HomeMy WebLinkAbout2.0 Drainage StudyI
I
I
tl
lr
lr
lr
lr
l:
l:
l:
li
DP'/4^^::srwY
MNCH AT COULTER CREEK
GARFIELD COWTY, C OLOMDO
SUBMTTED TO:
l
GARFIELD COUNTY BUILDING & PLA}'INING DEPARTMENT
lo9 8rH srREET, SUITE loo-c
CTBNWOOD SPRINGS, COIORADO 8 1 601.3660
PREPARED BY:
S opris Engineering ;, LLC
502 ManL Suite A3
Carbondale, CO 81623
SE Job No. 21185.01
February 7,2003
Yancy Nichol, P.E.
ffibffii't ilssu"+ i
$rz'l'oz ,.'kE
John E. Kornfel4 P.E.
502 Main Street'Suite A3 . Carbondale, C0 81623 ' (970) 704-0311 ' Fax (!lQM f!13
SoPRIS trcliltERlnG 11G civil consultants
I
I
rlI
lr
lr
lr
l:
l:
l:
TABLE OF CONTENTS
SECTION 1.0 INTRODUCTION A}iD PT.JRPOSE
SECTION 2.0 EXISTING DRAINAGE CONDITIONS
2.1 Onsite Hydrologic Conditions
2.1.1 100-Yeir Floodplain Affecting Orsite Developme'nt
2.1.2 Existing Runoff Rats
2.2 Offsite HYdrologic Conditions
SECTION 3.0 DEVELOPMENT DRAINAGE PLA}I
3.1 Grading and Finished Floor Elevations of Permanent shuctures
3.2 Detention
3.3 Culverts
SECTION 4.0 A}.IALYSIS METHODS AI{D ASSIJMPTIONS
SECTION 5.0 SUMMARY
Exhibit 1-VicinityMap
Exhibit 2 - Existing Drainage MaP
Exhibit 3 - Dweloped Drainage Plan
Exhibit 4 - Weighted Curve Numbers by Lot
rc
3
Drainage calculations and Hydrologic Data for Existing conditions
Culvert Calculation Worksheets
Rainfall Precipitation Data
3
3
3
4
4
Appendix I
Appendix II
Appendix III
I
t
I
I
t
I
t
T
I
T
I
T
t
I
I
I
I
t
I
1.0 INTRODUC'TION ADID PI,IRP(OSE
The proposed Ranch at Coulter Ranch is presently located in the unincorporat{ areas of Garfield
Couity.' The site lies adjacent to County Road 115, about I I miles southeast of Glenwood
Springs, Colorado. The property encompasses 478 acres. Refer to Exhibit I - Vicinity Map.
The dwelopmelrt consists of twenty-six (26) single-family reside,ntial lots. Lot aoreage varies
from 4.05 acres to 11.27 acrw. The lots will be served by a two lane (22-foot wide all weather
surface) roadway. The remainder of the site will remain as oPen sPace.
The purpose of the d{ainagestudy is threfold:
o First, tosrufuatc ony &ainage imPasts upon the exirting environnent wi& the
propoood site irnprovemcnts.
o Secon4 to insuro trat deuolopod runoffratc leaving tho site aro of thc same
magnitude and location as historic oonditions.
. Thir4 to rnoet compliance of approved drainage standards per Land Use Regulations' of ffield County.
2.0 E)ilSTING DRAINAGE CONDITIONS A}[D FEATT'RES
2.1 Onsite Hydrologic Conditions
The site consists primarily of pasture and agricultural use activities.
The orrerall lard slopes to tho nstfr. A ridge runs along the south and west boundary of the site.
Slopes across the eiisting terrain vary from 2 to more than 15 percent. Areas of steeper slopes
occur near the south and west areas of the site. The flatter slopes occur near the northoast corner
and cental portion of the site.
Coulter Creek lies near the site's east boundary and Cattle Creek also drains towards the site's
southeast corner and then southerly and westerly. Cattle Creek is a tributary to the Roaring Fork
River and Coulter Creek is a tributary to Cattle Creek. Neither creelg however, enters the site.
ftcro ans reveral concentration points where runoff leaves the property. However, of the total
number of small watershed basins, only one basin is large in area. Runofffrom the largest
drainage exits the site near the northeast corner of the site and then drains into Coulter Creeh
approximately 1000 feet to the east.
2.1.1 100-Year Floodplain Affecting Onsite Development
This site is not within a designated 100-year floodplain of any major drainage.
I r'FtY-Et-aaE3 'IE:4E
I
I!
tj
I
T{
I
T
F. rill
I
T
t
T
I
I
T
I
T
I
I
Victnlty
l{ap
r.t.&
Illc Pod tl
Prt
C.t Et
\
)
(
I(
lCrrbgadrtc
T
I
T
I
I
lr
lr
lr
lr
lr
l:
l:
lr
t:
t:
2. 1.2 Existing Runoff Rates
Runoffacross this site consists of a combination of sheet flow, shallow concentrated flow, and
channelized flow. As sheet flow becomes concentrated surface runoffgenerally drains towards
Coulter Creek Refer to Exhibit 2 - Existing Drainage Map.
Runoffcurve number '76' represents the majority of the existing hydrologic conditions. This
curve number represents a weighted value for pasture land in good and fair conditions with *C"
hydrologic soils.
The estimated time of concentration for the stormwater to travel from the most hydraulically
remote part of the drainage area to the point of ooncentration near the northeast corner of the site
is 20 minutes (25 yegrr - iA nour design storm). The time ofconcentration consists of sheet flow,
shallow concentraied flow, and ctranneted flow. Please refer to Section 4.0 Analysis Methods
and Assumptions for the details pertaining to the mettrods and input parametas.
Ten (10) drainage basins are identified within the site's boundaries. They are identified on
n*ni6it i - n*iJting Drainage Map. The peak discharges for each drainage area for the 25-year
d€sigr storm include:
Basin Drainage Area
(acres)
t 270.54
2 14.68
3 49.274 13.35
5 15.50
6 46.407 24.128 24.6s9 12.08
10 8.ll
25Yeprr -24 Hour
Desisr Storm (cfs)
134
t4
47
t3
15
30
19
l6I
7
Hydrologic data calculations for the onsite existing conditions are included in Appendix I.
2.2 Oftite Hydrologic Conditions
Due to the position of this site on the landscape, the site is not subject to offsite drainage. The
ridge that traverses the site near the south and west boundaries is the higlr point and runoffdrains
either to the north (Coulter Creek watersheQ or the southwest (Cattle Creek watershed).
cP9
EXTTT.
EXTSruNG DA
T
t
t
t
I
I
t
I
T
I
I
I
I
I
T
T
T
I
I
I
I
I
I
I
t
t
I
T
I
t
I
t
I
t
I
I
t
I
3.0 DEVELOPMENT DRAINAGE PLAI\i
The Ranch at Coulter Creek developmant consists of a low-density residential community.
Twenty-six single-family residential lots are proposed. Lot areas vary from 4.05 acres to 11.27
acres. Approximately 32.5% of the total site area consists of lots. About 17.87 acres (3.7%) ot
the site includes roadways, with the remainder of the site remaining as open space. Refer to
Exhibit 3 - Developed Drainage Plan.
Run0ffwill,not significantty increase. For estimating increases in runoffpotential with lot
developmen! the following assumptions are used:
RoofArea
Driveway =18'x50'Sidewalk =3'x50'
= 3,000 SF
= 900 SF= 180 SF
Patio = 12'x 12'and l0'x l0' = 244 SF
Total Impervious
Grass/Landscaping = 50' x 50' (front)
Natural
=4,3245F CurveNumber 98
plus 50' x 30' (rear) = 4,000 SF CurveNumber 74
'Remainder of Lot CurveNumber 76
Based on tle lot acreage, the above assumptions increase the weighted curve number potential by
less than l. Exhibit 4 shows the weighted curve number upon development for each lot. h&,&{'
ttc iurignificart increase (in light of assumptions used to get to this quantifioation), runoffwill
romain unchanged with development of eaoh rcidential lot.
Hrooxisting &uin4e basin areas and discharge point locations will not ohange as a result.of this
dedopmont.
Sweral culverts are planned where roadways will cross natural drainages. Culvert locations and
sizes are discussed below.
j.I Grading and Finished Floor Elantions of Pemtanent Structures
All finish floor elevations should be at least one and one-half (172) feet
grade to the structure.
No residential structures shall be located in natural drainago ways.
3.2 Detention
the highest adjacent
Basod upon no significant ircr€ase in runoffwith the derrelopment of this
propocod.
no detcdion is
.\
S
9
12' l
ttAlot-:
G,)q
UI
rrl
I
I
lcP
I
t
I
I
I
T
I
t
I
I
T
I
I
T
T
T
lf ADS GULET
s89"59',44',wffi
G RAPHIC
s ?50
SCALE
500
( IN FEET )
I inch = 500 ft.
cP2
@
EXHIT
DEVELOPED Dfr
N
(qtrrt.(
5rri\NSe8 :x\'
6 -r.5
11
AGBff 4. PEAK RUNOFF RATES
U NDER DEVELOPED COND/T'ONS
RANCH AT COULTER CREEK
CARBONDALE, COLORADO
LOT # AREA Exlsting Developed(acres) Curve No. Curve No.
Note: The developed weighted runoff curve number is
based on the assumptions found in the Drainage Report.
76 76.276 76.2
76 76.476 76.4
76 76.5
76 76.5
7A 76.5
76 76.5
76 76.5
76 76.5
76 76.3
76 76.2
7A 76.376 76.4
76 76.3
76 76.276 76.3
76 76.4
76 76.3
76 76.3
76 76.4
76 74.5
76 74.476 76.4
76 76.476 76.4
9.31
9.71
5.47
4.60
4.37
4.19
4.47
4.43
4.42
4.47
6.39
8.24
6.88
5.40
6.65
11.27
7.47
5.49
6.46
5.80
5.28
4.05
4.91
5.36
4:s5
5.53
1
2
3
4
5.
6
7
I
I
10
11
12
13
14
15
16
17
18
19
20
21
?2
23
24
25
26
I
T
T
I
I
I
3.3 Culverts
Proposed culverts are shown on Exhibit 3. The proposed culverts are sized to convey runofffrom
aZl-year desrgr storm.
CulvertNo. ApproximateDrainagefuea
(acres)
25Year Peak RunoffRate Diameter(cfs) (inches)
18
t2
t2
t2
t2
t2
15
t2
36
30
30
36
36
30
I
2
3
4
5
6
7
8
9
l0
ll
t2
l3
l4
T
T
I
I
T
I
I
I
I
t
T
T
T
T
I
T
t
T
T
*
1.8
2.6
0.9
1.3
2.2
3.2
1.8
39.1
23.2
22.t
62.3
53.1
24.3
Surface Type
Existing Pasture with Fair Condition,
"C" hydrologic soils
* designates an unknown drainage area. A minimum l8-inch diameter culvert is proposed for
this location.
ImdCitioato the above oulvorts for roadways, each drivoway rnay also require a culvort.
The peak runoffrates were estimated based on the Rational Metho4 assuming a l0-minute
minimum time of concentration and a runoffcoefficient of 0.40. The culvert diameter is based on
an approximate headwater depth of 1.5 times diameto. Culvert calculation worksheets are
included in Appendix II.
4.0 AIYALYSTS METIIODS AI\D ASST'MPTIONS
Hydroflow Hydrographs by Intelisolve was used for hydrologic calculations. This software
implements the NRCS TR55 mettrod for estimating time of concentration oalculations and the
SCS hydrograptrs for estimating peak runoffrates.
Jhe design storm used for this analysis includes the 25-year frequency event and a 24-hour time
duration. A total rainfall of 2.30 inches was used to simulate ttre ZS-year design storm.
Runoffcurve numbers used to calculate the peak discharges include the following:
*
2.8
4.0
1.4
2.0
3.4
4.9
2.8
60.2
35.7
34.0
95.9
81.8
37.4
Curve Number
76
I
T
I
I
I
t
I
I
T
T
I
T
T
I
I
I
t
I
T
76
98
74
Proposed Open Space in Fair Condition
Proposed Asphalt & Impervious Surfaces
Proposed Turfllandscaping in Fair Condition
Hydrain software by Federal Highway Administration was used to estimate precipitation data. A
copy of the data for this location is included in Appendix III.
Hydrocalc Hydraulics by Dodson software was used to size oulverts for the 25-year storm.
5.0 ST]MMARY
T?Eterults fiofi thig drainage study suggost that no long-terq adverse irnpscts to stormwsb"
&dmf,p.erc aortictpated with the dwelopmcnt of the Ranch at Coulter Crrek.
';OCIAo pef disc,trargs will not increase measurably with dovelopment.
Ifttorical diainage patterns will be maintsined. Complianco with Garfield County Drainage
Sttndards will bc adhered.
APPE}IDD( I
DMINAGE CALCULATIONS AND HYDROLOGIC DATA
FOR F-YISTING CONDITIONS
I
I
lr
lr
lr
lr
l:
l:
l:
I
I
t
T
I
I
I
I
t
I
I
T
I
I
I
T
t
T
t
Hydrograph Summary Report
Hydrograph
descrlptlon
SGS Runoff
SCS Rund
SCS Rund
SCS Runoff
SCS Runoff
SCS Runoff
SCS Runoff
SCS Runoff
SCS Runoff
SCS Rund
136.44
14.09
47.28
12.81
14.tt
29.89
1E.61
15.88
7.78
7.09
566,414
28,814
%,707
%,203
fi,423
91,073
52,077
48,383
?,3,710
16,979
Proj. file: Coulter Creek.gpw Return Period: 25 yr Run date: 02-06-2003
tlydrdov Hydrcgraphs by ln6bdrc
Hycirograph Report Page 1
Hyd. No. 1
Area 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 270.54 ac
= 0.0%
= TR55
= 2.30 in
= 24 hrs
Hydraflor Hydrographs by lntelisolw
Peak discharge = 136.44 cfs
Timeinterval = 5 min
Curve number = 76
Hydrauliclength = Oft
Time of conc. (Tc) = 21.8 min
Distribution = TYPe ll
Shape factor = 484
I
I
I
I
tl
lr
lr
lr
lr
lr
l:
l:
lr
l:
lr
Hfirogr*h Vdwre. 566,414 cttf,
Hydrograph Discharge Table
Time .. Outflow(hrs cfs)
Tlme - Outflow Time -- Outflow
11.67
11.83
12.00
12.17
12.33
12.50
12.67
12.83
13.00
13.17
13.33
13.50
13.67
13.83
14.00
14.17
14.33
14.50
14.87
14.83
15.00
15.17
15.33
15.50
15.67
15.83
16.00
$.17
16.33
16.50
16.67
16.83
17.00
17.17
1.98
21.92
102.96
136.31
91.63
4.97
30.25
24.49
21.19
19.05
17.fi
16.00
14.81
13.74
12.79
11.93
11.32
10.92
10.62
10.32
10.01
9.69
9.37
9.05
8.71
8.37
8.03
7.71
7.48
7.33
7.21
7.10
6.99
6.87
(hrs
17.33
17.50
17.67
17.83
18.00
18.17
18.33
18.50
18.67
18.83
19.00
19.17
19.33
19.50
19.67
19.83
20.00
20.17
20.33
20.50
20.67
20.83
21.OO
21.17
21.33
21.50
21.47
21.83
22.00
22.17
22.33
22.50
n.67
22.83
cfs)
6.75
6.63
6.51
0.39
a.27
6.15
6^O2
5.89
5.77
5.&
5.51
5.38
5.25
5.12
4.98
4.85
4.71
4.59
4.51
4.47
4.45
4.43
4.40
4.38
4.fi
4.U
4.32
4.29
4.27
4.25
4.22
4.20
4.18
4.15
(hrs
23.00
23.17
23.3i1
23.50
23.67
23.83
24.OO
24.17
-..End
cfs)
4.13
4.11
4.08
4.06
4.03
4.01
3.99
2.98
I
t
TR55 Tc Worksheet Page 1
Hydraflorv Hydrographs by lntelisolte
T
I
I
I
I
T
I
I
T
I
I
T
I
T
I
I
I
Hyd. No. 1
Area 1
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value
Flow length
Two-year 24-hr precip.
Land slope
Travel Time
= 0.050
= 100.0 ft
= 1.13 in
= 2.0 o/o
= 6.8 min
Shallow Goncentrated Flow
Flow length
Watercourse slope
Surface description
Average velocity
Travel Time = 1.0 min
Channel Flow
Cross section flow area
Wetted perinreter
Channel slope
Manning's n-value
Velocity
Flow length
Travel Time = 13.9 min
Total Travel Time, Tc .......... = 21.8 min
=200ft
=4.0%
= Unpaved
= 3.23 fUs
= 1.5 sqft
=3.0ft
= 3.0 o/o
= 0.030
= 5.41 fUs
= 4500.0 ft
t
Hycirograph Report
Page 1I
T
I
I
I
Hyd. No. 2
Area.2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 14.68 ac
= 0.A Yo
= TR55
= 2.30 in
= 24 hrs
Hydrafloit/ Hydr€raphs by lntelisoh€
Peak discharge = 14.09 cfs
Timeinterval = 2 min
Curve number = 76
Hydrauliclength = Oft
Time of conc. (Tc) = 6.2 minDistribution = Type ll
Shape factor = 484
Hydrograph Vdume = 28,814 cr.ft
0.30
0.30
0.30
t
T
T
T
T
T
I
I
I
t
I
I
T
Hydrograph Discharge Table
Time - Outflow(hrs cfs)
11.60 0.1811.67 0.6311.79 1.5511.80 3.28
11.87 7.?211.93 13.2412.AO fi.U12.07 4.4A
12.13 2.3712.20 2.21
12.27 2.0512.33 1.8812.40 1.6912.47 1.5012.53 1.3112.60 120fi.a7 1.16
12.73 1.1212.80 1.O712.87 1.0312.93 0.9913.00 0.9413.07 0.go13.13 0.8713.20 0.8513.27 0.8813.33 0.8013.40 0.7813.47 0.7513.53 0.7313.60 0.70
13.67 0.6913.73 0.6713.80 0.65
Time - Outflow Time - Outflow(hre cfs)
Time .. Outflow(hrs cfs)
18.40 0.3018.47 0.2918.53 0.2918.60 0.29
18.67 0.29
18.73 0.2818.80 0.28
18.87 0.28
18.93 0.2719.00 0.27
19.07 0.2719.13 0.2719.20 0.2619.27 0.26
19.33 0.2619.40 0.2A
19.47 0.2519.53 0.2519.60 0.2519.67 0.2519.73 0.2119.80 0.2419.87 0.2419.93 0.2320.00 0.2320.07 0.2320.13 0.2320.20 0.2320.27 0.2320.33 0.2320.40 0.23
20.47 0.2320.53 0.2320.60 0.23
Coilinues on nert page...
(hrs
13.87
13.93
14.00
14.O7
14.13
14.20
14.27
14.33
14.40
14.47
14.53
14.60
14.67
14.73
14.80
14.87
14.93
15.00
15.07
15.13
15.20
15.27
15.33
15.40
15.47
15.53
15.60
15.67
15.73
15.80
15.87
15.93
16.00
16.O7
cfs)
0.63
0.61
0.59
0.58
0.57
0.56
0.56
0.55
0.55
0.54
0.53
0.53
0.52
0.52
0.51
0.50
0.50
0.49
0.48
0.48
0.47
0.46
0.46
0.45
o.4
0.4
0.43
o.42
0.42
o.41
0.40
0.39
0.39
0.sa
16.13
16.20
16.27
16.33
16.40
16.47
16.53
16.60
16.67
16.73
16.80
16.87
16.93
17.00
17.07
17.13
17.20
17.27
17.3:l
17.40
17.47
17.53
17.60
17.67
17.73
17.80
17.87
17.93
18.00
18.07
18.13
18.20
18.27
18.33
0.38
0.38
0.37
0.37
0.37
0.37
0.36
0.36
0.36
0.36
0.36
0.35
0.35
0.35
0.35
0.34
0.34
0.34
0.34
0.33
0.33
0.33
0.33
0.32
o.32
0.32
o.32
0.31
0.31
0.31
0.31
I
I
I
t
I
I
I
T
I
t
I
I
I
T
I
I
I
I
I
Ar-ea2
Hydrograph Discharge Table
Time -- Outflow Time -- Ouifiow
(hrs cfs) (hrs cfs)
ragc z
20.67 0.22
20.73 0.22
20.80 0.22 ...EN20.87 0.2220.93 A,2221.00 0.2221.07 0.n
21.13 0.2221.20 0.2221.27 0.2221.33 0.2221.40 0.2221.47 0.2221.53 0.?221.60 0.2221,67 0.22
21.73 0.2221.80 O.?221.87 0.2,21.93 0.2.22.@ O.2222.07 0.2222.13 0.2122.20 0.2122.27 0.2122.33 0.21?2.40 0.2122.47 0.2122.53 0.2122.@ 0.212,.A7 0.212,73 0.2122.80 0.21?2.87 0.21n.93 0.2123.00 0.2123.07 0.2123.13 0.2123.20 0.2123.27 0.2123.33 0.2123.40 0.2123.47 0.2123.53 0.2023.60 0.2023.A7 0.2023.73 0.2023.80 0.2023.87 0.2023.93 0.20, 24.@ 0.20
TR55 Tc Worksheet
Page 1
I
T
T
t
t
I
t
I
T
I
I
I
t
t
t
I
I
t
I
HFraflol,v Hydrographs by lntelisol\€
Hyd. No. 2
Area 2
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.050
Flow length = 50.0 ft
Two-year 24-hr precip. = 1.13 in
Land slope = 10.0 o/o
Trave|Time........................,........i...... = 2.i min
Shallow Goncentrated Flow
Flow length =200ft
Watercourse slope = 10.0 o/o
Travgl Timg....r................................... = 0.7 min
Channel Flow
Cross section flow area = 1.S sqft
Wetted perimeter = 3.0 ft
Surface description
Average velocity
Velocity
Flow length
= Unpaved
= 5.10 ft/s
= 7.65 ft/s
= 1600.0 ft
Channel slope =6.0%
Manning's n-value = 0.030
TotalTravel Time, Tc.......... = 6.2 min
Hydrograph Report Page tI
I
I
I
t
I
Hyd. No. 3
Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SGS Runoff
25 yrs
49.27 ac
4.0 o/o
TR55
2.30 in
24 hrs
Hydraflov Hydr€raphs by lntelisoh,e
Peak discharge = 47.28 ds
Timeinterval = 2 min
Curve number = 76
Hydrauliclength = Oft
Time of conc. (Tc) = 4.7 minDistribution = Type ll
Shape factor = 484
Hydrograph Vdurne - 96,707 cufr
t
I
I
I
I
I
T
Hydrograph Discharge Table
Time .. Outflow(hrc cfs)
Time - Outflow(hrs cfs)
Tlme - Outflow(hrs cfs)
Tlme - Outflow(hrs ctu)
18.40 0.99
18.47 0.9818.53 0.9818.60 0.97
18.67 0.96
18.73 0.9518.80 0.94
18.87 0.93
18.93 0.92
19.00 0.91
19.07 0.9019.13 0.9019.20 0.89
19.27 0.8819.33 0.8719.40 0.86
19.47 0.85
19.53 0.84
19.60 0.8it
19.67 0.82
19.73 0.8119.80 0.80
19.87 0.8019.93 0.7920.00 0.7820.07 0.7720.13 0.7720.20 0.7720.27 0.7620.33 0.7620.40 0.7620.47 0.7620.53 0.7620.60 0.76
Continues on rrrxt page...
11.60
11.67
11.73
11.80
11.87
11.93
12.OO
12.07
12.13
12.20
12.27
'12.33
12.10
12.47
12.53
12.60
P.A7
',2.73
12.80
12.87
12.93
13.00
13.07
13.13
13.20
13.27
13.33
13.40
13.47
13.53
13.60
13.67
13.73
13.80
13.87
13.93
14.00
14.O7
14.13
14.20
14.27
14.33
14.40
14.47
14.53
14.60
14.67
14.73
14.80
14.87
14.93
15.00
15.O7
15.13
15.20
15.27
15.33
15.40
15.47
15.53
15.60
15.67
15.73
15.80
15.87
15.93
16.00
16.O7
2.12
2.ffi
1.99
1.gr
1.91
1.89
1.87
1.85
1.83
1.81
1.79
1.77
1.75
1.73
1.71
1.69
1.47
1.64
1.62
1.60
1.58
1.55
1.53
1.51
1.49
1.#
1.4
1.42
1.39
1.37
1.35
1.32
1.30
1.28
16.13
16.20
16.27
16.33
16.40
16.47
16.53
16.60
16.67
16.73
16.80
16.87
16.93
17.00
17.07
17.13
17.20
17.27
17.33
17.40
17.47
17.53
17.60
17.67
17.73
17.80
17.87
17.93
18.00
18.07
18.13
1'8.20
18.27
18.33
1.27
1.26
1.25
1.25
1.24
1.23
1.22
1.22
1.21
1.20
1.19
1.18
1.18
1.17
1.16
1.15
1.14
1.14
1.13
1.12
1.11
1.10
1.10
1.09
1.08
1.O7
1.06
1.05
1.U
1.U
1.03
1.02
1.01
1.00
0.61
2.10
5.19
11.00
24.244.4
39.73
14.98
7.%
7.43
6.88
6.29
5.68
5.04
4.40
4.03
3.88
3.74
3.60
3.46
3.31
3,15
3.02
2.93
2.85
2.77
2.69
2.60
2.52
2.4
2.fi
2.30
2.24
2.18
I
I
I
T
I
I
ll
lr
lr
lr
lr
lr
lr
lr
lr
lr
lr
lr
tuea3
Hydrograph Discharge Table
Time - Outflow(hrs cfs)
20.67 0.75
20.73 0.75
20.80 0.75
20.87 0.75
20.93 0.75
21.00 0.7521.07 0.75
21.13 0.7421.20 0.7421.27 0.74
21.33 0.74
21.40 0.74
21.47 0.74
21.53 0.74
21.60 0.73
21.67 0.73
21.73 0.7321.80 0.7321.87 0.73
21.93 0.73
2..OO O.7222.07 0.72
22.13 0.7222.20 0.72
22.27 0.72
22.33 0.72
22.40 0.71
22.47 0.712..53 0.71
22.60 0.712.s7 0.712..73 0.712..40 0.7122.87 0.704.93 0.7023.00 0.7023.07 0.70
23.13 0.7023.20 0.7023.27 0.69
23.33 0.69
23.40 0.6923.47 0.69
23.53 0.6923.60 0.69
23.67 0.6823.73 0.6823.80 0.6823.87 0.68
23.93 0.6824.00 0.08
Tlme - Outflow(hrs cfs)
...EN
Paee 2
TR55 Tc WorksheetI
T
t
T
I
I
T
t
I
I
T
t
I
I
I
t
T
I
I
Hyd. No. 3
Area 3
Storm frequency = 25 yrs
Sheet Fiow
Manning's n-value = 0.050
Flow length = CU.U TT
Two-year 24-hr precip. = 1.13 in
Land slope = 10.0 7o
Travel Time........................r....... = 2.1 min
Shallow Concentrated Flow
Flow length = 200 ft
Watercourse slope = 10.0 o/o
Surface description = Unpaved
Average velocity = 5.10 fUs
Travel Time .,..............................
Channel Flow
Cross section flow area = 1.5 sqft
Wetted perimeter = 3.0 ft
Channel slope = 6.0 %
Manning's n-value = 0.030Velocity = 7.65 fUs
Flow length = 900.0 ft
Travel Time = 2.0 min
Tota! Travel Time, Tc .............!.....,,... = 4.7 min
= 0.7 min
Hydraflolv Hydrographs by lntelisoh€
itycirograph Report
Page t
Hyd.No. 4
Area 4
Hydrograph type
Storm frequency
Drainage area
Basin $lope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
13.35 ac
U.U -/o
TR55
z.su tn
24 hrs
Hydraflor/ Hydr€r@hs by lntelisoh,e
Peak discharge = 12.81 cftTimeintervai = 2 min
Curve number = 76
Hydrauiiciength = Oft
Time of conc. (Tc) = 4.t minDistribution = Type il
Shape factor = 484
I
T
I
I
I
I
I
I
t
t
T
I
T
I
T
T
T
t
t
0.57
0.56
0.8+
0.53
0.52
0.51
0.51
0.50
0.50
0.49
0.49
0.48
o.47
0.47
0.46
0./to
0.45
0.45
o.4
0.43
0.€
o.42
0.42
0.41
0.40
0.40
0.39
0.38
0.38
0.37
0.36
0.36
0.35
0.35
Hydrcgraph VdumE = 8,2(B ctfi
Hydrograph Discharge Table
Tlme -. Outflow(hrc cfs)
11.60 01711.67 0.5711.73 1.4111.80 2.98
11.87 6.5711.93 12.U12.00 10.7612.07 4.06
12.13 2.1512.20 2.01
12.27 1.8612.33 1.7112.10 1.54
12.47 1.3612.53 1.1912.60 1.0912,67 1.0512.73 1.0112.N 0.9812.87 0.9412.93 0.9013.00 0.8513.07 0.8213.13 0.7913.20 0.7713.27 0.7513.33 0.7313.40 0.7113.47 0.6813.53 0.6613.60 0.64
13.67 0.6213.73 0.6113.80 0.59
Tlme - Oufflow(hrs cfs)
Tlme - Outflow(hrs cfs)
16.13 0.34
16.20 0.3416.27 0.3416.33 0.34
16.40 0.34
16.47 0.3316.53 0.33
16.60 0.3316.67 0.3316.73 0.3316.80 0.3216.87 0.3216.93 0.3217.00 0.32
17.07 0.3117.13 0.31
17.20 0.3117.27 0.3117.33 0.3117.40 0.3017.47 0.3017.53 0.3017.60 0.3017.67 0.2917.73 0.2917.80 0.2917.87 0.2917.93 0,2918.00 0.28
18.07 0.2818.13 0.2818.20 0.2818.27 0.2718.33 0.27
Tlme - Outflow(hrs cfB)
18.40 O.27
18.47 0.2718.53 0.2618.60 0.26
18.67 0.2618.73 0.2618.80 0.2518.87 0.2518.93 0.2519.00 0.2519.07 0.2519.13 0.2419.20 0.24
19.27 0.2419.33 0.2419.40 0.23
19.47 0.2319.53 0.2319.60 0.2319.67 0.?219.73 0.2.19.80 0.2219.87 0.2219.93 0.2120.00 0.2120.07 0.2120.13 0.2120.20 0.2120.27 A.2120.33 0.2120.40 0.2120.47 0.2120.53 0.2120.60 0.20
@ntinues on rcxt page...
13.87
13.93
14.00
14.O7
14.13
14.20
14.27
14.33
14.40
14.47
14.53
14.60
14.67
14.73
14.80
14.87
14.93
15.00
15.07
15.13
15.20
15.27
15.33
15.40
15.47
15.53
15.60
15.67
15.73
15.80
15.87
15.93
16.@
16.07
I
t
t
I
I
I
I
T
I
I
I
I
t
T
T
T
I
I
I
Na4
Hydrograph Discharge Table
Elda ,
Time - Oufflow(hrs cfs)
20.67 0.20
20.73 0.20
20.80 0.2020.87 0.20
20.93 0.2021.00 0.2021.07 0.20
21.13 0.20
21.20 0.20
21.27 0.2021.33 0.20
21.40 0.2021.47 0.20
21.53 0.20
21.60 0.20
21.67 0.20
21.73 0.20
21.80 0.2021.87 0.20
21.93 0.202..OO 0.2022.07 0.20
22.13 0.2022.20 0.19
22.27 0.19
22.33 0.19
22.40 0.1922.47 0.'t9
22.53 0.1922.60 0.1922.67 0.1922.73 0.19
22.80 0.1922,87 0.19
22.93 0.19
23.00 0.19
23.07 0.19
23.13 0.1923.20 0.1923.27 0.1923.33 0.1923.40 0.1923.47 0.1923.53 0.19
23.60 0.1923.67 0.19
23.73 0.1823.80 0.18
23.87 0.18
23.93 0.1824.N 0.18
Timc -- Outiiow(hrs cfs)
...End
TR55 Tc Worksheett
I
t
I
T
t
I
I
I
I
I
I
I
I
I
I
I
I
T
Hyd.No. 4
Area 4
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.050
Flow length = 50.0 ft
Two-year 24-hr precip. = 1.13 in
Land slope = 10.0 %TravelTime = 2.1 min
Shallow Concentrated Flow
Flow length'= 200 ft
Watercourse slope = 10.0 o/o
Surface description = Unpaved
Average velocity = 5.10 fUs
Travgl Timg r.....r...............................- = 0.7 min
Channel Flow
Cross section flow area = 1.5 sqft
Wetted perimeter = 3.0 ft
Channel slope = 6.0 %
Manning's n-value = 0.030Velocity = 7.65 fUs
Flow length = 650.0 ft
Travel Time ...,.,..,.,..... = {.4 min
TotalTravel Time, Tc = 4.{ min
Hydraflorr Hydrographs by lntelisolte
Hydrograph Report Page 1
Hydrdlory Hydrographs by lntelisolw
Hyd. No. 5
Area 5
Hydrograph type
Storm frequency
Drainage area
Basin $lope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 15.50 ac
= 4.0 o/o
= TR55
= 2.30 in
= 24 hrs
Peak discharge =
Time interval =
Gurve number =
Hydraulic length =
Time of conc. (Tc) =Distribution =
Shape factor =
14.87 ds
2 min
76
0fi
4 min
Type ll
484
I
T
t
I
I
I
I
T
I
I
I
t
I
T
I
t
t
I
T
l-t€rcgraph Vdume = 30,4f,! arR
Hydrograph Discharge Table
Time -- Outflow(hre cf5)
11.60 0.19
11.67 0.66
'11.73 1.63
11.80 3.46
11.87 7.62
11.93 13.9812.40 12.50
12.07 4.71
12.13 2.50
12.20 2.U
12.27 2.1612.33 1.98
12.40 1.79
12.47 1.58
12.53 1.3812.40 1.27
12.67 1.22
12.73 1.18
12.80 1.13
12.87 1.09
12.93 1.U13.00 0.99
13.07 0.9513.13 0.9213.24 0.90
13.27 0.87
13.33 0.8513.40 0.82
13.17 0.79
13.53 0.7713.60 0.7413.67 0.72
13.73 0.7113.80 0.69
Time - Outflow
cfs)
0.67
0.65
0.63
0.61
0.60
0.60
0.59
0.58
0.58
0.57
0.56
0.56
0.55
0.54
0.4+
0.53
0.52
0.52
0.51
0.50
0.50
0.49
0.48
o.47
0.47
0.46
0.45
0.45
0.4
0.43
0.42
0.42
o.41
0.40
Tlme - Outflow(hrs cfs)
16.13 0.40
16.20 0.40
16.27 0.39
16.33 0.39
16.40 0.39
16.47 0.3916.53 0.38
16.60 0.38
16.67 0.38
16.73 0.38
16.80 0.38
16.87 0.37
16.93 0.37
17.00 0.37
'17.07 0.37
17.13 0.36
17.20 0.36
'17.27 0.36
17.33 0.35
17.40 0.35
17.17 0.3517.53 0.35
17.60 0.34
17.67 0.34
17.73 0.34
17.80 0.34
17.87 0.33
17.93 0.33
18.00 0.33
18.07 0.33
18.13 0.32
18.20 0.32
18.27 0.3218.33 0.32
Time - Outflow(hrs cfs)
18.40 0.31
18.47 0.31
18.53 0.31
18.60 0.30
18.67 0.30
18.73 0.3018.80 0.30
18.87 0.2918.93 0.29
19.00 0.29' 19.07 0.28
19.13 0.28
19.20 0.28
'19.27 0.28
19.33 0.n
19.40 0.27
19.47 0.27
19.53 0.26
19.60 0.26
19.67 0.2619.73 0.2619.80 0.25
19.87 0.25
19.93 0.2520.00 0.2420.07 0.24
20.13 0.2420.20 0.24
20.27 0.2420.33 0.2420.40 0.2120.47 0.2420.53 0.2420.60 0.24
Continues on rcrt page...
(hrc
13.87
13.93
14.00
14.07
14.13
14.20
14.27
14.33
14.40
14.47
14.53
14.60
14.67
14.73
14.80
14.87
14.93
15.00
15.O7
15.13
15.20
'15.27
15.33
15.40
15.47
15.53
15.60
15.67
15.73
15.80
15.87
15.93
16.00
16.07
I
t
I
I
t
I
I
I
T
I
I
I
t
T
t
I
I
t
I
Area 5
Hydrograph Discharge Table
Time - Outflow Time - Outflow(hrs cfs) (hrs cfs)
20.67 0.24
20.73 0.2420.80 0.24 ...EN20.87 0.2420.93 0.2421.00 0.2421.07 0.23
21.13 0.2321.20 0.23
21.27 0.2321.33 0.2321.40 0.2321.47 0.2321.53 0.2321.ffi 0.2321.67 0.2321.73 0.2321.80 0.2321.87 0.2321,93 0.2322.@ 0.2322.07 0.2322.13 0.2322.20 0.2322.27 0.23
22.33 0.23?2.40 0.2222.47 0.2222.53 0.2222.@ O.2222.67 0.n22.73 0.2222.W O.2222.87 0.2.22.93 0.2223.00 0.2223.07 0.2223.13 0.2.23.20 0.2223.27 0.2.23.33 0.2223.40 0.2223.47 0.2223.53 0.2, .
23.60 0.2223.67 0.2223.73 0.2123.80 0.2123.87 0.21
23.93 0.2124.@ O.21
Pagle 2
TR55 Tc Vrforksheet
Page I
I
T
I
I
I
T
I
T
t
I
I
T
I
T
I
T
I
T
I
Hydraflorr Hydrographs by lntel'soh,€
Hyd. No. 5
Area 5
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.050
Flow length = 50.0 ff
Two-year 24-hr precip. = 1.13 in
Land slope = 10.0 o/o
Travel Time,r......................i....... = 2.1 min
Shallow Concentrated Flow
Flow length =200ft
Watercourse slope = 10.0 o/o
Surface description = Unpaved
Average velocity = 5.10 fUs
Travel Time ................
Ghannel Flow
Cross section flow area = 1,S sqft
Wetted perimeter = 3.0 ft
Channel slope =6.0%
Manning's n-value = 0.030
Velocity
Flow length
= 7.65 fUs
= 600.0 ft
= 0.7 min
= 1.3 min
= 4.0 min
Hycirograph Report Page I
t
t
I
I
t
I
T
T
I
I
l!
Hyd. No. 6
Area 6
Hydrograph type
Storm frequency
Drainage area
Basin $lope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 46.40 ac
= 0.0 o/o
= TR55
= 2.30 in
= 24 hrs
H$raflov H$rographs by lntelisolv€
Peak discharge = 29.89 cfs
Timeinterval = 5 min
Curve number = 76
Hydrauliclength = Oft
Time of conc. (Tc) = 14.8 min
Distribution = Type ll
Shape factor = 484
HyOrogreh Volurne= 91,(fii cuft
Hydrograph Discharge Table
I
T
T
T
I
T
I
T
Time - Outflow(hrs cfs)
1',t.67 0.75
11.83 7.39
12.00 29.89 <<
12.17 18.35
12.33 6.65
12.50 5.2612.67 4.U
12.83 3.5113.00 3.17
13.17 2.85
13.33 2.U
13.50 2.4
13.67 2.26
13.83 2.1014.00 1.96
14.17 1.83
14.33 1.77
14.50 1.72
14.67 1.68
14.83 1.63
15.00 1.5815.17 1.5215.33 1.4715.50 1.4215.67 1.36
15.83 1.31
16.00 1.25
16.17 1.21
16.33 1.18
16.50 1.1716.67 1.1516.83 1.13
17.00 1.1117.17 1.09
Time - Outflow(hrs cfs)
Time - Outflow(hrs cfs)
23.00 0.66
23.17 0.66
23.33 0.6523.50 0.65
23.67 0.65
23.83 0.64
24.OO 0.64
...End
17.33
17.50
17.67
17.83
18.00
18.17
18.33
18.50
18.67
18.83
19.00
19.17
19.33
19.50
19.67
19.83
20.00
20.17
20.33
20.50
20.67
20.83
21.00
21.17
21.33
21.50
21.67
21.83
22.00
22.17
n,33
22.50
2..67
2..83
1.07
1.05
1.03
1.01
0.99
0.97
0.95
0.93
0.91
0.89
o.87
0.85
0.83
0.81
0.79
o.77
0.74
0.73
o.72
0.72
o.71
o.71
o.71
0.70
0.70
0.70
0.69
0.69
0.68
0.68
0.68
0.67
0.67
0.67
TR55 Tc WorksheeiI
T
T
I
I
I
T
T
I
I
I
T
T
I
I
T
I
I
I
Hyd. No. 6
Area 6
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.050
Flow length = 100.0 ft
Two-year 24-hr precip. = 1.13 in
Land slope = 2.0 Yo
Travel Time ..........................,...r. = 6.8 min
Shallow Concentrated Flow
Flow length =200fi
Watefcourse slope = 3.A o/o
Surface description = Unpaved
Average velocity = 2.79 fils
Travel Time .................r...rt....r....r....... = i.2 min
Channel Flow
Cross section flow area = 1.5 sqft
Wetted perimeter = 3.0 ft
Ghannel slope = 3.0 %
Manning's n-value = 0.030Velocity = 5.41 fUs
Flow length = 2200.0 tt
Travel Time .i.....r,,.,..,................. = G.8 min
TotalTravel Time, Tc .......... = 14.8 min
Hydraflor Hydr€raphs by lntelisoh€
I
I
Hydrograph Report
Page t
Hyd. No. 7
AreaT
Hydrograph type
Storm frequency
Drainage area
Basin $lope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 24.12 ac
= 0.0 o/o
= TR55
= 2.30 in
= 24 hrs
Hydraflor Hydrographs by lntelisdre
Peak discharge = 18.61 ch
Timeinterval = 2 min
Curve number = 76
Hydrauliclength = Oft
Time of conc. (Tc) = 1 1.4 minDistribution = Type ll
Shape factor = 484I
I
t
T
t
I
T
I
I
l-ldrograph Volurte - 52,07 cr,rt
I
I
Hydrograph Discharge Table
Time -- Outflow(hrc cfs)
Time - Outflow(hrs cfs)
1.17
1.14
1.10
1.07
1.05
1.03
1.O2
1.01
1.00
0.99
0.97
0.96
0.95
0.9'.1
0.93
0.92
0.91
0.89
0.88
0.87
0.86
0.85
0.84
0.82
0.81
0.80
0.79
o.77
0.76
0.75
0.74
0.72
0.71
o.70
Time - Outflow(hrs cfs)
16.17 0.6916.23 0.6816.30 0.6816.37 0.6716.43 0.6716.50 0.6716.57 0.6616.63 0.66
16.70 0.65
16.77 0.65
16.83 0.6516.90 0.6416.97 0.6417.03 0.63 '
17.10 0.6317.17 0.6217.23 0.6217.30 0.6217.37 0.6117.43 0.61
17.50 0.6017.57 0.6017.63 0.5917.70 0.59fi.n 0.58
17.83 0.5817.90 0.58',7.97 0.5718.03 0.5718.10 0.5618.17 0.5618.23 0.55
18.30 0.5518.37 0.54
Time -- Outflow(hrs cfs)
18.43 o.il
18.50 0.5318.57 0.5318.63 0.5218.70 0.5218.77 0.5218.83 0.5118.90 0.51
18.97 0.5019.03 0.50
19.10 0.4919.17 0.4919.23 0.4819.30 0.4819.37 0.4719.4i! 0.4719.50 0.4619.57 0.4619.63 0.4519.70 0.45
19.77 0.419.83 0.4
19.90 0.4319.97 0.4320.03 0.4220.10 0.4220.17 0.4120.23 0.4120.30 0.4120.37 0.4120.43 0.4120.50 0.4'l20.57 0.4120.63 0.41
@ntinues on nert page...
11.63 0.21 13.9011.70 0.70 13.971'.t.77 1.79 14.0311.83 4.08 14.1011.90 8.82 14.1711.97 15.54 14.2312.03 18.61 << 14.3012j0 15.30 14.3712.17 10.21 14.4312.23 6.07 14.5012.30 4.08 14.5712.37 3.e4 14.6312.43 3.33 14.7012.50 2.99 14.7712.57 z.ffi 14.8312.63 2.39 14.9012.70 2.21 14.9712.77 2.09 15.0312.83 2.OO 15.1012.90 1.93 15.1712.97 1.85 15.2313.03 1.77 15.3013.10 1.69 15.3713.17 1.63 15.4313.23 1,57 15.5013.30 1.53 15.5713.37 1.4 15.6313.43 1.4 15.7013.50 1.39 15.7713.57 1.35 15.8313.63 1.31 15.9013.70 1.27 15.9713.n 1.24 16.0313.83 1.20 16.10
I
I
I
I
t
I
I
I
I
t
I
I
I
I
I
T
T
T
I
AraT
Hydrograph Discharge Table
Time - Outflow Time .. Outflow(hrs cfs)
24.10 0.26
...EN
Pqe 2
(hrs cfs)
24.70 0.41
20.77 0.41
20.83 0.41
20.90 0.40
20.97 0.40
21.03 0.4021.10 0.40
21.17 0.4021.23 0.4021.30 0.4021.37 0.4021.43 0.4021,50 0.4021.57 0.40
21.63 0.4021.70 0.39
21.77 0.3921.83 0.3921.90 0.39
21.97 0.392..O3 0.3922.10 0.39
22.17 0.3922.23 0.3922.30 0.3922.37 0.39
22.43 0.3922.50 0.382,.57 0.382,.A3 0.38?2.70 0.382..77 0.38
22.83 0.382,90 0.382,.97 0.3823.03 0.3823.10 0.3823.17 0.3823.23 0.3823.30 0.37
23.37 0.3723.43 0.3723.50 0.37
23.57 0.3723.63 0.3723.70 0.37
23.77 0.37
23.83 0.3723.90 0.3723.97 0.37
24.03 0.35
TR55 Tc Worksheet Fage t
I
I
I
T
t
I
I
T
T
I
t
I
I
T
I
I
I
I
I
Hydraflov Hydrographs by lnlelisohie
Hyd. No. 7
Area 7
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.050
Flow length = 100.0 ft
Two-year 24-hr precip. = 1.13 in
Land slope = 2.0 o/o
Travel Time ...............r = 6.8 min
Shallow Goncentrated Flow
Flow length =200fi
Watercourse slope = 3.0 %
Surface description = Unpaved
Average velocity
Travel Time i...........,....
= 2.79tlls
Channel FIow
Cross section flow area = 1.5 sqft
Wetted perimeter = 3.0 ftChannelslope = 3.0 %
Manning's n-value = 0.030Velocity = 5.41 fUs
Flow length = '1100.0 ft
Travel Tlme ................
Total Travel Time, Tc..........
= 1.2 min
= 3.4 min
= 1{.4 min
Hydrograph Report Page t
Hydraflor Hydrographs by lntelisolve
Hyd. No. 8
Area 8
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
24.65 ac
0.0 o/o
TR55
2.30 in
24 hrs
Peak discharge =
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) =
Distribution
Shape factor
15.88 cfs
5 min
76
0ft
10.5 min
Type ll
484
T
I
t
I
t
I
I
I
I
t
I
I
I
T
I
T
T
T
t
l-Idrograph VolwrE - 48,3E0 cun
Hydrograph Discharge Table
Time -. Outflow(hrs cfs)
11.67 0.4011.83 3.93
12.OO 15.88 <<
12.17 9.75
12.33 3.53
12.50 2.7912.67 2.1512.83 1.86
13.00 1.6813.17 1.5213.33 1.4013.s0 1.30
13.e7 1.2013.83 1.1214.00 1.U14.17 0.97
14.33 0.9414.50 0.92u.a7 0.8914.83 0.86
15.00 0.&415.17 0.81
15.tr1 0.7815.50 0.7515.67 0.7315.83 0.7016.00 0.6716.17 0.64
16.33 0.6316.50 0.6214.67 0.6116.83 0.60
17.00 0.5917.17 0.58
Time - Outflow(hrs cfs)
17.33 0.5717.50 0.56'17.67 0.55
17.83 0.Ar
1E.00 0.53
18.17 0.5218.33 0.5118.50 0.50
18.67 0.49
18.83 0.4719.00 0.46
19.17 0.45
19.33 0.419.50 0.4i119.67 0.4219.83 0.4120.00 0.3920.17 0.3920.33 0.3820.50 0.3820.67 0.3820.83 0.3821.00 0.3721.17 0.3721.33 0.3721.50 0.3721.67 0.3721.83 0.372,OO 0.3622.17 0.3622.33 0.36?2.50 0.362..67 0.3622.83 0.35
Time - Outflow
(hrs
23.00
23.17
23.33
23.50
23.67
23.83
24.OO
...End
cfs)
0.35
0.35
0.35
0.35
0.34
0.34
0.34
TR55 Tc Worksheet
Page I
t
I
T
I
I
T
T
T
I
I
t
!
T
I
T
I
t
I
T
Hydraflo,v Hydrographs by lntelisolre
Hyd. No. 8
Area I
Storm frequency = 25 yrs
Sheet Ftow
Manning's n-value = 0.050
Flow length = 100.0 ft
Two-year 24-hr precip. = 1.13 in
Land slope = 2.0 o/o
Travel Time = 6.8 min
Shallow Concentrated Flow
Flow length =200ft
Watercourse slope = 3.0 o/o
Surface description = Unpaved
Average velocity = 2.79 ftls
Travel Time ...r.,...............r...!...... = 1.2 min
Channel Flow
Cross section flow area = 1.S sqft
Wetted perimeter = 3.0 ft
Channel slope = 3.0 %
Manning's n-value = 0.030Velocity = 5.41 fUs
Flow length = 800.0 ft
Travel Time .....!....r..... = 2.5 min
Total Travel Time, Tc.......... = 10.5 min
Hydrograph Report Page I
Hydrafloru Hydrographs by lntelisolve
Hyd. No. I
Area 9
Hydrograph type
Storm frequency
Drainage area
Basin $lope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 12.08 ac
= 0.0%
= TR55
= 2.30 in
= 24 hrs
Peak discharge =
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) =
Distribution
Shape factor
7.78 cfs
5 min
76
0ft
10.2 min
Type ll
484
I
I
t
I
t
I
I
I
I
I
t
I
I
I
T
I
I
I
T
Hydrograph Vdure- 23,710 anft
Hydrograph Discharge Table
Time * Outflow(hrs cfs)
Time - Outflow
(hrs cfs)
23.00 0.17
23.17 0.1723.33 0.1723.50 0.1723.47 0.1723.83 0.17
24.OO O.17
-..End
Time -- Outflow(hrs cfs)
0.28
0.27
0.27
0.26
0.26
0.25
o.25
o.24
0.24
o.23
0.23
0.22
0.2.
0.21
0.20
0.20
0.19
0.19
0.19
0.19
0.19
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.17
o.17
11.67
11.83
12.00
12.17
12.33
12.50
12.67
12.83
13.00
13.17
13.33
13.50
13.67
13.83
14.00
14.17
14.33
14.50
14.67
14.83
15.00
15.17
15.33
15.50
15.67
15.83
16.m
16.17
16.3i,
16.50
16.67
16.83
17.00
17.17
0.20 17.331.92 17.507.78<< 17.674.78 17.831.73 18.001.37 18.171.05 18.330.91 18.500.82 18.670.74 18.830.69 19.00o.il 19.170.59 19.330.55 19.500.51 19.670.48 19.830.46 20.000.45 20j7o.4 20,33o.42 20.50o.41 20.670.40 20.830.38 21.000.37 21.170.36 21.330.34 21.500.33 21.670.31 21.830.31 2,W0.30 22.170.30 22.330.29 ?2.500.29 2,.670.28 22.83
TR55 Tc Worksheet Page I
I
I
I
I
t
I
I
T
T
I
t
I
I
I
I
I
I
T
I
Hydraflotr Hydrographs by lntelisolre
Hyd. No. 9
Area 9
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value
Flow length
Two-year 24-hr precip.
Land slope
Flow length
Watercourse slope
Surface description
Average velocity
Travel Time ........,....... ........ = 6.8 min
Shallow Goncentrated Flow
= 0.050
= 100.0 ft
= 1.13 in
= 2.0 o/o
=200ft
= 3.0 o/o
= Unpaved
= 2.79 ftls
Travel Time = 1.2 min
Channel Flow
Cross section flow area
Wetted perimeter
Ghannel slope
Manning's n-value
Velocity
Flow length
Travel Time = 2.2 min
TotalTravel Time, Tc = 10.2 min
= 1,5 sqft
=3.0ft
=3.0%
= 0.030
= 5.41 fUs
= 700.0 ft
Hydrograph Report Page t
H$raflol Hydrographs by lntelisolte
Hyd. No. l0
Area 10
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
8.11 ac
0.4 o/o
TR55
2.30 in
24 hrs
Peak discharge =
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) =
Distribution
Shape factor
7.09 cfs
2 min
76
0ft
8.7 min
Type ll
484
t
I
I
T
I
I
t
I
t
T
I
I
I
I
I
I
I
I
t
Hydrograph Discharge Table
Time -. Outflow Time - Outflow
Flyr,rograph Volume = 16,979 cufi
Time - Outflow(hrc cfs)(hrs cfs)
11.63 0.1111.70 0.3611.77 0.8711.83 1.9211.90 4.11
11.97 6.7512.03 6.4112j0 3.75
12.17 1.U12.23 1.32
12.30 1.2212.37 1.1212.43 1.01
12.50 0.9012.57 0.8012.63 0.7312.70 0.69
12.77 0.6612.83 o.At12.90 0.6112.97 0.5813.03 0.5613.10 0.5413.17 0.5213.23 0.5013.30 0.49
13.37 0.4713.43 0.46
13.50 0.413.57 0.4313.63 0.4213.70 0.41
13.77 0.4013.83 0.38
(hts cfs)
13.90 0.3713.97 0.3614.03 0.35
14.10 0.3414.17 0.3414.23 0.3314.30 0.3314.37 0.33
14.43 0.3214.50 0.32
14.57 0.32
14.63 0.3114.70 0.31
14.77 0.3014.83 0.3014.90 0.3014.97 0.2915.03 0.2915.10 0.2915.17 0.28
15.23 0.2815.30 0.2715.37 0.2715.43 0.2715.50 0.2615.57 0.2A15.63 0.2515.70 0.2515.77 0.2515.83 0.2415.90 0.2415.97 0.23
16.03 0.2316.10 0.23
Time - Outflow(hrs cfs)
16.17 0.2,16.23 0.2216.30 0.2,
16.37 0.2216.43 0.n.
16.50 0.2216.57 0.2216.63 0.21
16.70 0.2116.77 0.21
16.83 0.21
16.90 0.21
16.97 0.21
17.03 0.21
17.10 0.20
'17.17 0.2017.23 0.20
17.30 0.2017.37 0.2017.43 0.20
17.50 0.20
17.57 0.1917.63 0.19
17.70 0.19
17.77 0.1917.83 0.19
17.90 0.1917.97 0.19
18.03 0.1818.10 0.1818.17 0.18
18.23 0.18
18.30 0.18
18.37 0.18
18.€ 0.17
18.50 0.1718.57 0.1718.63 0.1718.70 0.17
18.77 0.1718.83 0.1718.90 0.16
18.97 0.1619.03 0.16
19.10 0.16
19.17 0.16
19.23 0.16
19.30 0.1519.37 0.1519.43 0.1519.50 0.15
19.57 0.1519.63 0.1519.70 0.1419.77 0.1419.83 0.1419.90 0.1419.97 0.1420.03 0.1420.10 0.1420.17 0.1320.23 0.1320.30 0.1320.37 0.1320.43 0.1320.50 0.1320.57 0.1320.63 0.13
@ntintteson rr,rt pqe...
I
I
I
t
T
T
I
T
T
T
I
I
I
T
t
T
I
T
T
Area 10
Hydrograph Discharge Table
Time - Outflow Time - Outflow(hrs cfs)
...End
(hrs cfs)
20.70 0.13
20.77 0.13
20.83 0.1320.90 0.1320.97 0.1321.03 0.1321.10 0.1s
21.17 0.1321.23 0.1321.30 0.1321.37 0.1321.43 0.1321.50 0.1321.57 0.1321.63 0.1321.70 0.1321.77 0.13
21.83 0.1321.90 0.1321.97 0.1322.03 0.1322.10 0.1322.17 0.1322.23 0.1322.30 0.1322.37 0.1322.43 0.1322.50 0.1322.57 0.12n.63 0.12n.70 0.122,.77 0.1222.83 0.1222.90 0.122,97 0.1223.03 0.1223j0 0.'1223.17 01223.23 0.1223.30 0.1223.37 01223.43 0.1223.50 0.1223.57 0.1223.63 0.'.1223.70 0.1223.77 0.1223.83 0.1223.90 0.1223.97 0.1224.03 0.11
TR55 Tc VUorksheet
Page 1I
I
t
I
I
T
I
I
T
I
t
I
T
I
I
T
t
I
Hydraflor Hydrographs by lntelisohe
Hyd. No. 10
Area 10
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.050
Flow length = 100.0 ft
Two-year 24-hr precip. = 1.13 in
Land slope = 2.0 o/o
Travgl Timg................................r....... = 6.8 min
Shallow Goncentrated Flow
Flow length =200ft
Watercourse slope = 3.0 o/o
Surface description = Unpaved
Average velocity = 2.79 ftts
Travel Time = i.2 min
Channel Flow
Cross section flow area = 1.S sqft
Wetted perirneter = 3.0 ft
Channel slope = 3.0 o/o
Manning's n-value = 0.030Velocity = 5.41 fUs
Flow length = 200.0 ft
Travel Time = 0.G min
TotalTravel Time, Tc .......... = B.Z min
APPENDX tr
C ULYERT CALC U LA TI O N WO RKS H E ETS
T
t
I
I
I
I
I
T
t
I
I
T
I
I
I
I
I
I
I
I
t
PIPE CULVERT ANATYSIS
COMPUTATION OF CUI,VERT PERFORMANCE CURVE
May 8, 2002
PROGRAM INPUT DATA
DESCR]PTION VAIUEI
I
T
T
I
Culvert Diameter (ft)
FHWA Chart Nurnber.
FHWA Scale Nurnber (T)pe of Culvert Entrance)
Mannlng's Roughness Coefflcient (n-val.ue)
Entrance T,oss Coefficient of Cul-vert Openlng
Culvert Length (ft)..
Invert Elevatlon at Dorrnstream end of Culvert (ft)..
Invert ELevation at Upstream end of Culvert (ft)..
Culvert Slope (ft/fX)
I
iStartlng Flo!, Rate (cfs).
Incrernental Flow Rate (cfs)
Ending Flow Rate (cfs).
Startlng Tailwater Depth (ft) ..
Incremental Tailwater Depth (ft) ..
Ending Tailwater Depth (ft) ..
1.0
1
3
0.012
o.2
30.0
100. 0
100.15
0.005
1.0
1.0
11.0
0.0
0.0
0.0
t
I Flow TailwaterRate Depth(cfs) (ft)
COMPUTATION RESULTS
Headwater (ft) NormalInlet Outlet DepthControl Control (ft)
Depth at OutletOutlet Veloclty
' (ft) (fPs)
Critical
Depth(ft)
I 1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11. 0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.58
0.88
1.18
1.51
t.91
2.54
3.2t
3.98
4.85
5.83
6. 91
0.0
0.9
1. L8
1.18
1.45
1.7{
2.O8
2.46
2.89
3.3?
3.9
0 .42
0.64
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
o .42
0.6
0.7 4
0. 85
0.92
0. 95
0. 98
0. 99
0. 99
0. 99
1.0
0 .42
0.6
0.74
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
3.2L
4.O4
4.',8
5.09
6. 37
7.64
8.91
10.19
11.4 5
LZ. l5
14 .01
I
T
T
I
I
I
HYDROCAIC Hydraulj.cs
Dodson & Asgoclates,
Phone: (2811440-3787,
All Right$ Reserved.
for Windows, Version 7.2a Copyrlght (c) 1995Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77969
Fax : ( 2 8 1 ) 4 4 O- 47 42, Errai 1 : software8dodson-hydro . com
I
I
I
I
I
T
I
PIPE CUTVERT AI{ATYS]S
COMPUTATION OF CULVERT PERFORMANCE CURVE
May 8, 2002
PROGRN' INPUT DATA
DESCRIP?ION VATUE
cuLvert Diameter (ft).. L'25
FHWA Chart Nunber. 1
FHWA Scale Nunber (TyPe of Culvert Entrance) r
Manning's Roughness L-oefficient (n-va1ue) O '012
Entrance Loss Coefficlent of Culvert Opening O'2
Culvert l,,ength (ft) .. 30'0
Invert Elevation at Downstrearn end of Culvert (ft) " 100'0
r ^A t EInvert Elevation at Upstreal end of Culvert (ft) " ruu"rJ
culvert $lope (ftlft) 0'005
starting Elow Rate (cfs).
Incremental. Flow Rate (cfs)
Ending fl.o!, Rate (cfs) .
I starting Tallwater DePth (ft)..
I Increnent,al Tailwater Depth (ft)..
1.0
1.0
11 .0
0.0
0.0
0.0
COMPUTATION RESUITS
FIow Tailwater Headwater '(ft)
Rate. Depth fnlet Outlet(cfs) 1ft) control control
Nornal Critical DePth at Outlet
Depth DePth outlet VelocitY
titl (ft) (ft) (fPs)
0.38 0.39 0. 38 3.161.0
2.0
3.0
, 4.0
5.0
,5.0
?.0
8.0
9.0
10.0
11.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.54 0. 0
0.79 0.0
1.0 1.04
t.zt L.23
1.43 1.42
1.62 1.53
1.89 1.41
2.2L L.51
2.56 1 .73
2.96 1. 9
3.{1 2.08
0.55 0,s50.7 0. ?
0.55 3.82
0.7 4.27
o. 85 0.81 0. 81 4 .16
1.04 0.91 1.04 4.59
L.25 0.99 0.99 5.?5
L.25 1 .05 1.25 5 .7
L.25 1 .11 L.25 5.52
L.25 1.15 L.25 7 -33
L.25 1.18 L.25 8.1s
t.25 !.2 L.25 8.96
I
I
I
I
I
I
I
I
I
I
T
HYDROCALC Hydraullcs
Dodson & Associates,
Phone: (2811 440-3181,
A]1 Rlghts Reserved.
for I{indows, Version 1.2a Copyrlght (c) 1996
rnc., 5629 i'!{ 1960 West, sulte 314, Houston, TX 71069
Fax: (281) 440-41 42, Email :software0dodson-hydro' com
t
t
T
t
I
I
I
T
PIPE CULVERT A]iIAIYSIS
COMPUTATION OF CULVERT PEREORMANCE CURVE
I'lay 8, 2002
-==*-==a*===-Bt-=*sE=*=g====E-=--E=58=ECr=-=-==E--=---aE==--E--===EA-====--t-=
PROGRAM INPUT DATA
DESCRIPTION
Culvert Diameter (ft) . .
PHWA Chart Nunber.
EHWA Scale Nurnber (T]rpe of Culvert Entrance)
Manning's Roughness Coefficient (n-value)
Entrance Loss Coefficient of Culvert @ening.Culvert Length (ft)..
Invert Elevation at Dounstream end of, Culvert (ft)..
Invert Elevatlon at UPstrean end of Culvert (ft) ..
Culvert Slope lft/ttl
IStarting Flow Rate (cfs).
Incremental EIow Rate (cfs).
Ending Flow Rate (cfs).
Startlng Tailnater Depth (ft)..
Increnental Tallwater Depth (ft) ..
Ending Tailwater Depth (ft)..
1..5
1
3
0.012
0.2
30.0
100. 0
100. 15
0.005
1.0
1.0
11.0
0.0
0.0
0.0
!
I Ffow TallwaterRate Depth(cfs) (ft)
COMPUTATION
Headwater (ft1
fnlet OutletControl Control
RESULTS
Normal Critical DePth at outlet
Depth Depth Outlet VelocitY(ft) (ft) (ft) (fps)
I
I
I
1.0
2.0
3.0
4.0
5.0
6.0
?.0
8.0
9.0
10. 0
11.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
0.73
0.92
1. 09
1.25
1.4
1.55
1.73
1. 85
2. 05
2.26
0.0
0.0
0.0
0.0
0.0
1.43
1.57
L.72
1.87
2.04
1. 64
0.36
0.51
0. 53
0.75
0.86
0.95
L.02
1.22
1.16
1.5
1.5
3. 11
3.78
4.22
4 .55
4.79
5.11
5.44
5.19
6. 13
J. OO
6.22
0.36 0.370.51 0. s3
0. 63 0 .660.75 0.170.85 0.860.9? 0.951.08 L.02L.22 1.11.5 L .L6
1. s L.221.5 L.27
T
t
I
I
T
I
HYDROCAIC Hydraulics
Dodson & Associates,
Phone: (281)440-3787,
All Rights Reserved.
for l{indows, Version 1.2a Copyright (c) 1996
fnc., 5529 EIr, 1950 West, Suite 314, Houston, TX 77069
Fax: (281) 440-47 42, Enail : softwareGdodson-hydro. com
T
I
t
PIPE CUI,VERT ANAI,YSIS
COMPUTATION OT CULVERT PERTORMANCE CURVE
l(ay 9, 2002
I PROGRAM INPUT DATA
VAIUEDESCRTPTNON
t
t
I
T
Culvert Diameter (ft) ..
FHWA Chart Number.
FHWA Scale Nr:mber (Tlpe of Culvert Entrance)
Manning's Roughness Coefficient (n-val'ue)
Entrance Loss Coefficient of Culvert opening.
Culvert lJength (ft)..
Invert Elevation at Downstream end of Culvert (ft)..
Invert Etrevation at UPstream end of Culvert (ft) . '
Culvert Sl-ope ltt /ttl
Starting Elow Rate (cfs).
Incremental Flow Rate (cfs).
Endlng FIow Rate lcfs).
Starting Tailwater DePth (ft).
IncrementaL lallwater Depth (ft) ..
Ending Tallwater Depth (ft)..
2.5
2
1
0.024
0.5
200.0
0.0
10.0
0.05
10.0
5.0
50.0
0.0
0.0
0.0
I
T
I
I
t
COUPUTATION RESUI,IS
Flor Tailwater Headwater (ft)
Rate Depth Inlet outlet(cfs) (ft) Controf Control
Normal Crltieal Depth at OuLieL
Depth Depth Outlet Velocl
(ft)(fr)(ft)
10. 0
15.0
20.0
,25.0
30. 0
35. 0
40.0
45. 0
50.0
55.0
60. 0
0t0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.43
1.84
2.22
2.61
3.12
3.59
4.18
4 .85
5.59
6,42
7 .32
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
s. 53
8.21
0. ?6
0. 94
1.1
1.25
1.4
1.55
1.7
1.85
2.06
2.5
2.5
1. 06
L.3t
L.52
t.1
1. 87
2.0L
2.L3
2.23
2.3
2.35
2.39
o.7 6
0. 94
1.1
L.25
L.4
1.55
1.7
1. 85
2.06
2.5
2.39
7.9!
8. 87
9.58
10.14
10. 5
10.97
11.25
11.{6
11 .54tt.2
L2.41
t
T
I
T
T
T
HYDROCALC Hydraullcs
Dodson & Assoclates,
Phone: l28t) 440'3787 ,l$1 Rights Reserved.
for Windows, version 1.2a Copyright (c) 1995
fnc., 5629 Ea 1950 west,, Sulte 314, Houston, Tx 77069
Fax : ( 2 8 1 ) 4 4 0- 41 42, Ernail : softwareGdodson-hydro . com
t
I
T
PIPE CULVERT ANAIYSIS
COMPUTATTON OF CUTVERT PERTORMANCE CURVE
t{,ay 9, 2002
PROGRA!{ TNPUT DATAIDESCRTPTXON
I
t
T
I
Culvert Dianeter (ft) ..
FHWA Chart Number.
I'HWA Scale Number (TyPe of Culvert Entrance)
Manningrs Roughness Coefficient (n-value) .....
Entrance toss Coefficient of Culvert Opening.
Culvert X,ength (ft) ..
Invert Elevation at Downstream end of Culvert (ft)..
Invert Efevation at UPstrearn end of Culvert (ft) ..
3.0
2
1
0.024
0.5
200.0
0.0
10.0
- I ---5
I'Starting 81ow Rate (cfs). 10.0
Incremental Fl.ow Rate (cfs) 5.0 , '
110.0
0.0
0.0
0.0
Ending Fl.ow Rate (cfs).
Startlng Tailwater DePth (ft)..
Incremental Tallwater DePth (ft) ..
Ending lallwater Depth (ft1..
I
I
CO!{PUTATION RESULTS
Flow Tailwater
Rate Depth(cfs) (ft)
Headwater (ft)
Inlet OutletControl- Control
Normal Crltical
Depth DePth(fr) (ft)
Depth at OutLet
Outlet velocity(ft1 (fps)
I
t
T
I
I
I
10.0 0. 0r.5.0 0.020.0 0.025.0 0.030.0 0. 0
35. 0 0.040.0 0. 0
45. O 0.0
50. 0 0.0ss.o 0.060.0 0. 06s.0 0.0?0.0 0.0?5.0 0.0
80. 0 0.085.0 0.0
90. 0 0.0
95. 0 0.0
100. 0 0.0
105. 0 0.0110.0 0.0
1.31
t.65
1. 98
2.28
2.58
2.87
3.16
3.57
3.89
4.29
4.73
5.2
5.71
6.26
6.85
7 .48
8.14
8. 84
9.58
10.35
11.17
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
6.57
8.18
9. 84
11 .58
13.4
0.71
0. 88
L.02
1. 15
L.27
1. 38
1.49
L.6
L.7L
L.82
1. 93
2.04
2.t6
2.29
2.43
2.63
3.0
3.0
3.0
3.0
3.0
1.0
L.24
L.44
1. 61
t.77
t.92
2.06
2.L9
2.3
2.41
2.5
2.59
2.66
2.72
2.77
2t8L
2.85
2.81
2.9
2.9L
2.93
0.7r.
0.88
l.o2
1.15
1.21
1. 38
1.49t.6
L.7l
L.82
1. 93
2.04
2.16
2.29
2.43
2.63
3.0
3.0
2.9
2.91
2.93
7 .18
8.73
9.47
10.08
10. 58
LL.02
11.4
L7.7 4
L2.04
L2.29
L2.52
L2.71
L2.87
L2.98
13.03
L2.93
L2.73
13.4414.3'
14 .98
15. 55
I
T
I
HYDROCALC Hydraullcs
Dodson & Associates,
Phone: (28L) 4{0-3787,
A11 Rights Reserved.
for l{indows, Version 1.2a Copyright (c) 1995
Inc., 5529 EU 1960 West, Sulte 314, Houston, TX 17069
Fax: (281) 440-47 42, Emait : software0dodson-hydro. com
APPENDX M
RAINFALL P RECIP ITATION DATA
I
I
I
t
I
I
T
I
*****HyDRO ***** (Version 5.0) *****
IDF CURVE
IDF Curve for Various Return Periods
3. L53 3.895
2.3L8 2.942
r..738 2.280
1.098 L.492
.650 .907
.4L9 .585
.245 .342
.134 .186
.070 .098
.047 .056
50 Yr L00 Yr
5 .367 5.773
4.232 t0.5993.444 3.783
2.376
r..502
Date 05-04-**
Page No 2
2.642
1. 685
Intensities (inlh)
2Yr 5Yr 10YrDuration25 Yr
4.939
3.851
3.095
2.L06
r..318
.850
- a97
.271
.L42
.096
5 ruin
10 min
rb nin
30 nin
60 min
120 min4h8h
r.5 h
24h
4.350
3.334
2.628
L.752
1.079
.696
.407
.222
.115
.079
.969 1.087.s66 .635.309 .347.t62 .L82.110 .L23
T
I
I
],AURANCE RANCH NEAR CARBONDALE COIORADO
Intensity Curve for 25 Year Return Period
Rainfall Intensity (in/h) versus Duration (h)
I
I
T
T
t
t
I
I
4.94*
3.70*
2.47.
t.23.
*
*
.00..
.00
24.00
6.00 ]-2.OO 18 .00
T
I
T
I
I
I
T
I
I
T
I
I
T
T
T
t
I
T
T
***** HYDRO ***** (VerSiOn 6.0) *****
IDT CURVE
=== !'ifs Created on Intermediate Directory: LAURLNCE.IDF
*** END OF RUN
Date 05-04-**
Page No 3
I
t
T
I
T
t
I
T
I
t
t
T
I
I
T
T
t
T
T
*************** HYDRO - Versj,on 6.0 ***************
* HEC19 / Oesign Event vs Return Period Program *
Date of Run: 05-04-**
rDE CURVE
*
Page No
--- rnput File: C:\HYDRO\LAURANCE.HDO
IDE IAURANCE RANCH NEAR CAPSONDALE COLORADO
=== fP!" CURVE Option Selected '..
loc 39 28 107 9
I
---l' the r,atitude is 39 degrees, 28
--- The longitude is 107 degrees,
RPD 25
--- The Selected Return Period is
*** End of Conunand Eile
minutes.
9 minutes.
25 years.
T
T
I
I
t
I
T
t
I
T
t
T
T
T
T
I
t'
lf
T
RANCH AT COULTE,R CR,EEK
PRELTNINARY PLAI{
DEVELOPMENT SUMMARY TABLE
LOT SUMMARY
INDEX
, COVRR SEEET2 PRELIYINARY PIAN SHEET 'S PRELIAINARY PLAN SEEET 24 PRELTUININY PLAN SITEET 35 SITE PI.AII CRAI'INC E DRAINAGE (SEEET I)6 SrrE PLAN CRADTNC & DRAINACB (SilEET Z)7 COULTER CNEEK RTDCE ROAD PIATI & FROfiILE SrA ,+OO rO T9+OO8 COULTER CREEK RIDEE ROAD PAIN & PROFILE STA I9+OO TO 18+OO9 COALTEN, CBEEX RIDCE ROAI' PI,AN A fuTII& STA 48+OO ?O 72+OO10 COALTER 0REEK RIDaE ROA PLtIN e PR(BItrR sTA 7z+o0 TO END,I TISEER CNBEX L/WE & NEAI'OV CIRCLE i.6TN E PNOFILE
12 SADDLE DAIYE PUIN & PROTILEI8 SADDLE CINCLE & COULTER UNE PLAN & PRATILE
14 DRIVEVAY 3 & 8 & 19 PI,IIN & PROFILE
15 MAS?ER ATILTTT (SEEET t)t6 NASTER ImUTr (SEEET 2)
17 TATER DETATLS DRAINACE DETAILS
LOT 1
LOT 2
LOT J
LOT 4
LOT 5
LOT 6
LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
LOT 12
LOT 13
LOT 14
LOT 15
LOT 16
9.67 Ac9.72 Ac5.47 Ac4.60 Ac4.37 Ac4.19 Ac4.47 Ac4.43 Ac4.42 Ac4.+7 Ac6.39 Ac7.53 Ac6.88 Ac5.42 Ac6.72 Ac
11.21 Ac
LOT 18
LOT 19
LOT 20
LOT 21
LOT 22
LOT 23
LAT 24
LOT 25
LOT 26
5.82 Ac6.46 Ac5.80 Ac5.28 Ac4.05 Ac4.9'l Ac5.36 Ac4.95 Ac5.53 Ac
NqI TF',R
CDNSTRUCTIIN
\\\\\\\
TOTAL
ROADS
OPEN
SPACE
155.57 Ac
20.57 Ac
302.57 Ac
TOTAL 478.7O Ac I
I
GRAPHIC SCAI.E
(![rE )td= 0n
APPTICANT OWNER CTViL ENGINEER
ASPEN VALLEY LAND TRUST
c/o .k t,E, CoeLwt
9OZ kiu SM, 8t*.Ulernofteb @ SrAts
SNOITMASS LAND COMPANY
c/o te Stct
OOg A,.rr.t btlai* Ottle
P,A .tu 6'119..|wurrc, @ 81616
SOPRIS ENGINEERING LLC
5O2 hia S:M.suib ,AArno&la @ AtA23
SHEE? T OF
'7
/-ii,i.Dt:)t)); i/ ( a( ( \ \
}+i ),1,,,'i'
,i(t.'(*
I
.Y
\{
i :ra-sffiry':tsi
',€i:iffi
u 1,,,ii,lb/
! ',ltrtr /
l(,rtltdil
- -''.
,) iii :i-.-_-- _i\\l\ , , / /_R/ z -- * -_ -nE= '- .-- ---\il\\iJ\\ I r /',,,' I\ ( a -,=-=ry =: -- lr\rri.i\rs.\\ \ '-..4 '- 1U Z%-1: i
= \\\\\S\\it- .-',-, 1lt7_l
,',(,-',ii'- - fl==iiNlll\\\iS u i i / 4 i !!:( <,,'-:'- -_&: : i .. v(&i(\\\rrl\)i...t r r i i i t4 i\\ilt,, 2--:SS*:'.'.'',.i;;.r\rrrr(l i. ;,i
trr6--l
:-r"-7.1
ffi n ncto*y l.ap-\:- /duil ^ - naDch At,
PLANNER
CIM A?i/,g/a, CO ArAd
I
I
t
I
T
I
T
I
I
I
T
I
I
t
I
T
I
I
I
?EEI,IIIINI\RY PI.AN OF:
THE RAI\CH AT COULTER CREEK
LOCATED IN A PORTION OF& SECTION
SECTION 6 &, 7, TO1YNSHIP 7
L, TOWNSHIP 7 SOUTH, RANGE
COUNTY OF GARFIELD, STATE
SHEET 1 OF 3
SOUTH, RANGE 87 WEST OF THE 6TH P.M.
88 1TEST OF THE 6TH P.M.
OF COLORADO
PNIPE d'7 )tNc2tPtrox
7 PINEL Of LA.yD AEITED u{ I Fotr Ot{ O? Sg'UOtr 6 *7. I0UNAE'P 7 SatffiL .ptIEE A" t$t? O? ?EE SIX?IIPRTIEIPAL ,YERIDT'I{ .ITTD SEflOJV
', 'I'iBE}P
? SO'II&,R.$ICE A8 IEST AI
"EE
SIXTE PRIMIPAZ TERIDilNtr,CtRFIeto cvtltTr. &tt R/LAO. AttD tS mRA plltrtqil/ntr
UES'CRIEED AS MLIOJS:
LoAIa)iUl\e Al
"AR
IOEIIEI|S? @RtlgE oF St D SDEIION
7, 1 AntSS Ctp 56457973e ,921. OF tAE AS.
COrA.RiIUEI,]T LI^ID OF?ICE; albd A.OCJ3|'ArE. a d&tuuol ,,29a.W JW; al*w A.@51'17-J, d di&@ ol /AA6.51
.twa; lrQ@ S.oO'A5'o?8, a di.tu@ or rfrA.44 &;tlatue 3.0336'06-7.. q d*tu of r,A4Z67 M; ,b@iLOCU'2'-r, s dasdw o, t,321.1O .fdt: ,h8S.AgB'irf., d ditl,ffi o, t 3.el tol; ,rwjtoo'12'41'Y.. d dld@ ol ,,350-ro P,; tlt@S.AAg)?r*, a dlslaw ol ,,grA.Og fr: tbw
lLOrDS'3,?r.. d dirta@ ot r,SZT.rA bt; ,Ja@ilA9'r9',8'L, a d&t4e of ,,A16,66 &- trt@
N.Of39'15"J.. d disl@ ol 1 32272 !d; Uw.)V8959'2r8. d ditu@ ol riu.rs Jd; tbw
A-An97'04-8, d dirad@ o/ 6,Olt.2t lot; Ita@
S.0O'49' "8, a ditu@ of LAAJC ,a,; tjswItAyl5'498. a dlsca@ of d8-15 ful: fia@ S-M52'56'8.
d dLtla@ oJl' UA-OZ N; arq@ t{,AfA'O4'r. a dadd@ol 4432.54 fut; tb*c 5.M41'O.rE, e did@e o, ,.Alfi.tz
!eet; the@ S.ArA9'Z.E, a da*t@ ol ,,AAA.97 ,st ro ttgpIJtT 0t" co,yEtEErE tT.
Con ainit g 20.852262 q@ ld q 17A.7O2 @8, M d
@t@[@
N8Z@adEm-or
MiltrEED
@cb@
.t&fp'fi-t ,315.55'
-ffi@E-1
.d
dL-q
-:-=:-&*Zate*
i.-
@t&gm
GETMC@
@aaE4a
t..-E
Et3:cil8E!.4
iEiS
o4d-..fr4E {*--.-!P
waa@n
soRrEroR's sTafEvENt
I, XINK S. BEITIR, DO HANEDT A?I?8 TZAT ?TIA PAEUYIil/NT PTilI ru.S
PREPI.RID Bf SOPRIS AMINEERIN IItr.trOR S.EOTaAS|S Ir'tND COllP,/Itty A IO ?gl?rT IS ?N/E l]ID CVRRMT TO 7A8 BNf OI' TY AEI,IEF ,.ND I?PUZEDCE
ET
-Y,rRr S ,r. tp. 2813
lU?E
WO
OWNER
SNOWMASS [.AND COMPANY
c,/o Jd Etwd
OO21 Eual .h.dab. CtftL
P-O. tu 8rr9sMW, CO A1615
m&
APPLICANT
2) rc m ffifl *D-fE ffi ru E &OE Affi mfl ffi Cmrm. ff(r) H wm eilN6 ff s m BY ms 25-7-40r. fr. sEa, s rc trsrumsruOE TrerubE€R fll E EOEO
'X
NYOTCUC WI. & OTErc WTS ru E &OXGDdlflmNffisf, m&csMmsDEmrc
ASPEN VAI,IEY IAND TRUST
c/o ktt]@ tufri
3O2 kan srn3d, Suire 2O4Carto&L, CO A$2:,HB-?-'ffii5!5G
GRAPHIC SCALE &'g;ry-
i-]lgt- "
i J) &orilERsG|ff. ffintBRffi eR[3oolcgf, Eoq,gffi lffi$lE.utrm- co(fl[ REdtItrffi ffi EctrD rc m ym G ffi m nnHnor olTcflEt @rurcEDq'&EPrcgMlmmlMffPq- USflCPRetnTN mlffi [nzffiG, rcffi ffi O lff M WTIIISB PffiENft NEffiE NIMM,& E}tr'f,TGD Mm &T ?lrEsE Rd6eO ffiE !{0 aAAS @ il€ffi ffi 6nffi trmffi- A @O ilriooucmYsoutr€m g# ,mm E -l M rc ruil. uffi c g&
ru r@IURd ror Or BY *E @UMOO S rE lJmr EnE}{gd trnCE fl qXFEU.rury
4) rla trrEROR USlrc ru g€ ilE ffiM Ardnr NECESiFY r,O Att ErrEffi ffimc tr[.l BE. recrED Nrm, rrc n€ Nffi 0F rlc 9u6o( ExcEPr Hlr Piot{sffi My tr rm€ mM F& Sffi Bre fflr ffi m ru ffi[ mmr&Gs
5) ffi (r) DOG fr E UOIIED Ffi ffi FEsD€ilr[ UMr *.o ]HE DOc SAr BE REArm r0 aEffif,mwoildslffirffi
I
SMRTIIETE
@oo@
PTANNER tmi=Li#TG Malloy. Consulting, LLC
c/o fid klw
1OZ ,tu* DriDClar&d SfiqE CO ArSOl
( rEEt)
1M-,lOOI t) $mEY - tNotiltR slMtt
tr) y:*|offff,ff: -*
SOPRIS ENGINEERING _ LLC
CrvIL CONSULTANTS
502 MAIN SIBEET, SUITE A3
CARBONDALE, COLORADO 81623
(9To) zo4-os11
F.r.F5
*-\
&@ @ro@urB6ffi&l@[Ma@lBNYM*6ffiIilrcffiffiBffioffi*@- T&ffiUYK..m€lslmMm6HBffi*rcffiIt8ESffiftOAEFffiBffil@
SEEET 2 OF 17
rHE RANCH'Xfl,T6tirrrn cREEK
(nEEr) \tid=IOt
umlE(mEdm)mr m [F* #ffi* Pf ffi ffi,#rull ruffY I { 1& Sw2 *tff,Y l I tm 1.8@Jruf&Y14WzO'oI4stfrYta&
rerEr r a a@ s ftf,w2 *tff,Y l I tm 1.8 7.D@Jruf&Y14W2O,I6oI4lwff,YlagtsmU5 sIf[t 1 a {s tfrstif,rra{ulmffiu0lwff,t1a{|BEAg, lwrf,Y 1 I {{n zu LguU :rurf,Y 1 I {{n zu LgM! SEfTY 1 I (E ZG L8m9mIFf,Ylr+&MZ&uro ffialI 1 a {€ t.E m6ilffiFlYttu2t$6w12sfFf,ytl1flffimfiTJruFf,Y11ffiNIMglf iruFf,t 1 1 t{aglf!ruFf,rltl{amu
m$srurlYr4dr5m4Bfft6 grufru I r !t8 26 u@OIIT ruF&I t { 16 tS ffiUlEffiF[YiI\frulE ffiF[r r 4 5M 2M_ amullffIff,Yl4d.a*lrf,rr4f,6wt&w m !t[E Flfy t I t7!a ts wwaslEfff,Yt4W&!mw 2 *u ff,t I 4 .S ZtS 1.95uaffiaf,Yr4.{.& zt$ 1.95ua irurf,Y r 4 45 2A Im2lffir&YlaLBurzrs.f&rrtffiuffiff6 *UFnY I . S1 tS rcawtsrfllr{Nt*Effi.---_1ffi----5-
nlsuTe(m&xtdts,
mE w
MF' EMUX5 MMUffi MMms ieimffiitrNETA HAf,H$EM8 mrH9Emc mE6ffm0 mEmwmE mlcmt9EMr mE@9ItMe mEmgl.f
m0Dt6rru(mxffi)
ME
m
il
mffms l@$!
qB,E( ME
LOCATED IN A PORTION OP& SECTION
silftro'gfj lrz&r9'\..
mo n0, ru (87 soE,
SECTION 6 & 7, TOI,TNSHIP 7I, TOTVNSHIP 7 SOUTH, RANGE
COUNTY OF GARFIELD, STATE
SHEET 2 OF 3
:
T\.al
!
$
x
soEls)
t
T
I
I
I
T
t
T
I
I
I
T
T
T
T
t
I
SOUTH, RANGE 87 UTEST OF THE 6TH
BB WEST OF THE 6TH P.M.
OF COLORADO
m o no*.J,5 (E sr
{ {{{ r
5 8Ba 3
{{
ona.t'@
GRAPHIC SCAI,E
e=-'--'=''\\i:i-ii:i:, \ ..\\ ,-
aointAts:8ffiFqq!
[Is€n0(il&
2tm6GA
€rsffflr rcIES:
r. rc€$ EMMS M ntVAfE.
2. {r 7RrcIS M ilNET t?tqltq ffifl6 fm ffiffwFtf6mffffiEMllrlq-
J. [a Aru$. lmrqild (tm) * uTtLtTt ffEEI{B ffi ron rrGff ffiES ffirlr,d ruEs orufrrs rcm.
I
F
ts
MTf,Etffioffi
Ltalr.Et{lx
[710
t.tEm6m
52J6s8
mmrs
2qII
ffirumlm6ufiIr[rEcmnoxImcffimsffi
6tln[.n[E/G
Sera'$J t*3.e1'
M ffiW NWE SEEffiT
Affi'UruZM'ffiLOI
SOPRIS ENGINEERING _ LLC
CIyIL CONSULTANTS
502 MAIN SIREET, SI'ITE A3
CARBONDATE, COIORADO 81623(e?o) ?04-0311
ri
I
I
ts
&
Q#P - &AasrB CIEB U tNB
_1. . TTMIT8S UXBNNND PfuW UR
G_oh- . INMA76 WIW NU JEE M UM
-rw6?wuEm
6 - INDruB CW
@ - r.,rrr"rto r*
ffisru /-1
W)i;;,\
1 it\! ,\'.
1, 6,
t l)tt
$il,|i((((i
N)itJ,
S',' ', t..\
mtmircroM&mmwmtrmM
rc& al@roi:@ur&sr@*.l&&mE6m{Y&6uBsffiInrcE6miruwds6$dffi, f,&ffigY0Y^ffia@lmdvffirNrcs6*WEBBEEffiil3UESffi
&rnln'afa ,A,0-67'
STTEET 3 OF 17
I
t
I
I
t
T
I
T
I
T
T
I
t
I
T
I
t
I
I
a
LOCATED IN A PORTION OF
& SECTION
SECTION 6 & 7, TOITNSHIP 7
1, TOWNSHIP 7 SOUTH, RANGE
COUNTY OF
SOUTH, RANGE 87
88 TIEST OF THE
OF COLORADO
IYEST OF THE 6TH P.M.
6TH P.M.
GARFIELD, STATE
SHEET 3 OF 3
rua 5,{,ut *rf.lE6
Oc$@
?REf .I6tlc, e[ItltD@
I lo?t| 2Jl,g 4a
i na72@
I
I
\.'-\
Dr
ffiffiflrol|aE SrE4*rr
GESS
'ffim
aE ,6,434fr\ ar5sr
GRAPHIC SCALE
.. 448an I rta.'--
r'r''tr,. -Y
t a r'r'(rrEr)rish-aoon
rcG ffircMWBffiffiXU
^@ss16sI&rflB9lEmGt&ffi&,wlM$8ffi. r5ffiSY5*&9I& ^xYffifidrcsftYdffi&WUS 'M BE DTE f dNrcAB slm @
/ SOPRIS ENGINEERING _ LLC
CrvIL CONSULTANTS
502 MAIN SIREET, SUTTE A3
CARBONDAIE, COLORADO 81823
(s?0) 704-0311
I
\'/\ totc Ir \ ,4174 4L /i. \ {tad /
4ta
aDfln4&*tL
a..rrr d
sd-
/r_
7"8 @
Or9@
SETE? 1 OF 1?
PREUMINARY PI".AI{ OF:
THE RA}{CH AT COULTER CREEK
I I I I I I
-lC)-rzm
a
rr1rrl
a-,mm
-l
3cH
Er
-Un
-U
rrlv-{
A,ie ,6e:00N
ASPEN BLUT
SKY HOLDINGS, LLC,
0t,f i oD.rl, , 16
rErirrsiiiEHfii'
iEgliiilgs'ilE
EHi,I$,IEifiEiigEiEE
3 * ii ! a
z iE !
'flg;
r>I>zi
Pg;FZi4>"j-.*
t+
Pq
{s
wf-
-0xo!mn{
a>xa<-0
Trl
LLorCDO-
=C^l,t
ln
rf-o
-
I
a
I
E:I
,l| b6el
@s r
Itt
!EEa an
F Hq
IPEssB
HX
o
I
E
c
d
g
I
ts
E
BI
a
su
A
6
g
O:I,U>
O,U0v
rym1-{:n
ry<
^\ c)(JT
\) 76a
l+
I't --l
--tnCa
-l
wr
-0 IIIol-U
rnv
-l
IZ
Ir:
Ir
l=r
lr:ln
lc)ItrIlzla
t;lclol-rlpr
lc=lz
o
}u
|U
o
uo
tE
g
I
T
li1taa
TT
li
ti
i
;f
E
J
I
a
&I
t
!tpil
I
F
3
z
co
c0
(^)q
1tll,1qit;
^;':Xiir-\:$$,
,/'\|a-l-.\.\1./--,-"t) P*.\'- >)r^cljl_.2- I'Ur r -7ig iiwiFlil:,r{
#;R
z
CO\o
a
CJI
co
rr-1 tr#
ffi
-->z/.=^'-:))
:--1 z/-=-aa
: -=--
l, / ^:-'rlll.-.-rllil
r ll//i -- -llttlt.-
:t))t r
t;r$[i{flW.r;;,l
NNW
l\rl llrliiilt,lr,illiii ;1i1 , '"ti"l l ,j ,' )
rurrl'il'rrl,t'tiltr;l,llrrilriitiit,! t i ! t t /
\\iif,,il,$il0','u
.,li,,tii
ll iiili ,
tl, x\tll$lilrll$lg{i,,,i I
j I I I i
Ill:;Hrtr,f,llll:lrl,llr,',iilltfil\'\,t 1, I t
ill|flliHiiii;trllljiii,sl t $ 1 I *flriiLrHi:liHrSriEirHrrErrH I rB I I r
IlffitsiHiiHliulifilir,liirn 1 i J ; I
trli#Mfiu
)o
<a;
) ) ),,i
(rt!;;1,71,
r,,,'1it i.,'r l/,/i,
?y:i911,/,:1ffi
Z';Na ; r i'rirlr
a\:2j'i\=--?
z---=l=f5
a 2-:- -= t
ffili;111,i111 tiiD,$il:i,iD
/ t,t,at/.fl,FlJ tit/| /i / / /--
y/i,1Z*Wl/;iijrz
),L0"00s
ITI ITI III
I I I I
\qnfii
Wir
:T
{i.
f.-=ASJ:
ss.u
$I
4,,r{;kif$
N
!4
ll
r\r
7;'
r- /
tr\\\l
\^t,fr
l.+tir\i.\ -.)','?d,D'\-- j.r !{_ -r, - !r,t'Z- \
-
tkt:i.)1-I - \-\\ \---
\\- t:-.--li:-:z7ixs+:-<
ri;Z;45*-:--
71,' tttlrr
',/,/111111
\: .--
-.-*---.
r---\
I ..--:- - ]
-\- =::\\s
;s_:i: - --I-^--::-{-17=:}
=-S 5 =?=:. jy,*Rrs:?:
m$iBY+rtlll?+'-'.;---1
;.\r*ig]---,-g _.1
W
/'_r
ti:nt
{!,;,iltsl
lii ?,'
i:s'--ir\-G
/ool{
rl: -
l--.
:. H==Fl;ffiffi
:fY?-W:;3=#
L;il=Ar=^
-7\a-^\
:--r\\--\\
--\\-\\
- rr\\
. .\\\rt \'
r\ \)\\\'
.\: .-\:
t\"
L-----b:
1ti=
WH
F/f-_\, /ta i:|/4=\,.TL^\
'v\Yif,:''ilz R.r
7;N:,
'z ;' .l' '.\I _-. i'.'.--J\
i- -1\ I;-_ _ rl-j- it-_
--veY7
.$.P
t$Jr7,:iJl't'tv,
,\' r/,'/
:i*26{/;_
'!,Y- -
br?l:.---._-"
I\act-->::
[i:']
ffiB
$ff
I
ll-
irir (
,/ill{.
l,)t),
',,t /t.
W _:-
Er
Tfro"lJ
mn--l
TOom>ztril
J70rru=
rrl
ooCZ-l
X6.r
6E
cY1
=N
@
n
r
N
J
rrr--u
@
n
r
N
rr-r-o
,UO()rn
>2.oil
-)Ofr-a2
m
c)()
CZ-l
(/)
@\o
ul\Dl5l
\
o
?z
N
a-f,a{
''\I',':\
, t'i
91o
:,,q1,6e .IOs,2L'EZCI
,9t'B1el
(,p
o
F
z.tg;{r
l\,.-0,Vb.0
G, BENNETT & JUDITH G.
SHOTWELL (JT)
&
CHRISTINE S. & KENNETH
S. SOULE
OJ
T-
-UnoT
rrlx
-.1
3PssF
6
,,,91'LEI,T
n
^J,
o
-l
-lC)
:E
trz
rn
amrn
a-mrrl
-l
cn
d
IrurgiEgliulti
Engr;itilifrlitt
- ag.a3 i3 i" flt :i' t'I
5
o
cBi0
o
(A
c)
E
if;
T
F
3
rc)
ILJ lz
lf,l= BE
EI-{ F
lslrlIlrol=
lz.
UIrrlotoz
I
t
=0tl
@s I
I sta ,as d8p Ht
s
!
p
6
t
5
pI
B:
i
il
6
d
E{
n
I
?
T
\f;
3"9a,6t"00s
.H
sEi
iFHa8rjgE
sd
III IIT ITI II
I
ti
T
I
I
T
T
t
T
t
T
T
T
I
I
I
I
t
I
IItLI I
tli!i,/./,/,/,//
,'i'l'l'L',1
ffid
kfil
.r' ,' ,- -\/ / / _/
/,,",';--\' ./ 9,'Er?'','
/ /- /
,' ,' ,-'--
,'//./'///.,,
*i
'{.,t,
r)F
," i,"' ,"'r"."JYt / / z'
, ' qs/ ,/ tr,.
Li .4$,t t ,
i, Bi$,'i ','',
t.'trt..tr ir tr(Q
\\\\\\\\'\\\\\.'\
'r\\\\ \ \rrrr\t\ \\\\\\
,r i I lllii
t I t1ilt
l"Ud)--Q'8"
i\+{\t\i'l I It\:\
/,lrr\t'
LL]z.a
I s--[Y.-
LL]FOZ<LI]C()M
.I.,..:" \y___-' --"/,i '"-)'..'. 1..r \tn iL-
ft,'l-rr q)
i tc$
,'EB
ll
\
t".r/r'r'fu
/t.
Il!\11,'r r9Y t ,"."ri,SttIirrir'I t .!t'rii\\''i ,, i ,t ,' ,'.,'.,',')'\i I 1t,., i 1//"/ r' r',,',r,
__-_-->1327 ,r5',
'/,,,///////i//// ,' / t t ,' ,
//////////i / , , ,' /
////
fEt (aEat*tfEsrn mPmI 8- Trteffiffi$ 37+24SruSA=7+OflUV- mm
AO - -&OK-&e
mo@rc
e tr5nEsffi
wmT
LW PONTrysrus
-mS
ilI - l+56{'r*st- 7WA
CATTLE CRETK RIDGE ROAD
PROFILE
NIT TIR
C[NSTRUCTIEN
GRAPHIC SCALE
(rxtBt)
I bcu = lo(l lt
5@ IA Sng, SJ|E 6cil8om[E, co am(9o) &Efi
\ / 'r\\/)
i i r'- -/z
. _ -,1,7'l;,l,li,"-&:+--1
i7..\1
it-
.-*_l
,r\
\72_\"
t-l-o
\r
(
[79,-'='.,
)'l
,',' ,/,r}-
"E//i;r\/\)
CATTLE CREEK RIDGE ROAD
PROFILE
NIT FIR
CINSTRUCTIIN
(f rE )1id- rm tL
-).-/Y/$r/ / /) / /lt H / / /-t
-><,(\
\ , \ rl!*i'grer',,,tr.'...,
".
r, ..,t, N
', i.'\,' \)iqgi5r,', \e.o)H/
l-riIti
\t,i,"nblKN
5,\ r.lg2t40;0e. =-
---tr'----siffiz_#
$';)\,''\Yz' '
GRAPHIC SCAIE
BOAD PI.A}I & PROFtr.E
qltll8 CEET T!I&!f BT'ID8?l 19{40 TO 48+{X'
:1 -r:.j:ri,i i:iiln!j:i!:,+fi:,r
t
T
T
T
T
T
t
I
T
t
I
I
t
I
I
t
I
t
T
i
;$1;,+'
.lf,l'. i
D
n
r
N
J
rr-r--U
no
fi ,t5xlEaEgrn
CATTLE CRETK RIDGE ROAD
PROFILE
NIT TIR
(rrE)
1ie!=l&t
GRAP}ilC SCAI.E
CINSTRUCTINN
rII ITTI r I I r I I I I I I I
,,\a
I
E;
aIp-
t
o-frTDt
o
[or!
FttI
-o c)u>o-{-r -l
=Ih rrr
oxmrrlx
uxdd!
.!
xUE
C)mnt
O
Uc
+
8
:;;':':.',;lf"**,
7 1ii1iffi,: - ., _"$.$: l\i\ i lj
|ii/Z:|ffi',,-dplytrr.i, . --- ^NlF{,$*" .- - .. - 1.1-:iit:- -: ^[Nlg{,Y --_-- _::-- --ff;\:\-:i\:i1',',',-- ^ JW|X- + -,1 ::- ir - ;d\\\ii\\.'r'./ .r/ __mf ',, .-_'.--:-:--;7f'\ -\i-::--
i 1',', r,', - - W J r' r. r'.,)-: :'- :- / ;: Nt'r' t','r'--*--lffi -'r' r','. :--: :'--* tx .--N\:
'r' ,'.
"
*- / /'/"- -' -'1-,
::.::_t ., ffi[.;.' ;:;:1;:i6, j-i:: - N1:.' " _"/[il,],',',',,',1iN:,').' I,. - -:-::-' \ r I --
,; : _ _ -ffi ;; 1:;i;::E:i',1'.' - ! :- _-,: _
;:,/ffi_:',,1ffi,,; ---,
'', ', ', '-1.- -,- - -
Y/? - :/:i/.:l
",'''" "
: ;-\ - -:
-\IU.t-rL . /4/_./t \\. ,. \ - I \*/
,' ! Wrur',,//:,? /" )'',
",'-,
-
: ;tr; - -:#[\{z;iZil'. ',',,\ t- ,,'-l-::1;reflfEXta:;ir.t: '.. \- '\\, \^ .,.','Wiilst(,.''.i',",::,*7l4/iXV.. ''\ ''.'',',,'^ ":.: -+:;-':._
i-,ffih\'-.:'11>,,, t -. -. r r'r ).'-r'.'-T--.1------
KiN/-.}'i \ l-.'l'l'l'.1 I ;' i"i;+-': :'\J/ \nN,-;j.',-'---'frit(
1r\\i'
iiiln,i,;.N* t- .i:*: Ai, i.
ma'rft,ffirt..,4,.i s W:: .6:?:il$bf Z, rr N,''i )) ii5ui* - +-' .'$SiiZ'; : ; ii.w;:lllN\\{\---Y.-:.-
+I
'x--r*'tC\t',trt'i;if l\\'i\\\"ffii', \ij'ii.\\V, BJ
.// q,
\ , , :'\\\\\\\\'ri!\\\\\\\,rX,. \l i i'l\\\:,iii:i\\w4111\'\\:'.rt\t\\)ro. 'lz'1".\ia,,\\\
rc)ln
hrl
l5l*ln
lz-
BH6ilEd9=
-Po
XIE:qE
8d
!do.ts
$H ,o
gHE
BpF
uEr
EsB
Erd
IJ
td
IIIIIITIIITIIIIII
-u -rl
il(nO -r--n rrlt-xm
C)frmgmox
l+
zrrl
-u=
;0tllo>-T1 UrOm=
C)
7
C)rm
tc-)ln
l*t4
l:l*
Ic:lz.
oi0
t
o
ao
E
9r,T
Ex
f
Io
"EH;r r <l
N,{uiBi$r
b.'g-
^rH;r <;:glrl r6iu;
bo
" frfi
-F;i*{
'r (>_-o
E, r r Jbhtdt,i-s'fi$
dE
gsi
F
E
5
E
E
5BvCSr 6+50
BE 7J74.26
EVB 5+00
€vc€r 7376.S
BVC€i 7372.7!
////////////,, t
-tttt,'tttttrT | :,'/////////t,// * *
lliilil!,"i; I
/ crtvjo2
,b.,a,
T
\\\
I
I
\\
/////,//// //, /
trtti.ttir.r,/,
/c-y 4r-lM r
ffi*ltus1 \
Itr I
/y/
,' ,' ,"li g (-4,'',\bl1I ,:riQ'j \or '.-r' I'r F r r,r
(A
CO\c
,otlq
rU
ru\
oCr
rrl7
-t
t(t
/ ll
i ii''t'- \
\\\\\\ \.
\'\\i\\ \
I t l (J\)\ \\ r',\L r
I /ll ;IlFt\r',1 'r
I j - J'1---\----f--f--f-. \. ,' t i S.tft ' ,'. ..
-' i /irr\9 r ,'.Oi'rt,'.'r'r;*ti,r) )'
,' ,/ ,' 7l /
e$aETEl'
+FHE8i
=frH
"a
T
T
T
T
I
T
T
T
T
T
T
T
T
T
t
T
T
T
T
S;o- -"-::i
=t:; .-1.1t \ \>ftW
/ /,/ /,/- /. -, ///././/,/,r,/////t/,///H,/////72/lu /-,/'' -/rrrr.,,.,.,,-.,--.-.-,....,4
s m.E cno.ElllreTlq
ffi mt E.€V - 73r2.n
BGH mr frA - &tttomSIA'45m BIY - 7372e0D. r -ark - 5t5e
m Srl = 1&75mW- 7k@lG - -zql-979
I
{;:i:i\
SADDLE DRIVE
PROFILE
uraywmu
NIT FIR
CINSTRUCTIIN
( rf r.EE ,liEh-mt
GRAPFIIC SCAI-E
nr6M-F-a-r-zdE
BoaD pr,At[ * FnoFiru
I
T
T
T
T
I
T
T
T
T
I
I
I
T
T
T
T
I
T
tt'1"a \
"li
- -'-7210
gllllt ciaGIOID ffi mISIA - 7S@rusTA-7€
PU aB - Zo}m
AD. = -9.52( = m.79
m$A-2+$ru8-n?zs
( - ra62 m000d
rmmrci
6
PM STA - 1&75ru w - n2.90
AD. - 25'
K = 79.79
clru q@(rcmAD
ry- rmls
SrA - ,+2S
ffi m0TN- ru6&&
tlGfl PWI STA s S+74
PV$A-#SruB- m@U -{S
X - 3til
ry&rEB= 7ffi8m mTSA - &$.SmSTA'&$
ru u- rc.m
LD. = 7-7+R-bd1
SI : l+6
= 7Hm
A.O. - 5.mK-+.V
+
9
ilmwm00
uflilw7r8&
SADDLE CIRCLE
PROFILE
COULTER LANE
PROFILE
GRAPHIC SC.AI.E
NIT FIR
CINSTRUCTIIN
i+
(DrE )thcn-t00tL
,r6tu-F+r-2-cx
5@ W S'REET, STflE Nffi0xt,6 e1e5(9ro1 eBr
I
T
T
I
I
I
t
T
I
I
T
I
T
T
I
t
T
T
I
6r,,;it)
F-_- -
ru$A-$mru H- 733me[ = -2.19(3ff7
m MT ffv e 7Ul8wmll$ -2+s.ilru SrA - J+mmry- 7KmD. : -1r,73
Lo* roit Er = 7273$LOf,ffi$ =&$-2J
HEa ruTffi= m27
mfl PdilT StA = 2+m85
PU $A - 2# pu srA * f,+Srury=7Xl.@ pUA-7m&M. - -9.S AD- = {.tAx-lO6
DRIVEWAY TO LOT 8
PROFILE
DRIVEWAY TO LOT 3
PROFILE
(NrE?)
I iE! = too lt
DRIVEWAY TO LOT 19
PROFILE
N[r FIE
CINSTRUCTI[N ROAD PI,AN & PROFII,E
DNTETAY E
DNNTEtrTT 3 & 19
T
T
I
T
I
t
t
I
I
I
I
T
ll
lr
lr
lr
lr
lr
lr
MATCH LINE SEE SHEET 16
N\'rr q\\l l:ri:$ : -- j..ll:),f
,' I ' '' _-',"j\\N:i'X$);*.i-.,*X
t\ll.'i';X:,7-,r,),1 1,',,'l'li l i, -l-7'1,' ).l.7( -,,',',,,'',',',
;'i')',,')'r...'_
;r.., rX -;
,l ,,' ,l',,',,*****i):,-.,i'ry', lirr r i- ' r*{Ff--------\li
; il ) ;.,-,5-.---;f;1=;p,
fff/l////,7',',',','H
It/;il!!/ / / r t r.rt)
1;11llit/t///."/-
'i t i i i,!.1,,,,.,,,,',,'t ,2t1t1lt,r'- ', /., ,'.,'11'al|L'ztt i z
r7ii;i-fu,i t///ZZ/lF.!w\,::,,
it a/;'i:'2 aa, _:-- ,.,', , \',',', r\ I,,,,'ii(#Li.k r^'*"*, I i i i, i,
'r\rll i 1r
\,1^-,.Q$.\PR
t-i,'i,'li.(lll\'\i
l, -,
I iJir'il))))ii
ffiiiirtiilrffi(,, i i ) i i,r);',,;lli\\---* / ,',' );\,'r\,\' \\,\,)l
C;-Yl'llllllll',
-'\rlrtirttt\(to, \r rltr\));-\l-:..'\.'-r\
- - \'at.'- '''.'\ \r - rl'
r1!lt,,lFll I I I 'l
N8B'30',
/_r r i)
- ---- ' ,i ,' ,' ii ',,."r',t,t,;,'\t--t-"'i a.-\/.; : - -:' - r z'i
U:. : -Y; ; . ; ; I,i:\i -: ll ll .-_:_:_-_-_-)ffi
Krffid*w
i)'!U
\ rSr'r \
-a\\:---: :
'N\\.\ :
a\\)frn
iil(-1 _-. .--. -li---- :_;-:-1-- _ _71_;;;r==ffi{--_:__-*.ffArN----*-1--:]1-:-... j=::lo=;?-.:=t-:j2ffi ;-::_1:;:.-r--l-!;--.+;r---::-::-s-;_i-==:,'=i.=;=1ffi ::=:=i=,..:,7:.t:- j
-- , .--. 1 =---_:ra1-==__:j-,:i.:-.;_1_.,-._ttj*;-. j; __: i -_l=_-:.-: ::_-_-:-,-'z)t-:::':aa->=---::z=1:;:.:-_-=fu
=.i=--:F..:1_i:i.-::1,=,+\a.\,'r,)2112=-_77:;: j_--:::=ll:@-=-!+i.=:=-ii-+--=..S
- -./%))\\i
-\'/t.',/t//r,,'t>-{L.'t,"tl
\. '\\\\llili
,'/U\W
! s.tEry;."
---.21-','
.ti 2^'2 ,/ t ,, . t
.\ alof 25 r(
',-1-:.1Y.954 il ,'l:'"\\\ i I l
rJ \'\\ -.'/ t --- /-
,.(
v)c)O
$.
ry
-F
tt di$
:;-+,3\&
Zi \:i..i-: S\
N89"13',58"E
ll21 ac
' , \ ,r'fli
il f-)
€
FFulZZ
LrJm
,'i
)JL!
=F
Ia
)l t,J.aj{ r;8
ya
traar
M PROPERTY
Et,VELOPEtm \
I
i
(^)
ru!
o\
ts cr|.nar
O 2CO Fl
r373,09'
BLM PROPERTY
ZoOol(,)I
rol
O_l
-J
a, 'Ou-
JOt0-J
Z. T-r!o_>aY.<a
mn[ullmmBi--Ei-Effi s urcsmE uruE uY rcT
ffEPmT ACru[ ru munffi lr 6 E€ffi9&ilFffimmrcrfircmrgu unury wPlr€s m ru Lommx funuEPRlff rcffirulnz uwmINsuEl6MmA5'-6'IlMoimam. ffi$&HAEt-6'rffi F
mu cttrrucs mn ffi asnNc urunEs' ffi
mopcp mm m Rtr N E V AfD Fmm$ BAT
re MMIUY DPS OF ffi IS UNT^m.r IMTU A ilSM T 10 TEET EI*EX U1ER ITES N
wr& & sFrc ffi rsrs (ocf rc EE). F rc ENO]PMmffiwGnf;m6rcffigflDEAirsrraffiruuruNwGuEwmtrm. fmatrrcAxEffieE(ffiS&8€offiltDryMErclEaii uaurs BoB umiM N oEffi' gu Emiririm fu mruffisrca ffMr H iltrGemiruam tm. ffiT 5rc8 a ffi ffiw coilntcTffi $uE Rmffitr m ulff
Fm 8Y OdA6 rO. m nrErcm s. s€m6l:,rJsfi8ffiAY DM rc MVAIE ffiB AY fiE MMMt'ffini E t+ffi s ru mvAE o*i ru E E
IlmSSUrytrBEONAffi.- 1l:-\o
ll-)
ffi tF&m mEi-i&'GfffiftE-M wMnG rm^m E rerffiffimEs 76APmE0&z. ug-stiwr ^ ftils s Nu rcmE ffirH
ffiJ. IW UIER ffi SAt!Enrsrru.gD nff A 5{'wwmB Gm.e giislimrxmmNoBmwEffis
&Yffitf,ffitr2-r/2'DlmE.I IXRffiYffi TffiE$O.DEA UiM T6"- inBE6 tr amam &DNc ur*l[ tm N ffi ffi
ME
FIRE DISTRICT
ANTENNA SIIE
EASEMENT ASPEN BLUT
SKY HOLDINGS, LLC.
BLM PROPERTY
P
LEGE}{D EXSNNG COND'NO},'S TECEND
*
D
D(
fEIa
ES
Pffi TABYM
Im@ trflRrq rEffi & M
m@ ffi HmSI
MOPM TMJST Bffi
PREGD UI€R VIG
PROPM oJRA flP
MGM AECM ]RMA
rrt?llmsucg
$m c€ f* !r soLImaEvxE flr Tlr(
o
E0sreMArCm
ffire $oEreffifio reTnr
ffiff
gsrnc sExtER
ffi WAE
trSTtrG EEtff
gmre mB Pq.E
g(mlc lffiol5ffiTe
1
E}SISG$UTruFErcE HARRIETT MCKNIGHT BLM Fn-oprnrv
MIrc TE TEffi CROSBY REVOCABLE TRUST
GRAPHIC SCAI,,E NIT FIR
CNNSTRUCTIINimtj#(0rrEf)
lid*?Si
ar6NEUrunl-2'.{ffi
5O2 IM SEET, SIE Eclllffi^lq C! El6Z(9m) 7rsil
T
t
I
T
I
I
I
T
t
I
I
I
t
T
I
I
I
t
I
,
BLM PROPERIY CENTERLINE COUNTY
ROAD 115/1 BAR LAZY Y, LLLP.r1 BAR LAZY Y, LLLP.CENTERLINE COUNTY\i'i R 115
't: z --.1 L,'t-t--/.'//, /'/'// a \1 @w/U,a20rd
(,
(:)
(,q
I Lrl
inr
ruo\
TI
I
I
t
ru
O
@
Y
tLt!t
t
LrF
=(-
Cru
rU
-ia ^(r'\
50.04'
BLM PROPERTY
EIIYffPE T:.(ryP) \
I
II
.st(:)
ru
Ft!
;LZ
OF L.l
--) v
=v -l-il-- I., J dr'da .O
F
=
AUt
Lig 5 9a
.-IZU'I FL'Ama.r(-) (J
(,
r\)\l
Fq MMurto 15,cc
x
E89"
i,''n!;tii,W,' ,/l ti ,fi it t r 1i;:".
PIPE INSTA[trd Mr. F-q!_!E-!,qx!!!E N Nsum &mr^rw E ffi, ffi wE mE qoR 7fr lmEO/f,DESIz uqq,1s Nffiw
^
tm
^s
NB-E ro iiruilzE mmEms
J, & NEW WAm IAffi $l[ E NSIM fffr A 5._6.MIWU OEFIII 6 SW.4, U $moMc HPE AO Uqru w@ tr ru G
ANY RffiS lN UeS S 2_1,/2. WAE.5 IXRqYrBSIHMEWDffiAMM6-
NGES tr YEffi BEMI{G TAIEEAL UXffi N OER UEEE
LEGEND
MATCH LINE SEE SHEET 15
EXISIING CONDIIIONS LEGEND
re6€D ME XM
PMPOSD ffCM, ET.€Pflffi & M
From& nnE iffi
m0P06D tms [ocx
MMED WAIER VAE
reGtD Om Sm
PR#O6B ETNE BlffiR
,ltz nrBsEil€
sl!ilcE ?x n !oilr mx EErr'7lll r rx
a$xowm aEcmE
ilS'ilG MERGMD UCEC
MBG6
ESIIXG ffi
flsmc w rEr
ffifrGT@N
ffiMGryEFru
ffUG IUPHS€ PEDETA
MGflTPAILffi
ilsnf,s ffi ffi
GRAPHIC SCALE
r
D
}(ltaa
EI
ir=tdH
( NrEf )1tuh=2OOE
0
NIT F'[R
?--i--i+',. ;j_-a,/-_-:
I r \\:\'rirrr6r.i_L r r $--\'rffirA
-=.#xg dffi#t[Kl(i.l( 1,i7l,ri:i,
FFKf-i:-\\.\i
,'liii"-S'.. i, '','\',',"!
X#"iN"',',',\',)#1
DD);g,urigii,r
li-*t\,,=.i.\\tiN
i,')r'l-i.]:.'.'1.'il.,') j I f i',1'.'r. :i\:.-...i,i i.',"r ),r I i IS))tt ; ;)),'i l',',i',',,,! ; /1,
'i7') t t t
,. 2'1forry4e6' 7, 111, '
'! /-///(Vfr-^\JrF'/ 2 /'
| '! / t t, tlt \\*f- -///n',
'/r;&.',]),')|),1,iI
$1.\:\Y.'l^''^'
r \) \.,-.-;r 1...,.\ ..::S\Ii\S
ffiN^ iiri,;iris$*
kkftKtKtt;z,Z,ffiii<K
S )p))ii'r!lr:lirl,l!!:7ilil::iie
llltil,t/iii;ii,i,i),),),:t)),),',t,' ::rr i t i t fi ti ii/iiz,Zltlli 5 :: i :-.::-: . :ii.M:il1i:tii jiilll'4,<ft,:i:_:l;1i_.--: j)';)2,'r.W.ii
f((:(((((::trr\li'\., ',''1",' ,;,
-'-''-- ]ii
VI|] ;;7i1,1',i',',"i,i' ; ; ( ;: :
I fllTrars- -'- , \ F.
V,Z:i*.rr.!T
iY;'..u'iofZ i i..1::,
' i li.' - - qit_a. _ t.../i4 )
'+ *'.,.- - '' / -:-2, z,t,
-i \ _r--?.- iL4tV--id.ia - -,.'t .) t
/;-/.,//z1-.=:':\{,-
, ,, ,,
";:l;r.':7.L.1:\,i,,,t,'t,ii,1,,iff {oil',$'Jii,g"tiili;'i;*;
i.') i*',',*i,,,, illil$)ii;,,'i ( iF i 1
,
' i 1,,'1 _1,,1: 2 ;1..-'1 \ \ \l.l I \ Qi I tr',t{ irti(i1 .'1 ! | F : ; .'
!,",(a7t7r'. 1: ii,'{r I 6 r I 6 t r ri t t I it' r t"'' ) ),')',
" "),
l,' ; t i, t, : /, / z 1,, r e l r r l r l','ii',8u*oAB, lCI.f 1 e-.r--'.",'a
it,'lt tltlil
t,'li t ilil
l\1r11Iillilrilrtr,i1i,:i)7,1 t.i
T,i;l)ll";'t'li/tifi,,/,li/,:,,',1
/;,iiri,'.',,t,t',
t i tt, r,i ! /,','1 r't t r',
"tl/i))i,'
i.n
Z/l/:, r22./ / .' ,'///,'/ /.@//.','/.'.ft/ 7' ,',, ,'r' r-
,-1,
i /,-
/- t///. /
r.? /z
'au
,r!,
!'1,'i1i1i.it't,
r'ii'r,'iiii,!,
t/.'ttti!L.r//,
l,'i ,ilii;jl,i;,
I iril(iirriri
frtr+,1
rYltrl,ttr'rrr
l'v u il, r tr\,
T]l\S
.1:.';1\.11.:
i:ii::i,:'$i..trirll--- i,'{{it;,,
1ry\
of lD.'-:trz> -. a,t_ i-- --.\
--.-._-r\t'a - - \'.\\I ilL,i
/ z ., li]gt t tli'1l
;-\,1t1r1/tr1[
&";\l\',i',\'l\
fu,,dt'ii,i)j/irii;r'rN:
iri tm
't it z*"tdt*r*\o---\r , . .lla2oat -.2'. \
t./;/ +.;
/\\
/ N8B"3o'
#,/i(#M;&.m
!rt,)
:s:;,..rrA- I',tt)J ','.i\i\'\i\.:
'..\\\\\s
-_--\\-._\\)
- \\\\\ .- /_ /
.. \\7200- ,_,
A[ WAIER HS *[ tr USTAU.€D ffi A t_6. Mqq!1 9f cc!q. wcEs *e n^E 5.-6- c @!m. Fclu-mcs o@fi ug mre unums ni -PRImD w m UAN elE m aE vmm PmDD BTIE CIMPtr TB tr ffR S XAiTAM.UAXTAT A MTffi S IO MI El*B WAM UES ND
:lYIjl_Y-m soc ffi lrc (EDGE rc OGg). r rc rsIorPffitE uE w^m c itr m s frE ffis@uEATEASTlAtffimmMTfm
! -r!L!4ry, r EHm s rEE re Po6sEr,cNsnl,mseEmcGDwn{OrclMm.
l!+...u_!q46, &a mERM N wqD; ru E!!Ya!o!N mrlMs WW llmror w a&cssrum 8@, ryffi 6 XOIED N m mSH€ mn^mR $U 8€ nEffiSt m uB!FS NY0M6TO, mNImms. rec&sBYnE rumm_
4t!I gA!^e ro mv^[ pRopmft w ru coriucm
BHLS,1.iT,"ffi*f*S'P^E ffi ru tr ro
CINSTRUCTI[N
T
T
I
t
I
T
I
T
I
I
I
I
I
t
I
T
I
I
!
t
l
tfi.'a; 't ;{88l tl*q[r".
/ r*rERE
USED,
IEE.
&*
REIX.'CER IS
ROO BAG( TO
{r
_t ORIENT PUMPER CONNECNON TOIVARDS
STREET UNTISS O]HERfiS€ SPEOFIEO.
NO]ES*J
PROVIDE BOND BREAKER 1.AI.I JONTS FFOI,I MAIN IO HYDRANT SiHAI.J- 8E
HARNESSED MEOIA',IICAL JoINTS OR FLAiIG@
JONTS
HYDRNT, VALVE & ETNNGS TO BE 25O Psl RAIED.POLYIH\€NE U,RAP (iXHEN REOUIRED) $A[ COVER
ASSEMBLY FRo./ HYTNANT BASE IO WAIER MAN.AI.L HYDRANT LEAD PIPING IO BE O.I.P.
AT ATI RTNNGS.
BENDS & ELBOWS TEE GA1E VALVE
2.
3.
4.
AII- IHRUST &.OOG S{AI.I
BE POUREO AEATST UNDISTURBED
SOL II}IERE IHIS IS NOT POSSELE
NE ROO SHALL BE USED.IRAFFIC ftAIIGE RECESS IOP OF VAL\E BOX1/t ro 1/4" BE_OW nMSHED
GRADE
AD.,USIABLE VAL\E BOX
AUXIUARY GA]E VAL\G
(NoRUALLY opsl)
PLUGGED lEE FOR
FUruRE CONNECTION
TYPICAI SECTION THRU
]HRUST BLOCK
lHruST BLOq<6. FL X MJ GATE VAL\E
DEAD END UNE
E
F
lq:
1/2 C1J. YD. GRAVEL
DRA'N MAIERIAL
MJXMJX
SET VALIE ON 8'x 8'x 16'
Co.ICREIE OR STONE SLAA
SET HnRANT O}1 6'x 16'x 24'
CO{CREIE 0R STOI']E SLAB
PROVTOE A MIN|MUM OF (3)-3/4.0
NE RODS ASPHALT COATED
THRUST BLOCKS FOR WATER MAIN
N.T-S.
FIRE HYDRANT ASSEMBLY
INSTALLAIION DETAIL
N.T.S.
NOIES:1, C}IIP & SEAL PAVI}'ENT SHATI BE INSTALLEO
AT COITIPT.ETION OF ROAD CO'ISTRUCTION.
2 IF WA'IER MAIN IS NOT UNDER ROAD SI',RFACE,
REPLACf, TOP O.tE FOOI OF IRENCH WtH
TOPSOIL AND RE\ECETAIE.
RECESS IOP OF'VAL\€ AOXl/t ro 1/1' BELOW FtNtSH
GRADE
CLASS 6 AGGREGAIE BASE COTJRSE COUPACIEDIO 952 STANDARD PROCTOR.
36'MrN(TYP.)SLOFE IRENCH WALLS FOR
SAFETY PER CURRENT OSHA& C'$I REO.',IREMENTS
PROVIDE 5'-O'SIEM
IF CAI.I.€D FG IN lHE
SPEORCAIIO}.TS
z
=
o
--lIN
EI -r-ol
o
IFd
o
i
=
Iio
z
o
I
G
o
o
EI
o
fffrulER& mrcmms$ArDm Fffi
BfjUNGtrffi6AMqEANffi
ADdJSIABLE
BOX
C.I. VALVE
5. AARREL TRENCH CROSS_SECTION FOR
ADS OR CME CULVERTS2. COMPRESSON MAIERIAL TO
lL***-'
SELECI MAIERIAL COiitPAclED IO 95 tF LOCAIEDIN ROAOWAY EAS$TENT, CIN.IPACIED TO 907 IF
LOCA'IED IN OTHER EASEMENTS LOTS OR SPACES,
CLASS 6 AGGRECAIE BASE CO]RSE WU EE NEO'OIF 'IHE ENGINEER DEIERMINES IHAT I}IERE IS M}SUITABLE SELECT MAIERI^L ON-SIIE.
PREIENT ROAOWAY SIIOO< FROil
BEING TRANSMITIED TO VAL\IE.GATE VAL!€
CLASS 250
SEE IHRUST
BLOCK DETAIL
MAIN UNE GAIE VALIES TO
HA\E JOINTS SAUE AS WAIER
MAIN OR AS SPEqRED FOR
MAIN UNE RTTINGS.
I
t*
CLASS 6 ACGNEGATE BASE COJRSE COMPACIED
TO 952 SIANDARO PROCTOR.NIT FIR
C[NSTRUCTIIN
B.
Bc + 18'
GATE VALVE DETAIL
N.T.S.
TRENCH CROSS SECTION FOR
MINIMUM THRUST BLOCK BEARING AREAS IN SOUARE FEET
PIPE
9ZE
90'
BEND
45'
BENO
22 1/2'
BEND
lEE
PLUG
GAIE
VAL\€S NOlES
12'16.O 4.7 4.4 rt _3 7.3 SOL EAfiNG PRESSURE IS ASS ED IO BE SOOO P.SF.BERE Sd MfiING VAN€S FROM MEnmrm ilm rmr ulVr'ri'nriiiri-^r0'I l.l 6.0 J.1 7.a 4.5
E-7.1 5.9 2-O 6.0 2-l N M CIS€ SHAI. BEA&X65
^REA
8E I.ESS IHNzo fr. s(I sTmAft) IEST PmSSJRE SMS)ERED AT 2OO P.SI.
Coi{CRETE SIRENGIH TO 8€ 3,@ P.SI., 28 DAY
TESI. MNIIIUT ffiIOIT OF }IRUST ELOCXS S}IAII AEr,ooo E
4.O 2.2 2-O o.7
4"LO 2.O 2-O 2.O 0.5
zo 2.O zo 2-O o-5