HomeMy WebLinkAboutDrainage Reports - 12/03/1999Final Drainage and Erosion Controp
Study
Colorado State University
Environmental Learning
Center,
Fort Collins, Colorado
December 1999
THE
SEAR -BROWN
GROUP
Standards in Excellence
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THE SEAR -BROWN GROUP
FULL -SERVICE DESIGN PROFESSIONALS
209 SOUTH MELDRUM
FORT COLLINS, COLORADO 80521-2603
970-492-5922 FAX: 970-682-6368
December 2, 1999
Mr. Glen Schlueter
City of Fort Collins
Water Utilities--Stormwater
235 Mathews Street
Fort Collins, Colorado 80522
RE: Final Drainage and Erosion Control Study for Colorado State University Environmental
Learning Center
Dear Glen:
We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Study for Colorado State University Environmental Learning Center. All computations
within this report have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Respectfully,
The Sear -Brown Group
Pr ared by:
Id
Anthony G. Willkomm, P.E.
Design Engineer
cc: File 398-059
Colorado State University
NEW YORK • PENNSYLVAN IA
COLORADO•UTAH•WYOMINC
STANDARDS IN EXCELLENCE
EQUAL OPPORTUNI9Y EMPLOYER
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'
TABLE OF CONTENTS
DESCRIPTION
PAGE
'
I. GENERAL LOCATION AND DESCRIPTION ..................................................
1
A. Location................................................................................................I
'
B. Description of Property .............................................................................
1
II. DRAINAGE BASINS..................................................................................
1
'
A. Major Basin Description............................................................................
1
B. Sub -basin Description...............................................................................
2
'
III. DRAINAGE DESIGN CRITERIA................................................................
2
A. Regulations............................................................................................
2
'
B. Development Criteria Reference and Constraints ...............................................
2
C. Hydrologic Criteria..................................................................................
2
D. Hydraulic Criteria....................................................................................2
E. Variances from Criteria.............................................................................
3
'
3
IV. DRAINAGE FACILITY DESIGN...................................................................
A. General Concept......................................................................................3
'
3
B. Specific Details.......................................................................................
'
V. STORMWATER QUALITY..........................................................................
4
A. General Concept......................................................................................4
'
VI. EROSION CONTROL.................................................................................
4
A. General Concept......................................................................................4
B. Specific Details.......................................................................................
5
6
VII. CONCLUSIONS.....................................................................................
'
A. Compliance with Standards.........................................................................
6
6
B. Drainage Concept....................................................................................
C. Stormwater Quality Concept.......................................................................
6
6
D. Erosion Control Concept............................................................................
VIII. REFERENCES.......................................................................................
7
APPENDIX
'
VICINITY MAP
HYDROLOGY
EROSION CONTROL
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' FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR COLORADO STATE UNIVERSITY
ENVIRONMENTAL LEARNING CENTER
' FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The Colorado State University Environmental Learning Center (CSU ELC) is
bounded by Prospect Road on the north, the west Interstate 25 (I-25) frontage road
' on the east and vacant pasture on the south and the west.
The site location can also be described as situated in the Northeast 1/4 of Section
21, Township 7 North, Range 68 West of the 6th P.M., City of Fort Collins,
Larimer County, Colorado. A vicinity map indicating the site location can be seen
on the second page of the Appendix.
' B. Description of Property
The CSU ELC contains approximately 7.0 acres, more or less, and is to be
constructed on land owned by CSU and the City. The site is composed of 7.0 acres
of developed land. The property is being proposed for development within the City
of Fort Collins City limits and will be developed in the Boxelder Creek Basin
consistent with direction provided by the City of Fort Collins Stormwater
' Department and CSU. Native grasses presently cover the property. The
topography of the site generally slopes from north to south at approximately 1.0
percent. An elevated earthen berm, trending north and south along Boxelder
Creek, and an interceptor ditch running east to west divide the existing site
drainage. Boxelder Creek drains north to south and is generally parallel to the east
property boundary.
' H. DRAINAGE BASINS
' A. Major Basin Description
The proposed development lies within the Boxelder Creek Basin defined in the
' Drainage and Erosion Control Report for Interstate Lands Development, prepared
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tby RBD, Inc. (RBD, 1996). Boxelder Creek flows south and is bounded by the I-
25 frontage road on the east and the eastern edge of the project boundary to the
' west as shown on the attached Drawing. Runoff from the developed site is routed
by grass -lined open channels along the eastern and southern boundaries to a Water
t Quality Capture Volume Basin (WQCVB). Runoff is released to Boxelder Creek
at a controlled release rate. One onsite basin is routed west by open channel, to the
adjacent property.
' B. Sub -basin Description
The CSU ELC has been divided into 3 sub -basins. These sub -basins are shown
on the Drainage and Erosion Control Plan in the back pocket of this report. All
basins except Basin 2, will drain to the Boxelder Creek. Basins 1 through 3 are
' on -site basins developed for the CSU ELC improvements.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
' The City of Fort Collins Storm Drainage Design Criteria and Drainage Criteria
Manual Volume 3 Update is being used for the subject site.
' B. Development Criteria Reference and Constraints
' The site is designed to release stormwater runoff water undetained to Boxelder
Creek. Based on direction by the City of Fort Collins, an emphasis was placed on
improving runoff water quality during the minor, 2-year event. During the major,
100-year event the site will be inundated and will drain over the water quality area
directly to Boxelder Creek.
C. Hydrologic Criteria
' The Rational Method for determining surface runoff was used for the project site.
The 2-year and 100-year storm event intensities, provided by the City of Fort
Collins, were used in calculating runoff values. These calculations and criteria are
' included in the Appendix of this report.
D. Hydraulic Criteria
' All hydraulic calculations within this report have been prepared in accordance with
the City of Fort Collins Drainage Criteria and the Urban Drainage and Flood
' Control District, Volume 3 Update and are also included in the Appendix.
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' E. Variances from Criteria
' No variances are being sought for the proposed project site.
' IV. DRAINAGE FACILITY DESIGN
A. General Concept
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Runoff from Basin 1 and Basin 3 will flow southeasterly through improved
drainageways to Boxelder Creek. The west quarter of the site represented by Basin
2, will discharge at its historic location in the southwest comer of the site.
B. Specific Details
The CSU ELC has been broken down into three on -site sub -basins. Basin 2 will
discharge to the west. Runoff from on site Basins 1 and 3 will be conveyed
southeast toward Boxelder Creek. Basin 1 and Basin 3 will drain to a grassy
depression adjacent to the Creek. Using Best Management Practices (BMPs) an
Extended Detention Basin (EDB) design restricts the release of runoff to Boxelder
Creek for minor event runoff.
Drainage from Basin 1 and Basin 3 is conveyed to the EDB by grass lined
channels. Drainage from the access road curb cut will be conveyed to the EDB by
a riprap channel. The runoff release rate from the EDB is based on the 40-hour
drain -down time for a minor event. Discharge from the outlet structure enters
Boxelder Creek via a 21-inch, reinforced concrete pipe (RCP). However, the
developed site is expected to be inundated during major storm events.
Runoff resulting from storms greater than the capacity of the 21-inch pipe will pond
to an emergency spillway elevation of 4997.5. Excess flows will sheet flow over
the EDB berm at elevation 4998 to Boxelder Creek. Basin 2 will sheet flow to the
south, concentrate west of the building and will be routed offsite via an existing
grass -lined channel. Stormwater runoff discharging at this point will be less than
the historic runoff rates for the minor and major events. Calculations for the
historic flows at this point are provided in the Appendix.
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' V. STORMWATER QUALITY
' A. General Concept
' Various temporary and permanent Best Management Practices for the treatment of
stormwater runoff will be implemented during construction. The CSU ELC will
be providing grass swales, sediment traps, check dams and an extended detention
' basin during construction. These grass -lined features and sediment traps will
provide a mechanism for fine particle pollutants to settle out of the stormwater
runoff before flows enter Boxelder Creek or discharge to the west property.
Design methods outlined in the Drainage Criteria Manual, Volume 3 were
employed to design an Extended Detention Basin. The basin drain -down time is
' extended to 40 hours by using an orifice plate fixed to the outlet structure. A
permanent water surface is maintained at a depth of one foot to enhance growth of
' vegetation. A single column of orifice holes restricts discharge and allows water
to pond to a depth of approximately two feet above the permanent water surface.
A vertical trash rack is mounted on the face of the outlet. Pond depths above three
' feet will enter a grate on top of the structure and discharge through the 21" RCP.
Larger flow will overtop the emergency spillway. All flow ultimately enters
Boxelder Creek.
' VI. EROSION CONTROL
' A. General Concept
This development lies within the High Rainfall Erodability Zone and the Moderate
' Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists
for moderate erosion problems after completion of the CSU ELC improvements,
due to some existing and proposed site slopes of greater than 2 percent. It is also
anticipated that the project site improvements will be subject to both wind and
rainfall erosion before new vegetation is established
' The Erosion Control Performance Standard (PS) during construction for this
project was computed to be 78.8 per the criteria in the City of Fort Collins Erosion
' Control Reference Manual for Construction Sites. The Effectiveness (EFF) of the
proposed erosion control plan was calculated to be 96.0. Therefore, the erosion
control plan below meets the City of Fort Collins requirements. A copy of the
t calculations has been included in the Appendix. An erosion control escrow cost
estimate of $12,534 is also included in the Erosion Control section of the
Appendix.
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' B. Specific Details
' The following measures will be applied in an attempt to reduce wind and rain
erosion and sediment transport to waterways and off -site.
' • Prior to overlot grading silt fencing will be installed along the southeast,
downstream corner of the site and between the proposed site access road and
' the west property boundary.
• Sediment traps will be constructed immediately upstream of the grassland water
quality feature. These traps will need to be cleaned out prior to revegetation.
' • The permanent water surface pool within the EDB will need to be cleaned out
prior to revegetation.
• Following overlot grading, disturbed areas shall be roughened until temporary
' and permanent seed can be applied. All onsite disturbed areas not in a roadway
shall have temporary vegetation seed applied. After seeding, a hay or straw
mulch shall be applied over the seed at a rate of 2 tons/acre minimum, and the
mulch shall be adequately anchored, tacked, or crimped into the soil.
• The road, parking lot and building pad are to be covered with '/a to 1 '/z inch
gravel applied at the rate of 135 tons per acre after overlot grading is
completed.
• The pavement structure shall be applied as soon as possible after the utilities
' have been installed.
• After installation of the storm drain outlet structure, riprap protection shall be
installed at the outlet in Boxelder Creek and on the emergency spillway on the
bank of Boxelder Creek.
• Rpprap protection shall be installed at the access road drainage pan to convey
' runoff to the adjacent grass swales.
• Natural areas not requiring grading should be protected from damage by
equipment or construction activities.
' • In the event a portion of the roadway pavement surface and utilities will not be
constructed for an extended period of time, after overlot grading, a temporary
vegetation seed and mulch shall also be applied to the roadway areas.
All construction activities must also comply with the State of Colorado permitting
process for Stormwater Discharges Associated with Construction Activity.
VII. CONCLUSIONS
A. Compliance with Standards
' All computations that have been completed within this report are in compliance
with the City of Fort Collins Erosion Control Reference Manual for Construction
Sites and the Storm Drainage Design Criteria Manual.
VII. CONCLUSIONS
' A. Compliance with Standards
' All computations that have been completed within this report are in compliance
with the City of Fort Collins Erosion Control Reference Manual for Construction
Sites and the Storm Drainage Design Criteria Manual.
tB. Drainage Concept
The proposed drainage concepts presented in this report and on the final drainage
and erosion control plan adequately provides for the transmission of developed on -
site runoff at two discharge points at the property boundary. Discharge from the
' site at the southwest property comer will be approximately the same or less than
historic runoff at the same location. The runoff from the remaining portion of the
site will discharge to Boxelder Creek detained for a 40-hour release rate for the 80
' percentile storm event as required for an extended detention basin. Runoff
resulting from a 100-year event are intended to sheet flow over bank into Boxelder
' Creek.
If, at the time of construction groundwater is encountered, a Colorado Department
' of Health Construction Dewatering Permit would be required to discharge
groundwater from the site.
' C. Stormwater Quality Concept
' The proposed design has addressed the water quality aspect of stormwater runoff.
Permanent grass -lined swales and extended detention basin will provide an
opportunity for sediment and stormwater pollutants to settle out of the stormwater
' runoff before the entering Boxelder Creek.
D. Erosion Control Concept
The proposed temporary erosion control concepts adequately provides for the
' control of wind and rainfall erosion from the CSU ELC. Through the construction
of the proposed erosion control concepts, the City of Fort Collins performance
standard will be met. The proposed erosion control concepts presented in this
' report and shown on the erosion control plan are in compliance with the City of
Fort Collins Erosion Control Criteria.
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VM. REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
Colorado, May 1984, interim revision January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991.
3. Drainage Criteria Manual Volume 3 Update by the Urban Drainage and Flood Control
District, January 1999 Draft.
4. Drainage and Erosion Control Report for Interstate Lands Development by RBD, Inc.,
April 1996.
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APPENDIX
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VICINITY MAP
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INIEERRY (HWY 14)
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PROSPECT CO P.O 44 I \ PSMVOIR IHLF f
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PROJECT
SITE
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SCALE 1"=2000'
COLORADO STATE
UNIVERSITY
ENVIRONMENTAL
LEARNING CENTER
VICINITY MAP
FIGURE 1
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100 Year Discharge Basin 1
' Worksheet for Circular Channel
Project Description
Project File
c:\hydro\haestad\fmw\csu-envi.fm2
Worksheet
Basin 1 Discharge Below Irrigation Pipe
'
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
1
Input Data
Mannings Coefficient 0.013
'
Channel Slope
0.010000 ft/ft
Diameter
18.00 in
'
Discharge
9.50 cfs Qro� re;
Results
'
Depth
13.4 in
Flow Area
1.41 ft2
'
Wetted Perimeter
Top Width
3.12 ft
1.31 ft
Critical Depth
1.19 ft
Percent Full
Critical Slope
74,48
0.008695 ft/ft
Velocity
6.73 ft/s
Velocity Head
0.70 ft
'
Specific Energy
1.82 ft
Froude Number
1.14
Maximum Discharge
11.30 cfs
'
Full Flow Capacity
10.50 cfs
Full Flow Slope
0.008180 ft/ft
Flow is supercritical.
1
�0122t99 The Sear -Brown Group FlowMaster v5.13
9:48:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Pape 1 of 1
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2 Year Discharge Basin 1
Worksheet for Circular Channel
Project Description
Project File c:\hydro\haestad\fmw\csu•envi.fm2
Worksheet Basin 1 Discharge Below Irrigation Pipe
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
' Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft
Diameter 18.00 in
' Discharge 2.50 cfs 4Z i e
Results
Depth
6.0
in
Flow Area
0.51
ft2
Wetted Perimeter
1.84
It
Top Width
1.41
It
Critical Depth
0.60
It
Percent Full
33.21
Critical Slope
0.005023
ft/ft
Velocity
4.87
ft/s
Velocity Head
0.37
It
Specific Energy
0.87
It
Froude Number
1.43
Maximum Discharge
11.30
cfs
Full Flow Capacity
10.50
cfs
Full Flow Slope
0.000566 ft/ft
Flow is supercritical.
10/221 9 The Sear -Brown Group FlowMaster v5.13
109:49:07 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1888 Page 1 of 1
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100 Year Discharge Basin 3
Worksheet for Circular Channel
Project Description
Project File
c:\hydro\haestad\fmw\csu-envi.fm2
Worksheet
Basin 3 Pipe Below Irrigation Pipe
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.013000 ft/ft
Diameter 18.00 in
1 Discharge 11.20 cfs �J
C /oo iR�
1
1
I
I
1
1
I
Results
Depth
1.15
ft
Flow Area
1.45
ft2
Wetted Perimeter
3.20
ft
Top Width
1.27
ft
Critical Depth
1.28
ft
Percent Full
76.69
Critical Slope
0.010651
ft/ft
Velocity
7.70
ft/S
Velocity Head
0.92
ft
Specific Energy
2.07
ft
Froude Number
1.27
Maximum Discharge
12.88
cfs
Full Flow Capacity
11.98
cfs
Full Flow Slope
0.011370
ft/ft
Flow is supercritical.
10/22/99 The Seer -Brown Group FlowMaster v5.13
' 09.52: 14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1686 Page 1 01 1
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2 Year Discharge Basin 3
Worksheet for Circular Channel
Project Description
Project File
c:\hydro\haestad\fmw\csu-envi.fm2
Worksheet
Basin 3 Pipe Below Irrigation Pipe
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.013000 ft/ft
Diameter 18.00 in
Discharge 2.80 cfs Q3��
Results
Depth
0.49
ft
Flow Area
0.51
ft2
Wetted Perimeter
1.83
ft
Top Width
1.41
ft
Critical Depth
0.64
It
Percent Full
32.90
Critical Slope
0.005085 ft/ft
Velocity
5.53
ft/s
Velocity Head
0.48
ft
Specific Energy
0.97
ft
Froude Number
1.63
Maximum Discharge
12.88
cis
Full Flow Capacity
11.98
cfs
Full Flow Slope
0.000711
ft/ft
Flow is supercritical.
10122/99 The Sear -Brown Group FlowMaster v5.13
19.52:50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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EROSION CONTROL
1
The Sear -Brown Group
RAINFALL PERFORMANCE STANDARD EVALUATION
795-nn1
Project CSU Enviro. Learning Center STANDARD FORM A
Calculated B : AGW Date: 06/23
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(ft
%
ft
1
high
3.84
620
0.8
340.1
0.4
2
high
1.32
470
2.0
88.6
0.4
3
high
1.84
450
2.0
118.3
0.5
Total
7.00
547.0
1.3
78.8
LXAMVLL GALGUL.A I IUNS
Lb = sum(AiLi)/sum(Ai) _ (3.84 x 620 +... + 1.84 x 450)/ 7.00
= 547.0 ft
Sb = sum(AiSi)/sum(Ai) _ (3.84 x 0.80 +... + 1.84 x 2.00)/ 7.00
1.3 %
PS (during construction) = 78.8 (from Table 8A)
PS (after construction) = 78.8/0.85 = 92.7
' The Sear -Brown Group
1
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I
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I
Pi
EFFECTIVENESS CALCULATIONS
795-001
Project: CSU Enviro. Learning Center STANDARD FORM B
Calculated By AGW Date: 06/23
Erosion Control
C-Facto
P-Factoi
Comment
Number Method
Value
Value
4 Sediment/Basin Trap
1
0.5
5 Straw Bale Barrier
1
0.8
6 Gravel Filter
1
0.8
8 Silt Fence Barrier
1
0.5
9 Asphalt/Concrete Pavement
0.01
1
18 Established Grass Ground Cover - 90 %
0.025
1
38 Gravel Mulch
0.05
1
39 Hay or Straw Dry Mulch (1-5% slope)
0.06
1
SUB
PS
AREA
BASIN
%
ac
Site
78.8
7.00
SUB
SUB
AREA
Practice C' A P " A Remarks
BASIN
AREA
ac
DURING CONSTRUCTION
1
1,2,3
1.47
18 0.04 1.47 Established Grass Ground Cover- 90%
3.73
39 0.22 3.73 Hay or Straw Dry Mulch (1-5% slope)
1.81
38 0.09 1.81 Gravel Mulch
Cnet = (1.47x0.03+...+1.81 x0.05W.00
= 0.05
Pnet = 0.8x[1.47x1.00+...+1.81x1.00]/7.00
= 0.80
EFF = (1-C-P)l00 = (1-0.05-0.80)100
95.98
> 78.8 (PS)
IThe Sear -Brown Group
1
1
I
I
L�
1
EFFECTIVENESS CALCULATIONS
795-001
Project: CSU Enviro. Learning Center STANDARD FORM B
Calculated By: AGW Date: 06/23
Erosion Control
C-Facto
P-Factot
Comment
Number Method
Value
Value
4 Sediment/Basin Trap
1
0.5
5 Straw Bale Barrier
1
0.8
6 Gravel Filter
1
0.8
9 Asphalt/Concrete Pavement
0.01
1
18 Established Grass Ground Cover - 90%
0.025
1
39 Hay or Straw Dry Mulch (1-5% slope)
0.06
1
SUB
PS
AREA
BASIN
%
ac
Site
92.7
7.00
SUB
SUB
AREA
Practice C' A P' A Remarks
BASIN
AREA
ac
AFTER CONSTRUCTION
1
1,2,3
5.20
18 0.13 5.20 Established Grass Ground Cover - 900/
1.81
9 0.02 1.81 AsphalVConcrete Pavement
Cnet = [5.20xO.O3+...+1.81 x0.00)P7.00
= 0.02
Pnet = [5.20x1.00+...+1.81 x1.00r.00
= 1.00
EFF = (1-C-P)l00 = (1-0.02'1.00)100
97.88
> 92.7 (PS)
Il
' The Sear -Brown Group
1
1
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1
1
I
C
EROSION CONTROL COST ESTIMATE
Project:
Pre ared 8 :
CSU Enviro. Learning Center
AGW
Date:
795-001
06/23
I E EEDI T
Method
Quantity Unit
Unit
Cost
Total
Cost
Notes
Reseed/mulch
7.00 ac
$531
$3,717
See Note 1.
Subtotal
Contingency
Total
Notes: 1. A<=5 ac=$636/ac; A>5 ac=$531/ac.
50%
$3,717
$1,859
$5,576
EROSION CONTROL MEASURES
Number Method
Quantity Unit
Unit
Cost
Total
Cost
Notes
5 Straw Bale Barrier
3 ea
$150
$450
6 Gravel Filter
0 ea
$300
$0
8 Silt Fence Barrier
820 LF
$3
$2,460
38 Gravel Mulch
1.81 ac
$1,350
$2,444
39 Hay or Straw Dry Mulch (1-5% slope)
59 Seeding (Native)
3.73 ac
3.73 ac
$500
$305
$1,865
$1,137
Subtotal
Contingency
Total
50%
$8,356
$4,178
$12,534
Total Security
$12,534
1
1
1
1
1
The Sear -Brown Group
EROSION CONTROL CONSTRUCTION SEQUENCE
Is by use of a bar line or symbols when erosion control measures will be installed.
modifications to an approved schedule may require submitting a new schedule for
ral by the City Engineer.
YEARS 99
EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
ALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/MaWBlankets
Other
STRUCTURES: INSTALLED BY -
-VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS
Z7(•#71
THE
SEAR BROWN
GROUP J
Project: C`-y'£LG
By:
Date: L4.3 /99
Project No. jp-0! 9
Checked:
Sheet/_of S
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THE
SEAR -BROWN
GROUP J
Project: C cJ— SLG Project No. E / 6 f1
By: Al-k,) Checked:
Date: b /2 s/g 9 SheetZ _of Q
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1
100
s
70
U
3
60
3 50
co
S 40
c
m
0
a 30
20
10
Level 0
radftionT
_
Development
Practice
,
,
i
,
Level
MDCIA
I��
MDCIA
,
,
10 20 30 40 50 60 70 7L 80 90 100
Total Percent of Watershed Imperviousness I,
Figure ND-1. Imperviousness To Use With Water Duality Capture Volume (WQCV)
1
1
1
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
0.50
0.45
0.40
w 0.35
m
s
0.30
t
m 0.25
is
3
0.20
U
O
3 0.15
0.05
0.00
0
I
Extended Detention Basin
40-hour Drain Time
Constructed Wetland Basin
24-hour Drain Time
W0CV=a-(0.91 i 3 -1.19i'+0.78i)
6-hr drairujme a=- k7 _
12-hr drain time a = 0.B
24-hr drain time a = 0.9
40-hr drain time a = 1.0
Retention Pond
12-hour Drain Time
Porous Pavement or dscape Detention
6-hour Drain Time
I
0.71
0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Total Imperviousness Ratio (i =1 „q/100)
Figure EDS-2. Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
�1/00
r- 7
j,1
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DRAINAGE CRITERIA MANUAL (V. 3)
O
STRUCTURALEIMP5
10.0
m 0.6(
5 I_
0.02
EXAMPLE: DVJO - 4.51t
WOCV - 2.1 acre-feet
SOLUTION: Required Area per
Row . 1.75 in.
0
UJ�
ar
a`
r
Qr
O�
zv/
0.01
0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0
Required Area per Row (in.2 )
Source: Douglas County Storm Drainage and Technical Criteria, 1966.
EDg-3
FIGURES -a- WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
9-1-1992
UDFCD
! Orifice Plate Perforation Sizing
Circular Perforation Sizing S�t�V
Chart may be applied to orifice plate or vertical pi outlet.
i
Dio
)
H
q in
Area per Row
n-1
n-2
n-3
R
0.250
0.05
D.10
0.15
0.313
0.080.15
0.23
0.375
0.11
0.22
0.33
0.438
0.15
0.30
0.45
0.500
0.20
0.39
0.59
5/�2
/16
0.563
1 0.25
0.50
0.75
.31
0.61
88
0.37
0.7450
0.44
0.8875
05Y8125
0.60
1.20
N3.68
0
0.79
1.57
rno0
1.23
2.45
1%
1.375
1.48
2.97
4.45
1'/2
1.500
1.77
3.53
5.30
15/
1.625
2.07
4.15
6.22
1-Y4
1.750
2.41
4.81
7.22
13
1.875
2.76
5.52
8.28
2
2.000
3.14
6.28
9.42
n-Number of columns of perforations
Minimum steel
plate thickness
1/4
Sys
3/8
' If the required area can not be obtained using three
columns of circular perforations, use rectangular perforations
tectongulor Perforation Sizing
iOnly one column of rectangular perforations allowed.
Rectangular Height - 2 inches
' Rectangular Width (inches) -
Required Area per Row (sq in)
2"
11.
Rect.
Width
Min. Steel
Thickness
5„
4„
6"
532 '
8''
5/161,
9'
'%32
101,
3/'
>10'
' Urban Drainage and
Flood Control District Figure 5
M Drainage Criteria Manual (V.3) Orifice Plate Perforation Sizing
°m
is
❑
W
7
J
0
Z
Q
m
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xt
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it U)
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cos
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---
AL, NAP
NA
F Lis AA, A MER w - — — — — - - i -_ - -_ _
s. ..,SEE �� PROSPECT aI AD — _
1w- - - - TO IxhKSTATE 35 —a LEE 2T WIN Helix
—
AS
s5.80,
BE BE
- cas NO PLEASURE —� v
__♦'
I 0 BASIN BWNDµY
1FA,� Ft INN
i
RE,
AN,
EXASTRAO LEAVE AN
PAR Sw REA BE
453 LF MODERN
BALE CHECK GAM
RE 14
r,
VAR
IRA
9
$ /
RINS
\\ IN
IV
MINE=
AAE....-
SALE LF SEOIME 'T
I
CONTROL FENRE
�F
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IF l \ T
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Oq
ONES
ORDER aAR \ F(0r \
w
SE ME
Am
8822
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„1
c� \
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INV"
1 ANSIWAS A EfAss 12 APRA
ALL
FROM M ryvWrynu[. \ 1 \ I
0zl
CONSTRALI BROWN P ALLIES
LEAR
AN. RE F PAT LEV
p AVq1A 115 TO 0.F"ttnExµ nED no i
_ ♦ ♦ .
a
1 r
P
1.8ac VW
III ll' II
9'
I. I SATE
_ ' RIM AT fn W1�'FR'(M)
11 III ' ♦ A µ'
i
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CIANSTRAVI AIRPORT NAP ALONG r I PAN
OVER ESCALATE 3 C' IN AT ART LOASEARE
DEAN OUT TRAP BEFORE TRIAL IRANIAN
LI
LANAI 7RAE
PERMANENTIs IT NOUN F 9NA, GRb«F
YSI vO-4a Nlroo
w FEAR 161 1
tIIIALL
44v I Il nl:
!ORBITAL FOR L a
SCAL .1A.30'
GENERAL NOTES
Q 1- TERM GII BE NO PERMANENT sTRUCTNES FRI OR LANDSLMNL (PLATUr 5 OR MRRS)
GREATER THAN 3 FEET TALL (MATURE GROWTH). LOCATED IN GREEI£v WATERLINE EASEMENTS.
COLORADO
STATE
UNIVERSITY -
ENVIRONMENTAL
LEARNING
CENTER
CONSTRUCTION
DOCUMENTS
MICHAEL
BRENDLE
ARCHITECTS,
1 PROFESSIONAL
IORPORATION
rM AM¢ s1
ARE m
LMA..SO L NN,E26916
HE SEAR -BROWN
BAR SAUDIlw R nm
97002SED MAIN VON
MARTIN/
MARTIN
STRUCTURAL
CONSULTANTS
GUMESON AND
ASSOCIATES, INC
NECH.AMICAL/ELLCTmCAL
:ONSULTANTS
ME E Ulb MITI
M9q
1GDI ANA 0 BEST
QEUNL m 393.N191N
-DAW. INC
AM ISSUE
3'L/1/99 z!LMOVE18 FIRST UOUTLET NORTH. ADD
CALL NLNY NOTIFICATION RIPRAP AND NOTES GRADE AND
Ldi0 OF c2-19O FILL OVER WATERUNES
1-800-922-1987
534-6700 111
.aPAR PAN OR INAVITI,
ANEi NO 715-001
NMNA n A
RIPEREFor LIN
DUMB n AN
GRADING, DRAINAGE
AND EROSION
CONTROL PUN
I"=SD'
C1902
ANATIANDAN
NTH bN STAKES lie
PER BALE
I ivnrvE
POWT q MV4 BE
NIpIER THAN
% A PgNi B
i1 A
R
SECTION Q
`AJ
All L
i oIG!
PLAN VIEW
COMPACTED
SACKFUL FLOW
L
PROFILE VIEW
GENERAL NOTES:
L INSPECT. REPAIR, AND RERACE, (IF NECESSARY)
THE FILTERS AFTER EACH Sr°RN EVENT.
2, ALL BALES MUST BE REPLACED AFTER 12
MONTHS UNLESS APPROVAL IS GRANIEO BY
THE ENGINEERING DIVU N FOR LENDER USE.
EROSION
BALE
CHECK
DAM
14
MEN DRIED POSTS Sky PEACE
Larrom
K�EN CAERE go
POSTS win lick.
al MODEL 10100
FENCEVINCROONG MAILS
SET A
DETAL
_ F_:_ A
Is mown -al
�IMOTIF FLOW
IINALOE SOIL
ELEVATION SECTION WRIAN
I. W9rECT AND REPAIR FENCE AFTER EACH STCNM EVENT REMOVE SEDMENT WEN
6' OF THE HEIGHT OF THE IENCE HAS BEEN MILLER REMOVED SEDIMENT SHALL
BE PLACED IN TpgO'L PILE.
SEDIMENT CONTROL FENCE 15
*SMAWBALU
INI£T A
GRATF �1011-r IU I,I 11/
as so
as 0
a Ilv
I III
fll ll �t all l'I 11\
STAKED A
MM 2 STAKES PER
BALE PLANNEW
STAKE TMNE
RVNOEF CCMPACiEo
b qL
Of
FILIEFFO _
WATER
SECTION A -A
AREA WLET FILTER
GENERAL NOTES.
1. xroCE LWSES AV BEM EN
THE STAKED BALES.
2, INSPECT ANO REPAIR nLTEAS
AFTER EACH ST M EVENT.
REMOK SEDIMENT WEN RARE
HALF OF THE FILTER DEPTH HAS
BEEN FILLED. REMOVED SEDIMENT
SHALL BE OEPOSOMD IN AN AREA
IBUTARY TO A SEDIMENT BASIN
OP OTHER FILTERING MEASURE.
SEDIMENT SHAD BE REMOWD
IMMEDIATELY FROM ,RAVELED
NAY OF ROAps.
STRAW BALER I6
2.-°- AN
ux MDIH of xEIR s6cnoN 2-0- 1
v 2: t M4# Zil 4A%
cuSS I2 COOT
(E5 12') RwRAP Be
CUSS MAICODE
FILTORCOOT (SASS 'A'
GEOTEXELE MATERIAL
TYPICAL RIPRAP RU1Mi2WN DETAIL 1]
dd CONSTRUCTION SEQUENCE
MONTH
A M J J A 5 G N O J F M
OT GRADING
EROSON cMTl
Roughening
roterSIR
enng
tlonm Sorwe
taNw MetWe
hotla
5eolcnt
r
RAINFALL E11051d1 LCW IROL
STRUCTURAL
Sediment Trap/Booln
Intel Reim
traw Bi lve
D Enfoce Bonn"
:N1tO1gS/Mi
ne Binge
oar os Prr�oratim
Carlos, Fu e
ed y
halt/Concur Pavinq
ther-Grow Maki,
TATIVE:
rmonent Seed planlnq
enn9/5ealant
Temporary Sears Planting
d Installation
tO1ge/Mate/Blantebher
i
STRUCTURES: INSTALLED BY MAINTAINED BY
NEGETATON/oULLCHwG CONTRACTION
DAIS SUBMITTED__APPROVED BY Cry OF FORT COLUxs ON
SEEDING
CHART (TABLE n 4)
line TemPomry Vegetavon anew caws Crape.
$I
Sam son(1)
D,U,0 Pwnee/AHw
dynamos
Cool
20
Meal
Coin l Raw
Coal
70
,Meal - Wlnler
Cool
Cost
Ad
- Spring
Cool
A0
60
Raney
C
60
«iri
,6boolm
3a
Hybrid wean
wain
Sorghum
worm
e
15
O
anon "Olsmotor growth
mabandrawln m
i
mote U colgrowthd In
late a Table
are epm9 Whom s e grass m ake
Somme,
r.
t1,4 Identitled planting dates la r
perennial tmnpwaY/Bowe
w crop
ty yaap.
Table I1.4, Planting
Doles Io Pmm,nid and
Tem°wmy/Cam
Crcq
Gmzaee.
DATE
PEREmPo
TEMPORARY/COVER
GRASSES
CROP GRASSES
Worm cow
Sam, c old
Jan 01 - Feb as
Yee pe
No NO
Nor 01 - May IS
MN
May 16 - May 31
Yet Mop
An 01 - ^u 31
No No
Ha
Al01 - g 31
No Yee
No
DO
No No
NO Yes
Octt 01 - Dan 31 311
Yes Yn
o No
Mal<ning mat be Used to e n eecenment If getmeao. Nine or micro of Lie
lamvng mal<nee wool' be 'Sol wt R 0 laellos epwlare gross and mi.ta,.. d, °
tempbiary .egedion m tows crop,
dolpsys
Mmm Dote, If use Application Rate
Straw w Nao J°n °t Nec 3 2 Iws/ac <
N yyoWl[ (w an Pe _
ay 15 2 mrs
Erosion t d (mob Da )dameb) Jtan 01 - Dec 31 Not pplicable
NOy an 9baw mulch moll be bee of non ass weeds aid at leant SO; of the rAn M be 10 inav m row m q ion grosses nay hem a notlwa gross Is suggevbde mulmmgnmote 01� if ov able era
It irtlgalian is used, hydraulic mulches may be op%iM tarn March 13 through September 30
Hoy or Site, March
T Fly Of Mra. m Wal be onsharea to the w011 by one of
the alo,mg methods
Ion) A aimper ,nth rate enmD the fiber eon inches or
im; the SW. At least x of the On
more
n BOX be 0 inches or Phase In length.
EST Manufactured mmm Its, matched own the nay
a grew dictating to mmg ukal Instructions.
J Tociflums a n the < to
monumculli on
match
the
2. All B✓ow or bay most he lies of mmouw .each.
STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES
The City of Fare Cams $tarmw UFTr erosion control hsiteaectw
du ma bit noYn° at least 24
na prior to any construc(m t
All
required footnote, Sit forcing Starp a ea prior to any loop a'etrurbmf aRHle
(1in:.Ng Stripping grading .f). Al Omer Insured erosion tamed measures whine as reared
at the eO°�prlm[t'mmdan,then O vou�stro[tim on ap'ence lain Indicated ,n the appre Ad protect
pre-dando lice wgetmM teal be prme<toO andatea w wr possible. Ennowl or
dIsurbao[e Of 611abng wget0tim thou be limited to the area reaunea for immediate constructionconstructionaperaems, and ear the mooed parc0[a Pi of timeAli
added end eed during land disturbing calmly (stripping, graining. Meetly Itrelallal'vne. slackxln
filimmulch, Vic) what) be kept In o rough ad mndilkn by ripping w dtocMq along land caneova unlll
n, Betmlm, a pummmt erosion control Is a algid. No adds mow o,t W proy<t street rights of way shoo Beulah ecpaeed by two aislaMnq betiMir MY areas
man thirty
(30 dogm before odulOtherwise
a por permanent owas Pohl (e. a. need/meth. fmacapinq.
pm,al by me Stairwell minty
how
property Shan bemaintained when necessary during construction acliNilea eo as to
e flat'" Post
'art disturbing c teen's ma
when lalt' Cost Impacts aepcw,dl p, p l ma a I t mamfN iat Corms
rmm,eedna Department
,e., oaf determined p me car or Fiat Cdl'r e
All leminI (structural) erosion ontri measures Nall be In te petd and nitowed anoaabuctee oe newaso. new eachearl over In weer to ea perromanu one
their Intended function. All retain eo sediments. Forwularly those a on lDawd rPodwemf°cee,
Mal be remawa and disposed of In a manna of mint w O to erase their release into
cry danageway o as r'
No Bak n°cki Mary excited ten (10) let In nelght AllBOB lush shad be Protected from
sediment transport by surface motNmmg. woleng. and Recall sat ran [elg. Any Bowl stagi
wmammg Often date anal 6e a and mwrn.a.
Cary Ordinance Pool the hopingdropping. V de sting of any Other material eta
N City Slne by an form foOf w wle. Any inadvertent deposited morn l Nall be dined
nth edmlay by the contracts.
EROSION CONTROL NOTES
Before ,MMWC'g gra1 till fence u wuTa shall be ineBelolloa d
e°one eaen.neam perimeters of the e. .al gas
surrounding the a ie[ng wetlands. AIR,"
s, pats parking lo, and staging
prd° that ws e to be poe as part Of this de Wopment most now o 1-
inchIIl35 Ioff/eoe Imm:dhG`1 1/2' grown) nppfled m o ,ate at at
After in hwatis of the storm NON,. the
utly prote now seen In¢(aXed.
Nor be inMan.a t me rahone AT 'worse a
ull de moll
on A (see Tame n.l seed
ene.p. After Ree'nof1 nay
mulch shad e< spate awe me twin at a then rob 1 I/z tons/acre.
nRo m 1lmm rob It p d into we and me ma1<n 9noX be oaeyatay
onchoree, ocNM, q romped in are soil.
EXISTING SITE HYDROLOGY
Total Runoff Area - ].00 acres
Rational ocs - 0.21
DEMFLOPED 517E HYDRd.00Y
DESIGN
POINT
BASIN
ID
gREA
(ac)
"c'
0w
(cis)
OIw
(tits)
i
3.B4
OAO
25
g.5
2
>
2
>
1.32
EB4
02]
0.61
QS
2.B
2D
11.2
NPDES PERMIT NOTES
I. DEC DESCRIPTION
a Commercial Kdrial oc,sS t Mdudif smiting lot,
access 1000. fill :Hr iami aaasnned Anniod &is arm ,ewe,
a The moped t"Res are planned In the lolluelng
Sequence MetdlplNn, Red WPftg <onobucOt Sol l,m lallopan, powmenl
c. TM1e me <anww zOM moat of welch 5.5 acres we to
LRdWW elwnq, 4`pGHw h Or a,aamq.
d. Rul'C' as D21 "for* conaWmae, Ralgnal'C .
0.43 after conslmalm. Tee Via Ilea .,thin the High
Rairfal Erodgady Ems and Alkali 'Mod Er°O,Duily
Zone par the City DO Fort Cial Lase mope. Wen the
n Voting U. Mapes f ppra<'motely ofixi
netoLwmmb : be wbA<rea to bath wind mderanral
e. Eye sib substrate of of ebuuwe and parting rot surrounded
Off
ers en ,Old boordi by Oaatme land, streets and a ,a"
Batch, construction the site cowlsted Of native gaatee.
T No other potelf pllut'on Sources are located near the 5
9 Boxed,, Crash c,oi the abLect Are
b me downstream Wronvrg water Is scenically
the Cache Cal POuine Awns.
Slmm water r f
from 1M1 site On be <r anywlM l0 the
amurai
Visit A C¢4 6
Visit Bow dip"It to Po channels. Pleee and channels
man to me t m Posture on* fourth of
2 SITE 0. MAP
it Drainage a Era¢ian cantra Plan.
RECOMMENDED SPECIES A APPLICATION RATES
OF PERENNIAL DRY
LAND
GRASS
SEED
FOR FORT
COLLINS, COLORADO
(TayLe 1II
_
Capt. es - -
Dr i.. 4
Pod
all
Von a or
PLS,, _
Swapped
Nei
<,m qht
SANDY ANDLOAM SCALE (1/2 MCM1 m
inM)r'
_ __
Form
$ontl lu stNDY
Elide, Michael
RTS Minim
Sitclogn Ora^o
Vacant, Butte
in, 9
15
Y°rm
Vnrn
<B
Satl
Nabs
Prairie
Prairie lac
onareetl
Oren'llle
6
15
omch
hostile
pc[tmma
&0
War,
one
sod
SW
Native
Blue 9 rat
Lovin ton
B
Vorn
Be
Bunch
Not Iva
PUbescent ah n[gross
a
Luno
3.0
3.0
12
Bun<hNative
LOAN, $ILi LOgM, $AMv LV.Y LOAN, CLAY LOAM
OR 4QY
B
Coot
Caal
30
Sod
Native
mtro,.[ea
Created
CLAY LOAN 5pL5 (1/4
to ]/{ Inmee)"'
4I
Created heat9 nsz
Western
Nmtl°n
E 2
IL$
Cast12
BuneH
Intratlucea
tnea°t sg
Pubescent
Ar lea. Brrtmn
I9.a
Cool
Cool
12
Bunch
Versa
grore
Lmp
Vou06n r Butte
21'8
Call
12
30
Sao
Sod
IIse^`roaucea
ive
Blue
Blue pr°no
LOvligto,
10.9
Worn
15
Bunch
Introduced
Ss, tcn�Yrss
Grenvi ue
3.0
Warn
12
Buncd
Note Ve
Native
Little e one
Little luesten
Nrnchor Or Lincoln
3.6
16'1
Yran
Coal
30
SIR
Nat1Ve
Green rdealegr°ss
Prstw° or Cam
Camper
B {
Worm
2A
24
Loaar^
12.1
Coal
Bunch
aUve'Fetl
CLAY.V CLAY OR SANDY MAY 6pL2 (1/e inch
l0 1/2 Mcn)'^
25
Bunch
Native
Jd,ry hostionviss
Crested wheat Birds,
Ndtlan
2'2
1L
Cast
12
B"^cm
Intrraucea
Intermediate wotpmass
eat¢an eMpt pr°ss
A r CTI
5
24.B
Court
CO°I
12
Bunch
Introduced
6iw Ghana
Mnb4 Berton
19.a
Cast
30
IE
$otl
uosveKea
Smooth Sir
Lovmatrn
Nomination or Lincoln
3. 0
Vain
12
Sao
Borth
Green n d G
L m
16.1
Cool
Sod
Ndtive
I2.1
Cadl
26
Nativau[ea
(1) Fp most sparciew other't hl k'asiiobre
Bunch
Native
(2) ADS = Poll List Send Sectors rates are
so Places 4:1 fall cone favorable tploo Brodhaet
rate, Of seed
4:1
For ray greater than 4:1, Broadcast
1 1 be figal ordi the &Bled rates.
on or bnaler wanes I'll
be ewOee
the arSlea rates.
(3) See Tabla, 114 far posting a l
(4) Varies within Parenmews rophosel Grote[
word's to be ar nand into the wok.
put 1 0 TUR -IN POLLUTION PREANTION,
a E109101 and Sipfi l Controls
5" Erosion Canyon Notes and Sepuence Table (tbie
Veep,
p. Matniae Humping and Sol Prewnu a.
Min eomlums ld be undertaken [ nna banding
ato ensuminese materiaof
Eo olt least the Site
concrete''d enter Thai Seem. Aepnat. concrete boilamg
PAR Ee discharging Ord cleanup
a.et astry, eb Should
Storm ee Systems lid, sham they emit BOeeleer Chest
.n the event of a poll Nm the Mb m on -we
tam be undertaken''pnpmealmainoa w the writhed
materials and prevent future Vale from ooccuning,
c. See Erosion Central Notes this Sheet for find ebbP¢°Vm
measure% to control pon<tame In sdm woPr postal
OTHER CONTROLS
Mossal Mould he 0,G tcYen to remon" er alsoala
morki from me eI adoor" OI mesecwwaste
materials off -gilt mfam n appropriate m
Postal me oula be undertaken ntolvnl oysi
xN tracking Of MRod ae,n epilogs from weiaes
leasing me site mMud and debris marlin not be boosted
par ,maw 9 °}S and alDeed to after
Ins wnlcn disnar b^-aro<edM
Routine
re Rho
Rlwr. one ew,luoNY 'mlo in' Coons L°
INSPECDON AND MAINTENANCE:
a. Inpoi and modrmance Marla be Inmate m
rwumr basis 09 xmed ansold°, 6 P me Terms and
Donations Of the CDPS Goa l Permit.
CALL UTILITY NOTFI CATION
CENTER OF COLORADO
1-800-9n2 1987
ON 534-6700
CALL Mp DAYS N ADVANCE
O YOUp VYCE OR E[CAVAM
FOR THE off
tEM[INi IBIEREB. 9Rd1W
COLORADO
STATE
UNIVERSITY -
ENVIRONMENTAL
LEARNING
CENTER
CONSTRUCTION
DOCUMENTS
MICHAEL
BRENDLE
THE SEAR —BROWN
GROUP
CIVIL
CONSULTANTS
iM SXR IGR4Y
LACOUGo M2l-2W
S7002ai31 910: S Msg
call kp
w mm. wh
3014314100 W,U1.6W
GORDON,
GUMESON AND
ASSOCIATES, INC
MECHANICAL/ rEMICAL
CONSULTANTS
74V C oatim AV
x IM
CWIlYm 0 oil
No M Q2I 30140.1144
1 EDAW, INC.
CONs9LTANTs
NOCatt "As
f[<I OWM. OD M24
inn BUT 970,"N4
DATE ,SAC
6/21/95 FIRST ISSUE
D�i.WN T NO39&-059
BY AGW
KPIRE1colt By JET. AGW
a[cm H JIN -
LFOSTDM CONTROL
BEINGS
MRS.
C2902