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FINA
DRAINAGE AND EROSIMNTROL REPORT
FOR
1 ST CHOICE BANK OF FORT COLLINS
TEMPORARY FACILITY
FORT COLLINS, COLORADO
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S�FINA@I�s
DRAINAGE AND EROSIIN'CONTROL REPORT
FOR
1 ST CHOICE BANK OF FORT COLLINS
TEMPORARY FACILITY
FORT COLLINS, COLORADO
Prepared for:
1st Choice Bank of Greeley
2162 35th Avenue
Greeley, CO 80634
Prepared by:
Water, Waste & Land, Inc.
2629 Redwing Road, Suite 200
Fort Collins, Colorado 80526
REVISED
September 2, 1994
0
WATER
WASTE
& LAND
�G
1
2629 Redwing Rd. Suite 200, Fort Collins, Colorado 80526-2879
(303)226-3535
fax (303) 226-6475
1 September 6, 1994
1 Mr.Gien D. Schlueter
1 City of Fort Collins
Utility Services Stormwater
235 Mathews
1 Fort Collins, Colorado 80522
RE: 1 ST CHOICE BANK OF FORT COLLINS TEMPORARY FACILITY - FINAL DRAINAGE
1 AND EROSION CONTROL REPORT
Dear Mr. Schlueter:
1 Transmitted herewith is a copy of the subject report for your review and approval.
1 If you have any questions or require any modifications please call me.
Thank you.
1 Sincerely,
WATER, WASTE & D, I C.
1
Janager,
ce H. Lutki E.
r � � ,tSTER
�,•-
Civil Engineering Division
" -16
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1 Consulting Engineers and Scientists
' FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
THE 1 ST CHOICE BANK TEMPORARY FACILITY
' FORT COLLINS, COLORADO
' DEVELOPMENT LOCATION AND DESCRIPTION
Location
A new modular building, to be used as a temporary banking facility, is planned for a
' site at the southeast corner of College Avenue and Horsetooth Road as shown on the
enclosed Site Location Map. The site will ultimately contain the permanent banking
office of the 1 st Choice Bank of Fort Collins, scheduled for completion in 1995. A site
layout at a larger scale is shown on drawings furnished with this report. While the
temporary facility and its parking only utilizes approximately 0.35 acres, about 2.17
acres of the permanent site requires analysis.
' The site lies in the Northeast Quarter of Section 36, Township 7 North, Range 69
West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, State of
Colorado.
Property Description
The property that both the new temporary and permanent banking facilities will occupy
is undeveloped. It is presently partially covered with grasses and is partially covered
with compacted earth resulting from earlier use as a fall pumpkin and Christmas tree
sales location. The site slopes from the southwest to the northeast at a gradient of
approximately 2%. Runoff presently enters the south gutter area of Horsetooth Road
and eventually flows into Warren Lake Reservoir.
DRAINAGE BASIN IDENTIFICATION
Description
The site lies in the Foothills Drainage Basin.
DRAINAGE DESIGN CRITERIA
Regulations
The City of Fort Collins Storm Drainage Design Criteria [1 ] is being used as the basis
for this report.
Development Constraints
Constraints include the capacity of the gutters in Horsetooth Road, the piped drainage
system conveying runoff from part of Horsetooth Road and from the Marriot Hotel area
to Warren Lake, the piping that conveys runoff from the intersection of Horsetooth
Road, Landings Drive and Stanford Road to Warren Lake and the capacity of Warren
Lake itself. In our opinion, an analysis of this complex system would require more
effort than is warranted by the relatively minor impact of the proposed temporary
development.
Hydrologic Criteria
The Rational Method was used to analyze the impact of the runoff from the site of
interest.
Calculations
All calculations for this report have been made in accordance with criteria established
by the City of Fort Collins. Calculations are included in Appendix I.
Variances
No variance is requested.
DRAINAGE DESIGN
Concept
The basic approach to handling the runoff from the site when the permanent banking
facility has been constructed, has been discussed with Stormwater Utility. A detention
pond will be constructed on the site containing the maximum feasible amount of runoff
that can still be released by gravity to the south gutter system along Horsetooth Road.
The flow in the gutter system will be analyzed, the flow that would most likely be
diverted to the piped system draining the Marriot area will be predicted, the benefits
of enlarging the inlet at the southwest corner Horsetooth and John F. Kennedy
Parkway will be analyzed and the resultant impact at the Horsetooth/Landings Drive
intersection from bypassed flow, will be predicted.
A detention pond will be constructed for the temporary facility. Its configuration,
' though smaller, will be similar to the permanent pond. The pond has been designed
to detain the difference in accumulated runoff between that resulting from a two year
storm at the site under historic conditions and that from a 100 year storm at the site
' as it will appear with the temporary facility in place. Water detained in the pond will
be released to the south flow line of Horsetooth Road at the peak rate that would
theoretically occur from the two year historic storm.
' Details
Support for the following discussion will be found in the calculations in Appendix I and
on the drawings furnished with this report. As stated above, the Rational Method was
used for drainage calculations.
' The total drainable area, the area of the compacted earth, the grassed area and the
new impervious area created by the development of the temporary facility, were
' measured. Composite runoff coefficients were calculated using base coefficients of
' 0.35 for the compacted earth, 0.20 for grassed areas and 0.95 for impervious areas.
Using times of concentration taken from overland flow curves, discharges were
calculated for 2-year and 100-year events under historic, developed and developed -
with -improved -permeability, conditions.
A peak discharge from a two year storm was calculated to be 0.83 cfs, a flow that
' can be handled by an 8" PVC pipe flowing full at the slope of ground surface that will
exist under the temporary development. Mass balance calculations indicate that the
pond will have to detain about 6000 cubic feet of water under the assumed conditions
' and a volume calculation indicates that about 7000 cubic feet of capacity is available
in a pond with a top -of -berm elevation of 5025. By setting the floor of the temporary
facility at 5026 a foot of freeboard is obtained if the pond were to exceed its capacity
' and overtop.
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' RAINFALL EROSION ANALYSIS
Site Soils
The Larimer County, Soil Conservation Service Soils Report identifies the soils
overlaying the site as belonging to Thedalund Loam having slight to moderate rainfall
erodibility characteristics. The rainfall erosion season as detailed in the City of Fort
Collins, Erosion Control Reference Manual [11 (the Manual) is between May 1 and
October 31. The natural drainage of the site is from the southwest to northeast where
' any runoff is discharged to the south gutter flowing east along Horsetooth Road. A
mixture of dryland grasses and weeds currently cover an estimated 70 percent of the
site located primarily on the east and south sides. The remaining 30 percent of the
' 2.17 acre property having served as a pumpkin and tree lot and parking is considered
to be bare ground with sparse to no vegetation.
The Manual details the site as having moderate wind erodibility characteristics. The
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Manual states the predominant wind direction is from the west-northwest in this area.
The wind erosion season as detailed in the manual is between November 1 st and May
31 st.
Construction at the site is estimated to begin in mid -September 1994 and continue
through October 1994, with the majority of the grading and paving work completed
'
by mid -October 1994. This schedule places the project within the rainfall season for
this area during construction and in the wind erosion season in the after construction
phase.
Performance Standard
The estimated "During Construction" and "After Construction" Performance Standard
for the 1 ST Choice Bank Temporary Facility site are 78.4 and 92.2, respectively. For
the purpose of estimating the site's Performance Standard the entire site was
evaluated as one, 2.17 acre basin.
The Performance Standard for the site was estimated using the methods detailed in the
' Manual and the estimated, average slope length and slope for the basin. Flow lengths
and slopes developed for calculation of the "During Construction" Performance
Standard is presented on Standard Form A, in Appendix II. The Performance Standard
1 was taken from Table 5.1 of the Manual. The "After Construction" Performance
Standard is calculated by dividing the "During Construction" Performance Standard by
0.85.
Practice Factor Measures
Sediment control practice measures for the 1ST Choice Bank Temporary Facility
development will consist of the construction of a silt fence. The location and details
' of the practice measures are shown on the Grading, Drainage and Erosion Control Plan
and Detail Sheet appended at the end of this report.
' Practice factor measures for the site after construction will be dismantled and thus a
weighted P - Factor of 1.0 was used to calculate the effectiveness. The P - Factor for
the basin is presented for both the during and after construction cases are presented
on Standard Form B in Appendix II.
Cover Factor Measures
Cover factor measures for the site during construction will consist of the building and
the parking areas and the undisturbed grass areas. The building and paved areas were
assigned a C - Factor value of 0.01. The undisturbed grass cover to the east and
south is estimated to contain 70 percent vegetative cover and was assigned a C-Factor
value of 0.05 selected from Figure 5.1 of the Manual.
Cover factor measures for the site after construction is completed will consist of the
establishment of a dryland grass cover of at least 60 percent cover over the
1 undisturbed, bare areas of the site as detailed on Sheet 4. Grass will be established
with the use of hay or straw mulch applied and secured at a rate of 2 tons per acre.
The mulched and revegetated areas were assigned C - Factor values of 0.06 as
selected from Table 5.2 and Figure 5.1. Cover factor values for the paved areas and
the undisturbed grassed areas were not changed from during construction conditions.
The calculations for the weighted C - Factor for both during and after construction are
' presented on Standard Form B in Appendix II.
' "Durino Construction" Effectiveness Evaluation
The Net Effectiveness for the erosion control measures at the site during construction
was calculated as 82.5 percent and exceeds the "During Construction" Performance
Standard value of 78.2 percent. Calculations of the basin effectiveness value and the
Net Effectiveness for the site are presented on Standard Form B in Appendix IL
"After Construction" Effectiveness Evaluation
The Net Effectiveness for the erosion control measures at the site after construction
was calculated as 92.6 percent and exceeds the "After Construction" Performance
Standard value of 92.2 percent. Calculations of the basin effectiveness value and the
Net Effectiveness for the site are presented on Standard Form B in Appendix II.
WIND EROSION ANALYSIS
' The surface soils at the 1ST Choice Bank Temporary Facility site are rated as
moderately wind erodible. Construction at the site may occur during the wind season
of November to May. The disturbed area for the site is less than 1.0 acre and thus is
' excluded from required wind erosion controls. Although no controls are require, many
of the construction features and rainfall sediment and erosion controls will retard wind
born soil loss.
' Construction disturbance at the site as detailed above will occur only in the northeast
corner of the site over an area of 0.35 acres. The limited size of the construction area
' and the necessary access in this area will restrict the available area for placement of
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a wind barrier. For this reason the wind erosion features at the site will consist
primarily of natural features at the site, water erosion controls and the features to be
constructed.
The wind erosion control measures which will be implemented during construction will
include the items listed below and are detailed on the Grading, Drainage and Erosion
Control Plan at the end of this report. .
• The east/west irrigation channel berm along the south margin of the site.
• The silt fence along the north and east margins of the temporary property.
• The temporary building.
• The paved parking areas to the south and west of the temporary building.
Wind erosion control measures which will be implemented after construction will
consist of mulching and seeding the undisturbed, bare area. Hay or straw mulch will
be applied and crimped into the soil surface at a rate of 2 tons per acre after seeding
of the site. The silt fence will be removed when the mulch is applied.
INSTALLATION SCHEDULE
Construction on the temporary facility is proposed to start in September 1994 and
continue during October 1994 with the building, grading and paving completed by mid -
October 1994. The approximate date of implementation of the erosion control
measure during construction are shown on Standard Form C in Appendix II and on the
Drainage, Grading and Erosion Control Plan. As shown on Form C the silt fence shall
be constructed prior to overlot grading. Temporary vegetation will be seeded and
mulched after the completion of the project during the fall, planting season beginning
in October prior to the next wind erosion season.
EROSION CONTROL SECURITY
The erosion control security requirement for the 1 ST Choice Bank Temporary Facility
site was estimated based on the specification of Section 2.0 of the Manual. The cost
of the erosion control measures at the site as detailed above were estimated to cost
$1,220 with a security requirement of $1,830. The estimated cost to revegetate the
disturbed areas with a dryland grass mix according to the city's 1994 mulch and
revegetation bid was $1,300 with a security requirement of $1,950. The larger
amount is required prior to construction. Both cost estimates are detailed in Appendix
IL
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REFERENCES
City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction
Standards, May. 1984, Revised January 1991.
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APPENDIX I
HYDROLOGY AND HYDRAULIC CALCULATIONS
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WATER Project: Calculated By:
NVW A S T E Project No.: Checked By:
& LAND Task: Date:�
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11"o72✓10v5 4geW9 A�r�72
TENT "204o021 / Sj 20 = 0.3 S' A C
GALL DA-) W JAT AJAS
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Project: — Calculated By:
xvW A S T E Project No.: Checked By:
& LAND Task: Date:
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WATER Project: Calculated By:
IV W A S T E Project No.: Checked By:
& LAND Task: Date:
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WATER, WASTE & LAND, Inc.
PROJECT: FIRST CHOICE BANK, TEMPORARY
PRJ. NO.: 412
POND: Pond A, Basin A
DATE: 09/O1/94
INPUT VALUES
TRAPAZOIDAL
AVERAGE END AREA
INCREMENT
CUMULATIVE
INCREMENT
CUMULATIVE
ELEV
AREA
VOLUME
VOLUME
VOLUME
VOLUME
SF
CF
CF
CF
CF
23.80
0
24.00
2,340
156
156
234
234
25.00
13,250
7,053
77209
77795
87029
26.00
247950
18,794
1 26,003
19,100
1 27,129
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APPENDIX II
' RAINFALL AND WIND EROSION CALCULATIONS
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_WAT_E_R Project: Calculated By: JAY
xvW A S T E Project No.: Checked By:
& LAND Task: Date:
INC.
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2629 REDWING ROAD SUITE 200 FORT COLLINS, COLORADO 80526 (303) 226-3535 FAX (303) 226--6475
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WATER ' Project: Calculated By:
NVW AST E Project No.: y I Checked By:
& LAND Task: Date: S
INC.
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2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FAX (303) 226-6475
RAINFALL PERFORMANCE STANDARD EVALUATION
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PROJECT: �f / a� j��yZ�. STANDARD FORM A
COMPLETED BY: In/'," , DATE: 5 /may
DEVELOPED
SUBBASIN
ERODIBILITY
ZONE
Asb
(ac)
Lsb
(ft)
Ssb
M
Lb
(feet).
Sb
M
PS
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' MARCH 1991 8.14 DESIGN CRITERIA
' --EFFECTIVENESS-CALCULATIONS
------------------------�
1 PROJECT: / ST (SkZ�ZC_r SrE STANDARD FORM B j
' 1�r,Jv I
COMPLETED BY: (�ar��z.Wt�srr'.il(d���r��, ��a5reucruyJ GATE: �7� 9y
Erosion Control C-Factor
P-Factor
Method
Value
Value
Comment
----------------------------------------------------------
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MAJOR
BASIN
� PS--
7o Ll
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SUB
BASIN
------------ ---------- ----------- --- - --- -- ----- -
AREA
(Ac) 1 CALCULATIONS
2.l 13n, S6-r- k.�= v . CA 4c..
Ira✓� Sa=�S = 0. Z-�4L
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DI/Sr--8:1989
' EFFECTIVENESS -CALCULATIONS
------------------- --------------------------------
IPROJECT: �SL=II j��,��� -TE-,IT- �a1� -�.�-c,STAN0AR0 FORM B
(COMPLETED BY: W1 W'L Arm �)�T2�tc.TLc�� DATE:
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Erosion Control
C-Factor
P-Factor
I
Method
Value
Value
Comment
---- -----------
I3sru23rsp Sa2E
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-----
120
�n1?tsr�z,3c,�
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SUB
BASIN
AREA
(Ac)
CALCULATIONS
--------------------- ----------------------
3ARF- = CD. a-s a(-
D. 2-9
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ICONSTRUCTION SEQUENCE
PROJECT. /:51 60MC
',QUZNCE FOR 19 5 q ONLY COMPLETED BY: CZ'
STANDARD FORM C
DATE:
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
/7-/4/
MGM
OVERLOT GRADING
win EROSION CONTROL
Soi.L Rouqheninq
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL.
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Pence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Pavinq
other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Pla=inq
Sad Installation
Nottinqs/Mats/Blankets
Other
STRUCTURES: INSTALLED BY MAINTAINED a
LGETATION/MULCHING CONTRACTOR
ATE SUMITTED
I -
APPROVED BY CITY OF FORT COLLINS ON
Tsu-
K
IMARCH 1991 8-16 DESIGN CRITERIA
WATER Project: 6-t ^J Calculated 8y: —77—K
W A S T E Project No.: Checked By: —
Si LED Task: Date: /
NC.
'6460 T
4 V�v 77,Lt Co ✓Erg D .
Ck, ��. S-cD *I5CZ:>/A,- n
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2629 REDWING ROAD SUITE Z00 FORT COLLINS. COLORADO 80526 (303) 226-3535
FAX (303) 226-v6475
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ANDS OF PROPOSED DISTURBED
AREA
- x uo1YEM CONTACT SRTFENCE
_,• I,A. „ . ♦ - M xV Y. ER YAII r AREw MI HEEE SCARInm To a INCHES. TS MIX PEEPED WITH COIL
l5 APPROXIMATE POINT OF ANALYSIS OR STRAW SHALL r s[URAN axmUMYRWOCRIMPING TONS PE IRROSE.
W YOLCN •1 A TW tAND CEP RED
�36 -__ _ FOR DRAINAGE STUDY 7 - ERI°IIND COWDUR
a(nr cRel lDL JOECC wrcrwxu. ISuxo m BIT'
,tla rrr rlrr ••� HORSETOOTH ROAD cmA Elul Away j
TEYPORM Nwvo I"MM[•
wi , , W-- R , IR �— � ' ED�G HOW AST IMIIR1OpIN plm HPG 1� — MK�� CONSTRUCTED B DOWNS
CONSTRUCTION ANY JT TO AN FEATURES SHALL LC
. ALL EATMON AND SEDIMENT CONTROL FE•TU
___ _ _ _ _ _ _ _ _ _ _ _ I CCORDANICELWIPLCITH TY
/ 1M �-�' IPA , _ � STANDARDS PR fAPT1WORlt AND
1 I ' / i' PRIOR
I_ ' _______ ____________ _
OT
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