concrete rings with frames and covers and steps in accordance with the details shown on the drawings. Adjusting rings may be used for adjusting the manhole and catch basin top elevation to coincide with existing ground elevations, except the total height of adjusting rings used per manhole shall not exceed 12 inches. Adjusting rings shall be reinforced with the same percentage of steel as the riser and top. Manhole and catch basin steps shall be non-corrosive type material such as rubber encased steel, aluminum, or nylon. Steps shall withstand vertical loads of 400 pounds and pull-out force of 1000 pounds. Manhole and catch basin rings and covers, catch basin grates, and the supporting rings shall be designed to withstand H-20 AASHTO loading. Manhole rings and covers shall be non-ventilated type and shall conform to the standards of the Owner's system. Manhole and catch basin bases shall be either Precast or cast in place on undisturbed or compacted earth. Manhole and catch basin base concrete shall have a minimum compressive strength of 3000 pounds per square inch in 28 days. Manholes and catch basins shall be constructed to the dimensions shown on the plans. Invert channels shall be smooth and semi-circular in cross-section conforming to the inside of the adjacent sewer section. Changes in direction of flow shall be made with a smooth curve of as large a radius as the size of the manhole and the nature of the change will permit. Changes in size and grade of the channels shall be made gradually and evenly. The invert channels may be formed directly in the concrete of the manhole or catch basin base or may be half pipe sections laid in the concrete. The floor of the manhole outside of the channel shall be smooth and shall slope toward the channel not less than one inch per foot nor more than two inches per foot. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 101 All connections between manhole rings or between sewer pipe and manhole or catch basin walls shall be joined with "Kent Seal" manufactured by K. T. Snyder Company or approved equal, in such a manner as to make the manhole watertight. Rubber "O" ring gaskets may be used if approved by the Engineer. When a new storm sewer line is connected to an existing manhole or catch basin, a flow-channel shall be cut from the floor of the existing manhole and re-grouted to a smooth configuration to match the inlet characteristics of the new storm sewer. 10. PROTECTION OF WATER SUPPLIES Storm sewer pipelines shall be located a minimum of ten feet horizontally from existing or proposed water mains. Whenever it is necessary that a storm sewer pipe cross above or within 18 inches below a water main, the storm sewer pipe within 10 feet of the water line shall be constructed of either ADS N12 pipe with concrete collar-encased joints or specification PVC sewer pipe with concrete collar-encased joints. 11. TESTS New storm sewer pipelines which are constructed of pipe materials with watertight joints will be tested to assure the Engineer that pipe laying and jointing are satisfactory. The contractor shall provide the labor and materials to conduct the following tests in the presence of the Engineer. a. Water Test. Where ground water is a minimum of two feet above the storm sewer line, tests shall be made by sealing off the section to be tested between manholes and measuring the infiltration by collecting or pumping the discharge into containers. Tests shall be conducted for a period of not less than four hours for each section tested. Time shall be allowed to adequately soak lines and manholes in advance of performing tests. When ground water is not above the pipe, testing shall be as follows: On flat slopes where the depth over the centerline of the pipe in the lower manhole of the test section will be less than ten feet, the upper manhole shall be filled to a depth of two feet over the top of the pipe with the inlet to the lower manhole plugged. When the above conditions can not be met, the Engineer will define special test procedures to accomplish the tests without harming the system with high pressures. All tests shall be conducted for a period of at least four hours. The maximum allowable infiltration or exfiltration, including manholes shall not exceed 300 gallons per day per mile of storm sewer, per inch diameter of pipe. b. Deflection Test. After the pipe has been installed and backfilled, all pipe shall be tested for deflection in the presence of the Engineer. This test shall consist of pulling a mandrel or rolling a ball (go-no go device) through the pipe. The maximum deflection allowable shall not exceed 5 percent of the pipe's internal diameter for final inspection. The contractor shall repair and/or replace any section of the system which fails to meet testing standards following which the section shall be retested. The test section of storm sewer shall not exceed 800 feet in length. 12. MEASUREMENT AND PAYMENT Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 102 The Work shall be paid for at the specific contract unit prices per linear foot installed in accordance with the plans and specifications. The accepted quantity of each type of pipe shall be determined to the nearest 0.1 feet of length. All work and materials incidental to the installation of the culvert, such as excavation, bedding, etc. shall be included in the linear foot price of the pipe. All end treatment construction such as the flared end sections, drainage ditch blocks, fittings, delineator posts, and inlet and outlet riprap protection shall be included in the unit price for each culvert installed. Manholes, catch basins, and inlets shall be paid for at the contract unit prices per each for each type and size established in the Bid Schedule. All work and materials incidental to the installation of the manhole, catch basin or inlet, such as formation of the invert per the construction details shall be included in the unit price of the structure. The term “accepted quantities” shall mean only those quantities necessary to construct the drainage pipes, manholes, inlets and catch basins as defined in the plans and specifications, and/or authorized and modified by the Engineer in the field. Any additional quantity used in the work which is not in any way authorized, and/or is the result of waste, or placement of pipe greater length than is designed, specified or authorized, shall not be paid for Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 103 DRAINAGE CULVERTS 1. SCOPE The work consists of the construction of drainage culverts including ditch blocks, inlets, outfalls and slope protection and other appurtenances normally used in drainage culvert systems. The work includes the furnishing of all materials, labor, supplies and equipment for the installation of drainage culverts. 2. MATERIALS The type and class of pipe to be used in the work will be as shown on the plans and/or called for in the specifications. The following specifications will apply to pipeline and appurtenant materials. Material Specification Polyvinyl Chloride pipe (PVC) ASTM D-3034 PVC Over 15 inches I.D. ASTM F-679 PVC Min. Standard Dimension Ratio SDR 35 Acrylonitrile Butadiene Styrene (ABS) ASTM D-2680 Reinforced concrete Low- Head pressure pipe ASTM C-361-85a Corrugated Polyethylene Pipe & fittings ASTM F-405 Large Diameter Corrugated Polyethylene pipe and fittings ASTM F-667 Polyethylene Corrugated Drainage Pipe AASHTO M-252 Polyethylene Corrugated Pipe 12" to 36" AASHTO M-294 Corrugated Metal Pipe (CMP) AASHTO M-218 ASTM A-444 ASTM A-760 ASTM A-761 ASTM A-762 Unless specifically approved otherwise by the Engineer, all storm drain pipe and culverts shall be smooth interior corrugated polyethylene pipe in accordance with AASHTO M-252 and M-294, and shall be ADS- N12 or approved equal. Corrugated metal pipe (CMP) may only be used for special conditions when specifically approved by the Engineer. 3. CERTIFICATION BY MANUFACTURER When required by the Engineer, the Contractor shall furnish certification by the manufacturer(s) of the pipe and materials to be furnished on this project, certifying that they comply with the applicable specifications. All pipe and materials shall be clearly marked with type, class and/or thickness as applicable. Lettering shall be legible and permanent under normal conditions of handling and storage. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 104 3. LAYING AND BEDDING THE PIPE Unless otherwise specified, the pipe shall be installed in accordance with the manufacturer's recommendations. The pipe shall be laid with the outside laps of circumferential joints pointing upstream and with longitudinal laps at the sides at about the vertical mid-height of the pipe. Field welding of corrugated galvanized iron or steel pipe will not be permitted. Unless otherwise specified, the pipe shall be firmly and uniformly bedded throughout its entire length with a minimum thickness of 6-inches of Class 6 ABC. Perforated pipe shall be laid with the perforations down and oriented symmetrically about a vertical center line. Perforations shall be clear of any obstructions as the pipe is laid. The pipe shall be loaded sufficiently during the compaction of backfill around the sides to prevent its being lifted from the bedding. Materials used for backfill shall be placed in the trench in layers suitable to the equipment used for compaction. Backfill shall be compacted to a minimum of 95% of the maximum dry density as determined by Standard Proctor test (ASTM D698) at a moisture content within 2% of optimum. Culverts backfilled with “Flow Fill” shall be restrained from floating by suitable methods. Use of heavy equipment, such as the bucket of a backhoe will not be permitted. At all culvert entrances where specified, the pipe entrance shall be provided with a Flared End Section. Flared End Sections shall be polyethylene, except for pipe sizes for which polyethylene end sections are not manufactured 4. STRUTTING When required, struts and horizontal ties shall be installed to maintain shape and configuration of the pipe during placement and backfilling. Struts and ties shall remain in place until the backfill has been placed to a height of 5 feet above the top of the pipe, or installation has been completed, at which time they shall be removed by the contractor. 5. HANDLING THE PIPE The Contractor shall furnish such equipment as is necessary to place the pipe without damaging the pipe or coatings. The pipe shall be transported and handled in such a manner as to prevent bruising, scaling or breaking of the specified coating or bituminous coating. 6. REPAIR OF DAMAGED COATINGS Any damage to the zinc coatings of metal pipes shall be repaired by thoroughly wire brushing the damaged area to bright metal, removing all loose and cracked coating, removing all dirt and greasy material with solvent, and painting with two coats of zinc dust-zinc oxide primer conforming to the requirements of Federal Specification TT-P-641. If the coating is damaged in any individual area larger than 12 square inches, or if more than 0.2 percent of the total surface of a joint of pipe is damaged, then the joint will be rejected. Breaks or scuffs in bituminous coatings that are less than 36 square inches in area shall be repaired by the application of two coats of hot asphaltic paint or a coating of cold-applied bituminous mastic. The repair coating shall be at least 0.05 inches thick after hardening and shall bond securely and permanently to the pipe. The material shall meet the physical requirements called for in AASHO M 190 and WW P 405b. Whenever individual breaks exceed 0.5 percent of the total surface area of the pipe, the pipe will be rejected. 7. MEASUREMENT AND PAYMENT Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 105 The Work shall be paid for at the specific contract unit prices per linear foot installed in accordance with the plans and specifications. The accepted quantity of each type, class, size and gauge of culvert shall be measured to the nearest 0.1 feet installed complete, and shall be paid for at the contract unit price per linear foot of each size and type of culvert. All work and materials incidental to the installation of the culvert, such as excavation, bedding, etc. shall be included in the linear foot price. Flared end sections, where required, shall be paid for on a per each basis, installed in accordance with the plans and specifications. The term “accepted quantities” shall mean only those quantities necessary to construct the culverts as defined in the plans and specifications, and/or authorized and modified by the Engineer in the field. Any additional quantity used in the work which is not in any way authorized, and/or is the result of waste, or placement of culverts greater length, or size than is designed, specified or authorized, shall not be paid for. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 106 SEWER PIPELINE CONSTRUCTION 1. SCOPE The work consists of the construction of sewer pipelines including manholes, and other appurtenances normally used in sewage collection systems. The work includes the furnishing of all materials, excavation of trenches, installation of materials, backfilling, construction of manholes, testing, cleaning and restoration of surface. 2. MATERIALS The type and class of pipe to be used in the work will be shown on the plans and/or called for in the specifications. The following specifications will apply to pipeline and appurtenant materials. Material Specification Polyvinyl Chloride pipe (PVC) ASTM D-3034 PVC Over 15 inches I.D. ASTM F-679 PVC Min. Standard Dimension Ratio SDR 35 Acrylonitrile Butadiene Styrene (ABS) ASTM D-2680 Precast Concrete Manhole Rings ASTM C-478 2. Pressure rated PVC ASTM D-2241 High Density Polyethylene (HDPE) ASTM D-1248 3. CERTIFICATION BY MANUFACTURER When required by the Engineer, the Contractor shall furnish certification by the manufacturer(s) of the pipe and materials to be furnished on this project, certifying that they comply with the applicable specifications. All pipe and materials shall be clearly marked with type, class and/or thickness as applicable. Lettering shall be legible and permanent under normal conditions of handling and storage. 4. TRENCH EXCAVATION All excavation, trenching, shoring and associated work shall be accomplished in a manner which meets OSHA Department of labor, Safety and Health Regulations for Construction. Prior to trenching, when crossing existing or prospective cultivated areas, gravel streets or other developed surfaces, the contractor shall strip the cover material to full depth of the existing surfacing. This surface material shall be stockpiled and placed back over the trench area after backfilling is complete, to the extent that the stockpiled material is acceptable and usable for that purpose. Topsoil shall be removed to full depth of the topsoil, or to a maximum depth of 12 inches, whichever is less. All established lawn areas cut by the trench or damaged during the course of the work shall be restored to a condition comparable to or better than its surrounding area. Replacement of lawn shall be accomplished with sod, seeding will not be considered as acceptable lawn replacement. Where trenching is to be done through concrete or asphalt paving, cuts in the paving shall be accomplished to result in a neat "sawed" line cut on each edge of the trench. The Contractor shall excavate as necessary at the locations shown on the drawings, staked in the field or otherwise specified for the installation of pipelines and appurtenances. During excavation, materials suitable for backfilling shall be piled in an orderly manner a sufficient distance from the banks of the trench to avoid overloading and to prevent slides or cave-ins. Excavated material shall be piled on one side of the trench only, to permit ready access to the trench and adjoining facilities. Surface drainage of adjoining areas shall not be obstructed with piles of excavated Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 107 materials. All excavated materials not required or suitable for backfill shall be removed from the site as directed by the Engineer. Grading shall be done as may be necessary to prevent surface water from flowing into excavations. Any water which accumulates in trenches shall be promptly removed. Under no circumstances shall water be permitted to rise in un-backfilled trenches until after the pipe has been placed, tested and covered with backfill. Any pipe having its alignment or grade changed as a result of a flooded trench shall be re-laid at no additional cost to the owner. The bottom of trenches shall be accurately graded to the line and grade shown on the drawings. Bedding material shall provide uniform bearing and support for each section of the pipe at every point along its entire length. Bell holes and depressions for joints shall be dug after the trench bedding has been graded, and shall be only of such length, depth and width as required for properly making the particular type of joint. Unauthorized overdepths shall be backfilled with bedding material. Blasting for excavation will be permitted for rock excavation. Rock excavation shall be defined as the excavation of all hard, compacted or cemented materials, the accomplishment of which requires blasting or the use of excavators larger than defined for common excavation. Common excavation shall be defined as the excavation of all materials that can be excavated and removed from the bottom of the trench, at design depth, by the use of hydraulic backhoe equipment having a power rating of at least 195 horsepower (at the flywheel) and can exert a bucket curling force of at least 35,800 pounds with the use of a long tip radius bucket. This is intended to be equivalent to the ability of a Caterpillar 235 excavator-backhoe. When blasting rock in trenches, the Contractor shall cover the area to be shot with earth backfill or approved blasting mats that will prevent the scattering of rock fragments outside of the excavation. The blasting procedures of the Contractor shall conform to all Federal, State and local laws, ordinances and regulations. 5. TRENCH CONFIGURATION The trench depth shall be as required for the invert grade or bury shown on the plans. The trench width for the trench bottom to a point one foot above the top of the pipe shall be no less than the outside diameter of the pipe plus eight (8) inches, but not more than the outside diameter of the pipe plus twenty-four (24) inches. Trench configuration shall be as shown on the detail sheet. The sides of all trenches higher than five (5) feet above the bottom of the trench shall be laid back on a slope of 1 : 1 or shall be shored and sheathed in accordance with OSHA regulations. Portable trench boxes or sliding trench shields may be used for shoring in lieu of a shoring system. The strength of the portable trench box shall be equal to or greater than the sheathing or shoring system which would be required for the trench conditions. When soft or unstable material or rock is encountered at subgrade which will not uniformly support the pipe, such material shall be excavated to an additional depth as directed by the Engineer and the trench shall be brought back to grade with compacted acceptable material. 6. PIPE INSTALLATION The pipe shall be installed in accordance with the manufacturer's recommendations for installing the type of pipe used unless modified or changed in the Special Provisions. The Contractor shall provide all tools and equipment including any special tools designed for installing each particular type of pipe used. The Contractor shall be responsible for the safe and proper storage and handling of all material intended for the work furnished by him or to him and accepted by him until it has been incorporated in the completed and accepted work. Every precaution shall be taken to prevent foreign material from entering the pipe while it is being handled, stored or installed. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a water-tight plug or other means approved by Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 108 the Engineer. The cutting of pipe as necessary in the course of the work shall be accomplished in neat workmanlike manner without damage to the pipe. The cut shall result in a smooth cut at right angles to the axis of the pipe. 7. PIPE BEDDING AND TRENCH BACKFILL All trenches shall be backfilled immediately after grade, alignment and jointing of the pipe has been inspected and accepted by the Engineer. Leakage tests, pressure tests or tests for alignment, grade and/or pipe cross-section deflection shall be performed after backfill has been accomplished. Pipe bedding material placed around and up to a point twelve inches over the pipe shall consist of select earth, sand, or fine gravel free from clods, lumps of frozen material or stones larger than 1 1/2 inches in their maximum dimension. The pipe bedding material shall be placed around the pipe in layers of six inches thick or less and compacted by tamping. Water settling of this portion of the trench will not be allowed, and the addition of water shall be limited to that required for optimum compaction. After the select pipe bedding material has been placed and compacted as called for above, the remainder of the trench shall be backfilled. All backfill material shall be free from cinders, ashes, refuse, organic and frozen material, boulders or other unsuitable material. From twelve inches over the pipe to a point 12 inches below the surface or road subgrade, stones which do not exceed 12 inches in maximum dimension may be included in the backfill. Materials used for backfill shall be placed in the trench in layers suitable to the equipment used for compaction and shall be compacted to a minimum of 95% of the maximum dry density as determined by Standard Proctor test (ASTM D698) at a moisture content within 2% of optimum. Completion of backfill in roads, streets and sidewalks shall include the reconstruction of paving surfaces to a condition as good or better than the original surface, and shall include replacement of all sub-base and base course gravels. Trench configuration shall be as shown on the attached detail sheet. 8. MANHOLES Manholes shall be constructed of Precast concrete rings with frames and covers and steps in accordance with the details shown on the drawings. Adjusting rings may be used for adjusting the manhole top elevation to coincide with existing ground elevations, except the total height of adjusting rings used per manhole shall not exceed 12 inches. Adjusting rings shall be reinforced with the same percentage of steel as the riser and top. Manhole steps shall be non-corrosive type material such as rubber encased steel, aluminum, or nylon. Steps shall withstand vertical loads of 400 pounds and pull-out force of 1000 pounds. Manhole rings and covers and the supporting rings shall be designed to withstand H-20 AASHTO loading. Manhole rings and covers shall be non-ventilated type and shall conform to the standards of the Sewer Utility District’s system. Manhole covers shall have a side open pick slot, similar to the Deeter Type "F", unless approved in writing by the Engineer. Manhole base shall be either precast or cast in place on undisturbed or compacted earth, except that manholes constructed where ground water may, at any time, be higher than the base, shall have a precast base. Manhole base concrete shall have a minimum compressive strength of 3000 pounds per square inch in 28 days. Manholes shall be constructed to the dimensions shown on the plans. Invert channels shall be smooth and semi-circular in cross-section conforming to the inside of the adjacent sewer section. Changes in direction of flow shall be made with a smooth curve of as large a radius as the size of the manhole and the nature of the change will permit. Changes in size and grade of the channels shall be made gradually and evenly. The invert channels may be formed directly in the concrete of the manhole base or may be half pipe sections laid in the concrete. The floor of the manhole outside of the channel shall be smooth and shall slope toward the channel not less than one Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 109 inch per foot nor more than two inches per foot. Manhole inverts and channels shall be formed as shown on the detail sheets. All connections between manhole rings shall be joined with "Rub-R-Nek" "LTM" or approved equal, in such a manner as to make the manhole watertight. "Rub-R-Nek" sealant/primer shall be applied to both top and bottom surfaces of manhole risers before placing the "Rub-R-Nek". Two "Rub-R-Nek" gaskets shall be placed around the manhole risers, one the inner ledge, one on the outer ledge. The sewer pipes shall be joined to the manhole base by use of expandable water stops, special purpose-made sleeves, or a rubber gasket cemented to the manhole and connected to the pipe with a stainless-steel band clamp. Both inner and outer joints between sewer pipe and manhole shall be grouted. Rubber "O" ring gaskets may be used, to seal and join manhole riser sections, if approved by the Engineer. When a new sewerline is connected to an existing manhole, a flow-channel shall be cut from the floor of the existing manhole and regrouted to a smooth configuration to match the inlet characteristics of the new sewerline. In cold weather conditions, when the "Rub-R-Nek" gasket material becomes stiffer or hard to handle, a propane torch may be used to warm the gasket before seating the next manhole riser, so long as care is taken not to damage the gasket by overheating. Manholes shall be installed: at the end of each line; at all changes in grade, size, or alignment; at all sewer line intersections; and at distances no greater than 400 feet, unless approved in writing by the Engineer, and shall be located in an access easement with vehicular access for service. Anchor manholes will be constructed on slopes greater than twenty percent (20%). Landscaping will not be allowed to cover manholes. Manhole construction shall be as shown on the detail sheets. 9. PROTECTION OF WATER SUPPLIES Sewer mains shall be located a minimum of ten feet horizontally from existing or proposed water mains. The distance will be measured pipe wall to pipe wall. Whenever it is necessary that a sewer main cross above or within 18 inches below a water main, the sewer main shall be made impervious by one of the methods listed below, and as shown in the detail drawings. a. A section of polyethylene lined ductile iron meeting the latest revision of the ASTM A-746 specification for polyethylene lined sewer pipe at least 20 feet in length shall be used for sewer pipe and centered over the water main. The minimum horizontal distance from the water main to a joint between ductile iron sewer pipe and the regular sewer main shall be ten feet, measured perpendicular to the water line. All joints within the ten feet perpendicular to the water line and between the sewer pipe and the ductile iron pipe shall be encased in a concrete collar six inches thick and extending at least six inches on either side of the joint. b. The sewer pipe shall be reinforced with a concrete encasement which shall be at least six inches thick on all sides of the sewer pipe and extend for at least ten feet each way from the crossing point with the water main, measured perpendicular to the water main. c. The sewer main shall be constructed of C-900 PVC class 200 pressure pipe or Yelomine pressure pipe, or Standard Dimensional Ratio (SDR) 26 pressure pipe for a distance of no less than ten feet, each way from the crossing point with the water main, measured perpendicular to the water main. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 110 d. Sewer services crossing over water lines shall be encased within a larger pipe having both ends grouted. Pressure pipe shall be used for the encasement, and the sewer service shall be encased for a distance of no less than ten feet each way from the crossing point with the water main, measured perpendicular to the water main. All joints within the ten feet perpendicular to the water main shall be encased in a concrete collar six inches thick and extending at least six inches on either side of the joint. 10. MINIMUM VELOCITIES All mains shall be designed and constructed to cause a flow velocity of a minimum of 2 fps (feet per second) at least once each day based on the anticipated tributary population (or hydraulic loading in the case of commercial or industrial use) at development buildout. The following are the minimum sewer main slopes: SEWER SIZE IN INCHES MINIMUM SLOPE IN FEET PER 100 FEET 6 0.05 8 0.40 10 0.28 12 0.22 15 0.15 18 0.12 21 0.10 24 0.09 11. TESTS AND INSPECTION New sewer manholes and lines will not be finally accepted until tests have been made to assure the Engineer that the manholes are properly constructed and grouted, and that pipe laying and jointing are satisfactory. The contractor shall provide the labor and materials to conduct the following tests in the presence of the Engineer. a. Lamp Test Sewer mains shall be checked by the Engineer to confirm that the alignment of the pipe has not shifted during backfilling of the trench. The Engineer will inspect lengths of sewer main between manholes by using a bright light and observing for a "full moon" circle of the opposite end of the pipe. The Engineer may elect to "lamp" the sewer main from both ends of the pipe. Any visible alignment deflection, earth, rocks or other debris, or any other defect found by the Engineer shall be remedied prior to acceptance by the Engineer. b. Video Camera Inspection All sewer mains shall be inspected by television (TV) camera on a minimum of two occasions prior to final acceptance by the Engineer. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 111 The first TV inspection must occur prior to the placement of Hot Bituminous Pavement on the road and the second TV inspection must occur prior to the expiration of the warranty period. Prior to a video camera inspection, the sewer line to be inspected shall be flushed with a minimum of two hundred gallons of water, which shall be pumped out of the lowest manhole in the system after the test. All deflections in the sewer pipe which retain a depth of water equal to one-half inch shall be deemed defective, and shall be repaired at the Contractor's sole expense. The television camera system used shall have the ability to produce a high quality image of the interior of the pipe and its contents and also have the ability to turn and "look up" a sewer service connection. The Engineer shall receive the original video tape from the inspection. The contractor may make and keep copies of the tape c. Flushing of Sewer Mains All earth or rock found in the sewer main which, in the opinion of the Engineer, is detrimental to the inspection or function of the sewer, shall be removed prior to acceptance by the Owner or their Representative. All new sewer mains shall be cleaned by flushing with a quantity of water sufficient to develop a minimum velocity of 10 fps in the flattest portion of the sewer main, for a period of at least two minutes. The procedure used to flush the sewer mains shall be subject to review by the Engineer, but in all cases, it shall be the responsibility of the Contractor to install plugs at the connection to the existing sewer system and to pump out all flushing water and debris to a disposal tank or to a suitable open area. Under no circumstances shall either the flushing water or the debris flushed from the sewer mains be allowed to enter the Appropriate Government Agencty’s sewer system or treatment plant. The Contractor shall take all steps necessary to prevent damage from erosion, deposition, or any other cause related to the disposal of flushing water or debris, and shall be responsible for all aspects of the cleaning of the sewer mains and disposal of flushing water and debris. The Engineer shall be notified in writing 24 hours prior to the flushing of the sewer mains, and shall witness the flushing process. d. Sewer testing by Air Pressure All sewer mains and service lines shall be pressure tested according to the conditions of ASTM C-828, which are outlined in the specification "SEWER TESTING BY AIR PRESSURE", included herein. e. Vacuum testing of Manholes All sewer manholes shall be vacuum tested according to the conditions of the specification "VACUUM TESTING OF MANHOLES", included herein. f. Wastewater Force Mains. All wastewater force mains shall be flushed and pressure tested in the same manner as pressure mains for domestic water systems. The contractor shall repair and/or replace any section of the system which fails to meet testing standards, or fails to pass visual inspection, following which the section shall be retested. The test section of sewer shall not exceed 800 feet in length. 11. SEWER LINE ACCEPTANCE PROCEDURE No portion of the sewer system, including sewer manholes or sewer lines, sewer services, shall be accepted by the Engineer until the Inspection Reports, including the form called Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 112 "Sewer Manhole Testing, Vacuum Test Report and Sewer Pipe Line Testing , Air Pressure Test Report", examples of which are included herein, are complete to the satisfaction of the Engineer. 12 MEASUREMENT AND PAYMENT The Work shall be paid for at the specific contract unit prices per linear foot installed complete in accordance with the plans and specifications. The accepted quantity of each type, class, size and gauge of sewer pipe shall be measured to the nearest 0.1 feet installed complete. All work and materials incidental to the installation of the sewer pipes, such as excavation, bedding, etc. shall be included in the linear foot price. Manholes shall be measured by counting each size and type installed complete in accordance with the plans and specifications, and shall be paid for at the contract unit price for each size and type. The term “accepted quantities” shall mean only those quantities necessary to construct the sewer pipes as defined in the plans and specifications, and/or authorized and modified by the Engineer in the field. Any additional quantity used in the work which is not in any way authorized, and/or is the result of waste, or placement of sewer pipes of greater length, or size or gauge, or manholes of larger size or different type or than is designed, specified or authorized, shall not be paid for. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 113 SEWER TESTING BY AIR PRESSURE 1. SCOPE The work shall consist of pressure testing sewer mains and service lines. The contractor shall furnish all facilities and equipment necessary to conduct the pressure testing of the sewer pipe, including but not limited to sewer pipe plugs and connections, air compressor, pressure gauges, bulkheads, regulator to avoid over pressurization and all miscellaneous hoses and fittings. The Engineer shall witness the test. The contractor shall at all times be responsible for the safe performance of this test, and that all relevant safety precautions are adhered to, including the requirements of OSHA regarding confined space entry procedures. 2. GENERAL The contractor shall notify the Engineer in writing 48 hours in advance of all vacuum testing. 3. PRESSURE TEST EQUIPMENT a. The pipe plug for the low pressure air testing of the sewer line shall be equipped with two taps. One tap will be used to supply air into the line being tested with appropriate valves and fittings to regulate air flow to the test section of pipe. The second tap shall be fitted with a valve and fittings to accommodate a pressure test gauge. b. The system shall include a pressure relief valve to prevent the pressure in the test section from exceeding 5.0 psig for standard sewer mains, or 10 psig for pressure sewer mains, plus external pressure from ground water as per 3. e. below. c. The pressure test gauge shall meet the following minimum specifications: ASME Grade A 1) Diameter = 4.5 inches 2) Pressure range = 0 to 15 psi 3) Gauge increments = 0.20 psi 4) Accuracy = 1% of maximum scale reading Calibration data shall be supplied with all pressure test gauges. Certification will be required from the gauge manufacturer. Calibration and certification data shall be available to the Engineer prior to testing. d. Compressor for air supply. 4. TESTING STANDARD SDR 35 SEWER MAINS: After completion of installation and backfilling, each section of sewer pipe between manholes shall be tested in the following procedure: a. Plug ends of test section and all service taps with fittings capable of withstanding pressure up to 5.0 psig. One of the plugs provided must be equipped to connect testing system. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 114 b. Pressure test section up to 4.0 psig and maintain pressure, with air supply, between 3.5 and 4.0 psig for two minutes to allow air temperature to equalize with pipe wall temperature. During this period, check all plugs to detect any leakage. Bleed off pressure and tighten any leaking plugs. c. After temperature is stabilized, allow pressure to decrease to 3.5 psig, begin timing to determine time for pressure to drop from 3.5 psig to 2.5 psig. If the time, in seconds, for the air pressure to decrease from 3.5 psig to 2.5 psig is greater than that shown in the table below, the pipe section shall be presumed to be free of defects resulting in leakage. 5. TESTING PRESSURE SEWER MAINS, (SDR 26): After completion of installation and backfilling, each section of sewer pipe between manholes shall be tested in the following procedure: a) Plug ends of test section and all service taps with fittings capable of withstanding pressure up to 15.0 psig. One of the plugs provided must be equipped to connect testing system. Bracing of the plugs with materials capable of supporting the forces exerted by the fully pressurized pipe shall be placed in the manhole so as to prevent forcible ejection of the plugs. b) Pressure test section up to 10.0 psig and maintain pressure, with air supply, between 9.5 and 10.0 psig for two minutes to allow air temperature to equalize with pipe wall temperature. During this period, check all plugs to detect any leakage. Bleed off pressure and tighten any leaking plugs. c) After temperature is stabilized, allow pressure to decrease to 9.5 psig, begin timing to determine time for pressure to drop from 9.5 psig to 8.5 psig. If the time, in seconds, for the air pressure to decrease from 9.5 psig to 8.5 psig is greater than that shown in the table below, the pipe section shall be presumed to be free of defects resulting in leakage. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 115 The following sections apply to both Standard SDR 35 Sewer Mains and to Pressure SDR 26 Sewer Mains. PIPE SIZE (INCHES) REQUIRED TIME PER 100 L.F. OF TEST SECTION (minutes:seconds) MAXIMUM REQUIRED TIME (minutes:seconds) MAXIMUM TIME APPLIES TO ALL PIPE OVER: 8 (1:10) (3:47) 227 325 L.F. 10 (1:50) (4:43) 283 258 L.F. 12 (1:38) (5:40) 340 216 L.F. 15 (4:08) (7:05) 425 172 L.F. 18 (5:56) (8:30) 510 144 L.F. 21 (8:05) (9:55) 595 123 L.F. 24 (10:34) (11:20) 680 108 L.F. 27 (12:45) (12:45) 765 100 L.F. 30 (14:11) (14:11) 851 100 L.F. 33 (15:35) (15:35) 935 100 L.F. d. If test fails, locate and repair leaks and repeat tests. d. In areas of known ground water levels which are higher than the top of the sewer pipe, the air pressure shall be increased to compensate for the external pressure caused by the height of the ground water. To determine how much to increase testing air pressure, one pound per square inch (1 psig) of pressure shall be added to the test pressure for each two point three feet (2.30') of ground water above the flow line of the sewer main. The height of ground water shall be estimated by the Engineer, based on the best available information, and will be determined from the greatest depth in any given section of pipe being tested. 4. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this Work, but it is construed to be a part of all phases and items of the Work involved in the project. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 116 VACUUM TESTING OF MANHOLES 1. SCOPE The work shall consist of vacuum testing sewer manholes. The contractor shall provide all required equipment , materials and labor. The Engineer shall witness the test. The contractor shall at all times be responsible for the safe performance of this test, and that all relevant safety precautions are adhered to, including the requirements of OSHA regarding confined space entry procedures. 2. GENERAL The contractor shall notify the Engineer in writing 48 hours in advance of all vacuum testing. 3. VACUUM TEST a Each manhole shall be tested immediately after assembly and prior to backfilling. b. All lift holes shall be plugged with an approved non-shrink grout. c. No grout will be placed in the horizontal joints before testing. d. All pipes entering the manhole shall be plugged, taking care to securely brace the plugs from being drawn into the manholes. e. The test head shall be placed at the inside of the top of the cone section and the seal inflated in accordance with the manufacturer's recommendations. f. A vacuum of 10 inches of mercury shall be drawn and the vacuum pump shut off. With the valves closed, the time shall be measured for the vacuum to drop to 9 inches. The manhole shall pass if the time is greater than 60 seconds for a 48 inch manhole, 75 seconds for a 60 inch manhole and 90 seconds for a 72 inch manhole. g. If the manhole fails the initial test, necessary repairs shall be made with a non- shrink grout while the vacuum is still being drawn. Re-testing shall proceed until a satisfactory test is obtained. 4. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this Work, but it is construed to be a part of all phases and items of the Work involved in the project. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 117 WATER PIPELINE CONSTRUCTION 1. SCOPE The work consists of the construction of water pipelines including fittings, valves and other appurtenances normally used in water supply and distribution systems. The work includes the furnishing of all materials, excavation of trenches, installation of materials, backfilling, construction of thrust blocks, testing, cleaning and disinfection and restoration of surface. Unless otherwise approved, pipe installation sequencing shall be as follows: a. Trench excavation shall not precede pipe installation by more than 300 feet. b. Pipe installation shall not precede backfill by more than 100 feet. c. Trench excavation shall not precede clean-up by more than 1000 feet. 2. MATERIALS The type and class of pipe to be used in the work will be shown on the plans and/or called for in the specifications. The following specifications will apply to pipeline and appurtenant materials. Material Specification Ductile Iron Pipe (D.I.P.) AWWA C-151 Polyvinyl Chloride pipe (PVC) AWWA C-900 D.I.P. Cement Mortar lining AWWA C-104 D.I.P. Mechanical and push on joint AWWA C-111 D.I.P. Compact Fittings AWWA C-153 D.I.P. & Gray Iron Fittings AWWA C-110 Gate valves AWWA C-500 Butterfly valves AWWA C-504 Resilient Seated Gate valve AWWA C-509 Resilient Seated Gate valve int. coating AWWA C-550 Fire Hydrant AWWA C-502 Loose Polyethylene Encasement AWWA C-105 3. TRENCH EXCAVATION All excavation, trenching, shoring and associated work shall be accomplished in a manner which meets OSHA Department of labor, Safety and Health Regulations for Construction. Prior to trenching, when crossing existing or prospective cultivated areas, gravel streets or other developed surfaces, the contractor shall strip the cover material to full depth of the existing surfacing. This surfacing material shall be stockpiled and placed back over the trench area after backfilling is complete, to the extent that the stockpiled material is acceptable and usable for that purpose. Topsoil shall be removed to full depth of the topsoil, or to a maximum depth of 12 inches, whichever is less. All established lawn areas cut by the trench or damaged during the course of the work shall be restored to a condition comparable to or better than its surrounding area. Replacement of lawn shall be accomplished with sod, seeding will not be considered as acceptable lawn replacement. Where trenching is to be done through concrete or asphalt paving, cuts in the paving shall be accomplished to result in a neat "sawed" line cut on each edge of the trench. The Contractor shall excavate as necessary at the locations shown on the drawings, staked in the field or otherwise specified for the installation of pipelines and appurtenances. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 118 During excavation, materials suitable for backfilling shall be piled in an orderly manner a sufficient distance from the banks of the trench to avoid overloading and to prevent slides or cave-ins. Excavated material shall be piled on one side of the trench only, to permit ready access to the trench and adjoining facilities. Surface drainage of adjoining areas shall not be obstructed with piles of excavated materials. All excavated materials not required or suitable for backfill shall be removed from the site as directed by the Engineer. Grading shall be done as may be necessary to prevent surface water from flowing into excavations. Any water which accumulates in trenches shall be promptly removed. Under no circumstances shall water be permitted to rise in un-backfilled trenches until after the pipe has been placed and covered with backfill. Any pipe having its alignment or grade changed as a result of a flooded trench shall be relayed at no additional cost to the owner. The bottom of trenches shall be accurately graded to the line and grade shown on the drawings. Bedding material shall provide uniform bearing and support for each section of the pipe at every point along its entire length and shall be placed to a point 12 inches above the top of the pipe, as illustrated in the plans. Bell holes and depressions for joints shall be dug after the trench bedding has been graded, and shall be only of such length, depth and width as required for properly making the particular type of joint. Unauthorized overdepths shall be backfilled with bedding material. Blasting for excavation will be permitted for rock excavation. Rock excavation shall be defined as the excavation of all hard, compacted or cemented materials, the accomplishment of which requires blasting or the use of excavators larger than defined for common excavation. Common excavation shall be defined as the excavation of all materials that can be excavated and removed from the bottom of the trench, at design depth, by the use of hydraulic backhoe equipment having a power rating of at least 195 horsepower (at the flywheel) and can exert a bucket curling force of at least 35,800 pounds with the use of a long tip radius bucket. This is intended to be equivalent to the ability of a Caterpillar 235 excavator-backhoe. When blasting rock in trenches, the Contractor shall cover the area to be shot with earth backfill or approved blasting mats that will prevent the scattering of rock fragments outside of the excavation. The blasting procedures of the Contractor shall conform to all Federal, State and local laws, ordinances and regulations. 4. TRENCH CONFIGURATION The trench depth shall be as required for the invert grade or bury shown on the plans. The trench width for the trench bottom to a point one foot above the top of the pipe shall be no less than the outside diameter of the pipe plus six (6) inches, but not more than the outside diameter of the pipe plus twelve (12) inches. The sides of all trenches higher than five (5) feet above the bottom of the trench shall be laid back on a slope of 1 :1 or shall be shored and sheathed in accordance with OSHA regulations. Portable trench boxes or sliding trench shields may be used for shoring in lieu of a shoring system. The strength of the portable trench box shall be equal to or greater than the sheathing or shoring system which would be required for the trench conditions. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 119 When sub grade material is encountered which will not uniformly support the pipe, such material shall be over excavated as directed by the Engineer and the trench shall be brought back to grade with compacted acceptable bedding material. 5. PIPE INSTALLATION The pipe shall be installed in accordance with the manufacturer's recommendations for installing the type of pipe used unless modified or changed in the Special Provisions. The Contractor shall provide all tools and equipment including any special tools for installing each particular type of pipe used. a. Pipe shall be laid with the bells pointing in the direction that the work is progressing. b. On down slopes, or in any circumstance which might allow the joint to open, the last pipe laid at the bottom of the slope shall be secured to prevent movement. c. The joint shall be completed in accordance with the applicable pipe material specification and the pipe shall be adjusted for line and grade. Adjustments to line and grade of the pipe shall be made by adjusting the bedding along the entire length of the pipe, except at the bell, and not by wedging, blocking, or mounding up the pipe or bell. d. Secure the pipe in place with the specified bedding tamped under and around the pipe except at the last bell. e. Install the pipeline such that a constant positive or negative grade is maintained between high and low points. Record the location of high and low points so that they may be readily located for the installation of air-vacuum valves or blowoffs, when shown on plans, or for temporary air vents. f. Provide a minimum depth of cover of 6.0 feet from finished grade to the top of the pipe. When a pipe must be installed under a culvert or other structure wherein the cover between the pipe and open air is less than 6.0 feet, a site specific design must be prepared and construction accomplished for insulating the pipe from freezing g. Furnish and install insulated 12 gage copper trace wire on all water pipe lines. Installation will be on the top one third of the pipe, taped at 6 foot intervals, outside polyethylene encasement when D.I.P. is used. Connect all branch line trace wire to main trench wire with a twist splice. Bring trace wire to finished grade surface adjacent to all valve boxes. Ground trace wire at a maximum of 500 foot intervals, with grounds being located at hydrants or valves, where ever possible. h. Polyethylene encasement shall be installed on ductile iron pipe. Encasement shall be tube type, in accordance with AWWA C-105, and shall be installed by advancing a bunched length of material around each length of newly laid pipe. Overlap and tape encasement joints. Repair rips, punctures or other damage with adhesive tape or short length of encasement wrapped and secured around pipe. Wrap and tape all valves and fittings. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 120 I. All (dead end) plugged ends, temporary or permanent, longer than 10 feet in length and larger than one inch diameter shall be provided with a temporary tap for flushing and testing. j. All pipe, fittings and appurtenances (poly wrap, trace wire, etc.) must be inspected by the Engineer prior to backfill The Contractor shall be responsible for the safe and proper storage and handling of all material intended for the work furnished by him or to him and accepted by him until it has been incorporated in the completed and accepted work. Every precaution shall be taken to prevent foreign material from entering the pipe while it is being handled, stored or installed. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a water-tight plug or other means approved by the Engineer. Alignment layout shall not exceed one-half (1/2) the deflection value listed below and the actual individual joints in the field shall not exceed the deflection values listed below: MAXIMUM DEFLECTION FULL LENGTH PIPE -- MECHANICAL JOINT PIPE APPROX. CURVE RADIUS MAX DEFLECT. PRODUCED BY SUCCESSION PIPE DEFLECT. INCHES OF PIPE JOINTS SIZE ANGLE IN. DEG-MAX (18 FT) (20 FT) (18 FT) (20 FT) 3 8-18 31 35 125 140 4 8-18 31 35 125 140 6 7-7 27 30 145 160 8 5-21 20 22 195 220 10 5-12 20 22 195 220 12 5-12 20 22 195 220 14 3-35 13. 5 15 285 320 16 3-35 13. 5 15 285 320 18 3-0 11 12 340 380 20 3-0 11 12 340 380 MAXIMUM DEFLECTION FULL LENGTH PIPE -- PUSH-ON TYPE JOINT APPROX. CURVE RADIUS MAX DEFLECT. PRODUCED BY SUCCESSION PIPE DEFLECT. INCHES OF PIPE JOINTS SIZE ANGLE IN. DEG-MAX (18 FT) (20 FT) (18 FT) (20 FT) 3 5 19 21 205 230 4 5 19 21 205 230 6 5 19 21 205 230 8 5 19 21 205 230 10 5 19 21 205 230 12 5 19 21 205 230 14 3 11 12 340 380 Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 121 16 3 11 12 340 380 18 3 11 12 340 380 20 3 11 12 340 380 All fittings and bends shall be restrained by thrust blocks and by the use of restraining fittings such as Megalug. The cutting of pipe as necessary in the course of the work shall be accomplished in neat workmanlike manner without damage to the pipe and any coating thereon. The cut shall result in a smooth cut at right angles to the axis of the pipe. Flame cutting of pipe shall not be allowed. Cuts shall be made with a saw or abrasive wheel for ductile iron pipe. The cut shall be made at right angles to the pipe axis and a grinder shall be used to bevel the pipe end for jointing and smooth the rough edges of the cut end. 6. FIRE HYDRANTS Fire hydrants shall be Mueller "Centurion" A423 or approved equal. Standard features will include: -minimum bury of six (6.0) feet -minimum working pressure of 150 psi -six inch mechanical joint inlet -minimum 5-1/4" compression type main valve which closes under pressure -ANSI B26 nozzle threads -two 2-1/2" hose nozzles -one 4-1/2" pump nozzle -open left with direction arrow cast in top of hydrant -traffic flange with breakable coupling near ground level -red only in color. Fire hydrants must be installed with guard valves and at the end of all main lines. The guard valve will be installed on a main line tee with flange fittings or mechanical joint restraining gland and with mechanical joint restraining glands on the hydrant side on the hydrant side of the valve and on the hydrant. Fire hydrants shall be installed at the relative elevation to the surrounding finished grade such that the portion of the hydrant below the breakaway flange is protected from damage by vehicle collision.. No service line connections will be allowed between the guard valve and the hydrant. For fire hydrant extensions, all barrel extensions and appurtenances will be provided by the same manufacturer as the fire hydrants. 7. PIPE BEDDING AND TRENCH BACKFILL All trenches shall be backfilled immediately after grade, alignment and jointing of the pipe has been inspected and accepted by the governing jurisdiction. Leakage tests and pressure tests shall be performed after backfill has been accomplished. All trench backfill shall be free of frozen material, stumps, roots, brush, or other organic material, cinders or other corrosive material, debris and rocks greater in size than those noted in the following paragraphs. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 122 Pipe bedding material placed around and up to a point twelve (12) inches over the pipe shall consist of select earth, sand, or fine gravel free from clods, lumps of frozen material or stones larger than 1 inch in their maximum dimension. In the absence of bedding material noted above, the bedding shall consist of Class 6 aggregate. The pipe bedding material shall be placed around the pipe by hand in layers of six inches thick or less and compacted by tamping. Water settling of the trench backfill will not be allowed, and the addition of water shall be limited to that required for optimum compaction. After the select pipe bedding material has been placed and compacted as called for above, the remainder of the trench shall be backfilled. All backfill material shall be free from cinders, ashes, refuse, organic and frozen material, boulders or other unsuitable material. From 12 inches above the pipe to a point 24 inches below the surface or road subgrade, stones which do not exceed 15 inches in maximum dimension may be included in the backfill. 8. COMPACTION Materials used for backfill shall be placed in the trench in layers suitable to the equipment used for compaction, and shall be compacted to the following minimum specified density of the maximum dry density as determined by Standard Proctor test (ASTM D698) at a moisture content within 2% of optimum. a) 100% for: subgrade under footings, foundations or structures, subgrade under paved and shoulder slopes of State highways and top 2 feet of paved areas, sidewalks and other areas to receive pavement. b) 95% for: subgrade under gravel roadways, pipe trench barrier material, trench backfill and bedding below 100% compacted top. c) 90% for: sodded or lawn areas and fields. d) equal to density of undisturbed adjacent material for: field areas as directed by the governing jurisdiction. 9. STERILIZATION, TESTING AND ACCEPTANCE OF WATER LINES All water lines shall be sterilized and tested by the Contractor in accordance with Construction Specifications: Hydrostatic Testing and Disinfection of Water Lines. Acceptance of water lines is dependent upon proof by testing and inspection that the system has been constructed and prepared to transport domestic water in accordance with specifications and regulations of the appropriate governing agency. The order of testing is as follows: a.) Continuity of tracer wire b.) Disinfection c.) Flushing--if flushing results in the discharge of an inordinate volume of dirt, rocks or other debris, the appropriate governing agency or Engineer may require, at its sole discretion, an additional course of disinfection. The flushing of high chlorine content water to surface streams is prohibited. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 123 d.) Low chlorine e.) bacteriological sampling f.) Hydrostatic testing 10. CONNECTION TO EXISTING WATER FACILITIES Where connections are to be made to existing water facilities, such connections shall be made in strict conformance with the details shown on the Plans and called for in the Specifications, and shall be begun only after prior consultation with the Engineer. Connections shall not be initiated until all appropriate fittings are on hand and ready for use. Connections shall be made at such time and conditions to provide for minimum interruption of service to users. Care shall be taken to insure protection of water supplies. The Contractor shall notify the appropriate governing agency and Engineer at least 36 hours prior to the time that a connection to existing facilities is planned. Disinfection of the connection shall be accomplished in accordance with Section 4.11 of AWWA C651, "Standard for Disinfecting Water Mains". 11. PROTECTION OF WATER SUPPLIES Sewer mains and service lines shall be located a minimum of ten feet horizontally from existing or proposed water mains. Whenever it is necessary that a sewer main or service line cross above or within 18 inches below a water main, the sewer main shall be made impervious by either of the two methods listed below. a) A section of ductile iron water pipe at least 20 feet in length shall be used for sewer pipe and centered over the water main. The joints between the sewer pipe and the ductile iron pipe shall be encased in a concrete collar six inches thick and extending at least six inches on either side of the joint. The sewer pipe shall be reinforced with a concrete encasement which shall be at least six inches thick on all sides of the sewer pipe and extend for at least ten feet each way from the crossing point with the water main. 12. MEASUREMENT AND PAYMENT Pipe shall be measured to the nearest 0.1 feet installed complete, and shall be paid for at the contract unit price per linear foot of each size and type of pipe. All work incidental to the placement of the water pipes, such as fittings, tees, crosses, bends, polyethylene encasement, Mega-lug fittings, Field Lock gaskets, trace wire installation, plugs, caps, pressure testing valves and pipes, pipe bedding and trench backfill, compaction and marking posts shall be included in the unit price of each type of pipe Valves shall be measured by counting of each size and type installed complete and shall be paid for at the contract unit price of each type and size of valve. All work incidental to the installation of the valves, such as placement of valve boxes, concrete collars on valve boxes, trace wire extensions etc. shall be included in the unit price in the unit price of each type and size of valve. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 124 HYDROSTATIC TESTING OF WATER PIPELINES 1. SCOPE The work shall consist of the hydrostatic testing of water distribution lines. Pressure tests and leakage tests shall be conducted concurrently. The Contractor shall provide all required equipment, materials and labor, including any special temporary taps necessary for the testing. A hydrostatic test shall not be considered valid unless it is witnessed by the Engineer or the Engineer’s representative. Pressure and leakage tests shall be conducted on all newly laid pipe and service lines. Contractor is to furnish all the necessary equipment and materials to conduct the test. Contractor shall test through fire hydrants if possible and will be responsible for installing the appropriate taps as approved by the engineer if a hydrant is not available or used. The test shall be conducted between valved sections of the pipeline, or as approved by the Engineer. Water service lines will be tested up to the closed curb stop. A visual inspection of the water service connection, at the water main and at the curb stop, will be performed to check the leakage; thus, Contractor shall not backfill the corporation, service line couplings and curb stop connections until inspection by the Engineer has been completed and accepted. 2. GENERAL A. The Contractor shall notify the Engineer in writing 24 hours in advance of all hydrostatic testing. B. No tests shall be conducted until all required pipe and joint restraint features are in place. C. No allowance shall be made for pressure reductions accomplished by means of pressure reducing valves or other mechanical means. D. Prior to tests, the Engineer shall verify that all the necessary main line valves are open or closed with regard to the section of line being tested. In addition, the Engineer shall verify that all hydrant valves are open. The operation of all valves shall be by the Engineer or the Engineer’s representatives unless otherwise approved by the Engineer. E. The test shall be conducted after the trench has been backfilled or partially backfilled with the joints left exposed for inspection, or when completely backfilled, as permitted by the Engineer. Where any section of pipe is provided with concrete reaction blocking, do not conduct the pressure tests until at least 5 days have elapsed after the concrete thrust blocking is installed. If High-Early cement is used for the concrete thrust blocking, the time may be cut to 2 days. 3. EQUIPMENT AND MATERIALS The Contractor shall furnish the following equipment and material for the tests: Amount Description 2 Approved graduated containers. 2 Pressure gauges. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 125 1 Hydraulic force pump approved by the Engineer. 1 Additional 0.75 inch pressure tap for Engineer’s gauge. 1 Suitable hose and suction pipe as required. 4. PRESSURE TEST The pressure test shall be conducted in the following manner unless otherwise approved by the Engineer: A. Preparation Authorized personnel shall slowly fill the pipe section to be tested with water. Remove all air from the test section. The pipe filled with water shall stand a minimum of 24 hours prior to the hydrostatic pressure test. B. Test pressure 1. The test pressure shall be 150% of the working pressure measured at the highest elevation of the pipeline test section, or 150 psi whichever is greater. 2. Pressure shall be maintained within ± 5 psig of the required test pressure for at least 2 hours. C. Pumping Apply and maintain the specified test pressure by pumping as necessary during the entire test period. The pump suction shall be in a barrel or similar device, or metered so the amount of water required to maintain the test pressure may be accurately measured. 5. LEAKAGE TEST A. Definition: Leakage is the quantity of water that must be added to the pipeline to maintain the specified test pressure after the air has been expelled and the pipe is filled with water for the duration of the test period. B. Maximum allowable leakage: No pipe installation will be accepted if the leakage is greater than the number of gallons per hour as determined by the following formula: Where: L = maximum allowable leakage in gallons per hour over two hour test S = length of pipe tested in feet D = nominal pipe diameter in inches P = average test pressure during the leakage test in psig (pounds per square inch gauge) 6. PASSING TEST Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 126 A. Passing the hydrostatic test shall be based on the successful results of the hydrostatic tests. B. The contractor shall locate and repair defective materials and joints if the tests disclose leakage greater than that specified. C. Tests shall be repeated until the leakage is within the permitted allowance. D. All visible leaks shall be repaired regardless of the amount of leakage. 7. FLUSHING PIPELINE AFTER TEST After the new pipeline has been leak tested, the line shall be flushed by opening 1 or more fire hydrants for approximately 10 minutes or until sediment has been flushed from system. 8. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this Work, but it is construed to be a part of all phases and items of the Work involved in the project Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 127 FLUSHING AND DISINFECTION OF WATER LINES 1. SCOPE The work consists of the disinfection of potable water lines. IT SHOULD BE NOTED THAT THE ACTUAL WORK OF THIS SECTION BEGINS WITH AND CONTINUES THROUGHOUT THE CONSTRUCTION OF THE WATER LINE. CARE IN THE MANNER IN WHICH THE PIPE AND FITTINGS ARE STORED, HANDLED AND INSTALLED WILL GREATLY REDUCE THE POTENTIAL FOR DIFFICULTIES IN OBTAINING ACCEPTABLE BACTERIOLOGIC TESTS. The wide variety of water main configurations that must be flushed and disinfected require that the Contractor, the appropriate governing agency, and the Engineer cooperate to insure that no contamination exists which may be a hazard to public health when the water system is placed in service The contractor is responsible for disinfection of water lines and shall furnish all materials labor and equipment necessary for the work. 2. MATERIALS The contractor shall submit manufacturer's certification that the hypochlorite materials to be used in the disinfection conform to the AWWA B300 Standard for Hypochlorites. 3. PROCEDURES All operations and procedures shall conform to AWWA STANDARD FOR DISINFECTING WATER MAINS, AWWA C651-14 (REVISION OF AWWA C651-05). A copy of this document is attached hereto and made a part of this specification in APPENDIX A. 4. BACTERIOLOGIC TESTS Water samples shall be collected from the end of the pipeline after final flushing and prior to placing the water line in service. The samples shall be submitted for a certified test for bacteriological quality to determine the absence of coliform organisms. Ideally, these samples shall not be collected from a fire hydrant or hose, but shall be collected from a corporation stop with a copper tube goose neck assembly installed directly on the main, however, when approved by the appropriate governing agency, samples may be taken from a fire hydrant. If samples taken from the hydrant fail to pass the bacteriologic tests, the appropriate governing agency may direct that a goose neck sample point be installed on the line. The number and frequency of samples shall conform to the requirements of the public health authority having jurisdiction. In no case shall the number of samples be less than one (1) sample for lines with chlorinated supplies and two (2) samples collected 24 hours apart for unchlorinated supplies. 5. REPETITION OF PROCEDURE Disinfection procedures shall be repeated until satisfactory sample results are obtained. 4. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this Work, but it is construed to be a part of all phases and items of the Work involved in the project. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 128 SERVICE CONNECTIONS, SERVICE LINES, METERS AND APPURTENANCES 1. SCOPE. The work consists of the furnishing of all labor and equipment for and performing the work of the installation of corporation stops, service lines, meters, yokes, meter boxes and pressure reducing valves for services. 2. MATERIALS. a. Saddles -- Saddles shall be brass (ASTM B-62 & AWWA C-800) with flattened, silicon bronze straps and brass alloy (ASTM B-62 & AWWA C-800) nuts or stainless steel with double flat stainless steel straps and nuts. Manufactured by Ford or Mueller or equal. b. Direct taps -- All direct taps to ductile iron mains must engage a minimum of three complete threads on the corporation stop. When this can not be accomplished, a saddle must be used. c. Corporation Stops -- Corporation stops shall be all brass construction (AWWA C-800) with threads suitable for the coupling or saddle to which the connection is being made, and shall be Mueller B-25008 compression fitting, no substitutes. d. Service Lines -- Service lines shall be Type K copper, soft, meeting ASTM B88-62 for service lines from 3/4 inch to 2 inch. Service connections larger than 2 inch shall be considered water mains and shall be as specified under the applicable sections. All copper service line connections shall be compression joints, or silver soldered joints. Polyethylene service lines may be installed with a trace wire from the curb stop to the meter at the discretion of the appropriate agency providing water to the service. Only Mueller 110 compression connections shall be acceptable. e. Curb Stops -- Curb stops shall be Mueller B-25209 compression fitting, no substitutes. f. Valve Boxes for Curb Stops -- Valve boxes for curb stops shall have one inch extension rod to within 24 inches of the surface with arch pattern and stationary rod as called for in the following table: MANUFACTURER MODEL NO. FOR 3/4 AND 1 INCH MODEL NO. FOR 1-1/2 AND 2 INCH MUELLER H-10334 H-10310 MCDONALD 5601 5603 FORD EA-2 EA-2 g. Meters -- Meters shall be purchased from the appropriate agency providing water to the service. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 129 h. Pressure Reducing Valve -- Pressure reducing valves (PRV) for service lines shall be Cash-Acme Type EB-74 (1/2" through 1") or Type EB-86 (1-1/4" through 2") or approved equal with a range of adjustment of discharge pressure from 20 to 70 psi. i. Isolation Valves -- Isolation Valves shall be brass, ball type valves similar or equal to (d) curb stops. 3. SERVICE CONNECTION INSTALLATION a. Service connection bury shall be a minimum of 6.0 feet from top of pipe to finished grade. b. An expansion loop (3/4" through 1.5" only) must be left in the service line where it is connected to the corporation stop at the water main to allow for expansion and contraction. This loop shall be made in a horizontal plane at the level of required pipe depth. c. The curb stop shall be located in an accessible location at the property line, adjacent to a right-of-way or easement. If a service connection is not to be immediately connected, the end location of the unconnected service shall be marked with a 6 foot steel fence post or a 6 foot length of 1.5 inch class 200 PVC pipe.. The top of the marker shall be painted light blue and the marker shall be set vertically over the end of the service with the top two feet exposed. e. All meters shall be installed inside the building which is to be served by the unless otherwise approved by the applicable water utility district or the engineer. f. A pressure reducing valve is required on all services and shall be installed ahead of and adjacent to the meter. g. Isolation valves of service line size shall be installed ahead of the pressure reducing valve (PRV) and after the meter (i.e. valve, PRV, meter, valve). h. The remote readout shall be located on the front of the building, five feet (5') above ground in an all weather accessible location and connected to the meter installation with signal wire. 4. PIPE BEDDING AND TRENCH BACKFILL a. All trenches shall be backfilled immediately after service pipe and fittings have been installed and inspected. Service lines shall not be backfilled until inspected and approved. b. All trench backfill shall be free of frozen material, stumps, roots, brush, or other organic material, cinders or other corrosive material, debris and rocks greater in size than those noted in paragraphs (c) and (e) below. c. Pipe bedding material placed around and up to a point six inches (6") over the pipe shall consist of select earth, sand, or fine gravel free from clods, lumps of frozen Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 130 material or stones larger than 3/4 inch in their maximum dimension. In the absence of bedding material noted above, the bedding shall consist of Class 6 aggregate. d. The pipe bedding material shall be placed around the pipe by hand and compacted by hand tamping. Water settling of the trench backfill will not be allowed, and the addition of water shall be limited to that required for optimum compaction. e. After the select pipe bedding material has been placed and compacted as called for above, the remainder of the trench shall be backfilled. All backfill material shall be free from cinders, ashes, refuse, organic and frozen material, boulders or other unsuitable material. From one foot above the pipe to a point 24 inches below the surface or road subgrade, stones which do not exceed 12 inches in maximum dimension may be included in the backfill. 5. COMPACTION Materials used for backfill shall be placed in the trench in layers suitable to the equipment used for compaction, and shall be compacted to the following minimum specified density of the maximum dry density as determined by Standard Proctor test (ASTM D698) at a moisture content within 2% of optimum. a. 100% for: subgrade under footings, foundations or structures, subgrade under paved and shoulder slopes of State highways and top 2 feet of paved areas, sidewalks and other areas to receive pavement, all bedding and backfill of pipelines in berms or dams which are intended to retain standing water on one or both sides. b. 95% for: subgrade under gravel roadways, pipe trench barrier material, trench backfill and bedding below 100% compacted top. c. 90% for: sodded or lawn areas and fields. d. equal to density of undisturbed adjacent material for: field areas as directed by the Engineer. Field density tests to determine compliance with compaction requirements shall be made by methods meeting the following standards: ASTM D2922 (Nuclear), ASTM D1556 (Sand Cone) or ASTM 2167 (Rubber-Balloon). 6. MEASUREMENT AND PAYMENT Measurement shall be made by counting the number of units installed and payment will be made at the contract unit price(s). Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 131 SHALLOW UTILITIES (UNDER GROUND ELECTRIC, TELEPHONE, CABLE TELEVISION, NATURAL GAS & IRRIGATION) 1. SCOPE. The work consists of the furnishing of all labor and equipment for and performing the work of the installation of wire, conduit, cable and pipe for the construction of shallow utilities, which are herein defined as underground electric, telephone, cable television, natural gas and irrigation water systems. 2. SPECIAL CONDUIT ENCASEMENT Any shallow utility which crosses under or is within 5 feet horizontally of any road or street structure, including, pavement, curb and gutter, sidewalk, bike path, or bridge shall be encased in conduit so that repair or replacement of the utility may be accomplished without disturbing the road or street structure. For natural gas and irrigation water systems, the carrier pipes for the natural gas and irrigation water shall be installed inside of a second pipe having a strength equal to or greater than the carrier pipe and of sufficient diameter to allow free movement of the carrier pipe in the event that replacement is required. It is recommended that consideration be given to the potential for future increase in size/capacity of the respective utility when sizing the conduit. 3. SHALLOW UTILITY INSTALLATION a. Electric system underground facilities shall be buried a minimum of 4.0 feet below finished grade. Electric system vaults and transformers shall be designed to be located, and installed in areas which will not be subject to concentrated surface drainage flow. b. Telephone system underground facilities shall be buried a minimum of 2.0 feet below finished grade. Telephone pedestals shall be designed to be located and installed in areas which will not be subject to concentrated surface drainage flow. c. Cable television system underground facilities shall be buried a minimum of 2.0 feet below finished grade. Cable television risers and surface facilities shall be designed to be located and installed in areas which will not be subject to concentrated surface drainage flow. d. Natural gas system underground facilities shall be buried a minimum of 3.5 feet below finished grade. e. Irrigation water main pipeline systems shall be buried a minimum of 5.5 feet below finished grade. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 132 i. Whenever any shallow utility parallels or generally parallels a domestic water or sewer utility, a minimum horizontal separation of 4 feet shall be maintained between the domestic water or sewer main or service and the shallow utility. 4. PIPE BEDDING AND TRENCH BACKFILL a. All trenches shall be backfilled immediately after utility system facilities have been installed and inspected. Utility systems shall not be backfilled until inspected and approved. b. All trench backfill shall be free of frozen material, stumps, roots, brush, or other organic material, cinders or other corrosive material, debris and rocks greater in size than those noted in paragraphs (c) and (e) below. c. Pipe bedding material placed around and up to a point six inches (6") over the pipe shall consist of select earth, sand, or fine gravel free from clods, lumps of frozen material or stones larger than 3/4 inch in their maximum dimension. In the absence of bedding material noted above, the bedding shall consist of Class 6 aggregate . d. The bedding material shall be placed around the utility system carrier by hand and compacted by hand tamping. Water settling of the trench backfill will not be allowed, and the addition of water shall be limited to that required for optimum compaction. e. After the select pipe bedding material has been placed and compacted as called for above, the remainder of the trench shall be backfilled. All backfill material shall be free from cinders, ashes, refuse, organic and frozen material, boulders or other unsuitable material. From one foot above the utility to a point 24 inches below the surface or road subgrade, stones which do not exceed 4 inches in maximum dimension may be included in the backfill. 5. COMPACTION Materials used for backfill shall be placed in the trench in layers suitable to the equipment used for compaction, and shall be compacted to the following minimum specified density of the maximum dry density as determined by Standard Proctor test (ASTM D698) at a moisture content within 2% of optimum. a. 100% for: subgrade under footings, foundations or structures, subgrade under paved and shoulder slopes of State highways and top 2 feet of paved areas, sidewalks and other areas to receive pavement, all bedding and backfill of pipelines in berms or dams which are intended to retain standing water on one or both sides. b. 95% for: subgrade under gravel roadways, pipe trench barrier material, trench backfill and bedding below 2-feet of 100% compacted top section. c. 90% for: sodded or lawn areas and fields. d. equal to density of undisturbed adjacent material for: field areas as directed by the Engineer. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 133 j. Field density tests to determine compliance with compaction requirements shall be made by methods meeting the following standards: ASTM D2922 (Nuclear), ASTM D1556 (Sand Cone) or ASTM 2167 (Rubber-Balloon). 6. MEASUREMENT AND PAYMENT The Work shall be paid for at the specific contract unit prices per linear foot installed in accordance with the plans and specifications. The accepted quantity of each type of conduit and sleeve shall be determined to the nearest 0.1 feet of length. All work and materials incidental to the installation of the shallow utility conduits and sleeves, such as installation of pull tapes, caps, color coding of conduit ends, tape marking above conduits, and placement of color coded marking posts shall be included in the unit price of each type of conduit or sleeve. Flow fill for conduits and sleeves under Highway 6 shall be included in the unit price for that section of conduit The term “accepted quantities” shall mean only those quantities necessary to construct the conduits and sleeves as defined in the plans and specifications, and/or authorized and modified by the Engineer in the field. Any additional quantity used in the work which is not in any way authorized, and/or is the result of waste, or placement of conduit or sleeves of greater length or size, than is designed, specified or authorized, shall not be paid for. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 134 PAVEMENT MARKING 1. SCOPE The work shall consist of the pavement marking of the roadway and parking area required by the drawings provided. 2. MARKING MATERIALS The type of pavement marking material to be used in the work will be as shown on the plans and/or called for in the specifications. The following specifications will apply to pavement marking materials. Epoxy Pavement Marking Material: Epoxy Pavement Marking Material shall meet the standards of epoxy pavement marking material as called for in Section 713.16 Division of Highways, State of Colorado, Standard Specifications for Road and Bridge Construction. Oil Base Pavement Marking Paint: Oil Base Pavement Marking Paint shall meet the standards of pavement marking paint as called for in Section 708.05 Division of Highways, State of Colorado, Standard Specifications for Road and Bridge Construction. 3. STRIPING COLORS AND DIMENSIONS: All pavement markings shall be installed in accordance with the current edition of the Manual of Uniform Traffic Control Devices (MUTCD) as adopted by the governing jurisdiction. a. SHOULDER STRIPING Shoulder striping should be a solid white line which is 4" wide. The price is based on linear feet of striping. b. CENTER STRIPING ‐ DOUBLE YELLOW Center striping in no passing zones between travel lanes with opposite directions of travel should be double solid yellow lines which are 4" wide with 3" of separation between lines. The price is based on linear feet of double striping. c. CENTER STRIPING ‐ SINGLE YELLOW Center striping in passing zones between travel lanes with opposite directions of travel should be a single dashed yellow line which is 4" wide. The dashed line should be broken into 10 foot segments with 30 foot gaps between the segments. The price is based on linear feet of striping. d. LANE DELINEATION STRIPING ‐ SINGLE WHITE Lane delineation striping is between travel lanes having the same direction of travel and shall be a single dashed white line which is 4" wide. The dashed line should be broken into 10 foot segments with 30 foot gaps between the segments. The price is based on linear feet of striping. e. CHANNELIZING STRIPING ‐ SINGLE WHITE Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 135 Channelizing striping is to be installed between lanes having the same direction of travel and which function as separated turn lanes, where single lanes are dividing into multiple lanes, or where multiple lanes are merging into single lanes. Channelizing striping shall be a solid white line which is 4" wide. The price is based on linear feet of striping. f. STOPLINE Stoplines should be a solid white line which is 12" wide. The price is based on the linear distance in feet of the length of the stopline as specified on the road striping plan. g. CROSSWALK Crosswalk boundary lines should be solid white lines which are 6" wide. The boundary lines should have 8 feet of separation between each other. The crosswalk inner lines should be solid white lines which are each 12" wide. The inner lines should be spaced 24" apart and be perpendicular to the boundary lines. The price is based on the linear distance in feet of the length of the crosswalk as specified on the road striping plan. h. PARKING LOT STRIPING Parking space striping shall be solid white lines which are 4" wide. The price is based on the linear feet of striping. i. HANDICAP SYMBOLS, TURN AND THROUGH LANE ARROWS The handicap symbol and turn lane arrows and through lane arrows shall be in accordance with the applicable MUTCD standard. The price is based on each individual symbol that is painted. 4. PAVEMENT PREPARATION Prior to applying the pavement marking material, all ice, snow, sand and debris shall be removed from the surface of the asphalt, the surface of the asphalt shall be completely dry and said surface shall be at least 40 degrees F and rising. 5. APPLICATION The pavement marking material should be applied according to the road striping plan. The pavement preparation conditions must be met before application of marking material. 6. MEASUREMENT AND PAYMENT The measurement of the striping shall be the linear distance in feet of pavement that is marked. Payment shall be made at the contract unit price per linear feet of completed striping. In the case of stoplines and crosswalks, the linear feet is determined by the length of either the stopline or the crosswalk. Payment for handicap symbols shall be made at the contract unit price per each individual symbol. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 136 SEEDING AND MULCHING 1. SCOPE The work consists of the construction of erosion control, stabilization and revegetation appurtenances and the performance of best management practices before, during and after construction of the development project to prevent damage to other resources by sediment from soil erosion and to return the constructed cut/fill slopes to an aesthetically pleasing, natural and native condition. The work includes the furnishing of all labor, equipment, materials, excavation, installation of materials and site clean-up. 2. MATERIALS The type and estimated quantities of materials to be used in the work shall be indicated on the design drawings and/or described within these specifications. The following specifications shall apply for planting materials proposed for the Project: The following plants and planting recommendations shall be used as a guideline for the restoration of disturbed lands or the revegetation of developed lands. If the specific plant materials are not available, the plant species may be substituted with currently available planting materials that resemble the unavailable or native species under the direction of the Engineer. DRYLAND ‐ Non‐irrigated Common name Genus/species Rate Western Wheatgrass Agropyron smithii 8 lbs./Acre Thickspike Wheatgrass Agropyron dasystachym 6 lbs./Acre Streambank Wheatgrass Agropyron riparium 6 lbs./Acre Slender Wheatgrass Agropyron trachycaulum 6 lbs./Acre Pubescent Wheatgrass Agropyron trichophorum 4 lbs./Acre Canby Bluegrass Poa canbyi 3 lbs./Acre Green Needlegrass Stipa viridula 5 lbs./Acre Indian Ricegrass Oryzopsis hymenoides 3 lbs./Acre DRYLAND ‐ Irrigated Common name Genus/species Rate Tall Fescue (Turf Type) Festuca arundinacea 3 lbs./1,000 SF Basin Wildrye Elymus cinereus 1 lb./1,000 SF Kentucky Bluegrass Poa Pratensis 1 lb./1,000 SF STREAMBANK Common name Genus/species Rate Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 137 Muttongrass Poa fendleriana 3 lbs./Acre Bluejoint Reedgrass Calamagrostis canadensis 2 lbs./Acre Western Wheatgrass Agropyron smithii 2 lbs./Acre Bunchgrass Sporobolus airoides 2 lbs./Acre Rushes Juncus balticus 1 lb./Acre WETLANDS Rushes Juncus balticus 3 lbs./Acre Scirpus americanus 3 lbs./Acre Sedge Carex, spp 3 lbs./Acre Spikesedge Eleocharis macrostachya 2 lbs./Acre Cottongrass Eriophorum angustifolium 2 lbs./Acre Marsh Marigold Caltha leptosepala .5 lbs./Acre Lousewort Pedicularis groenlandica .5 lb./Acre Rate refers to Pure Live Seed (PLS) and corresponds to USDA-SCS recommendations, Colorado Agronomy Note No. 61, March 16, 1981. 3. CERTIFICATION BY MANUFACTURER When requested by the Engineer, the Contractor shall furnish certification by the manufacturer(s) of the erosion control materials to be furnished on this project, certifying that they comply with the goals of the project and applicable specifications. All seed tags and containers shall be delivered to the Engineer upon request and planting material identification labels shall remain legible and attached to the individual plant until the Engineer authorizes removal. 4. TEMPORARY EROSION CONTROL During construction activities, efforts shall be made to minimize disturbed soil movement by both wind and water. Should wind erosion become an evident problem, a water truck shall be required to maintain a moist condition in the construction area. Existing natural vegetation shall be protected where possible. Straw bales or fabric silt fences shall be installed at critical points where potential water erosion with resultant soil movement off the site exists. The Engineer shall direct placement of temporary erosion control measures on a site specific basis as needed and as phase development of the project occurs. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 138 5. PERMANENT EROSION CONTROL Slopes shall be constructed per project drawings and specifications. Erosion control and revegetation procedures shall be implemented according to the angle of repose of the finish grade slope. Existing natural vegetation shall be protected where possible. 6. TOPSOIL Pre-Construction; Prior to any excavation within the project, Contractor shall provide a composite soil sample for each major plant community to an appropriate testing facility for evaluation. The soil evaluation shall consist of the following parameters: 1. Soil Texture 2. Sodium Absorption Ratio (SAR) 3. Electroconductivity 4. pH 5. Organic Content 6. Nutrient content Nitrogen Phosphorous Potassium 7. Micronutrient needs During Construction; All available topsoil within the areas proposed for grading shall be stripped to a depth suitable for reuse (as determined from the pre-construction soil tests) and stockpiled for revegetation. Large, woody plant material shall be removed (grubbed) prior to topsoil stripping to minimize the amount of unsuitable materials in the topsoil, however a lesser amount of these materials is desirable since these materials contain native seed or plant parts (rhizomes, roots and sprigs) that will grow and aid in establishing plant cover. The woody plant material shall be either chipped and spread over the final surface as mulch, or removed from the site and properly disposed. Post-Construction, Revegetation; Prior to the use of the stockpiled topsoil, the Contractor shall collect and provide a composite topsoil sample to an appropriate testing facility for evaluation. The results of the evaluation shall indicate the required soil amendments to bring the topsoil to the acceptable chemical and organic quality desired for the successful establishment and optimum growing media standards for the specific revegetation treatments. The results of the soil evaluation shall be distributed to the Owner and Engineer upon completion of the evaluation. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 139 Additional topsoil required to complete the proposed erosion control and revegetation treatments shall be imported, stockpiled, tested and amended as needed to conform to the desired amounts and quality. 7. REVEGETATION PROCEDURE All proposed plantings (trees, shrubs and ornamental plants) shall be installed after topsoil placement and seedbed preparation and prior to seeding of the completed cut/fill slopes. Shrubs shall be spaced 3 to 4 feet apart in a random arrangement or grouping rather than in rows. Planting holes shall be dug perpendicular to the face of the slope and shall be large enough to accept the plant without bending or curling the roots. Remove containers before planting and pack firmly to eliminate air pockets. If soil moisture is deficient, water the plants immediately after transplanting. Protection of the plantings from wildlife foraging shall be accomplished by installing individual or group forage protection/exclusion devices or by the use of boundary electric (two-wire) fencing. Said protection appurtenances and methods shall be reviewed and approved by the Engineer prior to installation. For Repose Angle steeper than 2:1; Scarification shall be required on all slopes designated for topsoil application. Scarify hard surfaces to provide at least 6- inches of loosened material. Scarification operations shall be performed across the slope, not up and down. Where rock outcrops prevent scarification, additional rocks shall be worked into the slope and combined with cluster plantings of shrubs. Topsoil shall be applied at an average depth of six (6) inches (18.6 cubic yards per 1000 square feet). Surfaces shall be smoothed following topsoil application and all rocks (> 6-inch diameter), debris and unsuitable materials shall be removed. Fertilizer (slow release nitrogen) and soil amendments should be applied in the final stages of seedbed preparation and worked into the soil surface prior to seeding. Application rates shall be determined by the site specific soil tests and/or as specified by the Engineer. Minimum application rates shall be approximately 40 to 80 lbs available Nitrogen and 50 to 100 lbs available P2O5 per acre. (Install Live Plantings) Seed mixtures shall be broadcast seeded by the use of hand held canister seeder or other approved mechanical means using the specified seed mixture and rate. Immediately following seeding, the area shall be raked to assure that the seed is buried to a depth of ¼ inch. Seeded areas (Dryland Mix) shall be mulched with an application of Soil Guard, Bonded Fiber Matrix (Weyerhaeuser) by a certified applicator according to manufacturers instructions, utilizing standard hydraulic mulching equipment at a rate of 3,000 pounds per acre. The applicator shall not apply the product in advance Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 140 of rainfall, such that the bonded fiber matrix has an opportunity to cure for a minimum of 24 hours after installation. For Repose Angle 2:1 or flatter; Scarification shall be required on all slopes designated for topsoil application. Scarify hard surfaces to provide at least 6- inches of loosened material. Scarification operations shall be performed across the slope, not up and down. Where rock outcrops prevent scarification, additional rocks shall be worked into the slope and combined with cluster plantings of shrubs. Surfaces shall be smoothed and topsoil shall be applied at an average depth of six (6) inches (18.6 cubic yards per 1000 square feet). Finished surface shall be smoothed following topsoil application and all rocks (> 6-inch diameter), debris and unsuitable materials shall be removed. Fertilizer (slow release nitrogen) and soil amendments should be applied in the final stages of seedbed preparation and worked into the soil surface prior to seeding. Application rates shall be determined by the site specific soil tests and/or as specified by the Engineer. Minimum application rates shall be approximately 40 to 80 lbs available Nitrogen and 50 to 100 lbs available P2O5 per acre. (Install Live Plantings) Seed mixtures shall be broadcast seeded by the use of hand held canister seeder or other approved mechanical means using the specified seed mixture and rate. Immediately following seeding, the area shall be raked to assure that the seed is buried to a depth of ¼ inch. Seeded areas (Dryland Mix) shall be Hydromulched with an application of Silva- Fiber Plus, wood fiber mulch and tackifier or Engineer approved equal, using only designated materials per manufacturers recommendations over the seeded area at a rate of 2000 lbs/acre. Some cut or fill areas may require an alternative treatment once the initial construction practices (Grading) are completed to assure success in erosion control and revegetation. 8. ALTERNATIVE PROTECTION Site excavation may produce slopes which shall not be conducive to the above erosion control and revegetation practices due to rock outcrops or other impervious subsurface materials. In this case, rock aggregate which is aesthetically pleasing to view, Crib Retaining Walls or stacked boulder walls may be substituted for topsoil and planting in limited areas. Revegetation of the rock slopes shall be performed by creating pockets of soil that provide adequate rooting depth. Treatment of bare root plantings with a polyacrylamide slurry to hold the moisture around the roots shall be performed at the direction of the Engineer. 9. MAINTENANCE Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 141 Successful plant establishment is obtained by the following principles: a. Provide for adequate water control of the area; b. Prepare a seedbed or site that will provide soil stability during plant establishment; c. Use proper planting techniques at the proper season; d. Mulch to protect the soil and provide a better environment for plant growth; e. Fertilize and apply soil amendments as needed; and f. Protection from wildlife (Deer and Elk, etc.) foraging. Artificial irrigation shall be provided and encouraged during the first and subsequent growing seasons, indefinitely, to assure establishment and continued success of the revegetated and planted areas. Apply irrigation water in a fine spray and at a rate that does not cause runoff and erosion. Irrigation system design and details shall be provided within the applicable project drawings and specifications. 10. SUCCESS AND APPROVAL OF REVEGETATION WORK The results of the work of seeding and mulching and other revegetation and landscape work can only be evaluated after a sufficient period of time has elapsed for germination to occur or for live plants to root and become established in the new environment. This period of time is normally a minimum of one growing season and may be as long as two years. The Engineer will evaluate the work after, what is in their best judgement, a reasonable period of vegetation establishment and will approve the work if, in their best judgement, functional success has been achieved. Deficiencies in functional success shall be corrected. 11. MEASUREMENT AND PAYMENT Measurement shall be made by totaling the square yards of area revegetated according to the plans and specifications.. The accepted quantities of revegetated area will be paid for at the contract unit price per square yard. All work incidental to the Work of revegetation shall be included in the unit price. The term “accepted quantities” shall mean only those quantities necessary to revegetate the areas disturbed by the construction process as defined in the plans and specifications, and/or authorized and modified by the Engineer in the field. Any additional quantity used in the work which is not in any way authorized, and/or is the result of waste, or disturbing of greater areas than are designed, specified or authorized, shall not be paid for. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 142 RESTORATION OF GROUNDS 1. SCOPE Restoration of grounds (also called clean-up) shall be a continuous process from project start-up to Final Acceptance of the work by the Owner. The Contractor shall, at all times, keep property on which Work is in progress free from an accumulation of waste material or rubbish caused by employees or caused by the Work, and he shall carry on a constant program to maintain plant areas, structure sites, rights-of-way, and the surface of streets and roads in a condition satisfactory to the appropriate authority, grantor of the rights-of-way, and the Owner. Upon completion of the Work, the Contractor shall remove all remaining rubbish, tools, equipment, scaffolds and surplus materials from the job and leave the Work areas clean and free of debris. Unless otherwise provided for in the construction specifications, clean-up shall include the re-grading, re-surfacing, rebuilding and replacing of all, asphalt pavement, gravel and concrete on roads on which construction took place or affected. It shall also include the regrading or rebuilding of all borrow pits, borrow ditches, irrigation ditches and driveways and the regrading and revegetation of landscaped areas disturbed by the construction. Revegetation of lawn areas shall be accomplished using sod. Clean-up shall commence as soon as the construction site is occupied and shall be a continuous process, if necessary, in order that the site of the work shall always have an appearance and/or utility equal to that which existed at start of the work. 1. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this Work, but it is construed to be part of all phases and items of the Work involved in the project. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 143 TESTING AND INSPECTION 1. SCOPE The work shall consist of providing for independent testing of soils compaction, aggregate compaction, concrete strength and welding, when, as a part of the work of the contract, soils and/or aggregate materials are placed and compacted, concrete is placed or welding is accomplished. Additionally, the work includes providing notice to the appropriate govenering agency and the Engineer of the work schedule of the CONTRACTOR. The CONTRACTOR shall be responsible for calling for and the DEVELOPER shall be responsible for paying for all testing and inspection necessary in the course of the work, to illustrate that specifications and design criteria are being met. 2. COMPACTION TESTING The CONTRACTOR shall be responsible for calling for and the DEVELOPER shall be responsible for paying for all compaction tests necessary in the course of the work, to illustrate that compaction specifications are being met. The compaction testing shall be accomplished by an approved geotechnical engineering firm. The number of tests performed shall conform to normal industry and ASTM standards and shall be sufficient for the geotechnical engineering firm to confirm that the quality of the work meets the contract specifications. Copies of the test results shall be promptly supplied to the Engineer by the testing firm. The field representative of the geotechnical engineering firm shall immediately (within 2 hours) notify the Engineer of failed tests or any tests which do not comply with either the design or construction specifications for the project. If the Engineer has reason to suspect that the tests performed do not sufficiently confirm the quality of the work accomplished, the Engineer may require that the DEVELOPER provide and pay for additional tests. 3. PROOF ROLLING, STABILITY Following the placement and compaction of subgrade, fill or aggregate, the entire surface shall be proof rolled under the direction and observation of the geotechnical engineer. Proof rolling shall be accomplished using a pneumatic-tired, tandem axle dump truck or water truck loaded to a minimum of 18 kips (18,000 pounds) per axle. Surface that is pumping or is deformed by the proof roll vehicle shall be reworked and retested. If the pumping or deformation is the result of subgrade failure due to poor compaction or excessive moisture, the subgrade condition must be corrected and the aggregate replaced and compacted. Subsequent layers, such as hot bituminous pavement or concrete pavement shall not be placed on the aggregate surface until the Engineer has received compaction and proof rolling reports from the geotechnical engineer approving the proof-rolled surface. 4. CONCRETE TESTING The CONTRACTOR shall be responsible for calling for and the DEVELOPER shall be responsible for paying for all concrete tests necessary in the course of the work, to illustrate that the concrete specifications are being met. The concrete sampling and testing shall be accomplished by an approved materials testing engineering firm. The number of tests performed shall conform to normal industry and ASTM standards or called for in the PORTLAND CEMENT CONCRETE specifications, which ever is greater, and shall be sufficient for the materials testing engineering firm to confirm that the quality of the work meets the contract specifications. Copies of the test results shall be promptly supplied to the Engineer by the testing firm. If the Engineer has reason to suspect that the tests performed do not Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 144 sufficiently confirm the quality of the work accomplished, the Engineer may require that the CONTRACTOR provide and pay for additional tests. 5. WELDING INSPECTION AND TESTING The CONTRACTOR shall be responsible for calling for and the DEVELOPER shall be responsible for paying for all special inspection and tests necessary in the course of the work, to illustrate that the welding specifications are being met. The special inspection and testing of welds shall be accomplished by an approved materials testing engineering firm. The number of tests and type of tests performed shall conform to normal industry and ASTM standards and shall be sufficient for the materials testing engineering firm to confirm that the quality of the work meets the contract specifications. Copies of the test results shall be supplied to the Engineer by the testing firm. If the Engineer has reason to suspect that the tests performed do not sufficiently confirm the quality of the work accomplished, the Engineer may require that the CONTRACTOR provide and pay for additional tests. 6. NOTIFICATION of the ENGINEER by the CONTRACTOR of WORK SCHEDULE The CONTRACTOR shall notify the Engineer CONSTRUCTION INSPECTORS of the proposed schedule of work. When the work is intermittent, the CONTRACTOR shall give notice to the Engineer CONSTRUCTION INSPECTORS, 24 hours in advance of proceeding with a portion of the work. The notice shall advise the Engineer CONSTRUCTION INSPECTORS of the nature of the work and the time that the work is proposed to be started. If, after proper notification, the Engineer CONSTRUCTION INSPECTORS are not represented at the work site at the appointed time, the CONTRACTOR may proceed with the work after placing a call to the office of the Engineer CONSTRUCTION INSPECTORS. If the CONTRACTOR fails to attend the work at the appointed time, after notifying the Engineer CONSTRUCTION INSPECTORS of their intention to do work, or if the CONTRACTOR fails to notify the Engineer CONSTRUCTION INSPECTORS of his intention NOT to show up on the job site to conduct work when he would normally be expected to do so, the CONTRACTOR shall be responsible for the cost of the time of the representative(s) of the Engineer in waiting for the CONTRACTOR to show up on the job. This time shall include travel time to and from the office of the Engineer CONSTRUCTION INSPECTORS to the site of the work. The developer for whom the CONTRACTOR is working shall be billed for the time of the Engineer CONSTRUCTION INSPECTORS at the regular hourly billing rates of the Engineer CONSTRUCTION INSPECTORS. All references to the CONTRACTOR shall be considered to include all SUB-CONTRACTORS to the CONTRACTOR. 7. WINTER CONSTRUCTION OF INFRASTRUCTURE During the period between the 15th of December, in the fall and the 15th of March in the spring, and any other period of time during any other time of the year, wherein weather conditions could negatively affect the quality of infrastructure construction, the Engineer at its sole discretion, may require that an inspector for the Engineer be present, full time, on the construction site during all construction activities. 8. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this Work, but it is construed to be part of all phases and items of the Work involved in the project. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 145 RECORD DRAWINGS 1. SCOPE The work consists of preparation of project record drawings throughout the course of the project. The purpose of these drawings is to provide information for the preparation of "as- built" drawings of the project. A. The Contractor will be provided with additional sets of prints of the design plans to use as base maps for record drawings. B. The Contractor shall store the drawings at the construction site apart from documents used for construction. C. The Contractor shall maintain the record documents in a clean, dry, legible condition and in good order. 2. RECORDING A. Each drawing shall be labeled "DRAWING OF RECORD" in neat large printed letters. B. Information shall be recorded concurrently with construction progress. Work shall not be covered until required information is recorded. C. Marking of Project Records: Record drawings shall be made with pencil. D. Drawings shall be marked to record actual construction, and shall show: 1. Field Dimensions, elevation, and details. 2. Changes made by Modification. 3. Details not on original Drawings. 4. Horizontal and vertical locations of underground utilities and appurtenances, referenced to a minimum of two permanent surface improvements. 5. Depths of various elements of work in relation to project datum. 3. SUBMISSION A. At the completion of the work, the Contractor shall submit the drawings to the Engineer with a transmittal letter in duplicate containing: 1. Date. 2. Project title and number. 3. Contractor's name, address and telephone number. 4. Title and number of each Record Document. 5. Signature of Contractor or his authorized representative. 4. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this work, but it is construed to be a part of all phases and items of the work involved in the project. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction Specifications Appendix B APPENDIX B - PAGE 146 AIR POLLUTION CONTROL 1. SCOPE The contractor's equipment and construction operations shall not contribute excessively to air pollution by discharging smoke, exhaust fumes, dust or other contaminants into the air in such quantities as to exceed the limits legally imposed by any local, State, or Federal standards. Control of dust generation on the site and measures taken to prevent dust from leaving the site shall be a continuous process from project start up to final acceptance. The Contractor shall furnish and apply dust palliative on earthwork areas and haul roads to prevent the generation of dust on the site or other work areas. Dust palliative may consist of water or a dilution of water and an approved substance. Application of water or water mixture shall be accomplished with acceptable sprinkling equipment. Whenever earthwork or other activity is taking place on the site that could result in the generation of dust, the Contractor shall have a water truck available on site to immediately wet down dust generating areas. If dust is generated to the degree that it may be observed exiting the site, the dust generating activity shall be recessed until measures are taken to prevent further dust generation. 2. MEASUREMENT AND PAYMENT The successful completion of the Project shall be dependent upon satisfactory compliance with the intent of this section. There shall be no extra payment for this Work, but it is construed to be a part of all phases and items of the Work involved in the project. Oak Meadows Ranch – Filing 4 - Phase 2 – Construction SpecificationsAppendix B1 APPENDIX B1 - PAGE 147 APPENDIX B1 AWWA Standard for Disinfecting Water Mains Oak Meadows Ranch – Filing 4 - Phase 2 – Construction SpecificationsAppendix B2 APPENDIX B2 APPENDIX B2 Geotechnical Report from HP Geotech Geologic Site Assessment and Preliminary Geotechnical Study – April 15, 1998