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AMENDED FINAL
DRAINAGE AND EROSION CONTROL
REPORT FOR
HARMONY SCHOOL SHOPS
3RD FILING LOT 1
J
J R ENGINEERING
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AMENDED FINAL
DRAINAGE AND EROSION CONTROL
REPORT FOR
HARMONY SCHOOL SHOPS
3RD FILING LOT 1
Prepared by
JR ENGINEERING
2620 East Prospect Road, Suite 190
Fort Collins, Colorado 80525
(970) 491-9888
Prepared for
Capital West National Bank
2850 McClelland Drive, Suite 2400
Fort Collins, Colorado 80525
June 3, 2005
Job Number 39445.00
' June 3, 2005
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Mr. Basil Harridan
CITY OF FORT COLLINS
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
J-R ENGINEERING
A Westrian company
RE: Amended Final Drainage and Erosion Control Report for Harmony School Shops
Third Filing Lot l
Dear Basil,
We are pleased to submit to you for your approval a revised Amended Final Drainage and
Erosion Control Repoli for the proposed Bank on Lot 1 of the Harmony School Shops Third
Filing. This report has been revised to satisfy your comments dated May 9, 2005. All
computations within this report have been completed in compliance with the City of Fort
Collins Storm Drainage Design Criteria dated May 1984, revised April 1997, and the Urban
Storm Drainage Criteria Manual dated September 1999.
We greatly appreciate your time and consideration in reviewing this submittal. Please call if
you have any questions.
Sincerely,
JR ENGINEERING, LLC
Pre/s/ep
pared by,
C. S arone
PEngineer
' /attachments
Reviewed by,
Lee Watkins, P.E.
Project Manager
' 2620 East Prospect Road, Suite 190, Fort Collins, CO 80525
970-491-9888 • Fax: 970491-9984 • wJrengineenng.com
' TABLE OF CONTENTS
PAGE
' TABLE OF CONTENTS................................................................................................................i
' 1. INTRODUCTION................................................................................................................ l
1.1 Project Description.........................................................................................:...........1
1.2 Purpose and Scope of Report ...................................................................................... I
' 1.3 Design Criteria & Methods.........................................................................................2
2. LOCAL HYDRAULIC ANALYSIS FOR DEVELOPED CONDITIONS ..........................2
' 2.1 Proposed Sub -basin Descriptions...............................................................................2
2.2 Hydrologic Analysis of the Proposed Drainage Conditions.......................................3
3. STORM WATER FACILITY DESIGN...............................................................................5
3.1 Pond Description........................................................................................................5
3.2 Water Quality..............................................................................................................5
t4. EROSION CONTROL.........................................................................................................6
4.1 Erosion and Sediment Control Measures...................................................................6
' 4.2 Dust Abatement..........................................................................................................6
4.3 Tracking Mud on City Streets.....................................................................................6
4.4 Maintenance................................................................................................................6
' 4.5 Permanent Stabilization..............................................................................................7
5. CONCLUSION.....................................................................................................................7
' 6. REFERENCES.....................................................................................................................8
APPENDIX A MAPS AND FIGURES
APPENDIX B HYDROLOGIC CALCULATIONS
APPENDIX C DETENTION POND
APPENDIX D EROSION CONTROL CALCULATIONS
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' Amended Final Drainage and Erosion Control Report Page i
Harmony School Shops Third Filing Lot 1 June 2005
' 1. INTRODUCTION
1.1 Project Description
1 The proposed Capital West National Bank facility is a 1.16-acre commercial development
located at Harmony School Shops, Third Filing, Lot 1 in a portion of Section 32,
Township 7 North, Range 68 West of the Sixth Principal Meridian, in the City of Ft.
' Collins, Larimer County, Colorado. The development area is bounded by the existing
Sunstone Village Subdivision to the north, Timberline Road to the west, an office
' building complex that is currently under construction to the east, and Milestone Drive to
the south. A vicinity map is included in Appendix A.
1
1.2 Purpose and Scope of Report
' The purpose of this study is to amend the Final Drainage and Erosion Control Study
' prepared for Harmony School Shops Third Filing by the Farnsworth Group dated
February 15, 2001, last revised July 31, 2001 and analyze the stormwater drainage
' conditions that will occur as a result of construction of the proposed bank facility and
associated parking and landscape areas. The scope of this study includes the analysis of
' the stormwater drainage design for a drainage area of approximately 1.16-acres. The
following items shall be addressed in this report:
' • Narrative of previously approved and proposed conditions with calculations to
' substantiate derived runoff curve numbers.
• Calculations of the previously approved and proposed peak runoff rates for the
' 100-year design storm.
• Complete design of detention pond and concrete weir to maintain the previously
' approved release rates.
' The primary design constraint for this project is that the proposed drainage design serves
to maintain the previously approved stormwater runoff rates.
' Amended Final Drainage and Erosion Control Report Page 1
Harmony School Shops Third Filing Lot 1 June 2005
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1.3 Design Criteria & Methods
This report and associated calculations were prepared to meet requirements established in
the "City of Fort Collins Storm Drainage Design Criteria and Construction Standards"
(SDDCCS), dated May 1984 and updated April 1997. The new rainfall criteria as
amended by Ordinance 42.199 were used for the 100-year design storm. Where
applicable, the criteria established in the "Urban Storm Drainage Criteria Manual"
(UDFCD), developed by the Denver Regional Council of Governments, were also used.
As previously mentioned, the primary design constraint for this project is that the
proposed drainage design serve to maintain the previously approved stormwater runoff
rates. More specifically, the development area has been divided into three (3) sub -basins
under the previously approved and proposed conditions. Stormwater runoff generated by
the first sub -basin flows to a trickle pan located along the northerly property line and
ultimately to an existing regional detention pond located to the east of Milestone Drive,
the second flows to Milestone Drive and the third to Timberline Road. The intent of the
proposed drainage design is to maintain post -development stormwater runoff rates at or
below the previously approved rates for each of the three (3) sub -basins. No additional
improvements to downstream stormwater management systems, including the existing
regional detention pond, are required since the design serves to maintain the previously
approved flows. Further, the regional detention pond was previously improved under the
original Harmony School Shops Third Filing design to provide the required water quality
volume for the subject site; therefore no on -site water quality measures have been
proposed.
2. LOCAL HYDRAULIC ANALYSIS FOR DEVELOPED CONDITIONS
2.1 Proposed Sub -basin Descriptions
The development area has been divided into three (3) primary sub -basins. These sub -
basins have been designed to flow in a manner that is consistent with the previously
Amended Final Drainage and Erosion Control Report Page 2
Harmony School Shops Third Filing Lot 1 June 2005
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approved drainage patterns. These previously approved and proposed sub -basins have
'
been depicted on the "Drainage and Erosion Control Plan" which is included within
Appendix A of this report. The proposed sub -basins are further described as follows:
Sub -basin la is located in the northeast portion of the site and includes runoff
'
generated by the majority of the parking area, the building roof and the drive-thru
teller area. The runoff generated from this area will travel via overland flow in a
north -northeasterly direction and will be collected by the proposed curb and gutter
and discharged to the proposed pond via two curb cuts. Sub -basin 1 a has been
'
designed to maintain the approved flows to the trickle pan along the northerly
property boundary and ultimately the regional detention pond.
'
Sub -basin 2a is located in the southeast portion of the site and includes runoff
generated by the landscape area along Milestone Drive. The runoff generated
from this area will travel via gutter flow along Milestone Drive, will be collected
by an existing inlet east of the subject site and ultimately conveyed to the regional
detention pond. Sub -basin 2a has been designed to maintain or reduce the
previously approved flows to Milestone Drive.
'
Sub -basins 5a is located along the westerly portion of the subject site and
'
includes runoff generated by the landscape area along Timberline Road. The
runoff generated from this area will travel via gutter flow along Timberline Road
and will be collected by an existing inlet north of the subject site. Sub -basin 5a
has been designed to maintain or reduce the previously approved flows to
'
Timberline Road.
' 2.2 Hydrologic Analysis of the Proposed Drainage Conditions
' The Rational Method was used to determine the 100-year peak runoff values for each
sub -basin. Runoff coefficients were assigned using Table 3-2 of the SDDCCS Manual.
' The Rational Method is given by:
Amended Final Drainage and Erosion Control Report Page 3
Harmony School Shops Third Filing Lot 1 June 2005
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Q = C,CIA (1)
where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cf
is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall
intensity in inches per hour for a storm duration equal to the time of concentration. The
frequency adjustment factor, Cf, is 1.25 for the major 100-year storm. The runoff
coefficient is dependent on land use or surface characteristics.
The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of
Fort Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration
Curves, the time of concentration is required. The following equation is used to
determine the time of concentration
t� = ti + tt (2)
where t, is the time of concentration in minutes, ti is the initial or overland flow time in
minutes, and tt is the conveyance travel time in minutes. The initial or overland flow time
is calculated with the SDDCCS Manual equation:
ti = [1.87(l.1 - CCf)L0.5]/(S)0.33 (3)
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and Cf are as defined previously.
All hydrologic calculations associated with the sub -basins shown on the attached drainage
plan are included in Appendix B of this report. In addition the following table
summarizes the results:
' Amended Final Drainage and Erosion Control Report Page 4
Harmony School Shops Third Filing Lot 1 June 2005
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Design Storm
Previously Approved
Proposed
Difference
Release Rate (cfs)
Release Rate (cfs)
(cfs)
100-year
Sub -Basin EX la: 5.4
Sub -Basin la: 5.4
0.0
Sub -Basin EX 2a: 0.7
Sub -Basin 2a: 0.1
-0.6
Sub -Basin EX 5a: 0.4
Sub -Basin 5a: 0.3
-0.1
3. STORM WATER FACILITY DESIGN
3.1 Pond Description
The pond design was completed utilizing the Rational Volumetric (FAA) Method. As
depicted on the associated design drawings, one permanent pond, Pond 1, has been
proposed to mitigate the increase in runoff that will be generated by the proposed
improvements. This pond has been designed to detain and release storm water runoff
generated by the proposed improvements during the 100-yr storm event at the previously
approved rate.
Pond 1 has approximately 1,998 cu-ft of detention volume. The outlet structure of Pond
1 is a concrete weir with a 20" opening. The pond has been designed to detain the
additional flows created by this revised site plan and ultimately release the 100-year event
at or below the previously approved rate of 5.4 cfs creating a 100-year water surface
elevation of approximately 4959.08 feet.
3.2 Water Quality
As previously mentioned, the existing regional detention pond was previously improved
to provide the required water quality volume for the subject site. Since the proposed
design serves to maintain the previously approved flows, it is anticipated that the existing
regional pond will function as previously designed.
' Amended Final Drainage and Erosion Control Report Page 5
Harmony School Shops Third Filing Lot 1 June 2005
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4. EROSION CONTROL
4.1 Erosion and Sediment Control Measures
Erosion and sedimentation will be controlled on -site by use of silt fences and a gravel
construction entrance. These measures are designed to limit the overall sediment yield
increase due to construction as required by the City of Fort Collins.
4.2 Dust Abatement
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The
Contractor shall carry out proper efficient measures wherever and as necessary to reduce
dust nuisance, and to prevent dust nuisance, which has originated from his operations
from damaging crops, orchards, cultivated fields, and dwellings, or causing nuisance to
persons. The Contractor will be held liable for any damage resulting from dust
originating from his operations under these specifications on right-of-way or elsewhere.
4.3 Tracking Mud on City Streets
It is unlawful to track or cause to be tracked mud or other debris onto city streets or
rights -of -way unless so ordered by the Director of Engineering in writing. Wherever
construction vehicles access routes or intersect paved public roads, provisions must be
made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the
paved surface. Stabilized construction entrances are required per the detail shown in the
Erosion Control details, with base material consisting of 6" coarse aggregate. The
contractor will be responsible for clearing mud tracked onto city streets on a daily basis.
4.4 Maintenance
Temporary and permanent erosion and sediment control practices must be maintained and
repaired as needed to assure continued performance of their intended function. Silt
' Amended Final Drainage and Erosion Control Report Page 6
Harmony School Shops Third Filing Lot 1 June 2005
' fences will require periodic replacement. Maintenance is the responsibility of the
' developer.
' 4.5 Permanent Stabilization
' All soils exposed during land disturbing activity (stripping, grading, utility installations,
stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking
along land contours until mulch, vegetation or other permanent erosion control is
installed. No soils in areas outside project street rights of way shall remain exposed by
' land disturbing activity for more than thirty (30) days before required temporary or
permanent erosion control (e.g. seed/ mulch, landscaping, etc.) is installed, unless
' otherwise approved by the Stormwater Utility. Vegetation shall not be considered
established until a ground cover is achieved which is demonstrated to be mature and
stable enough to control soil erosion as specified in paragraph 11.3.10 of the City of Fort
Collins Storm Drainage Construction Standards.
5. CONCLUSION
The proposed improvements have been designed with provisions for safe and efficient
control of stormwater runoff in a manner that will not adversely affect adjacent roadways
' or parcels. Due to that fact that the proposed development will maintain or reduce the
previously approved peak runoff rate for the 100-year design storm frequency for all the
' sub -basins, it is evident that the proposed development will have a positive negligible
' impact on the existing stormwater management systems in the vicinity of the subject
parcel.
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Amended Final Drainage and Erosion Control Report Page 7
Harmony School Shops Third Filing Lot 1 June 2005
6. REFERENCES
1. "Storm Drainage Design Criteria and Construction Standards (SDDCCS)", May
1984, City of Fort Collins.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated June 2001, and Volume 3, dated September
1992.
3. "Final Drainage and Erosion Control Study Harmony School Shops Third Filing",
February 15, 2001, last revised July 31, 2001, Farnsworth Group.
Amended Final Drainage and Erosion Control Report
Harmony School Shops Third Filing Lot 1
Page 8
June 2005
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MAPS AND FIGURES
Amended Final Drainage and Erosion Control Report
Harmony School Shops Third Filing Lott
Appendix
June 2005
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VICINITY MAP
VICINTY MAP
HARMONY SCHOOL SHOPS
THIRD FILING LOT 1
JOB NO. 39445.00
J•R ENGINEERING
A w.sWw company
2620 Fast Rasped Arad SL1e 19D • Fat Cain, 00 fiC525
97D-49H9 • Fa Q -49H- 4. wwwn,rirw:r,,,,n
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APPENDIX B
HYDROLOGIC CALCULATIONS
Amended Final Drainage and Erosion Control Report
Harmony School Shops Third Filing Lott
Appendix
June 2005
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Harmony School Shops 31•d Filing Lot /
PROJECT NO: 39445.00
COMPUTATIONS BY: JCS
DATE: 412012005
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Streets, parking lots (asphalt)
Sidewalks (concrete)
Roofs
Lawns (flat <2%, sandy soil)
Runoff
%
coefficient
Impervious
C
0.95
100
0.95
96
0.95
90
0.10
0
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 8525
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA
(sq.ft)
ROOF
AREA
(sq.ft)
PAVED
AREA
(sq.fl)
SIDEWALK
AREA
(sq.ft)
LANDSCAPE
AREA
(sq.ft)
RUNOFF
COEFF.
(C)
%
Impervious
Ex1A
0.95
41,227
0
22,977
0
18,250
0.57
56
Ex2A
0.08
3,546
0
Z425
0
1,121
0.68
68
Ex5A
0.14
5.915
1 0 1
846
1 0
5,069
0.22
1 14
Prop1A
1.03
44,868
0
35,750
0
9,118
0.78
80
Prop2A
0.04
1,917
0
377
0
1,540
0.27
20
Prop5A
0.09
3,904
0
643
0
3,261
0.24
16
Equations
- Calculated C coefficients & % Impervious are area weighted
C = i (Ci Ai) / At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai s
39445=Iow.xls
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JR Engineering
2620 E. Prospect Rd.. Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Hamlony School Shops 3rd Filing Lot 1
PROJECT NO: 39445.00
COMPUTATIONS BY: JCS
DATE: 4/20/2005
100 yr storm, Cf = 1.25
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Des.
Point
Area
Design.
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (100)
(cfs)
from
Design
Point
Q If 00)
(cfs)
Q(1 o0)tot
(cfs)
1
Ex1A
0.95
0.72
9.2
8.02
5.4
5.4
2
Ex2A
0.08
0.85
5.0
9.95
0.7
0.7
3
Ex5A
0.14
0.28
5.0
9.95
0.4
0.4
4
Prop1A
1.03
0.97
5.0
9.95
10.0
10.0
5
Prop2A
0.04
0.30
5.0
9.95
0.1
0.1
6
Prop5A
0.09
0.33 1
5.0 1
9.95
0.3
0.3
Q = C iA Q = peak discharge (cfs) C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres)
i = 84.682 / (10+ tc) ° ""
t3944500flow.x15
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APPENDIX C
DETENTION POND
Amended Final Drainage and Erosion Control Report
Harmony School Shops Third Filing Lott
Appendix
June 2005
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DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION:
Harmony School Shops 3rd Filing Lotl
PROJECT NO:
39445.00
COMPUTATIONS BY: JCS
DATE:
4/2012005
Equations:
Area trib. to pond =
1.03
Developed flow = Qp = CIA
C (100) =
0.97
Vol. In = Vi = T C I A = T Qo
Developed C A =
1.0
Vol. Out = Vo =K QPo T
Release rate, QPo =
5.4
storage = S = Vi - Vo
K =
0.84
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67) rainfall
JR Engineering
acre`
acre
cis
(from fig 2.1)
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qp
(cfs)
Vol. In
Vi
W)
Vol. Out
Vo
W)
Storage
S
W)
Storage
S
(ac-ft)
5
9.95
9.9
2982
1361
1622
0.04
10
7.77
7.8
4656
2722
1934
0.04
15
1 6.50
6.5
1 5845
1 4082
1 1763
1 0.04
20
5.62
5.6
6739
5443
1296
0.03
25
4.97
5.0
7449
6804
645
0.01
Required Storage Volume: 1934 ft
0.04 acre-ft'
3944500FAApond.xl s, FAA- 100yr
1
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DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
1
100-Year Event
LOCATION:
Harmony School Shops 3rd Filing Lotl
'
PROJECT NO:
39445
COMPUTATIONS BY:
JCS
DATE:
4/20/2005
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3944500FAApond.x1s,FAA-100yr
JR Engineering
JR Engineering
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Harmony School Shops 3rd Filing Lotl
PROJECT NO: 39445
COMPUTATIONS BY: JCS
DATE: 4/20/2005
2000
1500
E
1000
500
re
5
10 15 20 25 30
Storm Duration (min)
--+— Storage--- Volume
3944500FAApond.x1s,FAA-100yr
Project No.: 39445.00 By: JCS
Project Name: Harmony School Shops 3rd Filing Lot 1 Date: 4/20/2005
Detention Pond 1
Contour
Surface
Incremental
Cumulative
Cumulative
Elevation
Area
Volume
Volume
Volume
ft.
(sq. ft.)
(cu. ft.)
cu. ft.
(ac-ft
58.13
0
0
0
0
58.40
1775
159.7
159.7
0.00
58.60
2445
420.2
580.0
0.01
58.80
2870
530.9
1110.9
0.03
59.10
3045
887.1
1998.0
0.05
Required Volume (100 YR) =
Volume Provided (100 YR) =
1934.00 cu-ft
1998.00 cu-ft @ 59.10
3944500Basin.xis
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APPENDIX D
EROSION COTNROL CALCULATIONS
Amended Final Drainage and Erosion Control Report Appendix
Harmony School Shops Third Filing Lott June 2005
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' MARCH 1991 DESIGN CRITERIA
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
EFFECTIVENESS CALCULATIONS
PROJECT:
Harmony School Shops 3rd Filing Lot 1
STANDARD FORM B
COMPLETED BY:
es
DATE: 03-Jun-05
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENT TRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (I-C'P)' 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
Prop 1A
1.03
ROADS/WALKS
0.82 Ac.
ROUGHENED GR.
0.10 Ac.
STRAW/MULCH
0.10 Ac.
GRAVEL FILTER
NET C-FACTOR
0.12
NET P-FACTOR
0.79
EFF = (1-C*P)* 100 =
90.8%
Prop2A
0.04
ROADS/WALKS
0.01 Ac.
ROUGHENED GR.
0.02 Ac.
STRAW/MULCH
0.02 Ac.
GRAVEL FILTER
NET C-FACTOR
0.43
NET P-FACTOR
0.77
EFF = (I-C*P)* 100 =
67.2%
Prop5A
0.09
ROADS/WALKS
0.01 Ac.
ROUGHENED GR.
0.04 Ac.
STRAW/MULCH
0.04 Ac.
GRAVEL FILTER
NET C-FACTOR
0.44
NET P-FACTOR
0.77
EFF = (I -C*P)* 100 =
65.9%
TOTAL AREA = 1.16 ac
TOTAL EFF = 88.0% (£ (basin area * eft) / total area
REQUIRED PS = 78.2%
Since 88.0% > 78.2%, the proposed plan is o.k.
3944500erosion.XLS
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Harmony School Shops 3rd Filing Lot 1
EROSION CONTROL COST ESTIMATE
JOB NO. 39445.00
DATE: 6/3/2005
FROSION CONTROL MFASI IRFS
COMPLETED BY: ES
ITEM
DESCRIPTION
UNITS
I UNIT COST
IQUANTITY
I TOTAL COST
1
TEMPORARY SEED & MULCH
ACRE
$ 775.00
1.2
$ 901.84
2
SILT FENCE
LF
$ 3.00
605
$ 1,815.00
3
GRAVEL CONSTRUCTION ENTRANCE
EACH
$ 500.00
1
$ 500.00
4
INLET PROTECTION
EACH
$ 250.00
0
$ -
5
STRAW BALES
EACH
$ 3.25
0
S
6
SEDIMENT TRAP/BASIN
EACH
$ 500.00
0
$
COST $ 3,216.84
CITY RFSFFI]ING COST FOR TOTAL SITE ARFA
ITEM
DESCRIPTION
UNITS
I UNIT COST
IQUANTITY
I TOTAL COST
1
RESEED/MULCH (ALL disturbed area on and off site)
ACRE
S 775.00
1.2
$ 901.84
COST $ 901.84
SECURITY DEPOSIT $ 3,216.84
REQUIRED EROSION CONTROL SECURITY DEPOSIT WITH FACTOR OF 150% $ 4.825.26
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UTILITY PLAN APPROVAL W J
APPROVED: U 0_
City Engine. Dote ( Z Q O
CHECKED BY: m W
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CHECKED BY:
seoaa.. .mUnity Q' Q O
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CHECKED BY: Pane A Re tlan Vale
CHECKED BY: T aft Date SHEET 5 GE 10
CHECKED BY: mee JOB NG. 39445.00