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HomeMy WebLinkAbout1.02 Drainage ReportDRAINAGE REPORT FOR FEDEX GROUND FACILITY RICK ENGINEERING COMPANY NE RIN ; COMP, M RICK ENGINEERING C Job Number 4143 July 21, 2014 RICK ENGINEERING COMPANY DRAINAGE REPORT FOR FEDEX GROUND FACILITY Section 27, Township 6 South, Range 89 West Sixth Principal Meridian, Garfield County, Colorado Design and Analysis Based Upon a Local Vertical Datum Prepared for: Mr. Kevin M. Kiernan KIERNANWEST, L.L.C. 941 Orange Avenue, Suite 512 Coronado, California 92118 (619) 435-7600 Prepared by: RICK ENGINEERING COMPANY, INC. 4 Inverness Court East, Suite 300 Englewood, CO 80112 (303) 225-9125 JN 4143 July 21, 2014 FEDEX GROUND FACILITY- GLENWOOD SPRINGS - DRAINAGE REPORT TABLE OF CONTENTS Subject Page 1.0 INTRODUCTION 1 1.1 Site Location 1 1.2 Site Description 2 1.3 Purpose and Objectives 2 1.4 Previous Studies 2 1.5 Methodologies and Procedures 2 2.0 HYDROLOGY 4 2.1 Offsite Conditions 4 2.2 Existing Onsite Conditions 4 2.3 Proposed Onsite Conditions 5 3.0 STORMWATER DETENTION REQUIREMENTS 7 4.0 POST -CONSTRUCTION STORMWATER MANAGEMENT 8 4.1 Vegetated Buffer 8 4.2 Grass Swale 8 4.3 Bioretention 9 5.0 LOCAL HYDROLOGY AND HYDRAULICS 11 5.1 Curb Openings 11 5.2 Channels 12 5.3 Catch Basins 12 5.4 Storm Drain System 12 5.5 Street Capacity 13 6.0 LONG TERM MAINTENANCE 14 7.0 SUMMARY 15 8.0 ENGINEER'S STATEMENT 16 RICK ENGINEERING COMPANY COMPANY FEDEX GROUND FACILITY - GLENWOOD SPRINGS - DRAINAGE REPORT APPENDICES APPENDIX A — FIGURES AND EXHIBITS A-1 APPENDIX B — HYDROLOGIC DATA SHEETS B-1 APPENDIX C — HYDRAULIC CALCULATIONS C-1 APPENDIX D — HYDRAULIC MODELS (STORM DRAIN) D-1 APPENDIX E — BMP CALCULATIONS E-1 APPENDIX F — REFERENCE DOCUMENTATION F-1 LIST OF FIGURES Figure 1 - Location Map 1 Figure 2 — FEMA FIRM A-2 Figure 3 — Offsite Drainage Map A-3 Figure 4 — Existing Drainage Map A-4 Figure 5 — Proposed Drainage Map A-5 Figure 6 — Local Drainage Map A-6 RICK ENGINEERIN FEDEX GROUND FACILITY— GLENWOOD SPRINGS - DRAINAGE REPORT 1.0 INTRODUCTION 1.1 Site Location The FedEx Ground Facility (the project site) is located within Section 27, Township 6 South, Range 89 West, Sixth Principal Meridian, Garfield County, Colorado. More specifically, the project site is located west of the Roaring Fork River and east of the Glenwood Springs Airport as shown on the location map (Figure 1) below. THIS PROJECT SCALE: 3" = 1 MILE LOCATION MAP SECTION 27, T 6 5, R 89 W 6TH P.M. GARFIELD COUNTY, COLORADO Figure 1 - Location Map RICK :FER]N(iCOM PA NY 7/21/2014 Page 1 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 1.2 Site Description The project site has an area of 8.9 -acres. The site consists primarily of undeveloped land covered with wild grass and sage brush. The bank of the Roaring Fork River is wooded. There are existing residential buildings (one residence and one barn), a gravel driveway, and other minor improvements in the northern portion of the site. The soil type boundary between the Atencio-Azeltine complex (hydrologic soil group B) and Ildefonso stony loam (hydrologic soil group A) depicted on Figure 3 was taken from the NRCS Web Soil Survey map for the Rifle area. 1.3 Purpose and Objectives The purpose and objectives of this Drainage Report are to: 1. Provide supporting information required for the Site Plan drainage scheme, which meets or exceeds the Garfield County drainage criteria as defined within article 7 of the Garfield County Land Use and Development Code (LUDC 2013), section 7-204. 2. Provide the onsite Federal Emergency Management Agency (FEMA) Special Flood Hazard Areas (SFHA). 3. Determine the offsite and onsite peak discharges. The 100 -year storm -event was calculated for design purposes. The 2 -year and 25 -year events were calculated for comparison of pre -development and post -development discharges. 4. Determine the required onsite drainage improvements to convey the runoff through the project site. 1.4 Previous Studies There are no known previous studies for the site. 1.5 Methodologies and Procedures The drainage scheme for this project was determined in accordance with the existing topographic and drainage features. The drainage analyses were done RICK ENGINEERIN TM 7/21/2014 Page 2 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT using the following methodologies and procedures: 1. The Federal Emergency Management Agency (FEMA) Special Flood Hazard Areas (SFHA) were obtained from the Flood Insurance Rate Map (FIRM) Panel 080205 1453 B (See Figure 4). 2. The offsite topographic information, land use, and cover density were obtained from the aerial mapping provided by the City of Glenwood Springs. 3. The onsite topographic information was taken from a topographic survey conducted by Archibeque Land Consulting, Ltd. (May 30, 2014). The onsite topographic survey is based on a local vertical datum with "5909.00 feet for the monument marking the northwest corner of the subject parcel," (per the topographic survey described above). Per the project surveyor, this benchmark was established based on NAVD88. 4. The offsite and onsite hydrologic soil types were obtained from the United States Department of Agriculture, National Resources Conservation Service — Web Soil Survey. Refer to Appendix E — Reference Documentation for a map of the Area of Interest associated with this project. 5. The offsite and onsite peak flows for the existing and proposed conditions were calculated using the Rational Method following the methodologies presented within the Urban Storm Drainage Criteria Manual, Volume 1 (USDCM, Vol. 1) (June 2001, Revised April 2008), published by the Urban Drainage and Flood Control District. 6. The Urban Storm Drainage Criteria Manual, Volume 3 — Best Management Practices (USDCM, Vol. 3) has been consulted during the design of stormwater quality BMPs. 7. The proposed channels were modeled using the Bentley FlowMaster software. 8. The proposed storm drain system was modeled with StormCAD Hydraulics System software. RICK ENGINEERIN TM 7/21/2014 Page 3 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 2.0 HYDROLOGY 2.1 Offsite Conditions Two offsite watersheds impact this project site. The hydrologic data sheets are included within Appendix B. The Offsite Drainage Map (Figure 5) depicts the associated concentration points (CP's). Under existing conditions, offsite flows at concentration point OS 1 are conveyed to the north by the cross -slope of Airport Center Road and discharge onto the parcel to the north. Offsite flows at CP OS 1 do not discharge to the project site. This condition will remain unchanged under the proposed conditions. Refer to section 5.5 — "Street Capacity" for a discussion of the Airport Center Road in this area. Under existing conditions, offsite flows at CP OS 2 pond in the depression on the upstream side of Airport Center Road. During larger storm events, including but not limited to events in excess of the 25 -year storm, flows overtop Airport Center Road and are conveyed across the project site to the Roaring Fork River. OFFSITE WATERSHED PEAK FLOWS Watershed CP Area [Ac] Q2 [cfs] Q25 [cfs] Q100 [cfs] OS 1 5.5 0.5 4 6.5 OS 2 42.5 2 24 40 2.2 Existing Onsite Conditions The project site contains three existing watersheds. The hydrologic data sheets are included within Appendix B. The Existing Drainage Map (Figure 4) depicts the associated concentration points. The following table includes the contributing watersheds, 2 -year flow originating onsite, 25 -year flow originating onsite, 100 - year flow originating onsite, and cumulative 100 -year design flow at the associated CP's. RICK ENGINEERIN rn. 7/21/2014 Page 4 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT Note that areas of the site not impacted by this project are excluded from peak discharge calculations presented in the table below. These include areas below the existing top of bank, the Roaring Fork River, and the southern tip of the site. Refer to the Existing Drainage Map (Figure 4) for the associated existing watersheds. EXISTING WATERSHED PEAK FLOWS Watershed Area Q2 Q25* Q100* Cumulative Q100 CP [Ac] [cfs] [cfs] [cfs] Areas Cumulative** - [cfs] lE 3.9 0.1 2.5 4 1E+0S2 44 2E 1.7 0.1 1 2 - - 3E 0.5 0*** 0.5 1 - - * Peak flows are rounded to the nearest 0.5 cfs * * Arithmetic sum *** 2 -year discharge is negligible 2.3 Proposed Onsite Conditions The project site consists of a commercial development along with the associated parking and landscape improvements. The proposed project site consists of one proposed watershed, as all runoff from the proposed improvements are conveyed to the southern portion of the site to discharge to the Roaring Fork River in a controlled manner The hydrologic data sheets are included within Appendix B and Figure 6 depicts the associated concentration points. The following table includes the contributing watersheds, 2 -year flow originating onsite, 25 -year flow originating onsite, 100 -year flow originating onsite, and cumulative 100 -year design flow at the associated CP's. Similar to analysis of the existing condition hydrology, the areas of the site not impacted by this project are excluded from peak discharge calculations presented in the table below. These include areas below the existing top of bank, the RICK ENGINEERIN TM 7/21/2014 Page 5 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT Roaring Fork River, and the southern tip of the site. The total onsite area analyzed under existing conditions and proposed conditions are the same. Refer to the Existing Drainage Map (Figure 4) for the associated watersheds. PROPOSED WATERSHED PEAK FLOWS Watershed CP Area [Ac] Q2* [cfs] Q25* [cfs] Q100* [cfs] Cumulative Areas - Q100 Cumulative** [cfs] 1P 6.0 2 6.5 9 1E + OS 2 49 * Peak flows are rounded to the nearest 0.5 cfs * * Arithmetic sum RICK ENGINEERIN 7/21/2014 Page 6 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 3.0 STORMWATER DETENTION REQUIREMENTS Per Garfield County Land Use and Development Code, section 7, developments "are required to be designed to detain flows to historic peak discharge rates...for the 2 -year and 25 -year return frequency, 24-hour duration storm". Though it is recognized that the volume of runoff and peak discharge from the site will increase due to the proposed improvements and associated increased imperviousness, development of the project site is not expected to increase the peak discharge within the Roaring Fork River. The project site is located in the lower third of the overall Roaring Fork River watershed and the time of concentration for this overall watershed is significantly greater than the time of concentration for runoff from this project. Under proposed conditions, runoff from this project discharges to the Roaring Fork River and does not adversely impact adjacent property. Post -construction stormwater quality BMPs and stabilization of concentrated discharge points is provided, thus detention is not warranted and not provided. For reference, a comparison of existing and proposed peak discharges is presented in the table below. EXISTING VS. PROPOSED PEAK FLOWS EXITING PROJECT SITE WATERSHED/ CP Q 2 Year* [cfs] Q 25 Year* [cfs] Q 100 Year* [cfs] Existing Proposed Existing Proposed Existing mid Proposed Existing Proposed Sum 1E,2E,3E 1P 0.2 2 4 6.5 7 9 RICK ENGINEERIN * Onsite discharge only, excludes offsite flows 7/21/2014 Page 7 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 4.0 POST -CONSTRUCTION STORMWATER MANAGEMENT In order to provide treatment of stormwater runoff, stormwater quality best management practices (BMPs) have been incorporated into the proposed site improvements. BMPs utilized on this site and shown on the Proposed Drainage Map (Figure 5) have been designed utilizing the guidelines provided in the Urban Storm Drainage Criteria Manual, Volume 3 (USDCM Vol. 3), including the "Four Step Process to Minimize Adverse Impacts of Urbanization" as listed below: • Step 1. Employ runoff reduction practices • Step 2. Implement BMPs that provide a water quality capture volume with slow release • Step 3. Stabilize drainageways • Step 4. Implement Site Specific and other source control BMPs The post -construction stormwater quality BMPs proposed for this project include: 4.1 Vegetated Buffer A vegetated pervious buffer within the landscape area of the southern parking lot is proposed to reduce the directly connected impervious areas and provide some filtration of pollutants. The stabilized buffer is designed to convey parking lot runoff as sheet flow. Header curb is provided at the pavement -buffer interface to ensure the stability of adjacent pavement. Roof drainage is conveyed through vegetated pervious areas to reduce the size of directly connected impervious areas. Positive drainage at 2% minimum shall be provided to convey roof drainage away from structures. 4.2 Grass Swale A grass swale is proposed along the north property line to convey runoff from the north portion of the site to the catch basin. The grass swale will slow runoff velocity, promote RICK ENGINEERIN rn. 7/21/2014 Page 8 FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT infiltration, and encourage sedimentation and filtration. Positive drainage has been provided and thus an underdrain is not warranted due the high infiltration capacity of the native soil. The BMP has been designed in accordance with USDCM Vol. 3 criteria for maximum velocity, Froude number, and flow depth for the 2 -year event. Design calculations are provided in Appendix E and are summarized in the table below. GRASS SWALES CP Q2 Ids] Velocity [fps] Flow Depth [ft] Froude Number 71).4 0.13 0.64 0.26 0.31 4.3 Bioretention A bioretention area (rain garden) is provided at catch basin 1 P.2 to provide retention of pollutants present in stormwater runoff and encourage infiltration, sedimentation, and filtration. The bioretention areas have been designed with a design volume based on the water quality capture volume (WQCV) concept provided within USDCM Vol. 3. Due to site constraints the capacity of bioretention area 1 P.2 is less than the WQCV but benefits are still provided by the installation of this BMP. Design calculations are provided in Appendix E and are summarized in the table below. Construction information is provided on the project Grading Plan. The rims of the catch basins at these bioretention areas have been designed above the bottom finish grade. Storm events in excess of the volume capacity of the bioretention areas will overflow to the catch basin and enter the proposed storm drain system. Runoff stored below the rim elevation will dissipate via infiltration. An underdrain is not warranted due the high infiltration capacity of the native soil and proposed soil amendments. This high infiltration capacity is anticipated to drain the captured bioretention volume in less than 24 -hours, as required for retention ponds by section 7- 204 of the Garfield County LDC 2013. RICK ENGINEERING COMPANY r�. 7/21/2014 Page 9 FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT BIORETENTION AREAS (RAIN GARDENS) CP WQCV [in] VWQCV* [cu. ft.] DwQCy** [in] VT*** [cu. ft.] 1P.2 0.21 929 8 1433 * VWQCV = Water quality control volume ** DWQCv = Design depth of water quality control volume, retention below overflow catch basin rim *** VT = Bioretention volume provided RICK ENGINEERING COMPANY r�. 7/21/2014 Page 10 COMPANY FEDEX GROUND FACILITY - GLENWOOD SPRINGS - DRAINAGE REPORT 5.0 LOCAL HYDROLOGY AND HYDRAULICS Several drainage structures will be required in order to convey the onsite and offsite flows through the project site. These structures consist of curb openings, channels, and storm drain systems. Figure 6 depicts the local drainage structures together with the associated local contributing watersheds. Refer to Appendix B for the hydrologic data sheets for each local watershed. The following table summarizes the local watershed design peak flows for the 100 -year storm event. LOCAL WATERSHED DESIGN FLOWS Watershed CP Area [Ac] Q100 [cfs] Cumulative Areas - Ar Q100 Cumulative[cfs] 1P.1 1.00 3 1P.1 + OS -2 43* 1P.2 1.75 4.5 - - 1 P.3 0.43 2 - - 1P.4 0.22 1 1P.4 + 1P.7- 3* 1P.5 0.09 0.5 1P.1 + 1P.5 + OS -2 43.5* 1P.6 0.63 1 1P.1 + 1P.2 + 1P.3 + 1P.4 + 1P.5 + 1P.6 + 1P.7 + OS -2 54* 1P.7 0.56 2 - - *Arithmetic Sum 5.1 Curb Openings Curb openings were calculated for the following concentration points (CP 's). Appendix C contains the hydraulic calculations and Figure 6 depicts the CP's. RICK ENGINEERIN CURB OPENINGS 11• 7/21/2014 Page 11 i Q fOl Opening Heigth [ft] Length Required [ft] CP 1P.1 43 0.5 46.8 1P.2 4.5 0.5 4.9 11• 7/21/2014 Page 11 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 5.2 Channels The channel locations are depicted on Figure 6 and Appendix C contains the hydraulic analysis. CHANNELS Channel Section Q100 [as] Bottom Width Side Slopes 1 Flow Depth [ft] Minimum Channel Depth [ft] 1 43 8 2:1 0.89 1.9 2 54 10 1:1 0.35 1.0 5.3 Catch Basins The following table summarizes the proposed catch basins. Type C catch basins per Colorado Department of Transportation Standard Plan number M-604-10 are proposed to convey the 100 -year storm event collected in the areas outside of pavement at CP 1P.2 and 1P.4. Nyloplast 2ft x 2ft Curb Inlet Structures are proposed to collect pavement drainage. Refer to the Local Drainage Map (Figure 6) for the location of catch basins and to Appendix D for the capacity calculations. Appendix E contains typical detail drawings for reference. CATCH BASINS CP Q100 [cfs] Catch Basin Type* Headwater • [ft] 1P.2 4 CDOT Type C 0.52 1P.3 2 Nyloplast 2x2 Curb Inlet 0.18 1P.4 1 CDOT Type C 0.19 1 P.7 I 2 Nyloplast 2x2 Curb Inlet 0.18 5.4 Storm Drain System The following table summarizes the storm drain systems. Refer to the Local Drainage Map (Figure 6) for the location of storm drains and to Appendix D for the StormCAD model. RICK ENGINEERIN TM 7/21/2014 Page 12 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT STORM DRAIN SYSTEM Storm Drain Member Q100 [cfs] Number, Diameter & Type [><n] Slope [ft/ft] Length [ft] ___Al P-1 9.5 (1)-18" HDPE 0.020 378 P-2 4.5 (1)-12" HDPE 0.050 17 P-3 5 (1)-18" HDPE 0.016 98 P-4 5 (1)-18" HDPE 0.016 264 P-5 3 (1)-12" HDPE 0.016 114 P-6 2 (1)-12" HDPE 0.020 62 P-7 1 (1)-12" HDPE 0.050 8 P-8 2 (1)-12" HDPE 0.010 146 5.5 Street Capacity Offsite flows at concentration point OS -1 are conveyed to the north by Airport Center Road, which is cross -sloped to the west. The following table summarizes the hydraulic cross-section characteristics of Airport Center Road and demonstrates the road has adequate capacity to convey the 100 -year peak discharge below the breakout elevation. Refer to the Local Drainage Map (Figure 6) for the location of hydraulic cross-sections and to Appendix C for the FlowMaster normal depth hydraulic calculations. STREET CAPACITY Hydraulic Cross-section Q100 [cfs] Slope [ft/ft] Normal Depth [ft] Breakout Depth [ft] XS -3 6.5 0.014 0.17 0.66 XS -4 6.5 0.014 0.17 0.30 RICK ENGINEERIN r�. 7/21/2014 Page 13 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 6.0 LONG TERM MAINTENANCE The proper functioning of the drainage systems described in this report is dependent on the owner providing, annual and continuous maintenance to the drainage improvements. The firm responsible for the ownership, operation, scheduled and unscheduled maintenance and liability of drainage improvements and common areas detailed on this report is: FedEx Ground Facilities and Material Handling Systems 1000 FedEx Drive Moon Township, PA 15108 Maintenance guidelines and a checklist is provided within Appendix E. Refer to Chapter 6 of the Urban Storm Drainage Criteria Manual, Volume 3 for maintenance of the site's stormwater quality BMPs (grass swales, grass buffers, bioretention areas, etc.). RICK ENGINEERIN 7/21/2014 Page 14 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 7.0 SUMMARY • The supporting information required for the Site Plan drainage scheme is being provided within the report. • The onsite Federal Emergency Management Agency (FEMA) Special Flood Hazard Areas (SFHA) have been shown on the drainage figures of the report. • The offsite and onsite peak discharges for the 100 -year storm event have been calculated. The 2 -year and 25 -year event was calculated for comparison of pre - development and post -development discharges. • The required onsite drainage improvements to convey the runoff through the project site have been calculated and are shown in the figures of the report. RICK ENGINEERIN r�. 7/21/2014 Page 15 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT 8.0 ENGINEER'S STATEMENT The drainage design concept presented in this Drainage Report assures that drainage affecting the project will be handled in a manner that does not conflict with any federal, state, and/or county regulations intended to protect adjacent properties and/or the project itself from adverse impacts during design storm events specified in the current regulations. Disclaimer — Any deviations from the drainage scheme and hydraulic design presented herein, or any variations in climatic or watershed conditions may affect the functionality and other hydrologic or hydraulic characteristics of this project and nullify the results presented herein. RICK ENGINEERIN TM 7/21/2014 Page 16 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT WORKS CITED • Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Volume 1 and 2. June 2001, Revised April 2008. • Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Volume 3 — Best Management Practices. November 2010. • City of Glenwood Springs, Aerial Photo and Topographic Map. Date unknown. • Archibeque Land Consulting, Ltd, Topographic Map. May 30, 2014. • United States Department of Agriculture — Natural Resouce Conservation Service, Web Soil Survey. <http://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm>. • National Oceanic and Atmospheric Administration (NOAA), NOAA Atlas 14 Point Precipitation Frequency Estimates: CO. pfds_map_cont.html?bkmrk=co>. • Federal Emergency Management Agency (FEMA) (NFIP); Flood Insurance Rate Map (FIRM) 080205- • Bentley, StormCAD V8i. November 9, 2009. • Bentley, FlowMaster v. 8.01. November 9, 2006. F:\4143 FEDEX GLENWOOD\HYDRO\4143 DR03 GARFIELDCOUNTY.DOCX RICK ENGINEERIN <http://hdsc.nws.noaa.gov/hdsc/pfds/ , National Flood Insurance Program 1453B. rn� 7/21/2014 Page 17 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT RICK ENGINEERIN APPENDIX A - FIGURES AND EXHIBITS Page A-1 Tl- s is an c1•71a copy cf a porion of the aao•.e refe•encec flcad -nap- It was extracted using F-tail—Cn-Une This mac does rt refer- cha-iges or amendmerrs rrhah r1ay have Luer made subsegJert :c the ca -e c.1 -Be title blocs Far the latest pron'uct informaoor about Vaticna F ood Insurar.ce Prog•am flv.:d maps check the =EMA Food map Stare a: nvr•. msc.tema go: W ,.:1 ::1 J J - i R b CD Iii - a - = K u5 c.5 p w Re m co .. �Ca rn _ W - C0 c n TM W Z r. E. 4 im,z J Ijy �" p O W �4 /71-�M LL Q7 d b '+'' L.L 4 cr O.. 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F:\4143_FedEx_Glenwood\Hydro\4143DROF01.dgn 20 -JUN -2014 © 2014 Rick Engineering Company • EXISTING PEAK FLOWS WATERSHED AREA 0100* CUMULATIVE CUMULATIVE CP's [ac] [cfs] CP's 0100*1E' [cfs] 1E 3.9 4 1E + OS -2 44 2E 1.7 2 — — 3E 0.5 1 — — * 0100 discharges have been rounded to the nearest cfs and so may not match calcu atiaisheets *'Arithmetic sum U OFFSITE PEAK FLOWS WATERSHED AREA 0100 CP's facl [cfsl OS -1 5.5 6.5 DS -2 42.5 40 APPRZWTE MAItaARK RIGHT BANK ROARING FORK RIVER 0 NOTES: 1. AREAS OF SITE NOT IMPACTED BY THIS PROJECT ARE EXCLUDED FROM PEAK DISCHARGE CALCULATIONS. THESE INCLUDE AREAS BELOW THE BANK OF THE ROARING FORK RIVER AND THE SOUTHERN TIP OF THE PROJECT SITE. 2. REFER TO FIGURE 3 - 'OFFSITE DRAINAGE MAP' FOR OFFSITE TOPOGRAPHY. 0 W F oza SCALE: 111= 50' CONTOUR INTERVAL: 1' 0' 25' 50' 100' FEMA SPECIAL FLOOD HAZARD AREA ZONE A4 BOUNDARY PER FIRM PANEL 08025 1453 B HIGH WATER PER PROJECT TOPOGRAPHIC SURVEY FEMA SPECIAL FLOOD HAZARD AREA ZONE A4 BOUNDARY PER FIRM PANEL 08025 1453 B, SEE FIGURE 2 .......... 1 .... ........ ........ `.......sus ................• ...._tires—X—�-X ............ .....rte........'. .. 590' • • - 0065 • ......:..... ......'7th' Gr"' -..... r .(i 100 Z ' 5g• 09 49 rix -'��• ....... ..... . i . :sag X�....�' c... µT ...i 0• NT�R R � R 0.65 al Min OMNI all SOIL TYPE BOUND ROADSIDE DEPRESSION, RETAINS SMALL STORM EVENT OFFSITE 0100 PEAK O DISCHARGE OVERTOPS ROAD AND CONVEYED ACROSS SITE AS SHEET FLOW GL r NWOOD A I RPORT •• • • •• •• • • ♦ • ♦ ♦ RICK ENGINEERING COMPANY Denver 4 INVERNESS COURT EAST, SUITE 300 ENGLEWOOD, CO 80112 303.225.9125 J-4143 rickengineering.com Tucson - San Diego - Sacramento - Riverside - Orange - San Luis Obispo - Phoenix • 1 LEGEND WATERSHED WATERSHED BOUNDARY CONCENTRATION POINT SOILS TYPE BOUNDARY FEMA FLOODPLAIN (EFFECTIVE) DATE: 07/17/2014 FIGURE NO. 4 EXISTING DRAINAGE MAP F]EDEX GROUND FACI[LITY A PORTION OF SECTION 27, TOWNSHIP 6 SOUTH, RANGE 89 WEST, SIXTH PRINCIPAL MERIDIAN, GLENWOOD SPRINGS.GARFIELD COUNTY, COLORADO. SHEET 1 OF 1 \\srv_tuc1\RickStandards\Bentley_2006\workspace\protects\CorpStds_2005_TUC\iplot\CorpStds_2005_TUC.pen F:V1143_FedEx_ G len wood\Hydro \4143drex01. dgn 17-JUL-2014 14:14 HIGH WATER MARK PER PROJECT TOPOGRAPHIC SURVEY K RIVER F G 1 N _ OR A ........ .........:... ............................................................................... .....................::::::::. :•sp. 288':::==:;::-•.::., .:..•..,... .............:::::::............ ......................... .........::............. ..............:::........::::::::....... ............................. . ......:........................:......... _.�---•-'�'°'.��.-mss.........:;:...;::.�:.-::::.;::::...:.....::::::::::: •:SLis••�•T1�7b1`'��F�#J•�f`.`.`�=�I:i1 .............. . ...................... ............:::..;::..... :iA98rs`:;;:::; '::'::':::: :::;:':::::.,..; - ii,5�J-.::.�:i}�cii;:; -i_ �'."•.�•1©==�J,-TOI...!x'. .............. tt . . AIJ4.•6�t .......... ....... . Cti ..OT Uii • 65' :::... a _ 0 O 0 LEGEND 0 GROUTED RIP RAP CHANNEL • WATERSHED WATERSHED BOUNDARY CONCENTRATION POINT HYDRAULIC CROSS SECTIONS �Z SCALE: 1"= 40' CONTOUR INTERVAL: 11 0' 20' 40' 80' A•: ............ . .. BEG �,•::: L r � f a a'► wI �- = �� ass -air r. \ fir,*d"� l ' m :p. 'NNEL • • • .._.^_ \Lw�� ISa PSO {bo P-7 12" HDPE STORM DRAIN CDTYPE-C CAT BASIN .a88 __ ..SBC:: _ -._ moi'- ---"' • rog rgo 6 r'6p iu P-8 12"HDPE ST RM DRAIN NYLOPLAST 2'x2 CURB INLET STRUCTURE pack d° 4 ....... .7"717:1.' )4r" O X/X RICK ENGINEERING COMPANY Denver 4 INVERNESS COURT EAST, SUITE 300 ENGLEWOOD, CO 80112 303.225.9125 • • • •• • •• •• J-4143 rickengineering.com Tucson - San Diego - Sacramento - Riverside - Orange - San Luis Obispo - Phoenix 0 RATE INLET SUMMARY STORM DRAIN SUMMARY PIPE 0100 DIAMETER LENGTH U.S. INVERT D.S. INVERT U.S.HGL NAME [cfsl. [in [ft] Elev. Elev. Elev. P-1 9.5 18 378 5893.55 5886.00 5894.74 P-2 4.5 12 17 5894.40 5893.55 5895.29 P-3 5 18 98 5895.12 5893.55 5895.98 P-4 5 18 264 5899.34 5895.12 5900.20 P-5 3 12 114 5901.17 5899.34 5901.91 P-0 2 12 62 5901.00 5899.34 5901.60 P-7 1 12 8 5901.57 5901.17 5901.99 P-8 2 12 146 5902.63 5901.17 5903.23 RATE INLET SUMMARY CP 0100 # OF GRATE HEADWATER CUMULATIVE [cfsl GRATES TYPE Elev. 1P.2 4.5 1 CDOT Type C 5900.19 1P.3 2 1 Nyloplast 2x2 Curb Inlet 5904.67 1P.4 1 1 COOT Type C 5905.39 1P.7 2 1 NvloDlast 2x2 Curb Inlet 5905.38 too 9. ff i � za�� •O ......: -. 49Y• CURB•••., GROUTED-. RIP RAP... "..'.' OPENING ....J..CHA.NNEL OUTLET ........... ........... .............. .............. ............... END .....• 0065 •. 1P.6 TO STILLING BASIN ............5685 •.,. ............ LOCALIZED PEAK FLOWS WATERSHED AREA 0100 CUMULATIVE CUMULATIVE CUMULATIVE CP's [ac. [cfs] CP's AREA [ac: 010.0* [cfs] 1P.1 1.00 3 1P.1+ OS -2 43.5 43 1P.2 1.75 4.5 - - - 1P.3 0.43 2 - - - 1P.4 0.22 1 - - - 1P.5 0.09 0.5 1P.1 + 1P.5 + OS -2 43.6 43.5 1P.6 0.63 1 1P.1+ 1P.2+ 1P.3 + 1P.4 + 1P.5 + 1P.6+1P.7+OS-2 47.1 54 1P.7 0.56 2 - - - * Arithmetic Sum CHANNEL SUMMARY XS CP's 0100 BOTTOM WIDTH SLOPE FLOW DEPTH FREEBOARD (MIN) CHANNEL 1P.1 43 [cfs] [ft] [ft/ft] [ft] [ft] DEPTH [ft] 1 1P.5 43 8 0.027 0.89 1.0 1.9 2 1P.6 54 10 0.667 0.35 0.65 1.0 CURB OPENING & WEIR SUMMARY CP's 0100 FLOW DEPTH OPENING [cfs] [ft] LENGTH [ft] 1P.1 43 0.5 48 1P.2 4.5 0.5 5 1P.6 54 0.93 26 DATE: 07/21/2014 X ...... ,ter WINO fir. - ._ ..w.. \N`I• 591 FIGURE NO. 6 LOCAL DRAINAGE MAP FEDEX G FACILI OUND A PORTION OF SECTION 27, TOWNSHIP 6 SOUTH, RANGE 89 WEST, SIXTH PRINCIPAL MERIDIAN, GLENWOOD SPRINGS, GARFIELD COUNTY, COLORADO. SHEET 1 OF 1 \\srv_tuc1\RickStandards\Bentley_2006\workspace\protects\CorpStds_2005_TUC\iplot\CorpStds_2005_TUC,pen F:\1143_FedEx_Glenwood\Hydro\4143drloOLGCRevLayoutidgn 21-JUL-2014 14:16 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT APPENDIX B - HYDROLOGIC DATA SHEETS RICK ENGINEERIN Page B-1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs QS -1 1. Catchment Hydrologic Data Catchment ID _ 0S-1 Area = 5.50 Acres Percent Imperviousness = 15.00 % NRCS Soil Type = B A, A, C, or D 11. Rainfall Information I (inchlhr) = Cl *P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.51 inches (input ane -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.08 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = 0.17 Overide 5 -yr. Runoff Coefficient, C = (enter an averide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 -J 10 15 20 Calculations: Reath ID Overland 1 2 Slope S ft/ft input_ Length L ft input 5 -yr Runoff Coeff C-5 _ output NRCS Convey- ance Input Flow Velocity V fps output Flow Time Ti minutes output 0.4000 700 0.17 N/A 0.69 13.17 0.0220 600 3 4 5 Sum 1,300 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I Rainfall Intensity at User -Defined Tc, 1 = 0.93 inchihr 1.07 inch/hr 1.07 inch/hr 7,00 1.04 9.63 Computed Tc = Regional Tc User -Entered Tc = Peak Flowrate, Qp Peak Flowrate, Qp = Peak Flowrate, Qp = 22.81 17.22 17.22 0.42 cfs 0.48 cfs 0.48 cfs 4143 OS-1_2yr UD -Rational v1.02a.xls, Tc and Peak() 6/25/2014.4:05 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs QS -1 1. Catchment Hydrologic Data Catchment 1D = OS -1 Area = 5.50 Acres Percent Imperviousness = 15.00 % NRCS Soil Type = B A, B, C, or D 11. Rainfall Information 1 (inch/hr) = C1* P1 !(C2 + Td)4C3 Design Storm Return Period, Tr = 25 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (Input the value of C2) C3= 0.786 (input the value of C3) P1= 1.05 inches (input one -hr precipitation—see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr, Runoff Coefficient, C-5 Overide 5 -yr. Runoff Coefficient, C = 0.33 0.17 (enter an overide C value if desired, or leave blank to accept calculated C. (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swalesl Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach tO Overland Slope Length 5 L fi1R ft input input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 700 0.17 N/A 0.89 13.17 0,0220 600 2 3 4 5 Sum 1,300 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = Rainfall Intensity at Regional Tc, 1 = Rainfall Intensity at User -Defined Tc, 1 1.93 inch/hr 2,23 inchlhr 2.23 inch/hr 7.00 1.04 9.63 Computed Tc = Regional Tc User -Entered To -7- Peak Peak Flowrate, Op = Peak Flowrate, Qp Peak Fiowrate, Qp 22,81 17.22 17.22 3.51 cfs 4.07 cis 4.07 cis 4143_0S-1_25yr_UD-Rational v1.02a.xis, Tc and PeakQ 6/25/2014, 4:06 PM L CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Spr)ngs OS -1 I. Catchment Hydrologic Data Catchment ID = OS -1 Area = 5.50 Acres Percent Imperviousness = 15.00 % NRCS Soil Type = B A, B, C, or D 11. Rainfall Information 1 (Inchfhr) = C1 ' P1 /(C2 +Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10,00 (input the value of C2) C3= 0.786 (Input the value of C3) P1= _ 1.30 Inches (input one -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.42 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = 0.17 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture[ Lawns Nearly Bare Ground Grassed Swalesf Waterways Paved Areas & Shallow Paved Swates (Sheol Flow) Conveyance 2.5 5 7 10 15 2(D Calculations: Reach ID Overland Slope 5 [flit input Length L ft Input 5 -yr Runoff Coeif C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.4000 700 0.17 N/A 0,89 13.17 0.0220 600 2 3 4 5 Sum 1.300 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc. I Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.38 inch/hr 2.76 inch/hr 2.76 inch/hr 7.00 1.04 9.63 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp Peak Flowrate, Qp = Peak Flowrate. Qp = 22.81 1722 17.22 5,56 cfs 6 43 efs 6.43 els 4143_0S-i_UD-Rational vi.02a,xls, To and Peak() 611812014, 10:07 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Titre: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 0S-2 1. Catchment Hydrologic Data Catchment ID = 05-2 Area = 42.50 Acres Percent Imperviousness = 10,00 % NRCS Soil Type = B A, B, C, or D II, Rainfall Information I (inch/hr) = C1 * P1 !(C2 +Td)"C3 Design Storm Return Period, Tr = 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.785 (input the value of C3) P1= 0.51 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) fora Catchment Runoff Coefficient. C = 0.06 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = 0.14 Overide 5 -yr, Runoff Coefficient, C (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland Reach t flog. Reach 2 /teach 3 LEGEND 0 Beginning Flow Direction Catchment Bo" dory NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 L 20 Catculations: Reach ID Overland Slope S ft/ft input Length L fi. Input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time TT minutes output 0.3900 550 0.14 N/A 0.75 12.18 1 0.0130 2.000 2 3 4 5 Sum 2,550 IV, Peak Runoff Prediction Rainfall Intensity at Computed Tc, 1 = Rainfall Intensity at Regional Tc, 1 Rainfall Intensity at User -Defined Tc. 1 0.55 inch/hr 0.90 inch/hr 0.90 inch/hr 7.00 0.80 41.76 Computed Te = Regional Tc User -Entered Tc Peak Flowrate, Qp = Peak Flowrate.. Qp = Peak Flowrate, Qp = 53.94 24.17 24.17 1.29 cfs 2.11 cfs 2.11 cfs 4143_OS-2_2yr_UD-Rational v1.02a.xls, Tc and PeakQ 6/25/2014, 3:13 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground • Glenwood Springs OS -2 I. Catchment Hydrologic Data Catchment ID = 0S-2 Area = 42.50 Acres Percent Imperviousness = 10.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/fir) = C1 * P1 1(C2 + Td)AC3 Design Storm Return Period, Tr = 25 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.05 inches (input one -hr precipitation -see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.31 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = 0.14 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture! Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales _ (Sheet Howl Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope s ft/ft input Length L ft input 5 -yr Runoff Caeff C-5 output NRCS Flow Flow Convey- Velocity Time ance V 11 fps minutes input output output 0.3900 550 0.14 N/A 0.75 12.18 0.0130 2.000 2 3 4 5 Sum 2.550 P1. Peak Runoff Prediction Rainfall Intensity at. Computed Tc, I = Rainfall Intensity at Regional Tc, 1 = Rainfall Intensity at User -Defined Tc, 1 = 114 inch/hr 1.86 inch/hr 1.86 inch/fir 7.04 0.80 41.76 Computed Tc = 53.94 Regional Tc = 24.17 User -Entered To = 24.17 Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 14,86 cfs 24.32 cis 24.32 cfs 4143_OS-2 25yr UD -Rational v1.42a.xls, Tc and PeakO 6/25/2014, 3:15 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs OS -2 1. Catchment Hydrologic Data Catchment ID = QS -2 Area = 42.50 Acres Percent Imperviousness = 10,00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (Inchihr) = C1 * P1 1(C2+Td)"C3 Design Storrs Return Period, Tr = 100 years (input return period for design storm) C1 = 28.56 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0,763E (input the value of C3) P1= 1.30 inches (input one -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C ; 0.40 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = 0.14 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave Wank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Shari Pasture/ Lawns Nearly Bare Ground Grassed Swatesl Waterways Paved Areas & Shallow Paved Swates (Sheet Flow) Conveyance 25 5 j 7 10 15 20 Calculations: Reach ID Overland Skape S Rift input ' Length L ft input 5 -yr Runoff Coeff C-5 outpu f NRCS Convey- ance input Flow Velocity V fPs output Flow Time Tf minutes output 0.3900 550 0.14 N/A 0.75 12.18 1 0.0130 2.000 2 3 4 Sum 2.550 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at. Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.41 inchlhr 2.31 inchlhr 2.31 inch/hr 7.00 0.80 41.76 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 53.94 24.17 24.17 24,19 cfs 39.58 cfs 39.58 es 4143 OS -2 UD -Rational v1.02a,xis, Tc and PeakO 6/1812014, 10:18 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1E 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1E 3.88 Acres 5.00 % 13 A, B, C, or D II. Rainfall Information 1 pinch/fir) : Cl * P1 1(C2 + Td)AC3 Design Storm Return Period, Tr = 2 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 0.51 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) For a Catchment Runoff Coefficient, C Overide Runoff Coefficient, C 5 -yr. Runoff Coefficient, C-5 Overide 5 -yr, Runoff Coefficient, C = 0.04 0.03 (enter an ovende C value if desired, or leave blank to accept calculated C.) 0.10 0.08 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Beginning Flow Direction, 4 Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field _i Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance j 2.5 5 _ 7 10 15 _ 20 Calculations: Reach ID Overland Slope S flift input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0145 275 0.08 N/A 0.17 28.99 1 0.0962 260 2 3 4 5 Sum 535 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 0.81 inchlhr 1.23 inch/hr 1.23 inch/hr Peak Flowrate. Qp Calculated values for Tc & Qp are based on overlde values entered for C & C-5. 7.00 2.17 2.00 Computed Tc = Regional Tc = User -Entered Tc = 28.98 12.97 12.97 Peak Flowrate, Qp = 0.09 cfs Peak Flowrate. Qp = 0.14 cfs 0.14 cfs 4143_1 E-2_UD-Rational v1.02a.xis, Tc and Peak() 6/2512014, 2:59 PM 0.28 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground Glenwood Springs 1E I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1E 3.88 Acres 5,00 % NB A, 8, C, ar D 11. Rainfall Information l (inchlhr) = C1 " P1 I(C2 + Td)" C3 Design Storm Return Period, Tr = 25 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= _ 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.05 inches (Input ane -hr precipitation --see Sheet "Design info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C 0.24 0:10 0.08 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND 0 Bcgnming Flaw Direcfian Catahnment B o LLRdary NRCS Land Type Heavy Meadow Tiltegel Field Short Pasture) Lawns Nearly Bare Ground Grassed Swaiesf Waterways ' Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2 5 7 10 15 20 Calculations: Reach ID Overland Slope S Rift input Length 1 R input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0145 275 '0.©8 NIA 0.17 26.99 1 0.0962 260 2 3 4 5 Sum 535 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, l = Rainfall Intensity at User -Defined To, 1= 1.68°inchlhr 2.55. inchlhr 2.55 inch/hr 7.00 2.17 2.00 Computed To = Regional Tc = User -Entered Tc 28.98 12.97 12.97 Peak Flowrate, Qp = Peak Flowrate, Op = Peak Flowrate, Qp = 1.57 cfs 2.37 cfs 2.37 cfs 4143_1E -25_U© -Rational v1.02a.xls, Tc and PeakQ 6/18/2014, 3:57 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment 1D: 4143 - FedEx Ground - Glenwood Springs 1E 1 Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1E 3.88 Acres 5.00 % BA,B,C,orD 11. Rainfall Informatlon I (inchlhr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years C1 =_ 28.50 C2= 10.00 C3= 0.786 P1= 1.30 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overde Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C 0.38 0.34 (enter an overide C value if desired, or leave blank to accept calculated C.) 0.10 0.08 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration -- - overland / Reach 1 LEGEND D 0 R ty Flow Dilution Catchment Boundary NRCS Land Type Heavy / Meadow Tillage{ Field Short Pasture! Lawns Nearly Bare Ground Grassed Swalesl Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 - 3 15 _ j 20 Calculations: Reach ID Overland Slope S Mt input Length L ft input 5 -yr Runoff' Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time 11 minutes output 0.0145 275 0.08 N/A 0.17 26.99 1 0.0962 260 2 3 4 5 Sum 535 7.00 2.17 2.00 Computed Tc = Regional Tc = User -Entered Tc = 28.98 12.97 12.97 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.08 inch/hr Peak Fiowrate, Qp = Rainfall Intensity at Regional Tc, I= 3.15 inch/hr Peak Flowrate, Qp = Rainfall Intensity at User -Defined Tc, I = 3.15 inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp aro based on overide values entered for C 8 C-5. 2.75 cfs 4.16 cfs 4.16 cfs 4143_1E-100__UD-Rational vi .02a.xis, Tc and Peak() 6/18/2014, 4:40 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 2E 1. Catchment Hydrologic Data Catchment ID = 2E Area = 1.71 Acres Percent Imperviousness = 7.00 % NRCS Sail Type = B A, 6, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 I(C2 + Td)4C3 Design Storrn Return Period, Tr= 2 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 0.51 inches (input one -hr precipitation—see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) far a Catchment Runoff Coefficient, C = 0.05 Overide Runoff Coefficient, C = 0.05 (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.12 Overide 5 -yr. Runoff Coefficient, C = 0.09 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Btu Flan Direction Catchment Boundary MRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swalesl Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 I 7 10 15 20 Calculations: Reach ID Overland Slope s ft/ft input Length ft input 5 -yr Runoff Coeff C-5 output NRCS Convey. once input Row Velocity V fps output Row Time Tf minutes output 0.0241 290 0,09 N/A 0.21 23.22 1 2 3 4 5 Sum 290 Computed Tc = Regional Tc = User -Entered Tc = IV. Peak Runoff Prediction Rainfall Intensity at Computed To, I = 0.92 inch/hr Peak Flowrate, Qp Rainfall Intensity at Regional Tc, I = 1.29 inch/hr Peak Flowrate, Qp = Rainfall Intensity at User -Defined Tc, I = 1.29 inch/hr Peak. Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 23.22 11.61 11.61 0.08 cfs 0.11 cfs 0.11 cfs 4143_2E-2_UD-Rational v1.02a,xls, Tc and PeakQ 6/25/2014, 3:03 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 2E I. Catchment Hydrologic Data Catchment ID = 2E Area = 1.71 Acres Percent Imperviousness = 7.00 % NRCS Soil Type = NB A, B, C, or 0 11. Rainfall Information 1 (inchfhr) = C1 " P1 1(C2 + Td)4C3 Design Storm Return Period, Tr = 25 years (input return period for design storm) C1 = 28.50 (Input the value of C1) C2= 10.00 (Input the value of C2) C3= 0.786 (Input the value of C3) P1= 1.05 inches (Input one -hr precipflation--see Sheet "Design Info'") M. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 029 Overide Runoff Coefficient, C = 0.27 (enter an overide C value if desired, or leave blank to accept calculated C.) 5 -yr. Runoff Coefficient, C-5 = 0.12 Overide 5 -yr. Runoff Coefficient, C = 0.09 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.} Illustration IJECEND $erg now Duction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground _ Grassed Swalesi i Waterways Paved A eas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length tQ S L f;/ft ft input input Overland 0.0241 290 1 5 -yr Runoff Coeff C-5 output 0.09 NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output NIA 0.21 23.22 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.91 inch/hr 2.67 Inch/hr 2.67 inch/hr Computed Tc Regional Te = User -Entered Tc = Peak Ffowrate, Qp = Peak Ffowrate, Qp = Peak Ffowrate, Qp = 23.22 11.61 11.61 0.88 cfs 1.23 cfs 1.23 cfs 4143 2E-25 UD -Rational v1.02a.xls, Tc and PeakQ 6/18/2014. 4:00 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 2E 1. Catchment Hydrologic Data Catchment ID = 2E Area = 1.71 Acres Percent Imperviousness = 7.00 % NRCS Soil Type = B A, B, C, or D 11. Rainfall Information 1 (inchlhr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period. Tr = 100 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of 03) P1= 1.30 inches (input one -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient. C = Overide Runoff Coefficient, C 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = 039 0.38 (enter an overide C value if desired, or leave blank to accept calculated C.) 0.12 0.09 (enter an overide 0-5 value if desired, or leave blank to accept calculated 0-5.) Illustration Reach 2 -- iReach 3 LEGEND 0 B iinningg Flaw Direction Catrlueent Hnundnsr NRCS Land Type Heavy Meadow Tillage! Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swaies1 Waterways Paved A eas & Shallow Paved Swales (Sheet Flaw) Conveyance 2.5 5 7 10 15 20 l Calculations: Reach Ip Overland Slope S flirt input Length L ft input r- 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0241 290 0.09 N/A 0.21 23.22 1 2 3 4 5 Sum 290 Computed Tc = Regional Tc = User -Entered Tc = IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.36 inchlhr Peak Fiowrate, Qp = Rainfall Intensity at Regional Tc, I = 3.31 inchlhr Peak Flowrate, Qp = Rainfall Intensity at User -Defined Tc, I = 3.31 inchlhr Peak Flowrate, Op = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 23.22 11.61 11.61 1.53 crs 2.15 cis 2.15 cfs 443 2E -10p UD -Rational v1,02a.xls, Tc and Peak() 6/18/2014, 4:41 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 3E 1. Catchment Hydrologic Data Catchment ID = 3E Area = 0.45 Acres Percent Imperviousness = 5.00 % NRCS Soil Type = B A, B, C, or D 11. Rainfall Information 1 (inchlhr) = C1 • P1 1(C2 + Td)"C3 Design Storm Return Period, Tr = 2 years (input return period far design storm) C1 = 28.50 (input the value of C1) C2= _ 10.00 (input the value of C2) C3= 0.788 (input the value of C3) P1= 0.51 inches (input ane -hr precipitation --see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.04 Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = 0.10 Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value If desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swafesl Waterways Paved Areas& Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Ib Overland Slope S ftift Input Length L nput 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time 11 minutes output 0.0150 200 0.10 N/A 0.15 22.32 1 2 3 4 5 Sum 200 IV. Peak Runoff Prediction Rainfall intensity at Computed Tc, t Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 0.94 inch/hr 1.31 inchlhr 1.31 inchlhr Computed Tc = Regional Tc = User -Entered Tc= Peak Flowrate, Qp = Peak Flowrate, Qp Peak Flowrate, Qp Calculated values for Tc & Qp are based on overide values entered for C & C-5. 2.2.32 11.11 0.02 cfs 0.02 cfs 0.02 cfs 4143 3E-2 UD -Rational v1.02a.xls. Tc and PeakQ 612512014, 3:04 PM 0.10 0.28 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4149 - FedEx Ground - Glenwood Springs 3E 1. Catchment Hydrologic Data Catchment ID = 3E Area = 0.45 Acres Percent Imperviousness = 5,00 % NRCS Soil Type = B A, B, C, or D 11 Rainfall Information 1 (lnchfhr) = C1 ` P1 1(C2 + Td)^C3 Design Storm Return Period, Tr = 25 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 1.05 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (Input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swaiesl Waterways Paved Areas & Shallow Paved Swales (Sheet. Flow) Conveyance 2.5 5 7 L 10 15 20 Calculations: Reach JD Overland Slope S itlit input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0150 200 0.10 N/A 0.15 22.32 1 2 3 4 Sum 200 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, d = Rainfall Intensity at User -Defined Tc, t = 1.95 inchlhr 2.72 inchlhr 2.72 inch/hr Computed Te = Regional Tc User -Entered Tc Peak Flawrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 22,32 11.11 0.24 cfs 0.34 cfs 0.34 cfs 4143_3E-25_UD-Rational v1.02a.xls. Tc and Peak() 6/18/2014, 4.01 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 3E 1. Catchment Hydrologic Data Catchment ID = 3E Area = 0.45 Acres Percent Imperviousness = 5.00 % NRCS Soil Type = 6 A. B, C, or D II. Rainfall Information 1 (inch/hr) = C1 * P1 f(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of CI) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.30 inches (Input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Ovende 5 -yr. Runoff Coefficient, C = 0.38 0.10 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value li desired, or leave blank to accept calculated C-5.) Illustration NRGS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales {Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope Length 5 L frlft ft input input 5 -yr Runoff Coeff G-5 output NRCS Convey- ance input Flow Velocity V fps output FloW Time Tf minutes output _ 0.0150 200 0.10 N/A 0.15 22.32 2 3 4 5 Sum 200 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, 0 = Rainfall Intensity at Regional Tc, 1= Rainfall Intensity at User -Defined Tc, I = 2.41 inchfhr 3,37 inch/11r 3,37 inchfhr Computed To = Regional Tc = User -Entered Te = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate. Qp = 22.32 11.11 11.11 0.41 cfs 0.58 cfs 0.58 cls 4143_3E-i00_UD-Rational v1.02a.xis, Tc and PeakQ 6118/2014, 4'02 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1P 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P 6.04 50.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = 0.29 0.29 0.35 0.33 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input 0.0220 1 0.0140 2 3 4 Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 290 0.33 N/A 0.26 18.25 850 5 Sum 1,140 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 0.90 1.10 1.10 20.00 2.37 5.99 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 24.24 16.33 16.33 1.57 1.93 1.93 cfs cfs cfs 4143 1 P-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/17/2014, 2:09 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1P 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P 6.04 50.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 25 28.50 10.00 0.786 1.05 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = 0.46 0.46 0.35 0.34 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input 0.0220 1 0.0140 2 3 4 Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 290 0.34 N/A 0.27 18.01 850 5 Sum 1,140 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.87 2.29 2.29 20.00 2.37 5.99 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 24.00 16.33 16.33 5.20 6.36 6.36 cfs cfs cfs 4143 1 P-25 UD -Rational v1.02a.xls, Tc and PeakQ 7/17/2014, 2:08 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1P 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P 6.04 50.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = 0.52 0.51 0.35 0.34 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input 0.0220 1 0.0140 2 3 4 Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 290 0.34 N/A 0.27 18.01 850 5 Sum 1,140 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.32 2.83 2.83 20.00 2.37 5.99 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 24.00 16.33 16.33 7.14 8.72 8.72 cfs cfs cfs 4143 1 P-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/17/2014, 2:08 PM 0.51 0.47 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1P.1 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.1 1.00 72.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.51 N/A 0.00 0.00 1 0.0400 2 3 4 330 5 Sum 330 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.13 1.28 1.72 20.00 4.00 1.38 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 1.38 11.83 5.00 1.01 0.61 0.81 cfs cfs cfs 4143 1P.1-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 1:59 PM 0.51 0.63 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1P.1 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.1 1.00 72.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.51 N/A 0.00 0.00 1 0.0400 2 3 4 330 5 Sum 330 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.48 3.28 4.41 20.00 4.00 1.38 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 1.38 11.83 5.00 3.48 2.08 2.80 cfs cfs cfs 4143 1P.1-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 2:00 PM 0.47 0.43 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.2 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.2 1.75 67.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.47 N/A 0.00 0.00 1 0.0160 2 3 4 400 5 Sum 400 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.96 1.26 1.72 20.00 2.53 2.64 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 2.64 12.22 5.00 1.46 0.94 1.28 cfs cfs cfs 4143 1P.2-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/21/2014, 10:29 AM 0.47 0.60 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.2 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.2 1.75 67.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.47 N/A 0.00 0.00 1 0.0160 2 3 4 400 5 Sum 400 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.04 3.24 4.41 20.00 2.53 2.64 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 2.64 12.22 5.00 5.31 3.41 4.64 cfs cfs cfs 4143 1P.2-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/21/2014, 10:30 AM 0.90 0.89 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.3 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.3 0.43 100.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.90 N/A 0.00 0.00 1 0.0200 2 3 4 140 5 Sum 140 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.22 1.33 1.72 20.00 2.83 0.82 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 0.82 10.78 5.00 0.84 0.51 0.65 cfs cfs cfs 4143 1 P.3-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 2:05 PM 0.90 0.96 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.3 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.3 0.43 100.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.90 N/A 0.00 0.00 1 0.0200 2 3 4 140 5 Sum 140 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.70 3.41 4.41 20.00 2.83 0.82 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 0.82 10.78 5.00 2.34 1.40 1.81 cfs cfs cfs 4143 1 P.3-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 2:06 PM 0.40 0.35 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.4 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.4 0.22 58.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.40 N/A 0.00 0.00 1 0.0100 2 3 4 240 5 Sum 240 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.05 1.30 1.72 20.00 2.00 2.00 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 2.00 11.33 5.00 0.16 0.10 0.13 cfs cfs cfs 4143 1P.4-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/21/2014, 10:31 AM 0.40 0.56 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.4 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.4 0.22 58.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.40 N/A 0.00 0.00 1 0.0100 2 3 4 240 5 Sum 240 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.25 3.34 4.41 20.00 2.00 2.00 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 2.00 11.33 5.00 0.64 0.41 0.54 cfs cfs cfs 4143 1P.4-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/21/2014, 10:31 AM 0.08 0.02 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.5 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.5 0.09 0.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.08 N/A 0.00 0.00 1 0.0270 2 3 4 100 5 Sum 100 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.27 1.34 1.72 20.00 3.29 0.51 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 0.51 10.56 5.00 0.00 0.00 0.00 cfs cfs cfs 4143 1 P.5-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 2:21 PM 0.08 0.35 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.5 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.5 0.09 0.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Begirming Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.08 N/A 0.00 0.00 1 0.0270 2 3 4 100 5 Sum 100 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.83 3.44 4.41 20.00 3.29 0.51 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 0.51 10.56 5.00 0.18 0.11 0.14 cfs cfs cfs 4143 1 P.5-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 2:22 PM 0.12 0.05 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.6 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.6 0.63 7.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.12 N/A 0.00 0.00 1 0.0800 2 3 4 330 5 Sum 330 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.14 1.28 1.72 15.00 4.24 1.30 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 1.30 11.83 5.00 0.06 0.04 0.05 cfs cfs cfs 4143 1 P.6-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 2:23 PM 0.12 0.39 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.6 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.6 0.63 7.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.12 N/A 0.00 0.00 1 0.0800 2 3 4 330 5 Sum 330 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.51 3.28 4.41 15.00 4.24 1.30 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 1.30 11.83 5.00 1.35 0.81 1.08 cfs cfs cfs 4143 1 P.6-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/16/2014, 2:24 PM 0.47 0.43 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.7 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.7 0.56 67.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 2 28.50 10.00 0.786 0.51 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.47 N/A 0.00 0.00 1 0.0150 2 3 4 200 5 Sum 200 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.14 1.31 1.72 20.00 2.45 1.36 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 1.36 11.11 5.00 0.51 0.31 0.41 cfs cfs cfs 4143 1P.7-2 UD -Rational v1.02a.xls, Tc and PeakQ 7/21/2014, 10:32 AM 0.47 0.60 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: 4143 - FedEx Ground - Glenwood Springs 1 P.7 1. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = 1P.7 0.56 67.00 B Acres A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = C1 = C2= C3= P1= 100 28.50 10.00 0.786 1.30 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5 -yr. Runoff Coefficient, C-5 = Overide 5 -yr. Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND Beginning Flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Areas & Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: I Overland Slope S ft/ft input Length L ft input 5 -yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.47 N/A 0.00 0.00 1 0.0150 2 3 4 200 5 Sum 200 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.49 3.37 4.41 20.00 2.45 1.36 Computed Tc = Regional Tc = User -Entered Tc = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = 1.36 11.11 5.00 1.85 1.14 1.49 cfs cfs cfs 4143 1P.7-100 UD -Rational v1.02a.xls, Tc and PeakQ 7/21/2014, 10:33 AM COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT APPENDIX C - HYDRAULIC CALCULATIONS RICK ENGINEERIN Page C-1 Project Name: Job Number: Prepared by: Checked by: Company: Date: Curb Opening Calculations (Weir Equation) FedEx Ground Facility - Glenwood Springs, CO 4143 Q = 2.6 * L * (H A 1.5) L = Q / (2.6 * (H A 1.5)) Curb Opening Summary Location Q100 Height Length Required Length Provided (CP) (cfs) (ft) (ft) (ft) 1P.1 43 0.5 46.8 48.0 1P.2 4.5 0.5 4.9 5.0 1P.7 1 0.5 1.1 3.0 VCS Rick Engineering 7/16/2014 RICK ENG1NEL1l1NG COMPANY T"° 3945 East Fort Lowell Rd., Suite 111 Tucson, AZ 85712 Tel: (520) 795-1000 Fax: (520) 322-6956 WEIR, C, pAc- pry I' C(.4 C- 41-101\1 OP IP_ 6 — PuNDown,/ C,anjrRci t &ji C L(c21 ' Q zif3 L(2, )(2 9 tt&t.4.1-11)) Date Job No. y1g3 Page Done By ifCS Checked By C'/Z7/ZolY 1 o$ 1 0.931 _ Flow die,'-, ► mice - 100 ►' eve' (Fre 4a4I '' 0.5—P) avC4 r XS -1 - Rip -rap channel draining employee parking Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.040 Channel Slope 0.02700 ft/ft Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 8.00 ft Discharge 43.00 ft3/s Results Normal Depth 0.89 ft Flow Area 8.71 ft2 Wetted Perimeter 11.98 ft Top Width 11.56 ft Critical Depth 0.89 ft Critical Slope 0.02686 ft/ft Velocity 4.94 ft/s Velocity Head 0.38 ft Specific Energy 1.27 ft Froude Number 1.00 Flow Type Supercritical GVF Input Data Downstream Depth Length Number Of Steps 0.00 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.89 ft 0.89 ft 0.02700 ft/ft 0.02686 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 11:53:48 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for XS -1 - Rip -rap channel draining employee parking Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.040 Channel Slope 0.02700 ft/ft Normal Depth 0.89 ft Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 8.00 ft Discharge 43.00 ft3/s Cross Section Image 8 0 n rn 0.89 fi V; 1 H: 1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 11:57:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 XS -2 - Grouted rip -rap channel to river Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.040 Channel Slope 0.66667 ft/ft Left Side Slope 1.00 ft/ft (H:V) Right Side Slope 1.00 ft/ft (H:V) Bottom Width 10.00 ft Discharge 53.00 ft3/s Results Normal Depth 0.35 ft Flow Area 3.65 ft2 Wetted Perimeter 11.00 ft Top Width 10.70 ft Critical Depth 0.93 ft Critical Slope 0.02672 ft/ft Velocity 14.54 ft/s Velocity Head 3.28 ft Specific Energy 3.64 ft Froude Number 4.39 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.35 ft Critical Depth 0.93 ft Channel Slope 0.66667 ft/ft Critical Slope 0.02672 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:01:00 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for XS -2 - Grouted rip -rap channel to river Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.040 Channel Slope 0.66667 ft/ft Normal Depth 0.35 ft Left Side Slope 1.00 ft/ft (H:V) Right Side Slope 1.00 ft/ft (H:V) Bottom Width 10.00 ft Discharge 53.00 ft'/s Cross Section Image 10.00 ft v.1 L. H: 1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:02:47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 1 XS -3 - Offsite - Airport Road capacity (proposed) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01400 ft/ft Discharge 6.50 ft3/s Section Definitions Station (ft) Elevation (ft) 0+00 5910.60 0+57 5909.70 0+80 5909.86 0+80 5910.36 Roughness Segment Definitions 1 Start Station Ending Station Roughness Coefficient (0+00, 5910.60) (0+80, 5910.36) 0.016 Results Normal Depth Elevation Range Flow Area Wetted Perimeter Top Width Normal Depth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type 5909.70 to 5910.60 ft Supercritical 0.17 ft 2.98 ft2 33.58 ft 33.58 ft 0.17 ft 0.19 ft 0.00796 ft/ft 2.18 ft/s 0.07 ft 0.24 ft 1.29 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:03:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 XS -3 - Offsite - Airport Road capacity (proposed) GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.17 ft Critical Depth 0.19 ft Channel Slope 0.01400 ft/ft Critical Slope 0.00796 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:03:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Cross Section for XS -3 - Offsite - Airport Road capacity (proposed) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01400 ft/ft Normal Depth 0.17 ft Discharge 6.50 ft3/s Cross Section Image 5910.80 5910.70- 5910.60 5910.50 5910.40_ 5910.30- 5910.20: 910.30-5910.20_ a) 5910.10_ W 5910.00 5909.90 5909.80 5909.70 5909.60 5909.50 C7 0+00 0+20 0+40 0+60 0+80 Station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:06:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 1 XS -4 - Offsite - Airport Road capacity (proposed) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01400 ft/ft Discharge 6.50 ft3/s Section Definitions Station (ft) Elevation (ft) 0+00 5911.00 0+47 5910.68 0+69 5911.00 0+75 5911.00 Roughness Segment Definitions 1 Start Station Ending Station Roughness Coefficient (0+00, 5911.00) (0+75, 5911.00) 0.016 Results Normal Depth Elevation Range Flow Area Wetted Perimeter Top Width Normal Depth Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type 5910.68 to 5911.00 ft Supercritical 0.17 ft 3.08 ft2 36.43 ft 36.43 ft 0.17 ft 0.19 ft 0.00823 ft/ft 2.11 ft/s 0.07 ft 0.24 ft 1.28 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:07:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 XS -4 - Offsite - Airport Road capacity (proposed) GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.17 ft Critical Depth 0.19 ft Channel Slope 0.01400 ft/ft Critical Slope 0.00823 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:07:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Cross Section for XS -4 - Offsite - Airport Road capacity (proposed) Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01400 ft/ft Normal Depth 0.17 ft Discharge 6.50 ft3/s Cross Section Image 5911.25 5911.20 5911 .15: 5911 .10 5911.05: 5911.00 5910.95 oc 5910.90: 5910.85: 5910.80: 5910.751 5910.70 5910.651 5910.60: 5910.55: 5910.50: 5910.45 0+00 0+20 0+40 0+60 Station Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 6/21/2014 12:08:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT APPENDIX D - HYDRAULIC MODELS (STORM DRAIN) RICK ENGINEERIN Page D-1 FlexTable: Conduit Table(4143_FedExGround_RevLayout.stc) Label Start Node Invert (Upstream) (ft) Stop Node Invert (Downstream) (ft) Diameter Flow Length (in) (ft3/s) (Unified) (ft) P-1 MH -1 5,893.55 OF -1 5,886.00 18.0 9.50 378.0 P-2 CB -1P.2 5,894.40 MH -1 5,893.55 12.0 4.50 17.0 P-3 MH -2 5,895.12 MH -1 5,893.55 18.0 5.00 98.0 P-4 MH -3 5,899.34 MH -2 5,895.12 18.0 5.00 264.0 P-5 MH -4 5,901.17 MH -3 5,899.34 12.0 3.00 114.3 P-6 CB -1P.3 5,901.08 MH -3 5,899.34 12.0 2.00 62.0 P-7 CB -1P.4 5,901.57 MH -4 5,901.17 12.0 1.00 8.0 P-8 CB -1P.7 5,902.63 MH -4 5,901.17 12.0 2.00 146.0 Slope (Calculated) (ft/ft) Capacity (Full Flow) (ft3/s) Elevation Ground (Start) (ft) Hydraulic Grade Line (In) (ft) Energy Grade Line (In) (ft) Elevation Ground (Stop) (ft) Hydraulic Grade Line (Out) (ft) 0.020 14.84 5,902.00 5,894.74 5,895.36 5,893.00 5,886.87 0.050 7.97 5,899.00 5,895.29 5,895.87 5,902.00 5,894.89 0.016 13.29 5,902.71 5,895.98 5,896.33 5,902.00 5,894.80 0.016 13.28 5,906.00 5,900.20 5,900.55 5,902.71 5,896.03 0.016 4.51 5,906.40 5,901.91 5,902.27 5,906.00 5,900.23 0.020 5.04 5,904.49 5,901.68 5,901.94 5,906.00 5,900.26 0.050 7.97 5,904.70 5,901.99 5,902.15 5,906.40 5,901.96 0.010 3.56 5,905.20 5,903.23 5,903.49 5,906.40 5,902.04 Energy Grade Line (Out) (ft) Velocity (Average) (ft/s) 5,888.11 5,895.40 5,894.96 5,896.34 5,900.48 5,900.37 5,902.00 5,902.16 8.91 10.45 6.99 6.99 6.14 6.84 6.92 4.67 4143_FedExGround_RevLayout.stc Rick Engineering Company 7/18/2014 Bentley StormCAD V8i (SELECTseries 1) [08.11.00.44] Page 1 of 1 HEC -22 Headloss Structure Downstream Conduit Summary Hydraulic Grade Line (Out) (ft) (4143_FedExGround Energy Grade Line (Out) (ft) Upstream Conduit _RevLayout.stc) Deflection Angle (degrees) MH -3 P-4 5,900.20 5,900.55 P-6 90.16 MH -1 P-1 5,894.74 5,895.36 P-2 89.83 MH -4 P-5 5,901.91 5,902.27 P-7 180.00 MH -3 P-4 5,900.20 5,900.55 P-5 179.82 MH -2 P-3 5,895.98 5,896.33 P-4 168.89 MH -1 P-1 5,894.74 5,895.36 P-3 179.86 Initial Headloss Coefficient (HEC -22) Diameter Correction Factor Flow Depth Correction Factor Relative Flow Correction Factor Plunging Flow Correction Factor Benching Correction Factor 1.462 1.000 0.358 0.318 1.000 1.000 1.462 1.000 0.435 0.382 1.000 1.000 0.200 1.000 0.418 1.738 1.000 1.000 0.137 1.000 0.358 1.500 1.000 1.000 0.389 1.000 0.358 1.000 1.000 1.000 0.137 1.000 0.435 1.568 1.000 1.000 Adjusted Headloss Coefficient (HEC -22) HEC -22 Headloss for Conduit (ft) Hydraulic Grade Line (In) (ft) Energy Grade Line (In) (ft) 0.167 0.06 5,900.26 5,900.61 0.243 0.15 5,894.89 5,895.51 0.145 0.05 5,901.96 5,902.32 0.074 0.03 5,900.23 5,900.58 0.139 0.05 5,896.03 5,896.38 0.093 0.06 5,894.80 5,895.42 4143_FedExGround_RevLayout.stc Rick Engineering Company 7/18/2014 Bentley StormCAD V8i (SELECTseries 1) [08.11.00.44] Page 1 of 1 0 co a) w 5,910.00 5,905.00 5,900.00 5,895.00 5,890.00 5,885.00 Profile Report Engineering Profile - Profile - P-1 - P-7(4143_FedExGround_RevLayout.stc) CB -1 P.4 Rim: 5,905.20 ft Invert: 5,901.57 ft MH -4 -Rim: 5,906.4u tt Invert: 5,901.17 ft A, S— P-5: 11, ;� Circul. -0+50 4143_Fed ExG rou nd_RevLayout.stc 7/18/2014 0+00 :"3 C_0.016ffr Plpe _ 12.0 in MH -3 Rim: 5,906.00 ft `Invert: 5,899.34 ft 0+50 1+00 1+50 P-4: 264.0 ft Circular Pipe @ 0.016 ft/ft " 18.0 in 2+00 Rick Engineering Company 2+50 3+00 H-2 Rim: 5,902.71 ft Invert: 5,895.12 ft P-3: 98.0 ft @ Circular Pipe - 18. 18. ft/ft 0 in 3+50 4+00 4+50 Station (ft) Bentley StormCAD V8i (SELECTseries 1) [08.11.00.44] Page 1 of 2 OF -1 Rim: 5,893.00 ft Invert: 5,886.00 ft t M -R In H-1 902.00 ft im: 5, vert: 5,893.55 ft P'1: 378.0 18 0 n ft Circular pipe _ 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 Profile Report Engineering Profile - Profile - P-2(4143_FedExGround_RevLayout.stc) 0 CO a.) UJ 5,905.00 5,900.00 5,895.00 5,890.00 A,2 i C/rCo/� ° rp/p�QOs . /�0 164( r/2 -0+50 CB -1 P.2 Rim: 5,899.67 ft Invert: 5,894.40 ft MH -1 r Rim: 5,902.00 ft Invert: 5,893.55 ft 0+00 0+50 Station (ft) 4143_FedExGround_RevLayout.stc Rick Engineering Company 7/18/2014 Bentley StormCAD V8i (SELECTseries 1) [08.11.00.44] Page 1 of 1 Profile Report Engineering Profile - Profile - P-4(4143_FedExGround_RevLayout.stc) 0 ca a.) w 5,910.00 5,905.00 5,900.00 5,895.00 CB -1P.3 Rim: 5,904.49 ft Invert: 5,900.58 ft MH -3 Rim: 5,905.00 ft AInvert: 5,899.34 ft C' -0+50 0+00 0+50 1+00 Station (ft) 4143_FedExGround_RevLayout.stc Rick Engineering Company 7/18/2014 Bentley StormCAD V8i (SELECTseries 1) [08.11.00.44] Page 1 of 1 Profile Report Engineering Profile - Profile - P-8(4143_FedExGround_RevLayout.stc) 0 co w 5,910,00 5,905.00 5,900.00 -0+50 MH -4 Rim: 5,906.40 ft Invert: 5,901.17 ft CB -1P.7 Rim: 5,905.20 ft Invert: 5,902,63 ft 0+00 P-8: 146.0 ft @ -0,010 ft/ft Circular Pipe - 12.0 in 0+50 Station (ft) 4143_FedExGround_RevLayout.stc Rick Engineering Company 7/18/2014 1+00 1+50 Bentley StormCAD V8i (SELECTseries 1) [08.11.00.44] Page 1 of 1 Project Name REC Project No. Grate inlet (CP) Capacity of a CDOT Grate Inlet in a Sag CDOT Type C Inlet per Standard Plan No. M-604-10 FedEx Ground - Glenwood Springs 4143 1P.2 W* = 3.00 ft L* = 3.00 ft ARATIO = 0.70 Cf** = 0.50 Co** = 0.64 CW** = 2.05 Width of Grate Length of Grate Open Area Ratio Clogging Factor Orifice Coefficient Weir Coefficient * Dimensions per CDOT Standard Plan No. M-604-10 ** Clogging Factor and coefficients per USDCM Vol. 1 and associated inlet design spreadsheets Q100 = 4.5 cfs d= 0.52 ft Weir Capacity: LW = 12 ft Q; = 9.22 cfs Qi,clogging = Orifice Capacity: 4.61 cfs Ao= 6.3 sf Q; = 23.33 cfs Qi,clogging = 12.13 cfs DESIGN CAPACITY: Qdes = 4.61 cfs (WEIR FLOW CONTRLOLS) 100 -yr peak discharge Design depth (Per USDCM Vol. 1, Eq. ST -27) (Per USDCM Vol. 1, Eq. ST -28) OK, Qdes > 0100 Designer : VCS Company : Rick Engineering Date : 7/17/2014 Project Name REC Project No. Grate inlet (CP) Capacity of a CDOT Grate Inlet in a Sag CDOT Type C Inlet per Standard Plan No. M-604-10 FedEx Ground - Glenwood Springs 4143 1P.4 W* = 3.00 ft L* = 3.00 ft ARATIO = 0.70 Cf** = 0.50 Co**. 0.64 CW** = 2.05 Width of Grate Length of Grate Open Area Ratio Clogging Factor Orifice Coefficient Weir Coefficient * Dimensions per CDOT Standard Plan No. M-604-10 ** Clogging Factor and coefficients per USDCM Vol. 1 and associated inlet design spreadsheets Q100 = 1 cfs d= 0.19 ft Weir Capacity: LW = 12 ft Q; = 2.04 cfs Qi,clogging = Orifice Capacity: 1.02 cfs Ao= 6.3 sf Q; = 14.10 cfs Qi,clogging = 2.68 cfs DESIGN CAPACITY: Qdes = 1.02 cfs (WEIR FLOW CONTRLOLS) 100 -yr peak discharge Design depth (Per USDCM Vol. 1, Eq. ST -27) (Per USDCM Vol. 1, Eq. ST -28) OK, Qdes > 0100 Designer : VCS Company : Rick Engineering Date : 7/17/2014 11.00 10.00 9.00 8.00 7.00 6.00 a c) 5 5.00 U 4.00 3.00 2.00 1.00 0.00 Nyloplast 2' x 2' Curb Inlet Standard Grate Inlet Capacity Chart DESIGN CAPACITY 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Head (ft) Nyloplast 3130 Verona Avenue • Buford, GA 30518 (866)888-8479/(770)932-2443• Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 High Hood Setting (8.47" Curb Setting) Mid Hood Setting (6.47" Curb Setting) Low Hood Setting (4.47" Curb Setting) COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT RICK ENGINEERIN APPENDIX E - BMP CALCULATIONS Page E-1 Design Procedure Form: Rain Garden (RG) Sheet 1 of 2 Designer: VCS Company: Rick Engineering Date: July 21, 2014 Project: 4143 - FedEx Ground Facility - Glenwood Springs, Garfield County, CO Location: CP 1P.2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = le/100) C) Water Quality Capture Volume (WQCV) for a 12 -hour Drain Time (WQCV=0.8*(0.91*i3-1.19*i2+0.78*i) D) Contributing Watershed Area (including rain garden area) E) Water Quality Capture Volume (WQCV) Design Volume Vol = (WQCV / 12)* Area F) For Watersheds Outside of the Denver Region, Depth of Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume (Only if a different WQCV Design Volume is desired) = 67.0 % i = 0.670 WQCV = 0.21 watershed inches Area = 76,230 sq ft VwQCv = d6 = 0.30 in Vw QCV OTHER = 929.3 cu ft cu ft VwQCV USER = cu ft 2. Basin Geometry A) WQCV Depth (12 -inch maximum) B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area D) Actual Flat Surface Area E) Area at Design Depth (Top Surface Area) F) Rain Garden Total Volume (VT= ((AT** + AAomai) / 2) * Depth) DwQCv = 8 in Z= 4.00 ft/ft AAowai = Ama = 2460 sq ft VT= 1,433 cult 620 sq ft 1840 sq ft 3. Growing Media Choose One r0 18" Rain Garden Growing Media 0 Other (Explain): Native material is expected to provide adequate infiltration capacity based hydrologic soil type (A/B). Basin bottom shall be amended as recommended in Drainage Report. 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours iii) Orifice Diameter, 3/8" Minimum Choose One 0 YES 0 NO y= N/A ft Vo112 = Do = N/A in N/A cu ft 4143_Bioretetion_1 P.2_UD-BMP_GCRevLayout.xlsm, RG 7/21/2014, 1:41 PM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: VCS Company: Rick Engineering Date: July 21, 2014 Project: 4143 - FedEx Ground Facility - Glenwood Springs, Garfield County, CO Location: CP 1P.2 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 0 YES Choose One - 0 NO 6. Inlet / Outlet Control A) Inlet Control Choose One 0 Sheet Flow- No Energy Dissipation Required 0 Concentrated Flow- Energy Dissipation Provided 7. Vegetation Choose One 0 Seed (Plan for frequent weed control) 0 Plantings 0 Sand Grown or Other High Infiltration Sod S. Irrigation A) Will the rain garden be irrigated? Choose One- r 0 YES 0 NO Notes: 4143_Bioretetion_1P.2_UD-BMP_GCRevLayout.xlsm, RG 7/21/2014, 1:41 PM Design Procedure Form: Grass Swale (GS) Sheet 1 of 1 Designer: VCS Company: Rick Engineering Date: July 21, 2014 Project: 4143 - FedEx Ground Facility - Glenwood Springs, Garfield County, CO Location: CP 1P.4 1. Design Discharge for 2 -Year Return Period Q2 = 0.13 cfs 2. Hydraulic Residence Time A) : Length of Grass Swale Ls = 60.0 ft B) Calculated Residence Time (based on design velocity below) THR= 1.6 minutes 3. Longitudinal Slope (vertical distance per unit horizontal) A) Available Slope (based on site constraints) Sa„a,1 = ft / ft B) Design Slope S0 = 0.018 ft / ft 4. Swale Geometry A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical) Z = 3.00 ft / ft TOO STEEP (< 4) B) Bottom Width of Swale (enter 0 for triangular section) WB = 0.00 ft Choose One 5. Vegetation A) Type of Planting (seed vs. sod, affects vegetal retardance factor) Grass From Seed 0 Grass From Sod 6. Design Velocity (0.2 ft / s maximum for desirable 5 -minute residence time) V2 = 0.64 ft / s 7. Design Flow Depth (1 foot maximum) D2 = 0.26 ft A) Flow Area A2 = 0.2 sq ft B) Top Width of Swale WT = 1.6 ft C) Froude Number (0.50 maximum) F = 0.31 D) Hydraulic Radius RH = 0.12 E) Velocity -Hydraulic Radius Product for Vegetal Retardance VR = 0.08 F) Manning's n (based on SCS vegetal retardance curve E for seeded grass) n = 0.080 G) Cumulative Height of Grade Control Structures Required Hp = 0.00 ft 8. Underdrain III--- Choose One I AN UNDERDRAIN IS REQUIRED IF THE (Is an underdrain necessary?) I C) YES 0 NO DESIGN SLOPE < 2.0 9. Soil Preparation NONE (Describe soil amendment) Choose One 10. Irrigation r 0 Temporary 0 Permanent Notes: UNDERDRAIN NOT PROVIDED DUE TO INFILTRATION CAPACITY OF NATIVE SOIL, 6" RETAINED DEPTH WILL DISSIPATE VIA INFILTRATION ALONE. 4143_GrassSwale_1 P.4_UD-BMP_GCRevLayout.xlsm, GS 7/21/2014, 1:43 PM COMPANY FEDEX GROUND FACILITY — GLENWOOD SPRINGS - DRAINAGE REPORT APPENDIX F - REFERENCE DOCUMENTATION RICK ENGINEERIN Page F-1 TOPOGRAPHIC MAP METES AND BOUNDS PARCEL LOCATED IN SECTION 27, TBS, R89W OF THE ani PM CITY OF GLENWOOD SPRINGS, GARFIELD COUNTY, COLORADO FOUND SUR - MONUMENT WITNESS CORNER REG PLASTIC CAP D REGAR STAMPED 26950 METES AND BOUNDS PARCEL L 2PART OF SECTION 27, TES, RB9W, em P.M. 8.92 ACRES BENCHMARK: FOUND SURVEY MONUMENT No, 5 RERAR SETH NO CAP ELEVAj1DN= 5959.55' FOUND SURVEY MONUMENT REO PLASTIC CAP ON REBAR STAMPED LP 29950 se12.00N 18'51'56" W N 13'19'17" FOUND SURVEY MONUMENT No. 5 RERAN WITH NO DAP 52.35' (TYPICAL) .59051 +CSILEO—I s9iis613EARIM911.613 `—' �—� 1✓� 6ARFIELD COUNTY ~ k ---------LAND SURVEY PLA •5911,18 5911 4EGeE Dr As-' AL X — E'CNNO. *59019 ___.X971— 3 EDGE GF ASPHALT *591i 32 59113E 000110 APPAREN ESE CORN No. 6 R : ITh N0 C LEGAL DESCRIPTION: A Parcel of land situate in the Southeast Quarter of the Northeast Quarter and in the Northeast Quarter of the Southeast Quarter of Section 27, Township 6 South, Range 89 West of the Sixth Principal Meridian, County of Garfield, State of Colorado, said parcel lying westerly of the centerline of the Roaring Fork River and being more particularly described as follows; Beginning ata point in said Centerline of the Roaring Pork River from which the East Quarter Coma of said Section 27 bears 938`39'0713, 785.29 feet; thence upon said centerline S11°55'12 -W, 248.88 feet to the Southeast Corner of a Parcel of land described in Book 348 et Page 87 of the Garfield County Public Records; thence departing said centerline and upon the boundary line of said Parcel recorded in Book 348 at Page 87 the following three (3) ro,.rse S: 1) S63°48'00"W,121.62 feet m the easterly right of way line of a 300 foot airport Runway Strip; 2) N26°1200°W,167.49 feet upon said easterly right of way; 3) N01°4000'E, 208.83 feet to the wily line of a Parcel of Land described in Book 275 at Page 346 of said Public Records; thence departing said lands described in Book 348 at Page 87 and upon said westerly line N30°19'00' W, 42849 feet to the eastern right of way line described in Book 343 at Page 365 of said Public Records; thence upon said eastern right of way the following four (4) courses; 1) N15°5700"W, 9.21 feet 2) N13°19'17' W, 52.35 feet 3) with all bearings contained herein based upon, N1891'56"W, 23957 feet; 4) N21°0554'W 119.29 few thence departing said easterly right of way line N69°11'48"E, 470.20 feet more or lees to said centerline of the Roaring Fork Riva; thence upon said centerline of the Roaring Fork River the following two (2) courses: 1) 909"559IE>, 346.20 feet; 2) S07900'00"E, 660.40 feet to the Point of Beginning, Containing 8.92 Acres more or hers Surveyor Notes: 1) Survey Date November 04, 2013„ DHCHN SHR 05, 2013 and May 23, 2014. 2) Location of Improvements, Lot lines and Easements are based upon legal description in the title commitment Order No. 63008498-1 dated Deoamber 23, 2013 and Survey Monuments found at the time of this survey, as shown hereon. LANDS RELIEVES TO GE ERRONEOUSLY DESCRIBES R SEARING IN 8505 348 PAGE e BUND 5VRVEY MONUMEN 1.25' RED PLASTIC CAP ASPHALT LS ILLEGIBLE 3) Basis of Bearing N18"51'56' W between monuments found marking a portion of the Southwestern botmdary of the subject Parcel, both, as shown and described hereon. 4 Theodore J. Axchlbeque, a Professional Land Surveyor in the State of Colorado, hereby certify that this Topographic Map is based upon my knowledge, information and belief, and was prepared by me or under my responsible chargeand that it was performed In accordance with standard care and practice used in the area at the time of the survey. This certification is not a guaranty or warranty, either expressed or implied and the Notes hereon are a part of this certification * 5913.19 7) Utilities are shown approximately and should be field verified prior to excavation. 8) Surveyor does not warrant or certify to the integrity of any Digital Data supplied in conjunction with this map and survey. 9) This parcel described hereon to subject to riparian land law and thus araas and boundary are subject to change based on accreted, relicted, and/or coded lands over time. 10) Lineal Units of the U.S, Survey Foot were used herein. 5611°[, 1x5 rcibntg xo ado *U 09 n meal c cry legal n 8 pMoeed upon �ny� derecl ^ tits uu,vsg 5005... Mom u4°e, ym°u wa^gb p ry bo pain onm rni n is rv,ypers,I°be menmb alerted M�, io Prepomd iv m'rvpu,n.ee t1 ret ey ut p� r[Im�e[elea n e gem d5y ei w•.[e u c,`rpm r:m,rri;�m�no�aT �b,. no.xmmN .m, b, „ obwi. Hp si�e.,.2ln��1>1.�;0`riC reob. 1..5.71a SIn,Fi.. Archibeque Land Consulting, Ltd Professional Land Surveying & Mapping 105 Capitol Street, Suite 5 - P.O. Box 3993 Eagle, Colorado 81631 970.328.6020 O8laa 970.328.6021 Fax TOPOGRAPHIC MAP METES AND BOUNDS PARCEL LOCATED IN SECTION 27, T6S, R$SW Or THE STH PM CITY OF GLENWOOD SPRINGS, GARFIELD COUNTY, STATE OF COLORADO maws se MSS SHEET .1 of 1 39° 30' 24" N 39° 29'40" N 300700 300900 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties (4143 - FedEx Ground Facility -Glenwood Springs) 301300 301500 301700 301900 302100 302300 302500 0 39° 30' 24" N — N r` M a 300700 300900 301100 301300 301500 Y 1 1 301700 301900 302100 302300 302500 Map Scale: 1:9,430 if printed on A landscape (11" x 8.5") sheet. Meters 0 100 200 400 600 Feet 0 450 900 1800 2700 Map projection: Web Mercator Comer 000rdinates: WGS84 Edge tics: UTM Zone 13N WGS84 l.SDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3 6/19/2014 Page 1 of 4 39° 29'40" N Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties (4143 - FedEx Ground Facility -Glenwood Springs) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A ND 0 B B/D 0 C C/D 0 Not rated or not available Soil Rating Lines r:,.f, A A/D r•.r B ...to. B/D C rwr C/D r- D r e Not rated or not available Soil Rating Points o A ▪ ND ■ B ■ B/D o C o C/D ▪ D o Not rated or not available Water Features Streams and Canals Transportation t++ Rails r✓ Interstate Highways US Routes Major Roads Local Roads Background • Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov 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: Rifle Area, Colorado, Parts of Garfield and Mesa Counties Survey Area Data: Version 7, Dec 23, 2013 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 7, 2011—Sep 3, 2011 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. USDA Natural Resources Ili Conservation Service Web Soil Survey National Cooperative Soil Survey 6/19/2014 Page 2 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties 4143 - FedEx Ground Facility - Glenwood Springs Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Rifle Area, Colorado, Parts of Garfield and Mesa Counties (CO683) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 2 Arle-Ansari-Rock outcrop complex, 12 to 65 percent slopes B 49.1 11.8% 6 Ascalon fine sandy loam, 6 to 12 percent slopes B 94.5 30.2 22.6% 7 Ascalon -Pena complex, 6 to 25 percent slopes B 7.2% 8 Atencio-Azeltine complex, 1 to 3 percent slopes B 142.6 34.1% 11 Begay sandy loam, 6 to 12 percent slopes A 15.4 3.7% 34 Ildefonso stony loam, 25 to 45 percent slopes A 27.4 6.6% 67 Torriorthents-Rock outcrop complex, steep D 44.0 10.5% 73 Water 14.6 3.5% Totals for Area of Interest 417.8 100.0% USDA Natural Resources Web Soil Survey 6/19/2014 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties 4143 - FedEx Ground Facility - Glenwood Springs Description 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. 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 (ND, 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. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 6/19/2014 Conservation Service National Cooperative Soil Survey Page 4 of 4 Precipitation Frequency Data Server Page 1of4 NOAA Atlas 14, Volume 8, Version 2 Location name: Glenwood Springs, Colorado, us* Latitude: 39.5039', Longitude: -107.3064* Elevation: 5893ft* • source: Gcogie Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Penca, Deborah Marlin, Sandra PavlovIc. Ishani Roy, Michael St Laurent, Cart Trypaiuk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular pF_Dranhical I Mans & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)' Average recurrence interval(years) Duration 1 2 5 10 25 1 50 100 200 500 1000 5 min 0.114 (0.091-0,148) 0.174 (0.138-0.226) 0.267 (0.211-0.347) 0.339 (0.266-0.442) 0.429 (0.319-0.571) 0.492 (0.359-0.669) 0.550 (0.386-0.769) 0.603 (0.405-0.870) 0.664 ((1.428-0.990L 0.703 (0A45-1,08) 1D -min 0.167 (0.133-0.215) 0.255 (0.203-0.331) 0.391 (0.309-0.508) 0.496 (0.390-0.648)_(0.467-0.836 0.628 0.721 (0.525-0.979) 0.805 (0.556-1.13) 0.883 (0.593-1.27) 0.972 (0.628-1.45) 1.03 (0.652-1.58) 15 -min 0.204 (0.162-0.264 0.312 (0.247-0.403) 0.477 (0.377-0.620) 0.605 (0.475-0.790) 0.766 (0,569-1.021 0.879 (0.640-1.19) 0.982 (0.690-1.37) 1.08 (0,723-1.55) 1.19 (0.764-1.77) 1.26 (0.795-1.93) 30 min 0.282 _3_0 -min _ x(0.224-0.364) 0.408 (0.324-0,528) 0,601 (0.475-0.781) 0.749 (0.589-0.978)(0.695-1..24) 0.935 1.06 (0.775-1.44) 1.18 (0.829-1.65) 1.29 (0.863-1.95) 1.40 (0.905-2.09) 1.48 (0.935-2.28) 60 min 0.377 (0.300-0.488) 0.506 (0.401-0.655) 0.703 (0,556-0.913) 0.855 (0.672-1,12) 1.05 (0,779-1.39) 1.18 (0,861-1.60) 1.30 (0.915-1,82) 1.41 (0.949-2.04) 1.54 (0.991-2.29) 1.62 (1,02-2.49) ?-hr 0.473 (0.380-0.602) 0.604 (0.485-0.770) 0.805 ' (0.645-1,03) 0.961 (0.764-1.24) 1.16 (0,875-1,52) 1.30 (0.958-1.73) 1.42 (1.01-1.96) 1.54 (1.05-2.18) 1.67 (1.09-2.45) 1.76 (1.12-2.66) 3 -hr 0.555 (0.450-0.701) 0.674 (0.546-0.851) 0.859 (0.692-1.09) 1.00 (0.804-1.28) 1.19 (0.910-1.55) t32 (0.990-1.76) 1.45 (1.04-1.99) 1.57 (1.08-2.22) 1.71 (1.13-2.50) 1.81 {1.16-2.71) 6 -hr 0.726 (0.596-0.901) 0.826 (0.678-1.03) 0.992 (0.810-1.24) 1.13 (0.917-1.42) 1.32 (1.03-1.71) 1.47 (1.12-1.94) 1.62 (1.18-2.19) 1.77 (1.23-2.48) 1.97 11.32-2.85) 2.12 (1.38-3.13) 12 -hr 0.900 (0.749-1-10) 1.03 (0.854-1.28) 1.24 (1,03-1.52) 1.42 (1.17-1.75) 1.67 {1.33-2.14) 1.87 (1.45 2.44) 2.08 (1.54-2.78) 2.29 (1.623.17) 2.57 (1.74-3.68) 2.80 (1.84-4.06 ) 24 hr 1.09 (0.917-1.31) 1.25 (1.05-1 51) 1.53 (1.28-1.85) 1.77 (1.47-2.14) 2.10 (1.69-2.65) 2.37 (1.85-3.04) 2.64 (1,99-3,49) 2.93 (2.10-3.99) 3.32 (2,27-4.66) 3.62 (2.40-5.17) 2 -day 1.30 (1.11-1.54) 1.49 (1.27-1.76) 1.81 (1.54-2.15) 2.09 (1.76-2.49) 2.49 (2.03_3.09) 2.81 (2,23-3,55) 3.14 (2.39-4.08) 3.49 (2.53-4,69) 3.98 (2.75-5,50) 4.36 (2.92-6.121 may 1.45 (1,25-1.70) 1.66 (1.43-1.95) 2.02 (1.73-2.37) 2.32 (1.98-2.75) 2.76 (2.26-3.39) 3.11 (2.48-3.88) 3.47 (2.66 4.45) 3.84 (2.80-5.09) 4.35 (3.03-5.96) 4.75 (3.21-6.61) 4 -day t58 (1.37-1.84) 1.80 (1.56-2.10) 2.18 (1.88-2.55) 2.51 (2.14-2.94) 2.96 (2.44-3,61) 3.32 (2.66-4.12) 3.69 (2.84-4.71) 4.08 (2.99-5.37) 4.60 (3.22-6.25) 5.00 9.39-6.92) 7 -day 1.94 (1.66-217) 214 (1.87-2.45) 2.54 (2.21-2.92) 2.88 (2.49-3.33) 3.36 (2.80-4.03) 3.73 (3.02 4,56) 4.12 (3,20-5.17) 4.51 5.05 (3.34-5.85) (3.57-6.76) 5.46 (3.74-7.44) 10 -da y 2.17 ~i (192-2.47) 2.43 (2.14-2.76) 2.85 (250-3-25) 3.20 (2-79-3,67) 3.70 (3.10-4.40) 4.09 (3.33-4.94) 4.49 (3.51.5.58) 4.90 (3.64-6,29) 5.45 (3.87-722) 5.87 (4.04-7.931 20 -day 2.96 (2.65-3.31) 3.28 (2.93-3.66) 3.79 (3.38-4 26) 4,23 (3.74-4.76) 4.82 (4.09-5,62) 5.28 (4.36-6.26) 5.75 (4.55-7.01) 6.22 (4.68-7.83) 6.84 (4.92.8.90) 7.32 (5.09-9.71) 30 -day 3.62 (3.27-4.01) 4.02 (3.62-4.44) 4.65 (4.17-5.16) 5.17 (4.61-5.77) 5.87 (5.02-6.75) 6.41 (5.33-7.50) 6.93 (5.52-8,35) 7.46 (5.65-9.281 8.14 (5.88-10.5) 8.65 (6.06 11.4) 45 day 4.47 (4.07-4.89) 4.98 (4.53-5.46) 5.79 (5.24-5.36) 6.44 (5.79-7.11) 7.29 (6.27-8.27) 7.92 J6.63-9.16) 8.53 (6.84-10,1) 9.12 (6.95-11.2 9.86 r (7.17-12.5) 10.4 (7.33- 13.5) 60 -day 5.21 (4.77-5.65) 5.83 (5.33 6.33) 6.80 (6.19-7.41) 7.57 (6.84-8.29) 8.56 1r- 9.28 (7.39-9.62) (7.80-10.6) , 9.95 (8.02-11.7) 10.6 (8.10 12.9) 14.4 (8.20-14.3) 11.9 (8.44-15.4) ' Precipitation frequency (PF) estimates in this labia are t ased on frequency analysis of partial duration series (POS). Numbers in parenthesis are PF estimates at lower and upper hounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence Interval) will be greater than the upper bound (or fess than the lower bound) Is 5%. Estimates 51 upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top http://hdsc.nws.noxa.gov/hdsc/pfdslpfds_printpage.html?lat= 39.5039&ton= 107.3064&data... 6/6/2014 Precipitation Frequency Data Server 12 10 8 6 4 2 0 12 10 PF graphical PDS -based depth -duration -frequency (DDF) curves Latitude- 34.5039', Longitude: -107.3064' c C 2 2 ri C lL? 111 Duration t h q 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Ver Ion 2 Created (GI4T) Fti jun 6 15:56:46 2014 Back to Toll Maps & aerials Small scale terrain Wyoming Casper I fl CaNins tov0N4nd ,Greeley Page 2 of 4 Amrapo recurrence interval (years) 2 --- 5 --- 10 - 26 - 50 — 100 — 200 500 — woo Duration _— 64lalr► — 2-6. — 50.5 * — 3, 46,11 t trNn 4 -day — 30 -intra — 7-4e) -- 60.11Mn 10-13i 2 -tar 2044 — 3 -or — 3 -cie — 64v — 4644 - 12-nr — 644+! - 24-+v http:J/hdsc.nws.naaa.gavihdsc/pfds/pfds_printpage.html?lat=39.5039&lan=-107.3064&data.,, 6/6/2014 Precipitation Frequency Data Server Page 3 of 4 e,<KIrityrul, 1 4^. • ...* ''.. Cep.r1 Neer , ;do :strap& Park ..,,,,..._ —j— , CpItins ° veland G(eeley • , Pueblo tl, " 2 kru Large scale map 2 km romft4 ' Lar scale aerial " 1 f F1,,port 111.31) eurtr /4411rrif.pri. 0141 Mk i Report a map error ,Trintdad La Junta In http://hdsc.nws.noaa.govilidsc/pfds/pfds_printpage.html?lat=39.5039&lon=-107.3064&data... 6/6/2014 Precipitation Frequency Data Server Page4of4 National Oceanic and Atmospheric Administration National Weather,SQrvice Office of Hvdcologic De_velocment 1325 East West Highway Sliver Spring, MD 70910 Questions?: HDSC-Ouestions[rnoaa.gov Disclaimer http:/Ihdsc.nws, noxa.goo/hdsc/pfds/pfds_printpage.html?1at=39.5039&lon=-107.3064&data... 6/612014 r► A 10' 0" ► u SYMMETRICAL ABOUT lj I 1' PARALLEL 4 ROADWAY c_ SLOPE SHALL MATCH MEDIAN SLOPE L► A INLET WITH DITCH PAVING EARTHWORK ASSOCIATED WITH DIKE INCLUDED IN THE COST OF THE INLET 1� 0 NORMAL MEDIAN DITCH GRADE -j LENGTH OF CONNECTING DETAIL PIPE SHOWN ON STEEL GRATE QUANTITIES NO. PIECES DESCRIPTION LENGTH LBS PER FT. WEIGHT (LBS.) 4 S4 x 7.7 BEAM 40" 7.70 103 2 31/2" x I/4" FLAT 26%" 2.98 13 2 3" x I/4" FLAT 26%" 2.55 12 TOTAL LBS. - 128 B II I L CROSS PIPE B SECTION VIEW SLOPE TO FIT DIKE HEIGHT OF DIKE SLOPE 1/2' PER FT. MAX. MOLTS! RECESS FOR GRATING SECTION B -B INLET CONNECTED TO A CROSS PIPE THIS SLOPE SHALL BE SHOWN ON THE PLANS CONNECTING PIPE IN CASES OF SKEWED PIPE, THIS DIMENSION SHALL BE SHOWN SKEW ON THE PLANS ,ANGLE FL OF MEDIAN it OR DITCH INLET CONNECTING PIPE INLET CONNECTED TO A SKEWED CROSS PIPE 41" 12" MIN. i I I #4 I@ 402-i- - -11 1 i -12" CENTER •'- 4- - (TYP-402- ) I- -r, H 11 - . IIIA" �I i Y J I II , MAX. µri - -i -402- I- 1 -FI -7-4/1 , to a f ^'1 I _=402 y- - y 6" 47" - 35"I 6" f" ELEVATION .i CONCRETE INLET -16" *4" CONCRETE SLOPE AND DITCH PAVING (REINFORCED) (REQUIRES 1.3 CU. YD.) SECTION A -A INLET ON GRADE (FLOW FROM ONE DIRECTION) SLOPE 1/2" PER FT. MAX. MEDIAN DITCH GRADE SLOPE 1/2" PER FT. MAX. *4" CONCRETE SLOPE AND DITCH PAVING (REINFORCED) (REQUIRES 1.3 CU. YD.) - 4'-0" SECTION A -A *CONCRETE SLOPE AND DITCH PAVING WILL BE REQUIRED WHEN SHOWN ON THE PLANS. 4" 4'-0" 4] INLET AT BOTTOM OF VERTICAL CURVE (FLOW FROM TWO DIRECTIONS) )f6" 3' x 1/4" FLAT SECTION D -D 31/2" x I/4" FLAT 3" x 1/4" FLAT S4 x 7.7 BEAMS 13%6" (fl/3") OPEN SLOT (TO FACILITATE GALVANIZING) D 401/2" (±l/4") GRATE INSTALLATION PLATE DETAIL DETAIL %" R. 3" x 1/4" FLAT SLOT DETAIL 1�4'L 11/2." -y 1116"x1" / SLOTTED HOLE 11/2." 11/4" 3" x I/4' ALTERNATE SLOT AND HOLD DOWN GENERAL NOTES 1. INLET TYPE C IS NOT FIS -20 RATED AND SHALL NOT BE PLACED IN PAVED ROADWAYS. THIS INLET SHALL BE USED ONLY OUTSIDE PAVED ROADWAYS. 2. CONCRETE SHALL BE CLASS B. INLET MAY BE CAST -IN-PLACE OR PRECAST. 3. REINFORCING BARS SHALL BE EPDXY COATED AND DEFORMED 14, AND SHALL HAVE A MINIMUM 2 IN. CLEARANCE. CUT OR BEND AROUND PIPES AS REQUIRED. 4. CONCRETE SLOPE AND DITCH PAVING SHALL BE IN ACCORDANCE WITH SECTION 507. REINFORCEMENT FOR CONCRETE SLOPE PAVING SHALL BE 6 X 6 - W1.4 X W1.4 OR 6 X 6 - W2.1 X W2.1. 5. STRUCTURAL STEEL FOR GRATES AND GRATE INSTALLATION HARDWARE SHALL BE GALVANIZED, AND SHALL BE IN ACCORDANCE WITH SUBSECTION 712.06. 6. THE STANDARD INLET GRATES SHALL BE USED ON ALL TYPE C INLETS UNLESS CLOSE MESH GRATES ARE SPECIFIED ON THE PLANS. QUANTITIES FOR ONE INLET H CONCRETE (CU. YDS.) STEEL (LBS.) NO STEPS REQ'D. 2'-6" 0.9 75 0 3'-0" 10 80 0 3'-6" L2 96 0 4'-0" L3 101 1 41_6 L4 116 2 5'-0" 1.5 122 2 51-6" L7 137 2 6'-0" L8 142 3 61-6" L9 158 3 7'-0" 2.0 163 3 71-6" 2.2 179 4 8'-0" 2.3 184 4 81-6" 2.4 199 4 9'-0" 2.5 205 5 9'-6" 2.7 220 5 10'-0" 3.0 235 6 111-6" 3.4 251 6 V PIPE INSIDE DIAMETER SHALL BE 30 IN. OR LESS. CONCRETE AND STEEL QUANTITIES ARE FOR ONE ENTIRE INLET BEFORE DEDUCTION FOR VOLUME OCCUPIED BY PIPE. WEIGHT OF STEEL INCLUDES A RING FOR THE MAXIMUM PIPE DIAMETER. BAR LIST FOR H = 2 FT. -6 IN. AND BENDING DIAGRAM 7. CLOSE MESH GRATES ARE RECOMMENDED WHERE FOOT TRAFFIC DR BICYCLE ROUTES ARE IN CLOSE PROXIMITY TO GRATE. THIS GRATE IS NOT ADA COMPLIANT OR BICYCLE FRIENDLY AND SHALL NOT BE PLACED DIRECTLY IN SIDEWALKS, CROSSWALKS DR BIKE PATHS. 8. STEPS SHALL BE PROVIDED WHEN INLET DIMENSION "1-1" IS EQUAL TO OR GREATER THAN 3 FT. - 6 IN., AND SHALL CONFORM TO AASHTO M 199. 9. SEE STANDARD PLAN M-604-11, FOR REINFORCEMENT AROUND THE PIPE OPENING. 10. ALL INLETS SHALL HAVE A 4 IN. DIA. METAL MEDALLION WITH A "NO DUMPING DRAINS TO STREAM" MESSAGE DN IT. THE MEDALLION SHALL HAVE A FISH SYMBOL WITH A BLUE BACKGROUND. IT SHALL BE FIRMLY ATTACHED TO THE TOP OF THE INLET WITH A PERMANENT FASTENER. CENTERLINE OF GRATE PARALLEL TO CENTERLINE OF ROADWAY 7 7 T j411 1 1 (CTsR"S I .I1 26%"(2/4") STANDARD INLET GRATE 33%2" 31%2" 401/4" %" TYPICAL HEX. ROUND OR TWISTED CROSS BARS AT 8 IN. CTRS. WELDED TO 4" x %" BEARING BARS SPACED AT 2%" CTRS 4" x %" BAR 31/2" x /4" FLAT 3/I6" 3" x 1/4" FLAT SECTION E -E 3" x 1/4" FLAT MARK REQ D HEIGHT LENGTH 401 2 2'-3" 7'-11" 401 6 2'-7" 8'-7" 402 3 "U" 15'-D" L 7 "u"N0.401 3'-5" "U" INCREASE DIMENSION 6 IN. FDR EACH 6 OF "H" ABOVE _j IN. INCREASE 2 FT. -6 IN. T , 3'-6" - - 6" 12" NO. 402 ADD ONE BAR FOR EACH FT. INCREASE OF "H" ABOVE 2 FT. - 6 IN. 402 BARS SHALL BE EQUALLY SPACED FROM EACH OTHER. SLOT DETAIL IN 31/2" x 1/4" FLATS 41/4" SAME AS IN STANDARD INLET GRATE CLOSE MESH GRATE Computer File Information Creation Date: 07/04/12 Initials: DD Last Modification Date: 07/04/12 Initials: LTA Full Path: www.coloradodot.info/business/designsupport Drawing File Name: 6040100101.dgn CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English GEED O GEED Sheet Revisions Date: Comments Colorado Department of Transportation 4201 East Arkansas Avenue Denver, Colorado 80222 Phone: (303) 757-9083 Fax: (303) 757-9820 Project Development Branch DD/LTA INLET, TYPE C STANDARD PLAN NO. M-604-10 Issued By: Project Development Branch July 4, 2012 Sheet No. 1 of 1 (2) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) NYLOPLAST 2 FT X 2FT CURB INLET STRUCTURE: 30 AGS X CONCRETE CURB & GUTTER ASPHALT 18" MIN WIDTH GUIDELINE (1) DUCTILE IRON FRAME, GRATE. & HOOD MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (4) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS 8" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY, ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. (1) INTEGRATED DUCTILE IRON BASE PLATE TO MATCH BASIN O.D. WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) (3) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" • 30" FOR CORRUGATED HDPE (ADS N-12IHANCOR DUAL WALL, ADS/HANCCR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DIM (EX: SCH 40), PVC C900IC905, CORRUGATED & RIBBED PVC 1 - 12" - 30" FRAMES, GRATES, HOODS, & BASE PLATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 • DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. 3 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM 03212 FOR CORRUGATED HOPE (ADS N-121HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 24"). 4 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360". TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 5 - ALL CURB INLET GRATE OPTIONS (STANDARD & DIAGONAL) SHALL MEET H-20 LOAD RATING (2) VARIABLE SUMP DEPTH ACCORDING TO PLANS (8"MIN ON12"-24-,10'MIN ON3ii" BASED ON MANUFACTURING REQ.) L4" MIN ON 12"-24" 6" MIN ON 30" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS It MATERIAL AS DEFINED IN ASTM 02321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02321, THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY ESC NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 3.17.10 ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 'mea PYLawosr DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DATE 1.23-06 MATERIAL REVISED BY EBC PROJECT NOJNAME Nylo�last 3130 VERONA AVE BUFORD, GA 30516 PHN (770) 932.2443 FAX (770) 932.2490 www.nytoplast•us.com TITLE DRAIN BASIN WITH 2 FT X 2 FT CURB INLET QUICK SPEC INSTALLATION DETAIL DWG NO, 7002-110.032 REV F (1, 2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) NYLOPLAST 24" DRAIN BASIN: 2824AG X 18" MIN WIDTH GUIDELINE MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MN. MANUFACTURING RED. SAME AS MIN. SUMP) (5) ADAPTER ANGLES VARIABLE 0 • - 360` ACCORDING TO PLANS $" MIN THICKNESS GUIDELINE TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS, SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 24" FOR CORRUGATED HDPE (ADS N-12IHANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C9001C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 7:73 --- 4" MIN GRATE OPTIONS_ LOAD RATING PART # DRAWING # PEDESTRIAN MEETS H-10 2499CGP 7001-110-216 STANDARD MEETS H-20 24 CS 70411-110-217 SOLID COVER MEETS H-20 7001-110.216 DOME NIA 2499CGD 7001-110-219 DROP IN GRATE LIGHT DUTY 240 DI 7001-110.075 1 - GRATESISOLID COVER SHALL BE DUCTILE IRON PER ASTM A535 GRADE 70-50-05. 2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BAS NS OVER 84' DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-110-065 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM 03212 FOR CORRUGATED HOPE (ADS N-121HANCOR DUAL WALL), N-12 HP & PVC SEWER, 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360'. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING N0.7001-110-012. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. BASED ON MANUFACTURING RED,) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM 02321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02321. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS, THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST em a wfni>E+t i DRAWN BY EBC DATE 4-0.06 REVISED 0Y EBC DATE 3-11-16 MATERIAL PROJECT NOJNAME _ Nyi last TITLE 3130 VERONA AVE BUFORD, GA 30515 PH (770) 932-2443 FAX (770) 932•x4990 wwwnyloplast•u5.com 24 IN DRAIN BASIN QUICK SPEC INSTALLATION DETAIL DWG SIZE A SCALE 1:40 SHEET 1OF1 DWG NO. 7001-110-192 REV C DRAINAGE SYSTEM & BASIN MAINTENANCE CHECKLIST The following checklist shall be utilized by anyone performing the scheduled and unscheduled maintenance on behalf of the owner(s) referenced in this report. Certification of such maintenance shall be undertaken by an Colorado Registered Civil Engineer. All inspections listed are to be performed annually unless damage to the drainage structures is noted between schedule inspections. Watersheds Verify that the watershed conditions have not changed since the project was last inspected. If changes have occurred, state what they are and if modifications are required to the drainage improvements to accommodate them and to meet the City Floodplain Regulations. Retention/Detention/Water Harvesting Basins Verify that all inlet structure(s) to the basin(s) are intact, and that no outlet(s) exist other than the designated discharge outlet(s). Verify that all inlet(s)/outlet(s) and conveyance structure(s) are clear of debris, in place, at proper height with respect to paving surfaces and still serviceable. Have the owner adjust or replace weirs if they are deteriorated or missing. The previous items are summarized but not limited by the following table: Basin and Associated Drainage System Maintenance Checklist DRAINAGE SYSTEM FEATURE Y/N PROBLEM CONDITIONS TO CHECK FOR PROPER OPERATING CONDITIONS Basin Trash & debris buildup in basin Dumping of yard wastes and accumulation of non - Biodegradable materials. Clear basin without significant trash and debris. Over- vegetation Trees or heavy desert brush vegetation that interferes with maintenance and decreases storage volume. Clear basin without heavy vegetation and trees. Erosion Scour lines at the banks or berms. Adequate bank and berm slopes and grading to safeguard the integrity of the basin. Sedimentation Accumulated sediment depth higher than 10% of the basin depth Adequate depth and grading of the basin to provide the required flow storage. Inlet and Oulet Location, size The inlet and outlet structures characteristics are provided within the Drainage Report. Inlet and Outlet Structure Clogging 25% of sedimentation at the upstream and downstream end of the existing pipes. Clear pipe flow area so as not to obstruct the basin discharge runoff. Weir Trash on the weir. Clear top of weir to permit the required discharge from the basin. Erosion Scour lines at inlet and outlet ends of the pipes. Acceptable inlet and outlet scour protection to safeguard the stability of the structures. Watersheds Watershed Areas Limits of the Watershed. Size of the contributing watershed similar to the one provided within the Drainage Report.