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INAL
STORM DRAINAGE REPORT
ROBERT SHIELDS SUBDIVISION
SU = P,:�ITTED TOO
CITY OF FORT COLLINS.
FEBRUARY19,
TST, INC.
CONNING
ENGINEERS
TABLE OF CONTENTS
1.0 Introduction
Page
1.1 Scope and Purpose ................................... 1
1.2 Project Location and Description .......................... 1
1.3 Previous Studies .................................... 1
2.0 Historic Conditions ....................................... 3
3.0 Developed Conditions Plan
3.1 Design Criteria ..................................... 4
3.2 Drainage Plan Development ............................. 4
3.3 Erosion Control Plan ................................. 4
Fi ures
Figure 1 - Vicinity Map ........................................ 2
Appendices
Appendix A - Erosion Control Calculations
Appendix B - Easement Arguments
Appendix C - Impervious Area Calculations
I
1
Introduction
1.1 Scope and Purpose
This report presents the results of a Final Drainage Evaluation for the Robert Shields
Subdivision. A hydrologic analysis of the proposed development plan was completed to
1 determine the location and magnitude of the storm runoff. Drainage facilities were evaluated
during the hydraulic analysis to ensure that the structures could safely convey the runoff from
the site in accordance with the City of Fort Collins Storm Drainage Design Criteria.
The purpose of this report is to evaluate the development and prepare a stormwater management
plan that will address overall storm drainage planning and management.
1.2 Project Location and Description
11
The Robert Shields Subdivision is a proposed residential site located in the west half of Section
33, Township 7 north, Range 68 west, of the 6th Principal Meridian, in Larimer County,
Colorado. The site is roughly bounded by County Road 9 to the west, Fossil Creek Reservoir
Inlet Ditch to the east, Horsetooth Road to the north, and Harmony Road to the south. See
Figure 1. The proposed site falls within The Fox Meadows Drainage Basin.
The Robert Shields Subdivision consists of 6.07 acres and is within an RLP (Low Density
Residential) Zoning District within the City of Fort Collins, Colorado. The development will
have approximately 5 lots.
1.3 Previous Studies
The "Fox Meadows Basin (Basin H) Drainage Master Plan" (Resource Consultants, Inc.,
February 25, 1981) was reviewed prior to commencement of this report. This Master Plan
outlined several detention facilities to be located west of County Road 9 and discharges into a
major swale conveyance located on the Hewlett Packard property.
The "Woodland Park Estates P.U.D. Final Storm Drainage Report" (TST, Inc., August 1995)
was prepared taking this subdivision into account. The detention pond has already been sized
to accommodate the flow from this subdivision (37.2 cfs in the 100-year storm, taken from the
SWMM model prepared by Lidstone & Anderson, Inc.). Refer to Appendix C for calculations.
TST, Inc. 1 February 19, 1996
10-788-005
1
I
I
I
I
VUCNTY MAP
2.0
Historic Conditions
The existing site, which currently has two homes on it and is also used as a horse pasture, runoff
sheet flows to the east to the Fossil Creek Reservoir Inlet Ditch (FCRID).
TST, Inc.
1 0-788-005
F
February 19, 1996
11
1 3.0
11
L
r
Developed Conditions Plan
3.1 Design Criteria
The drainage system presented in this report has been developed in accordance with the
guidelines established by the Fort Collins Storm Drainage Design Criteria and Construction
Standards (S.D.D.C.), and the Denver Regional Council of Government Urban Storm Drainage
Criteria Manual (USDCM).
Developed condition storm facilities were evaluated based on the 100-year storm frequency.
Since a Drainage Master Plan for the area has been completed, we followed the Master Plan's
guidelines; therefore, historic runoff was not needed (see Lidstone and Anderson, Inc. Detention
Pond Design for Woodland Park Estates P.U.D., Section 2.1). However, for informational
purposes the 2-year historic runoff from the proposed development is 7.10 cfs which goes to the
FCRID on the east property line. It is believed that an easement to cross the existing pasture to
get to the detention pond is not needed. We calculated the predeveloped 2-year flow to the
pasture and compared it to the developed 100-year flow (see Appendix B). Since the amount of
runoff is less in the 100-year storm, the delivery point is the same, and the quality is the same,
we do not believe that an easement is required.
3.2 Drainage Plan Development
The proposed drainage plan consists of overland flow across lots which will be collected in the
detention pond. The detention pond will then release the storm runoff at a reduced rate (10.6
cfs) as called for in the Fox Meadows Drainage Master Plan (see also the Woodland Park Estates
P.U.D. detention pond calculations prepared by Lidstone & Anderson, Inc., Section 2.1).
Detention requirements can be found in the supplementary report prepared by Lidstone &
Anderson, Inc. for the Woodland Park Estates P.U.D..
3.3 Erosion Control Plan
It is anticipated that the construction of Robert Shields Subdivision will be simultaneous to that
of Woodland Park Estates P.U.D. (refer to the Final Drainage Report for Woodland Park Estates
P.U.D.). Please refer to Appendix A for a copy of the Erosion Control Calculations from the
Woodland Park Estates, P.U.D. Drainage Report. Additionally, the drainage plan has basin
delineations which correspond to the basin delineations on Woodland Park Estates, P.U.D..
TST, Inc. 4 February 19, 1996
10-788-005
Since this parcel was assumed to be totally disturbed in the Woodland Park Estates, P.U.D.
analysis and included in the total calculations for the Woodland Park Estates, P.U.D. analysis,
an additional erosion control bond is not required.
TST, Inc.
10-788-005
5
February 19, 1996
APPENDIX A
Erosion Control Calculations
L
1
1
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I
TABLE 8
RAINFALL PERFORMANCE STANDARD EVALUATION
' Project: Woodland Park P.U.D. Standard Form A
Sequence For 1995 Only
' Completed By: KGS Date: Auyust 11, 1995
DEVELOPED
ERODIBILITY
I Asb (ac)
Lsb (ft)
Ssb M
Lb (ft.)
Sb
PS (%)
SUB -BASIN
ZONE
(%)
Al.
Moderate
3.33
970
0.82
A2
Moderate
1.77
950
0.84
A3
Moderate
2.45
590
0.34
A4
Moderate
1.26
210
0.71
A5
Moderate
0.23
150
1.23
A6
Moderate
0.59
365
1.23
A7
Moderate
3.64
1,200
1.00
A8
Moderate
2.00
185
1.00
TOTAL
760.28
0.82
75.5 (88.82)
B 1
Moderate
1.90
990
1.00
B2
Moderate
2.57
1,300
1.28
B3
Moderate
3.86
1,100
1.23
B4
Moderate
2.89
920
1.28
B5
Moderate
4.06
950
1.23
B6
Moderate
0.85
275
1.23
TOTAL
1,005.43
1.22
78.8 (92.71)
C 1
Moderate
4.63
1,050
0.70
TOTAL
1,050
0.70
73.2 (86.12)
D 1
Moderate
11.14
800
3.30
TOTAL
800
3.30
82.5 (97.06)
El
Moderate
8.00
500
5.00
E2
Moderate
5.00
500
1.00
TOTAL
500
3.46
82.7 (97.29)
11
1
TABLE 9. EFFECTIVENESS CALCULATIONS
1
PROJECT: WOODLAND PARK P.U.D. STANDARD FORM B
COMPLETE BY: KG.S. DATE: AUG. 14, 1995
EROSION CONTROL METHOD C-FACTOR P-FACTOR COMMENT
BARE GROUND 1.00 0.90 ROUGHENT-D
GRAVEL INLET FILTER 1.00 0.80
PAVE\1ENT 0.01 1.00
STABLISHED VEGETATION 0.03 1.00
RESEED & MULCH 0.06 1.00
MAJOR
SUB
PS
AREA
CALCULATIONS
BASIN
BASIN
(%)
(AC)
A
Al
75.5
3.33
75%RESEED/MULCH
(88.82)
25% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.30 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 77% (99%)
A2
75.5
1.77
75% RESEED/MULCH
(88.82)
25%'BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.30 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 77.0% (99%)
A3
75.5
2.45
70% RESEED/MULCH
(88.82)
30% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.34 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 74% (99%)
A4
75.5
1.26
80% RESEED & MULCH
(88.82)
20% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.25 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 80% (99%)
' TST Inc.
Consulting () Values in parenthesis
Engineers are Post Construction
ef
TABLE 9. EFFECTIVENESS CALCULATIONS
1
1
1
1
1
1
1
1
1
1
1
1
1
1
A5
75.5
0.23
70% RESEED & MULCH
(88.82)
30% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.34 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. =74% (99%)
A6
75.5
0.59
70% RESEED & MULCH
(88.82)
30% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.34 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 74% (99%)
A7
75.5
3.64
100% RESEED & MULCH
(88.82)
WT. C-FACTOR = 0.06 (0.06)
WT. P-FACTOR= 1.00 (1.00)
EFF. = 94.0% (99%)
A8
75.5
2.00
100% RESEED & MULCH
(88.82) .
WT. C-FACTOR = 0.06 (0.01)
WT. P-FACTOR = 1.00 (1.00)
EFF. = 94% (99%)
A
75.5
15.27
AREA WT. EFF. = 82.9% > 75.5% ; (99%) > (88.82%)
(88.82)
B
B1
78.8
1.90
100% RESEED & MULCH
(92.71)
WT. C-FACTOR = 0.06 (0.06)
WT. P-FACTOR = 1.00 (1.00)
EFF. = 94.0% (99%)
B2
78.8
2.57
70% RESEED & MULCH
(92.71)
30% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.34 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 74% (99%)
' TST Inc.
Consulting () Values in parenthesis
Engineers are Post Construction
TABLE 9. EFFECTIVENESS CALCULATIONS
B3
78.8
3.86
80% RESEED & MULCH
(92.71)
20% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.25 (0.06)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 80% (99%)
B4
78.8
2.89
80% RESEED & MULCH
(92.71)
20% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.25 (0.06)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 80% (99%)
B5
(92.71)
4.06
80% RESEED & MULCH
(90.6)
20% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.25 (0.01)
WT. P-FACTOR = 0.78 (1.00)
EFF. = 74% (99%)
B6
78.8
0.85
50% RESEED & MULCH
(92.71)
50% BARE GROUND
INLET FILTER
WT. C-FACTOR = 0.53 (0.06)
WT. P-FACTOR = 0.76 (1.00)
EFF. = 60% (99%)
B
78.8
16.13
AREA WT. EFF. = 79.6%> 78.8; (99%)> (92.71%)
(92.71)
C
CI
73.2
4.63
100% RESEED & ESTABLISHED VEG.
(86.12)
WT. C-FACTOR = 0.06 (0.02)
WT. P-FACTOR = 1.00 (1.00)
EFF. = 94% (98%)
C
73.2
4.63
AREA WT. EFF. = 94% > 73.2% ; (98%) > (86.12%)
(86.12) .
TST Inc.
Consulting
Engineers
() Values in parenthesis
are Post Construction
f
TABLE 9. EFFECTIVENESS CALCULATIONS
D
D1
82.5
11.14
100% RESEED & ESTABLISHED VEG.
(97.06)
WT. C-FACTOR = 0.06 (0.02)
WT. P-FACTOR= 1.00 (1.00)
EFF. = 94.0% (98%)
D
82.5
11.14
AREA WT. EFF. = 94% > 82.5% ; (98%) > (97.06%)
(97.06)
E
El
82.7
8.00
100% ESTABLISHED VEGETATION
(97.29)
WT. C-FACTOR = 0.025 (0.025)
WT. P-FACTOR = 1.00 (1.00)
EFF. = 97.5% (97.5%)
E2
82.7
5.00
100% ESTABLISHED VEGETATION
(97.29)
WT. C-FACTOR = 0.025 (0.025)
WT. P-FACTOR = 1.00 (1.00)
EFF. = 97.5% (97.5%)
E
82.7
13.00
AREA WT. EFF. = 97.5% > 82.7% ; (97.5%) > (97.29%)
(97.29)
TST Inc.
Consulting
Engineers
() Values in parenthesis
are Post Construction
f
TABLE 10
CONSTRUCTION SEQUENCE
Project: Woodland Park P.U.D. Standard Form C
Sequence For 1995 Only
Completed By: KGS Date: August 11, 1995
Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications
to an approved schedule may require submitting a new schedule for approval by the City Engineer.
YEAR
1995
MONTH
5E- P'i-
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
�s t�ecEssAQy
Straw Barriers
Silt Fence Barriers
s QEeEssAay
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
Structures: Installed by: Contractor
Date Submitted: —.4,kq 995
Maintained by: Owner
Approved by City of Fort Collins on:
I
1
1
1
TST, INC.
Consulting Engineers CONCEPTUAL OPINION OF COST
Cltent
CHATEAU CUSTOM BUILDERS, INC
JoU No 10 788 001
Date 8/1.1/95
Pi•o�ect
WOODLAhTD PARK P'U D
By.::.... KGS
No
Item
Quantify
Units
Unit Cost
Total
Comments
EROSION CONTROL
I
Reseed/Mulch
36.35
AC.
$650.00
$23,627.50
$0.0149/S.F.
2
Inlet Filter
6
EA.
$400.00
$2,400.00
3
Silt Fence
1,594
L.F.
$3.00
$4,782.00
4
Construction Cost
$30,809.50
1.5 x Cost
$46,214.25
Total Security
$46,214.25
1
City Reseeding Cost
36.35
AC.
$500.00
$18,175.00
$0.0115/S.F.
1.5 x Cost
$27,262.50
Total Security
$27,262.50
Security to be Used
$46,214.25
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8.8
DESIGN CRITERIA
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Consulting Engineers
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APPENDIX C
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