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Final Drainage Report
for
Coventry Subdivision
Filing No. 2
City of Fort Collins, Colorado
Larch 11, 1996
Prepared For:
Colorado Land Source, LTD.
9085 East Mineral Circle, Suite 200
Englewood, Colorado 80112
Prepared By:
Northern Engineering Services, Inc.
420 South Howes, Suite 202
Fort Collins, Colorado 80521
(970)221-4158
Fax (970)221-4159
Project Number: COS'; 9518.00
Third Final Submittal
' Northern Engineering Services, Inc.
t
March 11, 1996
City of Fort Collins
Stormwater Utility
235 Mathews
Fort Collins, Colorado 80522
1
RE: Coventry Subdivision, Filing No. 2 Fort Collins, Colorado
Project Number: COV; 9518.00
Dear Staff:
Northern Engineering is pleased to re -submit this Final Drainage Report for
Coventry Subdivision, Filing No.2 for your review. We have addressed the comments
contained on the Project Comment Sheet dated February 28, 1996.
This report was prepared in compliance with technical criteria set forth in the
City of Fort Collins Storm Drainage Design Criteria and Construction Standards
manual.
If you should have any questions or comments as you review this revised
report, please feel free to contact me at your convenience.
Sincerely,
NORTHERN ENGINEERI C.
:po
1 Mary B. Wohnrade, P.E.
1 420 S. Howes, Suite 202 • Fort Collins, Colorado 80521 • (970) 221-4158 • Fax (970) 221-4159
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Final Drainage Report
for
Coventry Subdivision Filing No. 2
I. GENERAL LOCATION SITE DESCRIPTION
General Location
'. This report summarizes the results of a storm drainage investigation for the
proposed Coventry Subdivision Filing No. 2 site. The project is located in the North
Half of Section 2, Township 6 North, Range 69 West of the 6th Principal Meridian in
Fort Collins, Colorado. The project is bounded by Harmony Road to the north, South
Shields Street on the west, and Crest Drive on the east. (See Vicinity Map).
Site Description
Coventry Subdivision Filing No. 2 is an approximately 5.56 acre single-family
residential development located north of Coventry Subdivision Filing No 1. Other
surrounding developments include The Woodlands Filing No. 5 to the north which is
also residential and The Front Range Community Collage located adjacent to the site
on the west. Coventry Subdivision Filing No. 1 is currently under construction and
near completion with roads and utilities in place at the time of this report.
' A tributary of Mail Creek currently enters the site from the west and runs
northeast towards Harmony Road, then east under Hinsdale Drive through three (3)
1411x 23" horizontal elliptical concrete pipes, joins the main channel (Mail Creek)
coming under Harmony Road from the north approximately 420 feet east of Hinsdale
Drive and finally enters an existing wetlands area located at the southwest corner of
Harmony and Crest Roads.
Two(2) existing curb inlets are located in Hinsdale Drive at Harmony Road and
were constructed as part of the Hinsdale Drive street improvements associated with
the 1992 S.W. Elementary School approved in August, 1991. Stormwater from these
inlets is discharged directly into the Mail Creek tributary at the downstream end of the
crossing under Hinsdale Drive.
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Coventry Subdivision, Filing No. 2 Page 2
Final Drainage Report
II. HISTORIC DRAINAGE
Major Basin Description
The project is located in the McClellands/Mail Creek Drainage Basin. The
Master Drainage Plan for this basin is currently being revised by RBD, Inc. and under
review by the City of Fort Collins Stormwater Utility Department. Preliminary figures
for the 100-year discharge associated with the tributary of Mail Creek south of
Harmony Road, traversing the proposed site, have been provided by Stormwater
' Utility (See Pages 25-26 in Appendix) for use in design of the proposed culvert
crossing under Hinsdale Drive. The proposed widening of Harmony Road associated
with this project necessitates the removal of the existing elliptical concrete pipes
currently under Hinsdale Drive, relocation of Mail Creek adjacent to the site and
extension of the existing 36" RCP crossing under Harmony Road at Mail Creek.
Historic Drainage Patterns
The Filing No. 2 site currently drains to both Mail Creek and the newly
constructed streets (E. and W. Bentley Place) of the Filing No. 1. There is no off -site
stormwater entering the site other than the Mail Creek tributary.
III. DEVELOPED DRAINAGE
rDeveloped Conditions
The proposed development of the site includes sixteen(16) 0.16 acre residential
lots adjacent to Harmony Road. Streets and utilities to serve the Filing No. 2 site
have been constructed as part of Coventry Subdivision Filing No. 1.
Development of the site will require the widening of Harmony Road extending
from the west propertyline of the site, east to Crest Road. The proposed widening will
require relocation of the Mail Creek tributary along the south side of Harmony Road
and coincidentally an improved culvert crossing under Hinsdale Drive. The two(2)
existing curb inlets at the intersection of Hinsdale Drive and Harmony Road will also
be effected by the widening and will require relocation and reconstruction.
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Coventry Subdivision, Filing No. 2 Page 3
Final Drainage Report
III. DEVELOPED DRAINAGE con't
Design Criteria and References
Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design
Criteria Manual.(SDDCM) and Storm Drainage Criteria Manual by the Urban Drainage
and Flood Control District have been used for this Final Drainage Study. The "Final
Drainage Study Report and Specifications. Coventry Subdivision Filing No. 1"
' prepared by JR Engineering, LTD. has also been referenced.
Hydrologic Criteria
The Rational Method was used to estimate peak stormwater runoff from the
' proposed development site. An initial 2-year design storm and major 100-year design
storm was used to evaluate the proposed drainage system. The proposed culvert
crossing under Hinsdale Drive has been designed for the 100-year event based in
preliminary discharges supplied by the City of Fort Collins Stormwater Utility
Department. Rainfall intensity data for the Rational Method was taken from Figure 3-1
of SDDCM.
Hydraulic Criteria
The City of Fort Collins Storm Drainage Design Criteria has been used for all
hydraulic calculations. In addition, the HEC-2 computer model has been used in the
design of the relocated Mail Creek Tributary.
General Drainage Concept
The majority of on -site developed stormwater runoff from Coventry Subdivision
Filing No. 2 will be conveyed through the Filing No. 1 site through the Design Point 4.1
Storm Sewer System to the Main Detention Pond constructed as part of Filing No.1.
Calculations for the Main Detention Pond in the Filing No. 1 Final Drainage Report
Iinclude Basins' OS1A(D1) and OS2A(D2) which drain to E and W. Bentley Place.
Proposed lots adjacent to Harmony Road have been graded as Type "B" lots
and direct as little developed runoff to the relocated Mail Creek tributary as possible.
Compared to historic, the amount of developed flow draining to Mail Creek will be
1 reduced overall due to the majority of historic stormwater being routed to the Main
Detention Pond. Mail Creek tributary will be relocated to a dedicated drainage
easement and improved to the City of Fort Collins SDDCM criteria.
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Coventry Subdivision, Filing No. 2 Page 4
Final Drainage Report
Specific Details
The hydrologic and hydraulic analysis for the Filing No. 2 site has taken into
consideration the intent of the Final Drainage Report for Filing No. 1 set forth by JR
Engineering, Ltd.. Portions of the Filing No. 1 Final Drainage Report relevant to this
analysis have been included in the Appendix to this report (See Pages 52-54).
Drainage basins included in the Filing No. 2 site and discussed in the Filing No.
1 Final Drainage Report have been designated as OS1A, OS1B, OS2A, OS2B, OS2C
' and OS3.
Review of the Filing No. 1 Final Drainage Report has revealed that the Main
Detention Pond of Filing No. 1 has been designed to detain developed runoff from
Filing No. 2 Basins' OS1A (D1) and OS2A (D2) (See Page 54 in the Appendix).
Developed stormwater from the Filing No. 2 site enters Inlets' 1 and 2 in E. and W.
Bentley Place respectively. These, inlets and associated Design Point 4.1 Storm
Sewer System have been designed for the 100-yr recurrence interval by JR
Engineering, Ltd. as part of Filing No. 1 and conveys stormwater to the Main
Detention Pond. Input data for the rating curve for the Main Detention Pond was
found in Appendix D of the Final Drainage Report by JR Engineering (See Page 46 of
Appendix). The Filing No. 1 basin area (30.69 ac) and runoff coefficient (0.50) were
compared to the same figures proposed for Filing No. 2, basin area = 30.57 ac and
weighted coefficient = 0.48 (See Page 44 in Appendix). These figures are nearly the
same thus the pond rating curve is unchanged.
Drainage Basins' OS1A and OS2A which drain to E. and W. Bentley Place
have not been consistently included in calculations by JR Engineering in the design of
' the storm sewer system. Basin OS2A was included in calculations for the sizing of
Inlet 2 but at a 100-yr historic rate and Basin OS1A was not included at all in the
design of Inlet 1. It is also not clear why the storm sewer system was designed for
1 the major storm event rather than the initial design storm frequency of 2-years. The
computer model "UDSEWER" was employed to analyze both the existing and
proposed Storm Sewer 4.1. Results of the analysis show little difference between the
' two conditions, therefore developed flows from Basins' D1 and D2 are not a significant
influence on the storm sewer.
Input for the HEC-2 modeling of the relocated Mail Creek Tributary includes the
proposed 100-yr water surface elevation at Section 17 (Northern Engineering HEC-2
model File: COV-C1.DAT) due to improvements at the Crest Road crossing. The 100-
yr water surface along the proposed relocated creek is contained within the 25'
drainage easement with freeboard provided in adjacent drainage & utility easements.
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Coventry Subdivision, Filing No. 2 Page 5
Final Drainage Report
IV. EROSION CONTROL
Temporary sediment control consisting of a gravel inlet filter will be provided at
the proposed curb inlet at Design Point D4. The existing gravel filters at Inlets' No. 1
and 2 from Filing No. 1 will continue to be utilized as part of Filing No.2. Straw bale
dikes will also be required along the relocated Mail Creek to minimize sediment
transport.
Permanent vegetative erosion control will be used in conjunction with
' landscaping in areas surrounding future residences. The proposed improved Mail
Creek tributary shall be covered with topsoil and revegetated with native grass
according to criteria given in Section 7 of the City of Fort Collins Erosion Control
Reference Manual.
V. CONCLUSIONS
Compliance with Standards .
All drainage analyses have been performed according to the City of Fort Collins
Storm Drainage Design Criteria Manual (SDDCM) and the Urban Drainage and Flood
Control District's Drainage Criteria Manual. A variance is requested for 3.5:1
sideslopes along the relocated Mail Creek Tributary. This has been discussed
' previously with persons at the City of Fort Collins Stormwater Utility Department and
given verbal approval.
Summary of Drainage Concept
1 Measures have been taken to ensure adequate drainage facilities have been
provided with attention given to water quality and, public health and safety. The
hydraulic and hydrologic analyses conducted for this study have been performed in a
manner consistent with standard practice and principles of civil engineering. All known
available information has been referenced where applicable to this study.
Coventry Subdivision, Filing No. 2 Page 6
Final Drainage Report
REFERENCES
1. Storm Drainage Design Criteria and Construction
Standards, City of Fort Collins, Colorado, May, 1984.
2. Final Drainage Report Coventry Subdivision Filing No 1, JR
Engineering, Ltd., September 15, 1994.
3. Drainage Criteria Mauna1, Urban Drainage and Flood
Control District, Wright -McLaughlin Engineers, Denver,
Colorado, March, 1969.
Coventry Subdivision, Filing No. 2
Final Drainage Report
Page 7
APPENDIX
PAGE
Developed Hydrology...................................................................1 - 11
Storm Sewer Line 4.1 Existing/ Proposed .................................... 12- 20
Designof Inlets.............................................................................21- 24
Mail Creek Tributary Design......................................................... 25- 37
Main Detention Pond Calculations ................................................ 44- 46
Erosion Control Calculations......................................................... 47- 51
Coventry Subdivision Filing No. 1 Developed Drainage ............... 52- 54
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DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTDI.WQ1 15-Aul?-95 Calcs Bv: MBW
DESIGN POINT D1: (Includes Basin D1)
TOTAL AREA = A (ac)= 0.818
RUNOFF COEFFICIENTS: (From Table 3-3)
Area of Roofs (ac)=
0.5120 C for Roofs = 0.95
Area of Concrete & Asphalt(ac)=
0.0000 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac)=
0.3060 C for Lawn = 0.20
COMPOSITE RUNOFF COEFFICIENT:
C =
0.95(0.512ac)+0.20(0.306) = 0.67
0.818
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland flow length = 70'
72 = 1.87 (1.1 - CCf) SQRT(L) = 11.2 min
L (ft)=
70 CUBRT(S)
S (%) =
60.5 - 59.1 = 2.00 T100 = 1.87 (1.1 - CCf) SQRT(L) = 10.6 min
70 CUBRT(S)
C =
0.20
GUTTER FLOW:
L (ft)=
562 Tt = L = 4.1 min
S (%) =
58.72 - 51.46 = 1.29 60(V)
562
V(fps) =
2.30 (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION;
Tc2 = 15.3 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 14.6 min
RAINFALL INTENSITY:
FROM FIGURE 3-1:
i2(in/hr)= 2.09 i100(in/hr)= 6.0
Q2(cfs) = CCf x i2 x A =
1.1
QII)0(cfs) = CCf x i100 x A =
4.1
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DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTD2.WO1
DESIGN POINT D2: (Includes Basin D2)
TOTAL AREA = A (ac)= 1.110
Area of Roofs (ac)= 0.5850
Area of Concrete & Asphalt(ac) 0.0000
Area of Gravel Parldng (ac)= 0.0000
Area of Lawn (ac)= 0.5250
COMPOSITE RUNOFF COEFFICIENT:
RUNOFF COEFFICIENTS: (From Table 3-3
Calcs Bv: MBW
C for Roofs =
0.95
C for Concrete =
0.95
C for Gravel =
0.50 \
C for Lawn =
0.20
C = 0.95(0.585ac)+0.20(0.525) = 0.60
1.11
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland flow length = 157'
L (ft)= 157
S (%) = 63.5 - 60.37 =
157
C = 0.20
GUTTER FLOW:
72 = 1.87 (1.1 - CCf) SQRT(L) = 16.74 min
CUBRT(S)
2.00 T100 = 1.87 (1.1 - CCf) SQRT(L) = 15.81 min
CUBRT(S)
L (ft)= 330 Tt =
59.87 - 57.41 = 0.75
330
V(fps) = 1.75 (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION; Tc2 = 19.9 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 19.0 min
RAINFALL INTENSITY:
FROM FIGURE 3-1:
02(cfs) = CCf x i2 x A =
Q100(cfs) = CCf x i100 x A =
i2(in/hr)= 1.85 i100(in/hr)= 5.31
1.2
4.4
L = 3.14 min
60(V)
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DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTD3.WO1
DESIGN POINT D3: (Includes Basin 133)
TOTAL AREA = A (ac) = 0.919
Area of Roofs (ac)= 0.0000
Area of Concrete & Asphalt(ac)= 0.0000
Area of Gravel Parking (ac)= 0.0000
Area of lawn (ac)= 0.9190
'COMPOSITE RUNOFF COEFFICIENT:
RUNOFF COEFFICIENTS: (From Table 3-3
Ca)cs Bv: MBW I
C for Roofs =
0.95
C for Concrete =
0.95
C for Gravel =
0.50
C for Lawn =
0.35
C = 0.35(0.919) = 0.35
0.919
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland flow length = 48'
L (ft)= 48
S (%) = 63.5 - 57.15 =
48
C = 0.35
SWALE FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 4.1 min
CUBRT(S)
13.23 T100 = 1.87 (1.1 - CCf) SQRT(L) = 3.6 min
CUBRT(S)
L (ft)= 570 Tt =
S (%) = 57.15 - 49.35 = 1.39
570
V(fps) = 1.75 (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION; Tc2 = 9.5 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 9.1 min
RAINFALL INTENSITY:
FROM FIGURE 3-1:
02(cfs) = CCf x i2 x A =
Q100(cfs) = CCf x i100 x A =
i2(in/hr)= 2.55 i100(in/hr)= 7.5
0.8
3.0
L = 5.4 min
60M
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DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTD4.WQ1 14-Aug-95 Calcs By: MBW
DESIGN POINT D4: (Includes Basin D4)
TOTAL AREA = A (ac)= 0.872
RUNOFF COEFFICIENTS:
(From Table 3-3)
Area of Roofs (ac)=
0.6920
C for Roofs =
0.95
Area of Concrete & Asphalt(ac)=
0.0000
C for Concrete-=
0.95
Area of Gravel Parking (ac)=
0.0000
—C-for..Gravel c-
0.50
Area of Lawn (ac)=
0.1800
C for Lawn =
0.20
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(0.692ac)+0.20(0.18) = 0.80
0.872
Cf = 1.00 (Frequency Adjustment Factor, Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland flow length = 25'
L (ft)= 25
S (%) = 62.0 - 61.52 =
25
C = 0.20
GUTTER FLOW:
T2 = 1.87 (1.1 - CCf) SQRT(L) = 6.7 min
CUBRT(S)
2.00 T100 = 1.87 (1.1 - CCf) SQRT(L) = 6.3 min
CUBRT(S)
L (ft)= 628 Tt =
S (%) = 61.02 - 54.27 = 1.07
628
V(fps) = 2.10 (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION; Tc2 = 11.7 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 11.3 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 2.35
Q2(cfs) = CCf x i2 x A = 1.6 .
Q100(cfs) = CCf x i100 x A = 5.9
i100(in/hr)= 6.850
L = 5.0 min
60(V)
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DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTD5.WO1
DESIGN POINT D5: (Includes Basin D5 & 3)
TOTAL AREA = A (ac) = 2.695
Area of Roofs (ac)= 0.0000
Area of Concrete & Asphalt(ac)= 0.0000
Area of Gravel Parking (ac)= 0.0000
Area of Lawn (ac)= 0.0000
COMPOSITE RUNOFF COEFFICIENT:
RUNOFF COEFFICIENTS: (From Table 3-3
Calcs Bv: MBW
C for Roofs =
0.95
C for Concrete =
0.95
C for Gravel =
0.50
C for Lawn =
0.20
C = 0.82(1.395ac)+0.53(1.30) = 0.68
2.695
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland flow length
L (ft)= 11
S (%) = 54.0 - 53.78 =
11
C = 0.20
T2 = 1.87 (1.1 - CCf) SQRT(L) = 4.4 min
CUBRT(S)
2.00 T100 = 1.87 (1.1 - CCf) SQRT(L) = 4.2 min
CUBRT(S)
GUTTER FLOW:
L (ft)= 1138 Tt =
S (%) = 53.28 - 41.58 = 1.03
1138
V(fps) = 2.00 (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION; Tc2 = 13.9 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 13.7 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 2.18 i100(in/hr)= 6.250
Q2(cfs) = CCf x Q x A = 4.0
QI00(cfs) = CCf x i100 x A = 14.3
L = 9.5 min
60(M
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DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTD6.WQ1 15-AuQ-95 Calcs Bv: MBW
DESIGN POINT D& (Includes Basin 136)
TOTAL AREA = A (ac)= 0.972
RUNOFF COEFFICIENTS: (From Table 3-3)
Area of Roofs (ac)=
0.0731 C for Roofs = 0.95
Area of Concrete & Asphalt(ac)=
0.0000 C for Concrete = 0.95
Area of Gravel Parking (ac)=
0.0000 C for Gravel = 0.50
Area of Lawn (ac) =
0.8990 C for Lawn = 0.35
COMPOSITE RUNOFF COEFFICIENT.
C =
0.35(0.899)+ 0.95(0.0731) = 0.40
0.972
Cf = 1.00
(Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25
(Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland flow length = 63'
L (ft)= 63
S (%) = 60.5 - 48.18 =
63
C = 0.35
SWALE FLOW:
L (ft)= 473
'M = 1.87 (1.1 - CCf) SQRT(L) = 4.1 min
CUBRT(S)
19.56 T100 = 1.87 (1.1 - CCf) SQRT(L) = 3.7 min
CUBRT(S)
Tt =
S (%) = 48.18 - 43.45 = 1.00
473
V(fps) = 1.60 (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION; Tc2 = 9.1 min
100-YEAR TIME OF CONCENTRATION; Tc100 = 8.6 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 2.61 i100(in/hr)= 7.55
Q2(cfs) = CCf x i2 x A = 1.0
Q100(cfs) = CCf x i100 x A = 3.6
L = 4.9 min
60(M
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DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTD7.WQ1 15-AuR-95 Calcs Bv: MBW
DESIGN POINT D7: (Includes Basin D1 & 4.1)
TOTAL AREA = A (ac)=
3.538
RUNOFF COEFFICIENTS:
(From Table 3-3)
Area of Roofs (ac)=
0.0000
C for Roofs =
0.95
Area of Concrete & Asphalt(ac)=
0.0000
C for Concrete =
0.95
Area of Gravel Parldng (ac)=
0.0000
C for Gravel =
0.50
Area of Lawn (ac)=
0.0000
C for Lawn =
0.20
COMPOSITE RUNOFF COEFFICIENT:
C = 0.67(0.818) + 0.67(2.72) = 0.67
3.538
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
USE TIME OF CONCENTRATION FROM BASIN 4.1
COVENTRY SUBDMSION FILING NO. 1
2-YEAR TIME OF CONCENTRATION; Tc2 = 13.9 min
100-YEAR TIME OF CONCENTRATION; Tcl00 = 13.9 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 2.18 i100(in/hr)= 6.180
Q2(cfs) = CCf x i2 x A = 5.2
QI00(cfs) = CCf x i100 x A = 18.3
8/
DEVELOPED DRAINAGE
COVENTRY SUBDIVISION FILING NO.2, Fort Collins, CO.
File Number: DSNPNTD8.WQ1
DESIGN POINT D8: (Includes Basin D2 & 5)
TOTAL AREA = A (ac)=
1.670
RUNOFF COEFFICIENTS: (From Table 3-3)
Area of Roofs (ac)=
0.6580
C for Roofs =
0.95
Area of Concrete & Asphalt(ac)=
0.2710
C for Concrete =
0.95
Area of Gravel Parking (ac)=
0.0000
C for Gravel =
0.50
Area of Lawn (ac)=
0.7410
C for Lawn =
0.20
COMPOSITE RUNOFF COEFFICIENT:
C = 0.95(0.658+0.271ac)+0.20(0.741) = 0.62
1.67
Cf = 1.00 (Frequency Adjustment Factor; Storm Return Period of 2- Years)
Cf = 1.25 (Frequency Adjustment Factor; Storm Return Period of 100- Years)
OVERLAND FLOW:
Total Overland flow length = 157'
L (ft)= 157
S (%) = 63.5 - 60.37 =
157
C = 0.20
GUTTER FLOW:
175
T2 = 1.87 (1.1 - CCf) SQRT(L) = 16.8 min
CUBRT(S)
1.99 T100 = 1.87 (1.1 - CCf) SQRT(L) = 15.8 min
CUBRT(S)
L (ft)= 330 Tt =
S (%) = 59.87 - 57.41 = 0.75
330
V(fps) = 1.75 (From Figure 3-2)
2-YEAR TIME OF CONCENTRATION; Tc2 = 19.9 min
100-YEAR TIME OF CONCENTRATION; TC100 = 19.0 min
RAINFALL INTENSITY:
FROM FIGURE 3-1: i2(in/hr)= 1.85
02(cfs) = CCf x i2 x A = 1.9
Q100(cfs) = CCf x i100 x A = 6.8
i100(in/hr)= 5.3
L = 3.1 min
60(V)
No Text
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FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
i.
LAND SUFFACES IN THE DENVER REGION.
- REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS dan. 1975.
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' Coventry Subdivision Filing No. 2 Pagel
Existing Design Point 4.1 Storm Sewer System
STORY SEWER SYSTEM DESIGN DSING ODSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, D. of Colorado at Denver
Metro Denver Cities/Counties A UDFCD Pool Fund Study
USER:NORTHERN ERG SERVICES INC-FT COLLINS COLORADO ...........................
ON DATA 08-10-1995 AT TIME 09:31:13 VERSION=03-26-1994
' off PROJECT TITLE :Coventry Subdivision Filing No, 2: Storm Sewer Line 4.1
RETURN PERIOD OF FLOOD IS 100 YEARS
FILE NO. COV-EXST.DAT
RAINFALL INTENSITY TABLE IS GIVEN
' ==t SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
' TIME OF CONCENTRATION
MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAL FLOW
ID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCB/HR CFS
----------------------------------------------------------------------
t 1.00 0.00 0.00 0.00 0.00 0.00 0.00
2.00 2.45 0.00 0.00 20.11 5.18 12.70 Inlet 1
3.00 0.00 0.00 0.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 0.00 0.00 0.00
6.00 1.21 0.00 0.00 38.19 3.62 4.38 Inlet 2
' 7.00 1.62 0.00 0.00 13.66 6.43 to.4t Inlet 3
8.00 0.00 0.00 0.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 0.00 0.00 0.00
' 10.00 0.00 0.00 0.00 0.00 0.00 0.00
11.00 0.84 0.00 0.00 13.45 6.47 5.47 Inlet 4
12.00 1.52 0.00 0.00 14.54 6.26 9.50 Inlet 5
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
DENVER CRITERIA WAS NOT USED TO CHECK THE COMPUTATED Tc.
4�
I
Coventry Subdivision Filing No. 2 Page 2
Existing Design Point 4.1 Storm Sewer System
SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING
RAINFALL RAINFALL
DESIGN
GROUND
WATER
COMMENTS
'
ID NUMBER AREA 3 C
DURATION INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
--------------------------------------------------------------------
MINUTES
INCH/HR
CFS
FEET
FEET
'
1.00 0.00
0.00
0.00
0.00
5048.95
3048.33
OK
2.00 7.29
17.19
5.74
41.83
5051.46
5048.33
OK
3.00 5.19
16.96
5.79
30.03
5052.46
5049.01
OK
4.00 5.19
16.27
5.92
30.73
5055.26
5050.49
OK
5.00 4.97
14.11
6.34
31.50
5058.62
5052.01
OK
6.00 2.05
13.72
6.42
13.18
5057.41
5053.42
OK
7.00 1.62
13.66
6.43
10.41
5057.28
5055.34
OK
8.00 2.36
15.52
6.07
14.34
5060.82
5052.92
OK
9.00 2.36
15.18
6.13
14.49
5065.17
5054.74
OK
10.00 2.36
15.14
6.14
14.51
5065.62
5055.59
OK
11.00 2.36
14.66
6.24
14.74
5063.71
5060.96
OK
12.00 1.52
14.54
6.26
9.50
5063.71
5062.49
OK
OK MEANS WATER ELEVATION IS LOWER
THAN GROUND ELEVATION
SUMMARY OF SEWER
HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER
SIZE RATIO=
.8
SEWER MANHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
--------------ID NO.
-
ID NO.
----------------------------------------------------------
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
1.00 2.00
1.00
ROUND
33.70
36.00
33.00
0.00
2.00 3.00
2.00
ROUND
30.40
33.00
30.00
0.00
'
3.00 4.00
3.00
ROUND
30.66
33.00
30.00
0.00
4.00 5.00
4.00
ROUND
30.95
33.00
30.00
0.00
5.00 6.00
5.00
ROUND
18.61
21.00
24.00
0.00
1
6.00 7.00
6.00
ROUND
14.22
15.00
18.00
0.00
7.00 8.00
5.00
ROUND
18.31
21.00
24.00
0.00
8.00 9.00
8.00
ROUND
18.39
21.00
24.00
0.00
9.00 10.00
9.00
ROUND
18.40
21.00
24.00
0.00
'
10.00 11.00
10.00
ROUND
18.72
21.00
18.00
0.00
11.00 12.00
11.00
ROUND
18.34
21.00
18.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH
SEWER
ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE
IN FEET
REQUIRED DIAMETER WAS
DETERMINED BY
SEWER
HYDRAULIC
CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED
BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW
WAS ANALYZED
BY THE
SUGGESTED
SEWER SIZE;
OTHERWISE,
EXISTTNG SIZE WAS USED
I
Coventry Subdivision Filing No. 2 Page 3
Existing Design Point 4.1 Storm Sewer System
SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
1.0 41.8 39.7 1.75 7.04 1.15 8.40 7.04 0.00 V-ON
2.0 30.0 29.1 2.50 6.12 1.87 7.63 6.12 0.00 V-ON
3.0 30.7 29.1 2.50 6.26 1.89 7.72 6.26 0.00 V-ON
4.0 31.5 29.1 2.50 6.42 1.91 7.82 6.42 0.00 V-ON
5.0 13.2 26.1 1.01 8.32 1.30 6.08 4.20 1.65 V-ON
6.0 10.4 19.6 0.78 11.25 1.24 6.68 5.89 2.52 V-ON
7.0 14.3 29.6 0.98 9.34 1.36 6.29 4.56 1.88 V-OK
8.0 14.5 29.6 0.99 9.36 1.37 6.32 4.61 1.87 V-OK
9.0 14.5 29.6 0.99 9.36 1.37 6.32 4.62 1.87 V-ON
10.0 14.7 13.3 1.50 8.34 1.38 8.68 8.34 0.00 V-OK
11.0 9.5 9.1 1.50 5.38 1.19 6.32 5.38 0.00 V-ON
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
S (FT) (FT) (FT) (FT)
----------------------------------------------------------------------
1.00 0.56 5045.18 5044.49 3.53 1.71 ON
2.00 0.50 5045.69 5045.28 4.27 3.68 ON
3.00 0.50 5047.19 5045.89 5.57 4.07 ON
4.00 0.50 5048.69 5047.39 7.43 5.37 ON
5.00 1.32 5051.81 5049.19 3.60 7.43 ON
6.00 3.45 5054.10 5052.81 1.68 3.10 NO
7.00 1.70 5049.91 5049.19 8.91 7.43 0%
8.00 1.70 5053.37 5050.10 9.80 8.72 ON
9.00 1.70 5053.98 5053.57 9.64 9.60 ON
10.00 1.60 5058.31 5054.48 3.90 9.65 ON
11.00 0.74 5058.79 5058.51 3.42 3.70 ON
ON MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.7 FEET
160
1.
Coventry Subdivision Filing No. 2 Page 4
Existing Design Point 4.1 Storm Sewer System
=i= SUMMARY
OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
--------------------------------------------------------------------
1.00
123.00
123.00
5047.93
5047.24
5048.33
5048.33
PRSS'ED
2.00
82.18
82.78
5048.19
5047.78
5049.01
5048.33
PRSS'ED
3.00
260.00
260.00
5049.69
5048.39
5050.49
5049.01
PRSS'ED
4.00
260.00
260.00
5051.19
5049.89
5052.01
5050.49
PRSS'ED
5.00
198.65
134.43
5053.81
5051.19
5053.42
5052.01
JUMP
6.00
37.33
0.00
5055.60
5054.31
5055.34
5053.42
JUMP
7.00
42.22
42.22
5051.91
5051.19
5052.92
5052.01
PRSS'ED
8.00
192.25
48.83
5055.37
5052.10
5054.74
5052.92
JUMP
9.00
23.89
0.00
5055.98
5055.57
5055.59
5054.74
JUMP
10.00
11.00
239.70
37.33
239.70
37.33
5059.81
5060.29
5055.98
5060.01
5060.96
5062.49
5055.59
5060.96
PRSS'ED
PRSS'ED
PRSS'ED=PRESSURED
FLOW;
JUMP=POSSIBLE
HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LIRE ALONG SEWERS
-
- -----------------------------------------------------------------------------
UPST
MANHOLE
SEWER
JUNCTURE LOSSES
DOWNST
MANHOLE
SEWER
MANHOLE
ENERGY
FACTION
BEND
BEND
LATERAL
LATERAL
MANHOLE
ENERGY
NO
ID NO.
ELEV FT
FT
E COEF
LOSS FT
E COEF
LOSS FT
ID
FT
--ID
------- --------
--------
--------
--------
--------
--------
--------
--------
i
1.0
2.00
5049.10
0.77
0.05
0.00
0.00
0.00
1.00
5048.33
2.0
3.00
5049.59
0.44
0.10
0.06
0.00
0.00
2.00
5049.10
3.0
4.00
5051.09
1.45
0.08
0.05
0.00
0.00
3.00
5049.59
4.0
5.00
5052.65
1.52
0.05
0.03
0.00
0.00
4.00
5051.09
5.0
6.00
5053.69
0.45
0.05
0.01
0.25
0.57
5.00
5052.65
6.0
7.0
7.00
8.00
5056.03
5053.25
1.63
0.17
1.32
1.32
0.71
0.43
0.00
0.00
0.00
0.00
6.00
5.00
5053.69
5052.65
8.0
9.00
5055.36
2.10
0.05
0.02
0.00
0.00
8.00
5053.25
9.0
10.00
5055.93
0.54
0.08
0.03
0.00
0.00
9.00
5055.36
10.0 11.00 5062.04 4.69 1.32 1.43 0.00 0.00 10.00 5055.93
J-
11.0 12.00 5062.94 0.30 1.32 0.59 0.00 0.00 11.00 5062.04
BEND LOSS =BEND K= FLOWING FULL VEEAD IN SEWER.
�1 LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K=INFLOW FULL VREAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VEEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
Coventry Subdivision Filing No. 2 Page 1
Proposed Design Point 4.1 Storm Sewer System
STORY SEWER SYSTEM DESIGN USING UDSEWER YODEL
Developed by Dr. lames Gun, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties A UDFCD Pool Fund Study
DSER:NORTHERN ERG SERVICES INC-FT COLLINS COLORADO ...........................
ON DATA 08-15-1995 AT TIME 12:51:57 VERSION=03-26-1994
1 fi3 PROJECT TITLE :Coventry Subdivision Filing No. 2: Storm Serer Line 4.1
RETURN PERIOD OF FLOOD IS 100 YEARS
FILE NO. COV-PROP.DAT
RAINFALL INTENSITY TABLE IS GIVEN
SUMMARY OF SDBBASIN RUNOFF PREDICTIONS
TIME OF CONCENTRATION
MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW
ID NUMBER AREA f C To (MIN) Tf (MIN) Tc (MIN) INCH/HR CFS
----------------------------------------------------------------------
�' 1.00 0.00 0.00 0.00 0.00 0.00 0.00
2.00 2.37 0.00 0.00 8.46 7.72 18.30 Inlet 1
3.00 0.00 0.00 0.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 0.00 0.00 0.00
6.00 1.04 0.00 0.00 12.48 6.66 6.90 Inlet 2
7.00 1.62 0.00 0.00 13.66 6.43 iom Inlet 3
8.00 0.00 0.00 0.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 0.00 0.00 0.00
11.00 0.84 0.00 0.00 13.45 6.47 5.47 Inlet 4
12.00 1.52 0.00 0.00 14.54 6.26 9.50 Inlet 5
MTHE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
DENVER CRITERIA WAS NOT USED TO CHECK THE COMPUTATED Tc.
',
iI
01
Coventry Subdivision Filing No. 2 Page 2
Proposed Design Point 4.1 Storm Sewer System
�i
SUMMARY OF HYDRAULICS AT MANHOLES
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA = C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
--------------------------------------------------------------------
1.00 0.00 0.00 0.00 0.00 5048.95 5048.33 OK
2.00 7.39 17.22 5.74 42.37 5051.46 5048.32 OK
3.00 5.02 17.01 5.78 28.97 5052.46 5049.04 OK
4.00 5.02 16.30 5.92 29.68 5055.26 5050.41 OK
5.00 4.79 14.09 6.35 30.40 5058.62 5051.83 OK
6.00 2.65 13.72 6.42 17.04 5057.41 5053.30 OK
7.00 1.62 13.66 6.43 10.41 5057.28 5055.34 OK
8.00 2.36 15.52 6.07 14.34 5060.82 5052.70 OK
9.00 2.36 15.18 6.13 14.49 5065.17 5054.74 OK
10.00 2.36 15.14 6.14 14.51 5065.62 5055.59 OK
11.00 2.36 14.66 6.24 14.74 5063.71 5060.96 OK
12.00 1.52 14.54 6.26 9.50 5063.71 5062.49 OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
i=* SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
-------------------
SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH
----- ----ID NO_ ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
- ----------------------------------------------------------
1.00 2.00 1.00 ROUND 33.86 36.00 33.00 0.00
2.00 3.00 2.00 ROUND 29.99 33.00 30.00 0.00
3.00 4.00 3.00 ROUND 30.26 33.00 30.00 0.00
4.00 5.00 4.00 ROUND 30.54 33.00 30.00 0.00
5.00 6.00 5.00 ROUND 20.49 21.00 24.00 0.00
6.00 7.00 6.00 ROUND 14.22 15.00 18.00 0.00
7.00 8.00 5.00 ROUND 18.31 21.00 14.00 0.00
8.00 9.00 8.00 ROUND 18.39 21.00 24.00 0.00
9.00 10.00 9.00 ROUND 18.40 21.00 24.00 0.00
10.00 11.00 10.00 ROUND 18.72 21.00 18.00 0.00
11.00 12.00 11.00 ROUND 18.34 21.00 18.00 0.00
DIVERSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
I
Coventry Subdivision Filing No. 2 Page 3
Proposed Design Point 4.1 Storm Sewer System
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
1.0 42.4 39.7 2.75 7.13 2.16 8.46 7.13 0.00 V-OK
2.0 29.0 29.1 2.04 6.75 1.84 7.50 5.90 0.80 V-OK
3.0 29.7 29.1 2.50 6.05 1.86 7.38 6.05 0.00 V-OK
4.0 30.4 29.1 2.50 6.19 1.88 7.68 6.19 0.00 V-OK
5.0 17.0 26.1 1.18 8.84 1.49 6.79 5.42 1.58 V-OK
6.0 10.4 19.6 0.78 11.25 1.24 6.68 5.89 2.52 V-OK
7.0 14.3 29.6 0.98 9.34 1.36 6.29 4.56 1.88 V-OK
8.0 14.5 29.6 0.99 9.36 1.37 6.32 4.61 1.87 V-01
9.0 14.5 29.6 0.99 9.36 1.37 6.32 4.62 1.87 V-OK
10.0 14.7 13.3 1.50 8.34 1.38 8.68 8.34 0.00 V-OK
11.0 9.5 9.1 1.50 5.38 1.19 6.32 5.38 0.00 V-01
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
SERER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
1 (FT) (FT) (FT) (FT)
----------------------------------------------------------------------
1.00 0.56 5045.18 5044.49 3.53 1.71 OE
2.00 0.50 5045.69 5045.28 4.27 3.68 OE
3.00 0.50 5047.19 5045.89 5.57 4.07 OE
4.00 0.50 5048.69 5047.39 7.43 5.37 OK
5.00 1.32 5051.81 5049.19 3.60 7.43 OE
6.00 3.45 5054.10 5052.81 1.68 3.10 NO
7.00 1.70 5049.91 5049.19 8.91 7.43 OE
8.00 1.70 5053.37 5050.10 9.80 8.72 OE
9.00 1.70 5053.98 5053.57 9.64 9.60 OK
10.00 1.60 5058.31 5054.48 3.90 9.65 OK
11.00 0.74 5058.79 5058.51 3.42 3.70 OK
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.7 FEET
I
zz;,/
Coventry Subdivision Filing No. 2 Page 4
Proposed Design Point 4.1 Storm Sewer System
__* SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
1D NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
--------------------------------------------------------------------
1.00 123.00 123.00 5047.93 5047.24 5048.32 5048.33 PRSS'ED
2.00 82.18 81.18 5048.19 5047.78 5049.04 5048.32 PRSS'ED
3.00 260.00 260.00 5049.69 5048.39 5050.41 5049.04 PRSS'ED
4.00 260.00 260.00 5051.19 5049.89 5051.83 5050.41 PRSS'ED
5.00 198.65 97.47 5053.81 5051.19 5053.30 5051.83 JUMP
6.00 37.33 0.00 5055.60 5054.31 5055.34 5053.30 JUMP
7.00 41.22 42.22 5051.91 5051.19 5052.70 5051.83 PRSS'ED
8.00 192.25 35.67 5055.37 5052.10 5054.74 5052.70 JUMP
9.00 23.89 0.00 5055.98 5055.57 5055.59 5054.74 JUMP
10.00 239.70 239.70 5059.81 5055.98 5060.96 5055.59 PRSS'ED
11.00 37.33 37.33 5060.29 5060.01 5062.49 5060.96 PRSS'ED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SDBCR=SDBCRITICAL FLOW
t== SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
DPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT E COEF LOSS FT E COEF LOSS FT ID FT
------ -------- -------- -------- -------- -------- -- ---- -----------
1.0 2.00 5049.11 0.78 0.05 0.00 0.00 0.00 1.00 5048.33
2.0 3.00 5049.58 0.41 0.10 0.05 0.00 0.00 2.00 5049.11
3.0 4.00 5050.98 1.35 0.08 0.05 0.00 0.00 3.00 5049.58
4.0 5.00 5052.43 1.42 0.05 0.03 0.00 0.00 4.00 5050.98
5.0 6.00 5054.02 1.08 0.05 0.02 0.25 0.48 5.00 5052.43
6.0 7.00 5056.03 1.30 1.32 0.71 0.00 0.00 6.00 5054.02
7.0 8.00 5053.02 0.17 1.32 0.43 0.00 0.00 5.00 5052.43
8.0 9.00 5055.36 2.32 0.05 0.02 0.00 0.00 8.00 5053.02
9.0 10.00 5055.93 0.54 0.08 0.03 0.00 0.00 9.00 5055.36
10.0 11.00 5062.04 4.69 1.32 1.43 0.00 0.00 10.00 5055.93
11.0 12.00 5062.94 0.30 1.32 0.59 0.00 0.00 11.00 5062.04
BEND LOSS =BEND Kf FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K=INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DOE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WORLD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
I
i
r
i
r
• UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
b SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
---------------------
U ER:Northern Engineering Services -Ft Collins Colorado .......................
DATE 08-15-1995 AT TIME 06:44:55
*** PROJECT TITLE: Coventry No.2
CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 1 X IST i nJC,
INLET HYDRAULICS: IN A SUMP.
tGIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 10.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 63.43
LATERAL WIDTH OF DEPRESSION (ft)= 1.17
SUMP DEPTH (ft)= 0.32
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) = 0.80 /oo-r;k. W,rcL_ E /1V"CFT )
STREET CROSS SLOPE ( ) -
2.00
STREET MANNING N 0.016 •44.. +- 0
(inch)= 1.38
GUTTER DEPRESSION = SZ 33
GUTTER WIDTH (ft) = 1.17
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 22.00
GUTTER FLOW DEPTH (ft) = 0.55
FLOW VELOCITY ON STREET (fps)= 3.71
FLOW CROSS SECTION AREA (sq ft)= 4.95
GRATE CLOGGING FACTOR
CURB OPENNING CLOGGING FACTOR(%)= 15.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
21.69
(cfs)=
18.30
(cfs)=
18.30
(cfs)=
0.00
(cfs)=
18.30
(cfs)=
18.30
(cfs)=
0.00
UDINLET INLET HYDARULICS AND SIZING
DEVELOPED BY
-----------DR-JAMES-GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
--------------------------------------------------------
U ER:Northern Engineering Services -Ft Collins Colorado .......................
It DATE 08-15-1995 AT TIME 06:39:03
*** PROJECT TITLE: Coventry No.2
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 2 ( tax sr+N4 INt.-e Z� h/. + �rrLC�-�% 1
INLET HYDRAULICS: IN A SUMP. /
�. GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 5.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 63.43
LATERAL WIDTH OF DEPRESSION (ft)= 1.17
SUMP DEPTH (ft)= 0.23
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL
STREET CROSS SLOPE
STREET MANNING N
GUTTER DEPRESSION
GUTTER WIDTH
oo wrEf_ e I^+L-cr 2
SLOPE (%) =
0.80
M =
2.00 41 f- o•Lj
-
0.016
(inch)=
1.38
(ft) =
1.17
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 14.88
GUTTER FLOW DEPTH (ft) = 0.41
FLOW VELOCITY ON STREET (fps)= 2.95
FLOW CROSS SECTION AREA (sq ft)= 2.32
GRATE CLOGGING FACTOR M = 50.00
CURB OPENNING CLOGGING FACTOR(%)= 20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
8.70
(cfs)=
6.90
(cfs)=
6.90
(cfs)=
0.00
(cfs)=
6.90 G?,� a
(cfs)=
6.90
(cfs)=
0.00 +�Z
--------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
----------DRJAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD-
-------------------------------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado .......................
11 DATE 08-14-1995 AT TIME 11:23:30
*** PROJECT TITLE: Covenrty Filing #2
CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 3 (lPr—P• 5' �N�T
INLET HYDRAULICS: IN A SUMP.
,�. GIVEN INLET DESIGN INFORMATION:
0
GIVEN CURB OPENING LENGTH (ft)= 5.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 63.43
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.08
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE
0.40
STREET CROSS. SLOPE
M
2.00
STREET MANNING N
0.016
GUTTER DEPRESSION
(inch)=
2.00
GUTTER WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
15.81
GUTTER FLOW DEPTH
(ft) =
0.48
FLOW VELOCITY ON STREET
(fps)=
2.23
FLOW CROSS SECTION AREA
(sq ft)=
2.67
GRATE CLOGGING FACTOR
M =
50.00
CURB OPENNING CLOGGING
FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY
(cfs)=
8.43
BY FAA HEC-12 METHOD:
DESIGN FLOW
(cfs)=
6.00
FLOW INTERCEPTED
(cfs)=
6.00
CARRY-OVER
FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD:
DESIGN FLOW
(cfs)=
6.00 )z> � 4
FLOW INTERCEPTED
(cfs)=
6.00
CARRY-OVER
FLOW (cfs)=
0.00
2+/
■§
§ § b 00 § � § m
K g
( �
§ @
§ 2 § §
mW
» K
� � m )
A ( B ) <
§ In � * # �
z
gw
§
k § |
� g §
0
u
§
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\ �
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K § §
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§ o &
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$
I
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-74
m
aw
iz
Utility Sei-vices
Stormwater
,,City of Fort Collins
July 6, 1995
Northern Engineering Services
420 South Howes, Suite 202
Fort Collins, CO 80521
RE: McClellands/Mail Creek Master Plan Update: Preliminary Flows Through Coventry
P.U.D.
Dear Mike:
The final master plan update is not yet complete but the hydrology update is
fundamentally complete for existing and fully developed conditions without
improvements. The attached SWMM runs and schematic can be summarized as
follows:
LOCATION EXIST. FLOWS DEV.FLOWS
(no detention)
West property line of Coventry 190.4 cfs 324.8 cfs
' (Element 39)
ICulvert Crossing Under Harmony 199.7 cfs 352.9 cfs
(Element 17)
Crest Road 322.4 cfs 534.6 cfs
(Element 16)
The minimum flows that should be allowed is the existing flows as listed above, however
using the developed flows is more conservative and gives the Stormwater Utility more
flexibility for future improvements. After you have had a chance to evaluate the effects
of using these flows we can discuss the effects and discuss some improvements being
proposed upstream that may aid you in making the final decision on the flew to be used.
At this time the upstream improvements on the Westbury site are still beiag discussed
and evaluated.
If you have additional questions please feel free to contact me at 224 - 6065. Susan
Hayes will be on vacation July 24 - 28 so please consider that on any :-;lbmittals that
may require her input.
235 Mathews Street • P.O. Box 580 • For, Collins, Co Sgh22-o1 80 0 (31'3) 221-oW) • FAX (303) 221-6239
Sincerely, t^ .
Glen 'D Schlueter
Stormwater Development Review Manager
Cc: James McCory, Managing Member
McGraw Land L.L.C.
Attachments
SWMM run
r
i
Cross- Sections' 698.33 thru 1206
p 09,
5049.0
100—YR WSEL
C
0
ro
'
DEPTH
A`
VARIES
W
2.17'— 3.53'
W
0.5' BOTTOM WIDTH
Station
Cross- Sections' 0.00 thru 504.33
70 01%
i
2 p%
100—YR WSEL
C
C
0
G
€
�
�
C
ro
�q
e
`
DEPTH �.
VARIES
_
2.96'— 3.20'
W
0.5' BOTTOM WIDTH
x
0
S
0
i
z
Y
i
0
Station
e
p
I
«+awraaa+rrrwarraw++rrwa+rrawrrww+aawa+aaww*
+rarwawatrw r+raarartaw+rrww++www+aaaa+
_ + HEC-2 WATER SURFACE PROFILES +
ENGINEERS +
a a
NGINEERING CENTER
* Version 4.6.2; May 1991 a
UITE D w
a t
95616-4687 +
+ RUN DATE 19DEC95 TIME 13:10:05 +
56-1104 +
t rrwwrarw wrar wrrraa+tar♦+trawaraw♦+rrrwa+rwa
rrwr+awa+traaarawrrarwrarrwa+rrw rttra�+
I
19DEC95 13:10:05
�GE 1
•10:05
+rr+trrrt rwartrwrtrwaarraaarrwarrr+t
HEC-2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
w arrrr tw+►*rwrrrra+rtrrr+ra+rwwrarwa
X x XxXXXxX xxxxx
x X X x x
X X X X
xxxxxxx XXXX X
X X X X
X x X x X
x X xxxxxxx xxxxx
1 Coventry Second Filing
2 Mail Creek Crossing at Hinsdale; File: COV-PROP.DAT
3 100-yr Floodplain
100-YR STARTING WSEL TAKEN FROM NORTHERN ENGINEERING SERVICES
HEC-2 FILE COV-C1.DAT AT SECNO 17
�1 ICHECR INQ NINV IDIR STRT METRIC HVINS
0 2 0 0 0 0 .1
t NPROF IPLOT PRFVS XSECV XSECH FN ALLDC
0 0 0 0 0 0 —1
3 VARIABLE CODES FOR SUMMARY PRINTOUT
38 1 2 13 14 15 8
38 1 39 3 4
.05 .035 .036
.1
.3
Discharge Figures Provided by City of Fort
Collins Stormwater Utilit}
Department from Master Drainage
Basin Plan,
Mail Creek
Basin,
Existing Conditions South of Harmony Road
100-yr Discharge= 199.70 cfs
1 199.7
_
0
X1 0 4 1000
1025
0
0
5046.8 1000 5043.45
1010.75
5043.45
1011.25
100 4 1000
1025
100
100
GR 5047.8 1000 5044.45
1
1010.75
5044.45
1011.25
xxxxx
+ U.S. ARMY CORPS OF
+ HYDROLOGIC
* 609 SECOND STREET,
+ DAVIS, CALIFORNIA
* (916)
THIS RUN EXECUTED 19DEC95
Q WSEL FQ
0 5046.65 0
IBW CHNIM ITRACE
0 0 0
25 26
0
0
5046.52
1025
100
0
5047.52
1025
0 0
0 0
X1
200
4
1000
1025
100
100
100
0
GR
5048.8
1000
5045.45
1010.75
5045.45
1011.25
5048.52
1025
1
19DEC95
13:10:05
AGE
2
X1
300
4
1000
1025
100
100
100
0
GR
5049.8
1000
5046.45
1010.75
5046.45
1011.25
5049.52
1025
X1
400
4
1000
1025
100
100
100
0
IGR
5050.8
1000
5047.45
1010.75
5047.45
1011.25
5050.52
1025
n
504.33
11
1015.07
1036.59
104.33
104.33
104.33
0
GR
5053.0
5048.5
1000
5052.0
1008.94
5051.0
1015.07
5050.0
1018.56
GR
5052.0
1023.81
5048.49
1024.31
5049.0
1026.81
5050.0
1031.51
�GR
1045.94
NC
.3
.5
3
.035
1008
.013
1020
.035
1028
DOWNSTREAM FACE
OF PROPOSED
BOX CULVERT
X1
536.33
5
1000
1026
32
32
X3
10
32
0
'GR
5052.3
1000
5048.81
1008
5048.81
1014
5048.81
5055
1020
USE 20% DEBRIS
BLOCKAGE
AT CULVERT
SC
1.013
0.2
2.63
0
2
0 0
0 0
0 0
0 0
5049.0 1022.02
5051.0 1036.59
0 0
5055
5052.3 1028
.4
12.0
54
8.1
5049.35
5048.81
ti
3
.035
1007.9
.013
1020
.035
1028
UPSTREAM FACE
OF PROPOSED
BOX CULVERT
590.33
7
1000
1028
54
54
54
X2
0
0
2
0
5055
0
0
0
%3
10
T
T
IR
4
1020.1
10
5055
5055
5
50499..335
5049.35
1008
5055
5051.75
5055
1020
5055
5055
5051.75
GR
5052.9
5049.3
1000
1020.1
5049.35
5052.9
1007.9
5049.35
1008
5049.35
1014
5049.35
1020
1028
Ic
.035
.035
.036
1
598.33
11
1000.10
1028.0
8
8
8
GR
GR
5053.4
5049.5
1000
1018.60
5052.0
5050.0
1000.10
5051.0
1004.48
5050.0
0
1007.65
0
5049.5
0
1009.45
11
5053.4
1028.10
1020.33
5051.0
1023.58
5052.0
1026.73
5052.36
1028.0
X1
700
4
1000
1022.20
101.67
101.67
101.67
0
GR
5054.5
1000
5050.85
1010.85
5050.85
1011.35
5054.5
1022.20
0
0
19DEC95
13:10:05
E
3
800
4
1000
1022.20
100
100
100
0
5055.6
1000
5052.22
1010.85
5052.22
1011.35
5055.6
1022.20
0
0
900
4
1000
1022.20
100
100
100
0
5056.7
1000
5053.59
1010.85
5053.59
1011.35
5056.7
1022.20
0
0
X1
1000
4
1000
1022.20
100
100
100
0
5058.1
1000
5054.96
1010.85
5054.96
1011.35
5058.1
1022.20
0
0
%1
1100
4
1000
1022.20
100
100
100
0
GR
5059.5
1000
5056.33
1010.85
5056.33
1011.35
5059.5
1022.20
0
0
1'
1206
8
1082.06
1101.49
106
106
106
0
0
GR
GR
5061
1000
5060
1034.72
.5059
1082.06
5058
1089.61
5059
0
1096.85
1
5060
1101.49
5061
1114.14
5062
1145.64
_7
1
19DEC95
13:10:05
AGE 4
SECNO
DEPTH
CWSEL
CRIWS
WSELK
EG
Q
QLOB
QCH
QROB
ALOB
ACH
TIME
VLOB
VCH
VROB
XNL
XNCH
SLOPE
XLOBL
XLCH
XLOBR
ITRIAL
IDC
*PROF 1
CRITICAL DEPTH
TO BE
CALCULATED
AT ALL CROSS SECTIONS
CCHV= .100
CEHV=
.300
.000
t3SECNO
280 CROSS SECTION
.00 EXTENDED
.13 FEET
.000
3.20
5046.65
5046.16
5046.65
5047.02
.0
199.7
.0
.0
40.9
00
.00
4.88
.00
.000
.036
i199.7
.007430
0.
0.
0.
0
14
100.000
,*SECNO
100.000
3.00
5047.45
5047.16
.00
5047.92
199.7
.0
199.7
.0
.0
36.3
.01
.00
5.50
.00
.000
.036
.010458
100.
100.
100.
2
15
#SECNO 200.000
'
200.000
3.04
5048.49
5048.16
.00
5048.94
199.7
.0
199.7
.0
.0
37.1
.01
.00
5.38
.00
.000
.036
.009883
100.
100.
100.
2
11
SECNO 300.000
300.000
3.03
5049.48
5049.16
.00
5049.94
199.7
.0
199.7
.0
.0
37.0
.02
.00
5.40
.00
.000
.036
.009975
100.
100.
100.
1
15
SECNO 400.000
400.000
3.03
5050.48
5050.16
.00
5050.94
199.7
.0
199.7
.0
.0
36.9
.02
.00
5.41
.00
.000
.036
.010034
100.
100.
100.
0
11
19DEC95
13:10:05
PAGE 5
SECNO DEPTH
CWSEL
CRIWS
WSELX
EG
Q QLOB
QCH
QROB
ALOB
ACH
TIME VLOB
VCH
VROB
XNL
XNCH
XLOBL
XLCH
XLOBR
ITRIAL
IDC
I�SLOPE
SECNO 504.330
504.330
2.96
5051.45
5051.11
.00
5051.89
199.7
.6
197.7
1.4
.6
37.2
'
.03
1.00
5.31
1.43
.050
.036
.008271
104.
104.
104.
2
15
HV HL GLOSS L-BANK ELEV
AROB VOL TWA R-BANK ELEV
XNR WTN ELMIN SSTA
ICONT CORAR TOPWID ENDST
.37
.00
.00
5046.80
.0
.0
.0
5046.52
.000
.000
5043.45
1000.48
0
.00
24.52
1025.00
.47
.88
.03
5047.80
.0
.1
.1
5047.52
.000
.000
5044.45
1001.09
0
.00
23.64
1024.73
.45
1.02
.00
5048.80
.0
.2
.1
5048.52
.000
.000
5045.45
1000.99
0
.00
23.89
1024.88
.45
.99
.00
5049.80
.0
.3
.2
5049.52
.000
.000
5046.45
1001.00
0
.00
23.85
1024.85
.46
1.00
.00
5050.80
•0
.3
.2
5050.52
.000
.000
5047.45
1001.02
0
.00
23.82
1024.84
HV
HL
OLOSS
L-BANK ELEV
AROB
VOL
TWA
R-BANK ELEV
XNR
WTN
ELMIN
SSTA
ICONT
CORAR
TOPWID
ENDST
.43
.95
.00
5051.00
1.0
.4
.3
5051.00
.035
.000
5048.49
1012.28
0
.00
28.56
1040.84
'CCHV= .300 CEHV= .500
1490 NH CARD USED
•SECNO 536.330
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, XRATIO = 2.46
�3495 OVERBANX AREA ASSUMED NON -EFFECTIVE, ELLEA= 5055.00 ELREA= 5055.00
DOWNSTREAM FACE OF PROPOSED BOX CULVERT
536.330 3.06 5051.87 5050.61 .00 5052.05 .18 .09 .08 5052.30
199.7 .0 199.7 .0 .0 58.2 .0 .5 .3 5052.30
.03 .00 3.43 .00 .000 .027 .000 .000 5048.81 1000.99
.001371 32. 32. 32. 2 14 0 .00 26.03 1027.01
SPECIAL CULVERT
SC CUNO CUNV ENTLC COFQ RDLEN RISE SPAN CULVLN CHRT SCL ELCHU
ELCHD
1 .013 .20 2.63 .00 2.40 12.00 54.00 8 1 5049.35
048.81
CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL
SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES
�1490 NH CARD USED
•SECNO 590.330
SPECIAL CULVERT INLET CONTROL
EGIC = 5053.133 EGOC = 5052.963 PCWSE= 5051.869 ELTRD= 5055.000
1280 CROSS SECTION 590.33 EXTENDED .12 FEET
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, RRATIO = 1.41
19DEC95 13:10:05
GE 6
SECNO DEPTH CWSEL CRIWS WSELR EG HV HL OLOSS L-BANS( ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
PECIAL CULVERT
EGIC EGOC H4 QWEIR QCULV VCH ACULV ELTRD WEIRLN
5053.13 5052.96 1.08 0. 200. 2.662 28.8 5055.00 0.
�495 OVERBANE AREA ASSUMED NON -EFFECTIVE, ELLEA= 5055.00 ELREA= 5055.00
UPSTREAM FACE OF PROPOSED BOX CULVERT
590.330 3.72 5053.02 .00 .00 5053.13 .11 1.08 .00 5052.90
199.7 .0 199.7 .0 .0 75.0 .0 .6 .3 5052.90
.03 .00 2.66 .00 .000 .027 .000 .000 5049.30 1000.00
.000687 54. 54. 54. 2 0 0 .00 28.00 1028.00
;ISECNO 598.330
598.330 3.53 5053.03 5051.43 .00 5053.14 .12 .01 .00 5052.00
199.7 .0 199.7 .0 .0 72.5 .0 .6 .3 5052.36
.04 .02 2.76 .02 .035 .036 .035 .000 5049.50 1000.03
�.001293 8. 8. 8. 2 11 0 .00 28.04 1028.06
SECNO 700.000
645 INT SEC ADDED BY RAISING SEC 700.00, -1.013 FT AND MULTIPLYING BY 2.191
1.010 3.23 5053.07 5052.00 .00 5053.19 .12 .04 .00 5053.49
199.7 .0 199.7 .0 .0 71.7 .0 .6 .4 5053.49
.04 .00 2.79 .00 .000 .036 .000 .000 5049.84 1002.71
.002357 25. 25. 25. 2 14 0 .00 43.22 1045.93
•, 1645
INT SEC ADDED BY RAISING SEC 1.01,
.338 FT AND MULTIPLYING BY .819
1 3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
XRATIO =
.62
1.020 2.91 5053.09
199.7 .0 199.7
5052.52
.0
.00 5053.35
48.0
.27
.09
.07
5053.82
.04 .00 4.16
.00
.0
.000 .036
.0
.000
.6
.000
.4
5050.17
5053.82
1003.91
.006067 25. 25.
25.
2 19
0
.00
31.99
1035.91
19DEC95 13:10:05
PAGE 7
SECNO DEPTH CWSEL
CRIWS
WSELX EG
HV
HL
OLOSS
L-BANK ELEV
Q QLOB QCH
QROB
ALOB ACH
ARDS
VOL
TWA
R-BANK ELEV
TIME VLOB VCH
VROB
XNL XNCH
XNR
WTN
ELMIN
SSTA
SLOPE XLOBL XLCH
XLOBR
ITRIAL IDC
ICONT
CORAR
TOPWID
ENDST
1645 INT SEC ADDED BY RAISING SEC 1.02,
.338 FT AND MULTIPLYING BY .779
13301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
XRATIO =
.58
1.030 2.62 5053.13
5053.12
.00 5053.80
.68
.25
.20
5054.16
199.7 .0 199.7
.0
.0 30.2
.0
.7
.4
5054.16
.04 .00 6.60
.00
.000 .036
.000
.000
5050.51
1004.29
.017800 25. 25.
25.
3 15
0
.00
22.43
1026.72
f645 INT SEC ADDED BY RAISING SEC
1.03,
.338 FT AND MULTIPLYING BY
.716
185 MINIMUM SPECIFIC ENERGY
720 CRITICAL DEPTH ASSUMED
700.000 3.00 5053.85
5053.85
.00 5054.63
.77
.45
.05
5054.50
199.7 .0 199.7
.0
.0 28.3
.0
.7
.4
5054.50
.04 .00 7.05
.00
.000 .036
.000
.000
5050.85
1001.92
�. 017556 25. 25.
25.
0 8
0
.00
18.36
1020.28
SECNO 800.000
645 INT SEC ADDED BY RAISING SEC
800.00,
-1.028 FT AND MULTIPLYING BY
.947
301 HV CHANGED MORE THAN HVINS
1.010 3.35 5054.54 5054.15
.00 5055.03
.48
.32
.09
5054.57
199.7 .0 199.7
.0
.0 35.8
.0
.7
.4
5054.57
.04 .00 5.58
.00
.000 .036
.000
.000
5051.19
1000.08
.009535 25. 25.
25.
5 5
0
.00
20.86
1020.95
�645 INT SEC ADDED BY RAISING SEC
1.01,
.343 FT AND MULTIPLYING BY
1.019
1.020 3.24 5054.77 5054.48
.00 5055.31
.53
.26
.02
5054.92
199.7 .0 199.7
.0
.0 34.1
.0
.7
.4
5054.92
.04 .00 5.86
.00
.000 .036
.000
.000
5051.54
1000.44
.010978 25. 25.
25.
3 11
0
.00
20.55
1020.98
I
19DEC95 13:10:05
AGE 8
SECNO DEPTH
CWSEL
CRIWS
WSELR
EG
HV
HL
OLOSS
L-BANK ELEV
'
Q QLOB
TIME VLOB
QCH
VCH
QROB
ALOB
ACH
AROB
VOL
TWA
R-BANK ELEV
SLOPE XLOBL
XLCH
VROB
XLOBR
XNL
ITRIAL
XNCH
IDC
XNR
ICONT
WTN
CORAR
ELMIN
TOPWID
SSTA
ENDST
�1645 INT
SEC ADDED BY RAISING SEC _ 1.02, .343 FT AND MULTIPLYING
BY 1.018
1.030 3.17
5055.05
5054.80
.00
5055.61
.56
.28
.01
5055.26
199.7 .0
199.7
.0
.0
33.2
.0
.7
5055.26
.04 .00
1
6.01
.00
.000
.036
.000
.000
.4
5051.88
1000.67
.011845 25.
25.
25.
3
11
0
.00
20.48
1021.14
1645 INT SEC ADDED BY RAISING SEC
1.03,
.343
FT AND MULTIPLYING
BY 1.018
800.000 3.12
5055.34
5055.12
.00
5055.91
.57
.30
5055.60
199.7 .0
199.7
.0
.0
32.9
.0
.8
.01
5055.60
.05 .00
6.07
.00
.000
.036
.000
.000
.5
5052.22
1000.82
.012278 25.
25.
25.
3
11
0
.00
20.56
1021.38
*SECNO 900.000
900.000 3.01
5056.60
5056.41
.00
5057.16
.57
1.25
.00
5056.70
199.7 .0
199.7
.0
.0
33.1
.0
.8
5056.70
.05 .00
100.
6.03
.00
.000
.036
.000
.000
.5
5053.59
1000.35
.012644
100.
100.
2
11
0
.00
21.50
1021.85
SECNO 1000.000
1000.000 2.95
5057.91
5057.78
.00
5058.53
.62
1.34
.03
5058.10
199.7 .0
199.7
.0
.0
31.6
.0
.9
5058.10
.06 .00
014274 100.
6.33
.00
.000
.036
.000
.000
.6
5054.96
1000.65
�.
100.
100.
2
11
0
.00
20.89
1021.55
SECNO 1100.000
1100.000 3.00
5059.33
5059.16
.00
5059.93
.60
1.39
5059.50
199.7 .0
199.7
.0
.0
32.2
.0
1.0
.01
5059.50
.06 .00
.013477 100.
1
6.20
100.
.00
.000
.036
.000
.000
.6
5056.33
1000.60
100.
2
11
0
.00
21.00
1021.60
*SECNO 1206.000
�645 INT SEC ADDED BY
RAISING SEC 1206.00,
-1.252
FT AND MULTIPLYING BY .800
1
19DEC95 13:10:05
�GE 9
SECNO DEPTH
CWSEL
CRIWS
WSELK
EG
HV
HL
OLOSS
L-BANK ELEV
Q QLOB
TIME VLOB
QCH
VCH
QROB
ALOE
ACH
ARCH
VOL
TWA
R-HANK ELEV
SLOPE XLOBL
XLCH
VROB
XLOBR
XNL
ITRIAL
XNCH
IDC
XNR
ICONT
WTN
CORAR
ELMIN
TOPWID
SSTA
ENDST
280 CROSS SECTION
1.01 EXTENDED
.35 FEET
301 HV CHANGED MORE THAN HVINS
,302 WARNING: CONVEYANCE CHANGE
OUTSIDE OF
ACCEPTABLE RANGE,
KRATIO 5.16
1.010 3.35
5060.10
5058.88
.00
5060.13
.03
.04
.17
5057.75
199.7 121.2
70.7
7.9
93.9
40.6
10.2
1.0
.6
5058.75
.06 1.29
1.74
.77
.035
.036
.035
.000
5056.75
1000.00
.000505 27.
27.
27.
2
14
0
.00
100.20
1100.20
1645 INT SEC ADDED BY RAISING SEC
1
1.01,
.417
FT AND MULTIPLYING BY
1.083
1
' 1.020 2.94 5060.11 5059.23 .00 5060.16 .05 .02 .01 5058.17
199.7 113.6 82.1 4.0 72.5 37.1 4.9 1.1 .7 5059.17
.07 1.57 2.21 .82 .035 .036 .035 .000 5057.17 1001.75
.001025 27. 27. 27. 2 14 0 .00 96.53 1098.28
�1645 INT SEC ADDED BY RAISING SEC 1.02, .417 FT AND MULTIPLYING BY 1.077
�3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .66
1.030 2.54 5060.13 5059.61 .00 5060.22 .10 .04 .02 5058.58
199.7 101.8 96.4 1.5 50.8 32.7 1.7 1.2 .8 5059.58
.07 2.01 2.95 .86 .035 .036 .035 .000 5057.58 1014.86
.002370 27. 27. 27. 2 19 0 .00 86.26 1101.11
1645 INT SEC ADDED BY RAISING SEC 1.03, .417 FT AND MULTIPLYING BY 1.071
13301 HV CHANGED MORE THAN HVINS
1
19DEC95 13:10:05
AGE 10
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH ARCH VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST
�302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .61
1206.000 2.17 5060.17 5060.00 .00 5060.37 .20 .10 .05 5059.00
199.7 83.4 116.2 .1 32.3 27.8 .2 1.2 .8 5060.00
.07 2.58 4.17 .66 .035 .036 .035 .000 5058.00 1028.75
.006429 27. 27. 27. 2 16 0 .00 74.91 1103.66
1
19DEC95 13:10:05
IAGE
11
1
13:10:06
THIS RUN EXECUTED 19DEC95
rraar+raaa►►►ara aa►►:+++rrra►++:arr►r
HEC-2 WATER SURFACE PROFILES
Version 4.6.2; May
1991
•+aura►+araaaaarrrraa•+rraaaa+rrraaa
NOTE- ASTERISK (a) AT LEFT OF CROSS-SECTION
NUMBER INDICATES MESSAGE IN
SUMMARY OF
ERRORS LIST
100-yr Floodplain
SUMMARY PRINTOUT
SECNO CWSEL
CRIWS
QLOB
QCH
QROB
DEPTH
AREA
VCH
.000 5046.65
5046.16
.00
199.70
.00
3.20
40.92
4.88
100.000 5047.45
5047.16
.00
199.70
.00
3.00
36.32
5.50
200.000 5048.49
5048.16
.00
199.70
.00
3.04
37.09
5.38
300.000 5049.48
5049.16
.00
199.70
.00
3.03
36.97
5.40
400.000 5050.48
5050.16
.00
199.70
.00
3.03
36.88
5.41
504.330 5051.45
5051.11
.63
197.68
1.38
2.96
38.82
5.31
r 536.330 5051.87
5050.61
.00
199.70
.00
3.06
58.16
3.43
,+ 590.330 5053.02
.00
.00
199.70
.00
3.72
75.01
2.66
598.330 5053.03
5051.43
.00
199.70
.00
3.53
72.54
2.76
a 700.000 5053.85
5053.85
.00
199.70
.00
3.00
28.32
7.05
800.000 5055.34
5055.12
.00
199.70
.00
3.12
32.89
6.07
900.000 5056.60
5056.41
.00
199.70
.00
3.01
33.10
6.03
1000.000 5057.91
5057.78
.00
199.70
.00
2.95
31.57
6.33
1100.000 5059.33
5059.16
.00
199.70
.00
3.00
32.19
6.20
a 1206.000 5060.17
i
1
5060.00
83.39
116.19
.12
2.17
60.35
4.17
I
19DEC95 13:10:05
AGE 12
100-yr Floodplein
SUMMARY PRINTOUT
SECNO CWSEL XLCH EG TOPWID
.000 5046.65 .00 5047.02 24.52
100.000 5047.45 100.00 5047.92 23.64
' 200.000 5048.49 100.00 5048.94 23.89
300.000 5049.48 100.00 5049.94 23.85
400.000 5050.48 100.00 5050.94 23.82
504.330 5051.45 104.33 5051.89 28.56
+ 536.330 5051.87 32.00 5052.05 26.03
,+ 590.330 5053.02 54.00 5053.13 28.00
598.330 5053.03 8.00 5053.14 28.04
,* 700.000 5053.85 101.67 5054.63 18.36
+ 800.000 5055.34 100.00 5055.91 20.56
900.000 5056.60 100.00 5057.16 21.50
1000.000 5057.91 100.00 5058.53 20.89
1100.000 5059.33 100.00 5059.93 21.00
�+ 1206.000 5060.17 106.00 5060.37 74.91
19DEC95 13:10:05
PAGE 13
I
SUMMARY OF ERRORS AND SPECIAL NOTES
`ARNING SECNO= 536.330 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 590.330 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
AUTION SECNO= 700.000 PROFILE= 1 INTERPOLATED X-SECTIONS USED
AUTION SECNO= 800.000 PROFILE= 1 INTERPOLATED X-SECTIONS USED
fTION SECNO- 1206.000 PROFILE= 1 INTERPOLATED X-SECTIONS USED
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HYDROLOGIC REPORT
Coventry Sub.. .......
Pond Sizing...........
loo dev, 2yr Kist.....
Hyd. No. 1
Hydrograph type = RATIONAL Peak discharge = 75.67 cfs
Storm frequency = 100 yr Time interval = 1 min
Time of conc. = 23 min Intensity - 4.93 in/hr
Runoff coeff. _ .5 Basin area = 30.69 ac
D-23
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RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: Coventry Subdivision Filing No. 2 STANDARD FORM A
COMPLETED BY: Mary B. Wohnrade DATE: August 15, 1995
Developed
Erodibility
Asb Lab Ssb Lb Sb PS(Table 8-A)
Sub -Basin
Zone
(ac) (ft) (%) (ft) (%) (%)
D1
Moderate
0.818 632 1.43 79.5
D2
Moderate
1.110 487 1.25 78.3
D3
Moderate
0.919 618 2.29 81.0
D4
Moderate
0.872 653 1.20 78.7
D6
Moderate
0.972 536 3.18 82.3
Lb = sum (Lsb x Asb) / sum Asb
Sb = sum (Ssb x Asb) / sum Asb
Performance Standard (PS) = See Table 8-A
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8-4
DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: Coventry Subdivision Filing No. 2
COMPLETED BY: Mary B. Wohnrade
Erosion Control Method
Roads/Walks
Hay Mulch
Gravel Filter
Straw Bale Barriers
Established Grass
Silt Fence
Sod Grass
Major Performance Sub -Basin
Basin Standard (%)
STANDARD FORM B
DATE: August 15, 1995
C-Factor
P-Factor
Comment
0.01
1.00
Basin D4
0.06
1.00
N.A.
1.00
0.80
Basins' D1, D2, D4
1.00
0.80
Basins' D3, D6
0.03
1.00
Basins' D3, D6
1.00
0.50
N.A.
0.01
1.00
All Basins
Area Calculations
(Ac)
D1
79.5
0.818
Hay Mulch = 0.818 ac
Net C Factor = 0.818(0.06)/0.818 = 0.06
Net P Factor = 0.80
EFF = 1-(0.06 x 0.80)x 100= 95.2% > 79.5, OK
D2
78.3
1.11
Hay Mulch = 1.11 ac
Net C Factor = 1.11(0.06)/1.11 = 0.06
Net P Factor = 0.80
EFF = 1-(0.06 x 0.80)x 100=95.2% > 78.3, OK
D3
81.0
0.919
Established Grass= 0.919 ac
Net C Factor = 0.919(0.03)/0.919 = 0.03
Net P Factor = 0.80
EFF = 1-(0.03 x 0.80)x 100=97.6% > 81.0, OK
D4
78.7
0.872
Streets and Walks= 0.692 ac
Smooth Ground = 0.180 ac
Net C Factor = 0.692(0.01)+ 0.18(1.0)/0.872 = 0.21
Net P Factor = 0.80
EFF = 1-(0.21 x 0.80)x 100=82.9% > 78.7, OK
D6
82.3
0.972
Established Grass= 0.972 ac
Net C Factor = 0.972(0.03)/0.972 = 0.03
Net P Factor = 0.80
EFF = 1-(0.03 x 0.80)x 100=97.6% > 82.3, OK
NOTE: Existing Gravel Inlet Filters at Inlets' 1 and 2 shall be retained from Filing No. 1
�/
Table 8B C-Factors and P-Factors for Evaluating EFF Values.
Treatment C-Factor P-Factor
BARE SOIL
Packedand smooth ....... :........................................................ 1.00 1.00
Freshlydisked............................................................. 1.00 0.90
Roughirregular surface........................................................... 1.00 0.90
SEDIMENT BASIN/TRAP................................................................. 1.00
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00
SILT FENCE BARRIER..................................................................... 1.00
ASPHALT/CONCRETE PAVEMENT ................................................... 0.01
ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. 8-A
SODGRASS................................................................................. 0.01
TEMPORARY VEGETATION/COVER CROPS .................................... 0.45121
HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.1013)
SOILSEALANT....................................................................0.01-0.60141
EROSION CONTROL MATS/BLANKETS............................................ 0.10
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of approximately
1 /4' to 1 1 /2' and applied at a rate of at least 135 tons/acre.............. 0.05
0.50"1
0.80
0.50
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
HAY OR STRAW DRY MULCH
After olantina crass _ e-W, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
tack or crimp material into the soil.
Slope
%
1
to
05
6
to
10
.............................................................................
0.06
1.00
11
to
15
.............................................................................
0.06
1.00
.............................................................................
0.07
1.00
21
to
25
0.11
1.00
25
to
33
.............................................................................
0.14
1.00
..........................................
>33
0.17
1.00
..........................................................................
0.20
1.00
NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation
(1) Must be constructed as the first step in overlot grading.
(2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
MARCH 1991 8.6 DESIGN CRITERIA
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VALUES 04CLUDE &41 CFS FROM
Mir
FINAL DRAINAGE PLAN
DEVELOPED
COVENTRY SUBDIVISION FILING NO, 1
A POR790H OF THE HORT 0HE=HALL° OF BLCTOOb 29
TOOM HS OP 6 nMOR7Hq pAMEE�SIoI1�WEST OI1F/�14�G�;1/1E1�1�80XT � Pf�IHCOPAL G�C�I�UMH,
- 007 --Off FORT COLLOH89 COUH U If OF 'LaRON ER, STATE OF COLORADO
TYPI .AI -WAIF SECTION
NOT TO SCALE
.
100 70 0 300
SCALE. V • 100•
200
9
j
LEGEND
Qmlmuv
Aavl
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FIGURE 3.1
FINAL DRAINAGE PLML
COVENTRY 808DIVISION
OVERVIEW
PROJECT N0. 3270.00
12/06/93
REVISED 3/7/94
REVISED 4/7/94
REVISED 10/21/94
JR Engineering, Ltd
0110 GreenBlvd
wood, Col Plaza 011
Tel,
009393 80I 11
Td. (303) 721-9019
FAIT (303) 721-BOIB
ENGINEERING/PLANNING/SURVEYING
(Arm
if
LIB
LIA
0.31
0.95
1.00
5.0
10.0
0.92
2.19
LIB
LIB
2.09
0.20
0.25
12.5
12.5
0.95
3.37
LIC
LIC
1.12
0.20
0.25
11.7
11.7
0.53
1.86
1.1
1.1
0.89
0.20
0.25
13.7
13.7
0.39
1.36
1
1
0.50
0.53
14.3
14.3
3.27
10.17
(D
I+I.IA+I.IB+I.IC+
I.I+SI+82+S3
14.55
15.19
15.19
4.85•
- 85.
12.86•
2.1
2.1
4.91
0.55
0.60
13.0
15.0
5.70
5 70
17.66
23A
2.1A
2.70
0.51
0.57
14.9
14.9
2 92
2.92
9.19
2
2
2.82
0.59
0.63
17.5
17.5
3 . 212
9.98
2A
2A
1.14
0.26
0.31
14.0
14.0
0.64
2.17
6.1
6.1
2.71
0.51
0.56
13.3
13.3
3.05
9.50
6
6
1.19
0.66
0.71
12.7
12.7
1.80
5.47
5.1
5.1
2.99
0.51
0.56
12.9
12.9
3.35
10.41
5
5
0.56
0.67
0.72
12.5
12.5
0.95
2.59
5
OS2A
1.12
0.67
0.25
12.9
12.8
1.69
1.80
4.1
OSIA
0.94
0..62-
0.25
13.6
13.6
1.28
1.47
4.1
4.1
2.72
0.62
0.67
13.9
13.9
3.67
11.23
401
5+5.1+6+6.1+OSIA+.
OS2A+4.1
12.13
18.02
19.02
13.55
36.651
4
4
7.99
0.23
0.29
15.7
15.7
3.75
12.94
(1)
2+2.1+2.IA+4+S4
19.57 1
23.78
22.69
12.58
41.03
3
3
1.30
0.53
0.59
13.0
13.0
1.57
4.96
Os2B
OS2B
1.43
0.20
0.25
12.3
12.3
0.66
2.34
OSIB
OSIB
0.95
0.20
0.25
13.7
13.7
0.42
1.48
OS2C
OS2C
1.23
0.79
0.93
7.3
10.0
2.71
7.27
OS3
OS3
2.92
0.23
0.28
13.5
13.5
1.51
5.20
OSIB+OS2B+OS2C+
3+OS3
7.84
17.92
17.92
5.46
17.58
MAIN
POND
5+5.1+6+6.1 +OS I A+OS2A+4.1+2
+2.1+2.IA+4+S4
30.69
23.79
22.69
-
24.55
74.27
* Values include 0.41 CFS from McGraw Elementary School Detention Pond.
19