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Erosion Control Report
For
Willow Brook Filing No. 2
JN: 2608
April 24, 2002
Revised: August 13, 2002
Prepared for:
Village Homes
310 Lashley Street #108
Longmont, CO 80501
(303) 776-3214
(FAX) 772-3445
,\ Carroll & Lange, Inc.
165 South Union Blvd., Suite 156
\, Lakewood, Colorado 80228
(FAX) 980-0917
(303) 980-0200
WILLOW BROOK F I L I N G NO. 2
EROSION CONTROL
REPORT
TABLE OF CONTENTS
PAGE
INTRODUCTION 1
EXISTING SITE CONDITIONS 1
DESIGN CRITERIA 1-2
EROSION AND SEDIMENT CONTROL MEASURES 2
CONCLUSIONS 3
LIST OF REFERENCES 4
APPENDIX
A. PERFORMANCE STANDARDS
B. NET EFFECTIVENESS
C. INSTALLATION SCHEDULE
D. COST OPINION
Erosion Control Report
For
Willow Brook Filing No. 2
INTRODUCTION
The purpose of this report is to analyze the natural.erosion patterns of the
proposed Willow Brook, Filing No. 2 Development, and to prepare an
Erosion Control Plan that will mitigate runoff and wind erosion during and
after completion of construction. This multifamily site is located in the
Northeast corner of the Willow Brook Filing No. 1 development, more
specifically in the Southeast Quarter of Section 4, Township 6 North,
Range 68 West of the 6th Principal Meridian, Larimer County, Colorado.
This site falls within the McClellands Creek Master Drainage Basin and is
bounded by Willow Brook Filing No. 1 on all sides. The approximately
7.6-acre development consists of 29 multifamily lots with streets and
alleyways and a central neighborhood park. The City of Fort Collins has
previously approved the Plat and Construction Plans for Willow Brook
Filing No. 1.
EXISTING SITE CONDITIONS
This site is currently in the process of being graded for over -excavation.
Surface conditions consist of smooth, graded soil having average
coefficients of permeability of C2 = 0.57 and C100 = 0.71. There is no on -
site run off collection and no vegetation. The surrounding streets and
utilities are presently under construction.
DESIGN CRITERIA
The guidelines for erosion control presented in the City of Fort Collins
Storm Drainage Design Criteria and Construction Standards (SDDC) were
followed in the preparation of this report. Performance Standards were
incorporated to represent the overall erosion attributes as a percentage.
The current condition Performance Standard and the developed site
Performance Standard were determined using Table 8-A of the SDDC,
which was determined using the following equation;
PS = (1 - 0.05 x LRHisT/LRBARE) x 85
Where; PS = Performance Standard
LRHisT = Load Ratio for Historic Conditions
LRBARE = Load Ratio for Bare Ground
Erosion Control Report
For
Willow Brook Filing No. 2
Page 2
The Net Effectiveness is used to compare the performance or
effectiveness of the proposed erosion control measures with the
Performance Standards. The Net Effectiveness is given by;
EFFNET = (1 - C x P) x 100
Where; EFFNET = Effectiveness (%)
C = Cropping Factor, Due to surface area
control measures such as grass, mulch,
pavement, etc.
P = Erosion Practice Factor, Due to structural
control measures such as silt fence,
sediment trap, etc.
In order to show that the proposed measures will meet or exceed historic
erosion control, the Net Effectiveness must be greater than the
Performance Standard. If the EFF is less than the PS, stricter erosion
control measures must be incorporated and the PS and EFF values
recalculated and compared.
EROSION AND SEDIMENT CONTROL MEASURES
Currently, the site is graded for over -excavation. Since there are no
ponds, culverts or other collection facilities the majority of soil erosion will
be caused by sheet flows. Hay or straw mulch at one half ton per acre is
to be placed over at least 75% of the site. This will greatly reduce any
wind erosion as well as mitigate the sheet flows. Once the initial grading
operations are complete and unpaved roadways have been established,
rough cut street controls (RCS) will be incorporated. These consist of a
row of sandbags or straw bails sloped uphill across the roadway, which
reduce flow rates in the roadway channel and impede sediment transport.
Inlet protection (IP) will be in place immediately after the installation of any
storm sewer inlets. Vehicle tracking controls (VTC, a rough gravel or
stone driving surface) shall be placed at each exit from the site to control
the transport of mud and soil via construction vehicles. Temporary
diversion dykes (DD) are placed to prevent the formation of unwanted
channels and to direct flows in established paths or roadways. A silt
fence will be placed around the perimeter of the entire site to retain any
suspended soils on site, yet allow the passage of runoff.
Erosion Control Report
For
Willow Brook Filing No. 2
Page 3
CONCLUSIONS
After analysis of the drainage patterns for Willow Brook Filing No. 2,
erosion prevention measures were proposed and quantified for evaluation
with historic erosion characteristics. Comparison of the Net Effectiveness,
EFF=85.9%, with the Performance Standard, PS=76.2%, shows that the
proposed erosion control measures are more than adequate in,controlling
erosion on this site. The area surrounding the site is currently under
construction, thus exposing Willow Brook Filing No. 2 to unobstructed
wind patterns. The placement of mulch will not only reduce soil erosion
due to run off, but also control the effects of wind erosion during
construction. After construction has been completed, permanent
vegetation will replace the mulch and further restrict wind erosion.
Erosion Control Report
For
Willow Brook Filing No. 2
Page 4
REFERENCES
1. City of Fort Collins Storm Drainage Design Criteria and Construction
Plans, May 1984, revised January 1997.
2. Erosion Control Reference Manual for Construction Sites, January,
1991
3. Urban Storm Drainage Criteria Manual Volumes 1, 11 and lll, Urban
Drainage and Flood Control District, June 2001.
APPENDIX A
PERFORMANCE STANDARDS
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8.1.2.3 Performance Standards
Performance Standards shall be determined for each major basin
used in drainage reports submitted to the City of Fort Collins
for approval. "During Construction" and "After Construction"
Performance Standards are calculated separately. Table 8-A
identifies Performance Standards for the City .of Fort Collins
to be used for "During Construction" activities. "After
Construction" Performance Standards are calculated by dividing
the values used from Table 8-A by 0.85.
Table 8-A is based on the following equation:
PS = (1'- 0.05 x LRh/LRb) x 85 Eqn. 8-2
Where PS = Performance Standard M
LRh = loading ratio for historic
conditions
LRb = loading ratio for bare ground
conditions
Using parameters from the drainage analyses, the following
steps will 'determine Performance Standards for each major
drainage basin while using Standard Form A (SF -A).
1. Evaluate final grade contours and calculate an average
weighted flow path length using the following equation.
Lb = S (Lsb x Asb) /SA,b Eqn. 8-3
Where Lb = Average flow path length (feet)
Lsb= Sub -basin flow path length (feet)
A,b = Sub -basin area (acres)
2. Evaluate final grade contours and calculate an average
i
weighted slope using the following,equation.
Sb = S (Sb x A,b) /SA,b Eqn. 8-4
Where Sb = Average slope ($)
L,b = Sub -basin slope (%)
A,b = Sub -basin area (acres)
3. Find Performance Standard by using Table A.
May 1984 Design Criteria
Revised January 1997
8-4
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MARCH 1991
8-4
DESIGN CRITERIA
APPENDIX B
NET EFFECTIVENESS
STANDARD FORM SF-B
EFFECTIVENESS CALCULATIONS
Project: Willow Brook #2
Job #: 2608
EROSION CTL.
C-FACTOR
P-FACTOR
COMMENT
METHOD
VALUE
VALUE
Bare Soil
1.00
1.00
25%
Gravel Filter (VTC)
1.00
0.80
A-1, A-9, A-15
Hay Mulch
0.06
1.00
75%
Silt Fence SF
1.00
0.50
At Each Basin Confluence
Calc'd by: TJH
Date: 4/23/02
MAJOR
PS
SUB-
AREA
CALCULATIONS
BASIN
(%)
BASIN
(ac)
BASIN A
76.2
A-1
0.32
e So:j = zs % Mu�c1,.= 7S
Wed: C = (%.o %(Z.08) 4-WO(, )(024)'rp- sz : g5.29s
o-S xcp. 8 %o.40
sg�_ �s z°l. ✓
A-2
0.65
¢ �� 2S% Ro�c.�= 7S'/,
Ukk.C=(1-mx0•1(0)+(04Z&W0-u9)/$.&S cp•ZgS
Wkd.P_0.s 64z5S-16/°
A-3
0.67
Qwt So-1 = z5% VA.A c_�. % 7S%
v,akd.C=(1'OYr0.17) t(m-Qco)(0•S0)/m•c.7 =r0 295
A-4
0.76
b5- 2s% IM=7S%
wkd.C�0.Z9S
ukd•'=m•s 'E" -- ✓
A-5
0.66
�5 = ZS% I.A=75%
0, _ ®. za 5
A-6
0.6
ZV, Mc?S%
Wk d C . g>. 7-9 S
Wkd Q = 0- 5
A-7
0.35
Wkd. C = 0-Z9S
W •? : 0-S = 85-1% ✓
A-8
0.15
QS 7- ZS% M = 7S%
C� �•L9S
117
STANDARD FORM SF-B
EFFECTIVENESS CALCULATIONS
Project: Willow Brook #2
Job #: 2608
EROSION CTL.
C-FACTOR
P-FACTOR
COMMENT
METHOD
VALUE
VALUE
Bare Soil
1.00
1.00
25%
Gravel Filter (VTC)
1.00
0.80
A-1, A-9, A-15
Hay Mulch
0.06
1.00
75%
Silt Fence (SF)
1.00
0.50
At Each Basin Confluence
Calc'd by: TJH
Date: 4/23/02
MAJOR
PS
SUB-
AREA
CALCULATIONS
BASIN
(%)
BASIN
(ac)
BASIN A
76.2
A-9
0.46
( ` ; \ z ZS'/, My\Cx.= 7Sy,
. C= (10%0•1Z)k (0<D(cx<Z•3*l) =0•Z4s
I Jid. Yz o-s x o-s : o 44
600,
A-10
0.75
S _ Z-S°/, Kc7S%
Wes.. P = �-s ,��• = aS-3°� �,
A-11
0.49
%I}d. c . Q5•ZRS
A-12
0.37
Zs% M "75�/.
UVA. C- o-Z4S
A-13
0.47
g ZS'l, 754
Wad. C � �• Z95
(•
E,,,j�a. C : �• Zq5
A-15
0.77
CAS : ZS%
Web. C � 0-VA5
To;a� ' �8•Z% (415.1Z 4 0ACP +0-77) { SS• A t0-&S+ (p•G7 +m •'7G +(D.(i(° *0&0+(n•3S
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8.1.2.4 Effectiveness
The City of Fort Collins requires that all submittals
demonstrate that methods proposed for erosion control shall be
effective in reducing sediment. Fur rainfall erosion,
effectiveness shall be calculated using the following equation
and Standard Form B (SF-B).
EFF = (1- C x P) x 100 Eqn. 8-5
Where EFF = Effectiveness (8)
C = C-Factor
P = P-Factor
Cover factor (C-Factor) values represent the ratio of soil loss
from land under treated conditions (e.g., vegetation, mulch) to
corresponding losses from bare ground conditions. C-Factor
values are associated with vegetation, mulches, sealants and
pavement as illustrated in Table B and Figure A.
Practice factor (P-Factor) values represent the ratio of soil
loss with a general surface condition (e.g., straw bales,
sediment basins) to soil loss from disturbed bare 'ground
conditions. P-Factor values are associated with structural
erosion control methods as illustrated in Table 8-B.
The following equation shall be used to calculate net
effectiveness for each major drainage basin.
EFF .t = S (EFF X Asb) /SA,b Eqn. 8-6
THE NET EFFECTIVENESS OF SUBBASINS SHALL BE EQUAL TO OR GREATER
THAN THE PERFORMARCE STANDARD.
Table 8B C-Factors and P-Factors for Evaluating EFF Values.
Treatment
C-Factor
P-Factor
BARE SOIL
Packed and smooth.....................................................................
1.00
1.00
Freshlydisked.............................................................................
1.00
0.90
Rough irregular surface...............................................................
1.00
0.90
SEDIMENT BASIN/TRAP..............................................................
1.00
0.500)
SILT FENCE BARRIER.................................................................
1.00
0.50
ASPHALT/CONCRETE PAVEMENT ............................................
0.01
1.00
ESTABLISHED DRY LAND (NATIVE) GRASS ............................
See Fig. 8-A
1.00
SODGRASS................................................................................
0.01
1.00
TEMPORARY VEGETATION/COVER CROPS ...........................
0.45(2)
1.00
HYDRAULIC MULCH @ 2 TONS/ACRE......................................
0.10(3)
1.00
SOIL SEALANT...........................................................................
0.10-0.60(4)
1.00
EROSION CONTROL MATS/BLANKETS.......................................
0.10
1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of
approximately 114" to 1 112" and applied at a rate of at least
135 tons/acre.. 1
0.05
1.00
HAY OR STRAW DRY MULCH
After slanting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
tack or crimp material into the soil.
Slope (%)
1 to 05...........................................................................................
0.06
1.00
6 to 10...........................................................................................
0.06
1.00
11 to 15.........................................................................................
0.07
1.00
16 to 20.........................................................................................
0.11
1.00
21 to 25.........................................................................................
0.14
1.00
25 to 33..........................................................................................
0.17
1.00
>33..................................................................................
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 overiot 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.
May 1984 Design Criteria
Revised January 1997 8-7
e'
Table 8-B C-Factors and P-Factors for Evaluating EFF Values (continued from previous page).
Treatment C-Factor P-Factor
Contour Furrowed Surface
Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length
refers to the down slope length.
Basin
Maximum
Slope
Length
(°k)
(feet)
1 to 2
400.....................................................................
1.00
0.60
3 to 5
300.....................................................................
1.00
0.50
6 to 8
200.....................................................................
1.00
0.50
9 to 12
120.....................................................................
1.00
0.60
13 to 16
80.....................................................................
1.00
0.70
17 to 20
60.....................................................................
1.00
0.80
>20
50.....................................................................
1.00
0.90
TERRACING
Must contain 10-year runoff volumes, without overflowing, as determined by applicable hydrologic
methods, otherwise P-Factor = 1.00.
Basin
Slope M
1 to 2..............................................................
3 to-8 ..............................................................
9 to 12............................................................
13 to 16..........................................................
17 to 20..........................................................
>20.......................................................
...................... 1.00
0.12
...................... 1.00
0.10
...................... 1.00
0.12
...................... 1.00
0.14
...................... 1.00
0.16
...................... 1.00
0.18
NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated
by documentation.
May 1984 Design Criteria
Revised January 1997 8-8
a
0
h
4
w
Figure 8-A
ESTABLISHED GRASS AND C-FACTORS
FORT COLLINS, COLORADO
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 20 40 60 80 100
ESTABLISHED GRASS GROUND COVER (%)
MARCH 1991 8-8 DESIGN CRITERIA
APPENDIX C
INSTALLATION SCHEDULE
CONSTRUCTION SEQUENCE
4PROJECT:
SEQUENCE. FOR 19 ONLY COMPLETED BY:
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.
,�2 YEAR
MONTH
----- ---------------------
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Vegetative Methods
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
e�a1"-8 tfi9`�F.
Asphalt/Concrete Paving)
Other
VEGETATIVE: !
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
STRUCTURES: INSTALLED BY
MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
- - HDI/SF-C:1989
D
APPENDIX D
COST OPINION
COST OPINION FOR
WILLOW BROOK FILING NO. 2
JN: 2608
PREPARED 08/13/02
Bid Item Description/Remarks Quantities Unit Unit Price Total Price
Storm Sewer
1
18-inch RCP Class ill
38
lin. ft.
$ 33.00 $
1,241
2
24-Inch RCP Class III
150
lin. ft.
40.00
6,000
3
6-inch PVC Drain Pipe
160
lin. ft.
21.00
3,360
4
5' Type-R Inlet
1
ea.
3,200.00
3,200
5
15' Type-R Inlet
1
ea.
4,200.00
4,200
6
9' Type 13 Inlet
1
ea.
4,000.00
4,000
7
5-toot diameter Manhole
1
ea.
2,600.00
2,600
8
Curb chase & tread plate
4
ea.
500.00
2,000
9
Removal of Existing FES
1
ea.
250.00
260
Subtotal
Sanitary
Sewer
1
8-inch SDR 35 Sewer Pipe
762
lin. ft.
$ 28.00 $
21,336
2
6-inch PVC Sanitary Service Pipe
1,311
lin. ft.
21.00
27,531
3
4-foot diameter Manhole
7
ea.
2,000.00
14,000
4
Connection to Existing 8" Sewer Main
2
ea.
500.00
1,000
5
8 inch SDR 35 pert. underdrain
762
lin. ft.
28.00
21,336
6
4 inch underdrain service pipe
1,311
lin. ft.
20.00
26,220
Water
Subtotal
1
Fire Hydrant Assembly
5
ea.
$ 3,200.00 $
16,000
2
Relocated Fire Hydrant Assembly
1
ea.
1,500.00
1,500
3
1" Type K Copper Sevice Line
1,237
lin. ft.
15.00
18,555
4
Meter Pit Assembly
29
ea.
900.00
26,100
5
8" PVC Water Line w/ Fittings
716
lin. ft.
35.00
25,060
6
8"xl" Water Service line Wet Tap
22
ea.
850.00
18,700
7
12"x1" Water Service line Wet Tap
7
ea.
850.00
5,950
8
Connection to Existing 8" Water Line
1
ea.
500.00
500
9
6-inch Water Line Depression
1
ea.
800.00
800
10
Removal of existing Fire Hydrant
1
ea.
300.00
300
Subtotal
Streets
6-inch Asphalt within streets including subgrade prep.
2,238
sq. yds. $
20.00 $
44.760
6-inch Asphalt within driveway wl subgrade prep.
2,718
sq. yds.
20.00
54,360
4.5-fool concrete sidewalk
980
lin. ft.
14.00
13,720
4-inch mountable curb
3,132
lin. ft.
12.00
37,584
1-foot Concrete Edge
1.880
fin. ft.
7.00
13,160
Signage / Striping
1
Lump Sum
1,000.00
1,000
Handicap ramp
7
ea.
1,500.00
10,500
6-foot wide Crosspan
192
sq. yds.
40.00
7.680
Concrete curb cut
22
sq. yds.
40.00
880
Subtotal
Erosion Control
Grading
Sill Fence
2,989
lin. ft. $ 1.80 $
5,380
Gravel Inlet Protection
3
ea. 100.00
300
Rough Cut Street Control
9
ea. 200.00
1,800
Vehicle Tracking Control
3
ea. 1,500.00
4,500
Mulching,
7.6
ac. 350.00
2,660
Mulch Tackirier
1,900.0
lbs. 3.00
5,700
Seeding
7.6
ac. 500.00
3,800
Subtotal
City of Fort Collins Contingency (50%)
$12.070
Erosion control Subtotal
Fill (Import)
48,400 cu. yds. 5.00 242,000
Subtotal
Subtotals $702,623
Contingency (15%) $105,393
WILLOW BROOK FILING NO. 2 TOTAL COST OPINII
Notes:
1. This cost opinion Is based upon construction plans under preparation by Carroll & Lange, Inc. current as of August, 2002.
2. Traffic control has not been Included.
3. Tap fees have not been Included.
4. Inspection fees have not been included.
5. Permits not Included. 8115102
6. Testing not included. File: Cost Est.xls
7. Walks to buildings and associated romps and stairs not included. Page 1
Prepared by: 8 Asphalt Depth is assumed. Actual depth to be determined by�epotecggical Engineer Total Sitere are or
Carroll Lange, Inc. Village Homes
OFIN Carroll & Lange
" 165 South Union al Suite 156
Lakewood,LakColorado
80228
303/980-0200
Fax:303/980-0917
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Data: 02/05/02
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