HomeMy WebLinkAboutDrainage Reports - 04/22/19961FQItT ilit-44.44
Fang! ed Report
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FINAL
DRAINAGE AND EROSION CONTROL REPORT
FOR
THE MASON STREET LLC FACILITY
FORT COLLINS, COLORADO
\1/ V V C m-� ■ C % .-
WELSH ENGINEERING SCIENCE & TECHNOLOGY INC.
FINAL
DRAINAGE AND EROSION CONTROL REPORT
FOR
THE MASON STREET LLC FACILITY
FORT COLLINS, COLORADO
Prepared for:
Mason Street LLC
and
R.C. Heath Construction Company
Prepared by:
WESTEC
2629 Redwing Road, Suite 200
Fort Collins, Colorado 80526
N0. 95448
January 8, 1996
•2:
C
WELSH ENGINEERING SCIENCE & TECHNOLOGY, INC.
u
January 8, 1996
Mr.Glen D. Schlueter
City of Fort Collins
' Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
RE: THE MASON STREET LLC FACILITY, LOT 8 CREGER PLAZA SUBDIVISION, FORT
COLLINS - FINAL DRAINAGE AND EROSION CONTROL REPORT
Dear Mr. Schlueter:
Transmitted herewith is a revised copy of the subject report for your review and approval.
All calculations for this report have been made in accordance with criteria established by
the City of Fort Collins.
' If you have any questions or require any modifications please call me.
Thank you.
Sincerely,
WESTEC
Ma rice H. Lutkin, P. .
' Manager, Civil Engineering Division
I
2629 Redwing Road, Suite 200, Fort Collins, Colorado 80526-2879, Ph. 970 226 3535 Fax 970 226 6475
Reno Tucson Elko Winnemucca Pleasanton Englewood
Nevada Arizona Nevada Nevada California Colorado
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FINAL DRAINAGE AND EROSION CONTROL REPORT
. FOR
THE MASON STREET LLC FACILITY
LOT 8 CREGER PLAZA SUBDIVISION
FORT COLLINS, COLORADO
DEVELOPMENT LOCATION AND DESCRIPTION
Location
An organization known as Mason Street LLC, plans to construct a commercial building
on Lot 8 of the Creger Plaza Subdivision in Fort Collins. The site, fronting on Mason
Street, contains approximately 0.62 acres and is bounded on the west by the
Burlington Northern Railroad, on the south by a veterinarian clinic and on the north by
another recently completed commercial building. The site is situated in the Northeast
One Quarter Section of Section 35, Township 7 North, Range 69 West of the 6th P.M.
in Larimer County.
Property Description
The property is presently being used as a spoil pile for excess soil from adjacent
construction and it is difficult to determine historic site conditions. Natural drainage
appears to have moved to the south and west. This and the surface condition of the
site is academic in that earlier storm drainage improvements in the area imposed a
maximum release rate of 0.5 cfs per acre on the property when disposing of the
runoff, in a developed state, from a 100 year storm.
DRAINAGE BASIN IDENTIFICATION
Description
The proposed development lies in the McClellands Mail Creek 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
The size of the lot and the parking required to sustain the proposed operation makes
it difficult to provide the detention needs imposed by the allowable release rate using
conventional detention pond configuration.
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' Hydrologic Criteria
The Rational Method was used to design the drainage system for this project.
Calculations
All calculations for this report have been made in accordance with criteria established
by the City of Fort Collins.
' Variances
' The south portion of the west parking lot has been depressed to truck -bed depth.
Under this configuration it is possible for water to pond to a maximum depth of 3 feet
in this area. A sign will be installed on the face of the wall at the truck dock warning
' of this possibility. Approval of this variance from the normal maximum allowable
depth of ponding in:a parking area, is requested. A second variance is requested to
allow off -site drainage in .a historic manner from a small portion of the site and to
ignore runoff in Mason Street. A reduced release rate from the site's detention pond
will compensate for these modifications from City standards. ('
DRAINAGE DESIGN
' Concept
' The site has been graded and elements proposed to convey as much runoff as possible
to the detention pond location in the west parking lot. The entire roof drains to the
south and will be picked up by the surface channel running from east to west along
the south side of the building. This channel also conveys runoff from the east parking
area and site entrance to the west detention pond. Runoff from a portion` of the
grassed area between the new paving in front of the building and the back of the
existing sidewalk will drain off -site. No attempt will -be made to pick up the runoff
from the sidewalk or the half of Mason Street across frontage of the lot. A small
portion of the site to the rear that can not readily be contained internally, will also be
allowed to drain off -site in a historic manner. However, runoff collected in the west
detention pond will be over -detained to compensate for this.
' Calculations are enclosed in the appendix. Prints of the Grading and Drainage Plan and
the Drainage Study and Erosion Control Plan are in an envelope at the end of this
report.
' Details
' Basin areas and runoff coefficients were determined. The West Detention Pond Basin
area is 0.50'and C = 0.95 (using 0.25 for grass areas and 0.95 for impervious areas).
The areas draining off -site to the east and to the west total approximately 0.12 acres.
Values for two sub basins in the West Detention Pond Basin, used to design the
surface conveyance along the south side of the building discussed below, are 0.22
acres and C = 0.95 for Sub Basin West No. 1 and 0.09 acres and C = 0.95 for Sub
Basin West No. 2. 1
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1.
' Allowable release rates for the vario s drainages were determined based on the
imposed limit for this subdivision of .5 cfs per acre when dealing with a 100 year
' storm. Mass balance calculations w re made using both the allowable release rate and
a release rate suggested by other considerations. To compensate for the off -site
drainage, the flow from the West Detention Pond was balanced using a 2" orifice
' (deemed to be a minimum practical constriction). This will provide an average release
rate 0.13 cfs, which in turn requires 4,347 cubic feet of storage vs the 5400 cubic
feet provided.
' As stated earlier, the area of the basin draining to the;west po equals 0.5 acres and
is therefore entitled to a release rate of 025 s. Thtion f the development that
drains off -site, including half of Mason Street, equa1 acres nd is entitled to a
release rate of 0.06 cfs. Since the release rate from the west pond is set s 0.13 cfs
through the use of the 2" orifice, the off -site drainage has been adequately offset
(0.25-0.06 =0.19 > 0.13).
Peak flows from Sub Basin West No. 1 and No. 2 were calculated at Design Points 1
and 2, shown on the Drainage Study and Erosion Control plan, for a 10 year storm and
a 100 year storm. These flows were used to size the surface conveyance along the
south side of the building, details of which are shown on the drawings. A concrete
rectangular channel will be used to convey runoff from the east parking lot to the west
' edge of the new walk. From there a more economical conveyance of a split pipe will
carry the flow to the West Detention Pond.
' Released runoff from the West Detention Pond will be piped and collected at a new
manhole near the southeast corner of Lot 8. From there flow will be piped to the
existing storm sewer in Mason Street.
The west pond spillway has been directed towards railroad property, the direction of
historic runoff from the west part of the site. Mass balance calculations were made
' for a 100 year storm and 0 release rate. The volume provided in the west pond would
contain more than the runoff from the first two hours of this storm, so even if the
orifice was blocked, there is little likelihood that appreciable flow over the spillway
would occur.
'.
_,
RAINFALL EROSION ANALYSIS
' Site Soils
The Larimer County, Soil Conservation Service Soils Report identifies the soils at the
site as belonging the Nunn Clay Loam described as having slight rainfall erodibility.
The rainfall erosion season as detailed in the City of Fort Collins, Erosion Control
Reference Manual [21 (the Manual) is between May 1 and October 31. The natural
' drainage of the site is from the north to the south. The site is currently disturbed with
little cover.
' The Manual details the site as having moderate wind erodibility characteristics. 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 January 1996 and continue through June
of 1996.
Performance Standard
The estimated "During Construction" and "After Construction" Performance Standard
' for the site are 76.0 and 89.4, respectively. For the purpose of estimating the site's
Performance Standard the entire site was evaluated based on final development
contours. The limits of disturbance and sub -basins are shown on the Drainage Study
' and Erosion Control Plan.
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 site. 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
' 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 site will consist of the construction of a
silt fence and gravel filter inlets. The location and details of these practice measures
are shown on the Drainage Study and Erosion Control Drawing attached to the back
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 calculations
for the weighted P - Factor for each basin during and after construction are presented
on Standard Form B in Appendix 11.
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Cover Factor Measures
Cover factor measures at the site during construction will consist of the new building
pad, the existing asphalt drive along the north property line and the existing paving and
walks along Mason Street.
Cover factor measures for the site after construction is completed will consist of
implementation of the landscaping plan which calls for sod and landscaping. Cover
factor values for the paved and sod areas were assigned values of 0.01. The
calculations for the weighted C - Factor for Lot 8 during and after construction are
presented on Standard Form B in Appendix II.
"During Construction" Effectiveness Evaluation
The Net Effectiveness for the erosion control measures at the site during construction
was calculated as 81.2 percent and exceeds the "During Construction" Performance
Standard value of 76.0 percent. Calculations of the basin effectiveness value and the
Net Effectiveness for the site are presented on Standard Form B in Appendix II.
"After Construction" Effectiveness Evaluation
The Net Effectiveness for the erosion control measures at the site after construction
was calculated as 99.0 percent and exceeds the "After Construction" Performance
Standard value of 89.4 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 site are rated as low wind erodible. Construction at the site
will begin by January 1996 during the windy season of November to May. The site
falls under one acre of disturbed area and therefore is excluded from wind erosion
requirements. Construction disturbance at the site as detailed above will occur across
the entire site. The limited size of the construction area and the necessary access in
this area will restrict the available area for placement of a wind barrier. For this reason
the wind erosion features to be constructed 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 Erosion Control and Grading and
Drainage Plans.
• The silt fencing along the south and west margins of the development.
• The existing curb and gutter along the east margin of the property.
• The railroad embankment west of the site.
• The walls the building to the north of Lot 8.
IINSTALLATION SCHEDULE
Construction at the site is proposed to start January 1996 and continue during the
spring. The approximate date of implementation of the erosion control measure during
construction are shown on Standard Form C in Appendix II. As shown on Form C the
silt fence will be constructed prior to overlot grading. Permanent landscaping will be
placed after the completion of the project.
IEROSION CONTROL SECURITY
The erosion control security requirement for the 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 $875 with a security requirement
' of $1,312. The estimated cost to revegetate the disturbed areas with a dryland grass
mix according to the city's 1993 mulch and revegetation bid was $767 with a security
requirement of $1,150. The larger amount is required prior to construction. Both cost
' estimates are detailed in Appendix II.
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1. City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction
1 Standards, May 1984, Revised January 1991.
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APPENDIX
HYDROLOGY AND HYDRAULIC CALCULATIONS
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WATER Project: — Calculated By:
W A S T E Project No.: Checked By:
& LAND Task: Date:
67- )rf�0,4
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2629 REDWING ROAD SUITE 200 =CRT COLLINS. COLORADO 80526 (303) 226-3535 FAX (302) 3_6--6475
RENO,NEVADA
ELKO, NEVADA
WINNEMUCCA, NEVADA
WELSH ENGINEERING SCIENCE & TECHNOLOGY, INC. ENGLEWOOD, COLORADO O
FORT COLLINS, COLORADO
'BY DATE SUBJECT SHEET NO. OF
CHKD. BY DATE PROJECT PROD. NO.
1 ��fK /=/,0�✓5
� T = s,�„� zo = �• 6 --zoo = 9
' � _ �rn �,J . �, o = �• � =ion -
Qo X 0,of = o,�CF_s
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1\C_ Ctulll lt_11 ai Charlrl l_1 Analysis °: Design
Ign
C Open
i Uniform
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�J CIi I..rllarflf=i Vrfi �f VI lil '1 ic.,W
'
Wor-:::sheat Name. CRECER LOT u
-
Colllelti OIrVY CONCRETE IANHNEL
'
Solve For Discharge
-
'
Giveri IripUt Data:
D.ottom Width .....
1.33, F't -. .
Manning s n... _..
0.013
'
FJ 1�..(larirfei Ci %i B..
..
_ Depth._.. ..
,_ s.5O ft _..
Computed Results:
'
Dlscharoz.........
T
2.33�1 c-Fs
Velocity......... -
3.50 fps
'
Flow ova Area........
Flow Top Width...
0. v? s'f-
1.-?' ft.
Wetted rErimater.
2.33 -Ft
Critical Depth...
U.$u ft.
'
Critical Slope...
0.0064 'Ftift
Froude hNumber ..
0.107 (flow is .r.ubcr it.ical)
1
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Open heir irtcl Flo" f`I�./dLil e. vCl �i1:J11 -r Ci :
I taCl l:pt:Zd 11l'_th Vt.l "J, inc. x' •J, L,1 GGf siuc Iw x ..►,=.terrur-y, ct ..S, _."
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Ci V-CL, I :i- Channe I A na I ys i 5 ". Dz�.:.. JI cj,-,
JVI -V a d W I th MR M i7f i M M ' S E Cj U a-- t i 0 i-,
Open ChkrF,21
Unif0r.11 flow
Worksheet Naime. CREGEFR' LOT 0
Comiri-fent: SURFACE CONVEYAINCE
Solve For Actual Discharge
riven Input Data:
Di am, E? t e i ...........
1.50 ft
....... slope......
_-0.0,050, ft"'It
Mannina's r, .......
Depth.. ..........
`0.50 ft
COMDUted Results:
D-1 scharas .........
1. 93 c .1 r.
0-5�1021 .7 .........
��
Floi-; Area .........
1.74 fps-_
�0.52 sf
Critical Depth....
0.312 ft
Critical Slope....
0.0042 ft/ft
Pei -cent Full ......
37r. 33 %
Full Capacity.....
8.05 cis
MMAX @.^14D ........
0.66 cFs
Froude Num.te; ......
I . 0? ( f-I OW i S SLI-"'Ei-CritiCal)
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G.oan Channal Flow M,Gdule, Version -3.41 (c) 1'791
Haasta-d Mathmsl Inc. D'ro.-side RWAG-bL'-V, Ct 0�"CC
1
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' 6.1Y t=Lit al I(CYi ne: 1-11.1a 'v :]i-a c1 Lcnl ull
�/.. r vcl� wa. i �h �IUi_IIII iiI�' I: � C{l.ldt:. C:Gn
Open (�L.___ „_ 11-+
�.icll �..Ildlllic LJ171' Gi lil loiv
work:shzat Name; MRECER LOT 0
' y SURFACE CCNI Ir\/nnlnr
Comment: �/�1\I f9l..f_ IiUIM YI_II•'II VtJ L_
'
Colve
Civen
For Actual Discharge
Input Data:
Di am to . "- ...
1 .50 -f t
c1Gpa.
0.50 .i L/,1 t
_
Mannina's n... ..
- Li.012
Depth. .........
0.75 ft .
'
Computed Results:
Di sc`iar oa.
4. 02 c f s
'
reiGGl y..
w Flofir ea........
_-i•.5J "fps
0.95 sf
Critical Depth....
0.77 ft
Critical Slope....
O.W46 •ftlft
Pe cent Full...
50.0U 11
'
Full Capacity.....
22.05 c;s
c`;AX e.?4D........
0.66 cfs
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C , n _ ._ t.i _ \
1. t_),, i'i i vw 1 5 �, Lip CI .=t' i � . �. cli /
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Open CIIf111na1
I IlJ 1J L(L l�'.7
YCI _].i. ♦Jn •l .r 41
(L) 1 % % L
p. as tCU IICllI_IU.U_ •
Inc. W 37
LJV fSI dC rJ
a I.Y amLeLIy, PL
_r l.!/�••.�
_ C 1
irLi_!t c:i 1.. ifciliicl
A_._l c T._.__o
1"il lCll Ypii �! l� 1JcJ1 Yi!
L _ a
�o1 �ved wish IN_ I�Srinir-Ig's C.�yua5_ion
Open Charfrfe2.
- Uni s orrl
1.1_._1._N '- ., CRGCCR LOT e
Comment: DRAIN CI ECi`.
Solve For Cull Flow Capacity
Civ-en -Input Data-
Di amet er
1.00 ft _
Slope..............
0.005d ft/ft
'
Manning's n.
C>.1D12
Di scharge.........
_.
i. 7.3 Tcf s
CORDPuted Rasults:
-. !
-- FUlI Flow; Capacity..... -
2.73 c•fs
FL!11 Flow Depth........
1.00 ft
'
Velocity...
3..47 'fps
Flow Area.........
0.79 sf
Critical Depth....
0.71 •ft
Critical Slope....
Percent Full ......
0.006.9 ft/ft
100. or)
Full Capacity.....
2.73 cfs
Fi ude NWTlbar
FULL
C I I Cl l l l l t.' 1. 1 1 •J 5Y 1, IJ I I e l V L I s i c m 3.41 l_ //
1 _ L J 1 j _ L J - T .. �.1'•._ _.._ 1 ..- .J R 1. t • / 7 ,+!,
1 1a-_s�au Ilcc •_h iJU>, .Ile. _, Y.•1 tJ 1J r: �1.J 5> Ind riatt=;-b L;c 'y e C�, i..�/ _.�
Ci i-C:.il ai- Channel r`nal—•:3i -s & Dasi t=_n
CI\71 vE: 1� with Nanning's Equation
Opel l Cha in al - {. ni flood 'f l o"
W!JI f:.�11CCPt I�C`.IIILi CRECE„R LOT 8
(�(� III\L(J+11� (�
Comment: ROW DRAIN CHECK
y
Solve For Full flow Capacity
Given Input Data:
_
Di amet e ............
1.25
--
•f t -.
- Manning 5 n....... _..
_ 0. L717,
CGrlputed f•\;-7-sul t5:
_. F:_rl l Flow Capacity.....
.3.6.
Cl s
Full Flow Depth........
1.25
ft _
Val ocity..........
2.90
'fpa
F n7.
- 1-low �r-ea.........
1.2
5f
Critical Depth....
0.77
'Ft
Critical Slope....
0.0065 ft/ft
Pei -cent Ful1......
100.00
Full Capacity.....
3.65
cfs
0nn.n.X e-. 7 D. . . . ...
11.-1 , T .
_.9
c'f .
�
`
ri GUdP_ i.li_mber.....
FULL
-
pCi1I-l-tii_iC-1 _1tw MII-V u.1 C. Ycl _of Oli (L ?9
1
I IaC-J LCIu Illst_11Gl.Jop Inc. n 37 I\U •` �Ja'-u vul'-V' C\.
Circu. la;- Chamm��I D.siom
.- I
-,ol Y.ed wLtii 111ann -1. f-,kg i:3 Equ.at i
on
Cpan Chammpzll
um-i Jrorm -f 1 04
CJRCOEfR LOT 0
Coamment-
ROW D �,A I N, CI CI'.
I Ve r, ,,-
r7, I I F I OW Cap ac
C J. v i:-� n Input Data:
Di axiat ai ...........
1.00 ft
p, a ................
r(rd , s if.
Di scharge ......... .
. 2 .2 cfs
Rasu Its
--col-11puted
Full
F I o -4 Capacity:.-...
2.0 cTs
FLL I I
Flow Depth.. ......
1.00 ft
Velocity.'.........
2. fps
"low Area......
0.79 sf
Critical Dapth ....
0.61 ft
Critical Slope ....
o.0069 -ft/ft
Percent Ful I . . . . . .
00. 0_k 11,
Full Capacity....'.
23.02 c r s
ONAX @.?4D ........
2. 17 c-r-s
r F 1 1 oude lNuumber .....
FULL
OiDFz;-t Channel Flow Module� Version 3.41 (c) 1?91
G,,, ad Nfr-= t h o d s I I n c . x- 77 7 c,',;: s 44 U" e '%'d x- I. 11 Gr t U r y , Ct j 71CO
No Text
KENO, NEVADA
WINNEM CCA, NEVADA
WELSH
ENGINEERING SCIENCE & TECHNOLOGY, INC.
ENGLEWOOD, COLORADO
FORT COLLINS, COLORADO
O
' BY �r�'_
DATE SUBJECT
/LZOIZ60
SHEET NO. OF
CHKD. BY
DATE PROJECT
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RAINFALL PERFORMANCE STANDARD EVALUATION
(------------------------------------------------------=--------------I
I PROJECT: LEE-5aEe, L J- STANDARD FORM A
lCOMPLETED BY: DATE: // z�---
----------- -----------------------------------------------
I
�DEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb Sb I PS I
SUBBASIN I ZONE I (ac) I (ft) I (%) . l(feet) { (s) 1 (1) 1
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DI/SF-A:I?39
' EFFECTIVENESS CALCULATIONS
� I-----------�---- ET �L---------------
IPROJECT: �
1 COMPLETED BY:
I
---►
STANDARO FORM B �
DATE:
Erosion Control C-Factor P-Factor I
Method Value Value Comment I
------------------------------- --------------- ------------ I
OL4
MAJORI PS IBASINJ
SUB I AREA
BASINI (;) (Ac) CALCULATIONS
----- ------ ----- --------------------------------------------------y
III 6 -oLf2
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------------
HOI/SF-8:1989
7�1)
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-EFFECTIVENESS CALCULATIONS
-------------- -- -------------------------------------------
PROJECT:,1 ��- STANDARD FORM B-
COMPLETED BY: I•yl✓�T� DATE: 4z7` �
MAJOR
BASIN
GJ7$
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Erosion Control C-Factor P-Factor
Method Value Value Comment
----------------------------------------------------------
SUB
BASIN
.---------------------------- -- --------------------
AREA
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�✓E� ►�A t �L� Zp c� �j- Z
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DI/Sr--8:1989
'
CONSTRUCTION SEQUENCE
PROJECT: C oT tS STANDARD FORM C
-CRF7CAxr-
EQUENCE FOR 19 Ill ONLY COMPLETED BY: 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
-
. .. MONTE
OVERT= GRADING
=
-=
WIND EROSION CONTROL
Soil Roughening
_. Perimeter Barrier :
Additional Barriers
Vegetative Methods
=
Soil Sealant
other /I�ATWLtrkL�AYIT
'
�'
-
RAINFALL EROSION CONTROL
STRUCTURAL:
,.
Sediment Trap/Basis
-
Wet Filters
Straw Barriers
,
Silt Fence Barriers
:'-
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
-
-
Asphalt/Concrete Paving
' Otheri,
..
VEGETATIVE:
-
Permanent Seed Planting
_ Mulching/Sealant
Temporary Seed Planting
'
Sod Installation
Nettings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
MARCH 1991 8-16 DESIGN CRRERIA
_____
'q'N/VVCZIP ■
1 WELSH ENGINEERING SCIENCE d 7ECHNOLOGY. INC.
RENO,NEVADA
ELKO, NEVADA
WINNEMUCCA,NEVADA
ENGLEWOOD, COLORADO O
FORT COLLINS, COLORADO
BY—JT� DATE SUBJECT L9 25122 AJ Ls J_rZ_.d L SHEET NO. OF
1 CHKD. BY DATE PROJECT <1tnFfL Lcpr q PROJ. NO. 9���=�•Z00
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