HomeMy WebLinkAboutDrainage Reports - 09/06/2006FRUPERTY OF
We'd' COLD S ITI'ILMM
City of Ft. Collins ppr ved Ptah s
Approved By Ac
Dac 9-5 -06
FINAL DRAINAGE AND EROSION
CONTROL REPORT
FOR
KINGDOM HALL OF
JEHOVAH'S WITNESS
FINAL DRAINAGE AND EROSION
CONTROL REPORT
FOR
KINGDOM HALL OF
JEHOVAH'S WITNESS
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FINAL DRAINAGE AND EROSION
CONTROL REPORT
FOR
KINGDOM HALL OF
JEHOVAH'S WITNESS
Prepared for:
Poudre Valley Congregation
KC Johnson
4985 Hogan Drive
Fort Collins, CO 80525
Prepared by:
North Star Design
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970) 686-6939
May 22, 2006
Job Number 242-0I
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North Star
rl*sa. design, ina
May 22, 2006
R Wes Lamarque
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
RE: Final Drainage & Erosion Control Report for Kingdom Hall of Jehovah's Witness
Dear Wes,
I am pleased to submit for your review and approval, this Final Drainage and Erosion Control
Report for Kingdom Hall of Jehovah's Witness. I hereby certify that this report for the drainage
design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage
Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
' Sinc rely, �0 REG�
.S
0O�O� 0 Pgq�FF��
Troy prake ....... .��G\ 4Pa"ciaroPE et ,
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700 Automation Drive, Unit I Windsor, Colorado 80550
970-686-6939 Phone 970-686-1 1 88 Fax
TABLE OF CONTENTS -
TABLE
TABLE OF CONTENTS...............................................................................................................
iuit
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location...................................................................................................................1
1.2 Description of Property .............................................................................................1
2. DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description..........................................................................................I
2.2 Sub -Basin Description.............................................................................................2
3. DRAINAGE DESIGN CRITERIA
'
3.1 Regulations..............................................................................................................2
3.2 Development Criteria Reference and Constraints....................................................2
3.3 Hydrologic Criteria...........................................................................................1......3
3.4 Hydraulic Criteria ....... :................................................................................. :..........
3
4. DRAINAGE FACILITY DESIGN
4.1 General Concept........................................................... :...........................................
3
4.2 Specific Flow Routing.............................................................................................4
4.3 Drainage Summary ...................................................................................................5
5. EROSION CONTROL
5.1 General Concept......................................................................................................5
6. CONCLUSIONS
6.1 Compliance with Standards.......:.............................................................................6
6.2 Drainage Concept.....................................................................................................6
' 7. REFERENCES....................................................................................................................7
APPENDICES
A Vicinity Map
B Hydrologic and Hydraulic Computations
C Detention Pond Sizing Calculations
D Erosion Control Calculations
E Figures and Tables
iii
1. GENERAL LOCATION AND DESCRIPTION
1.1. Location
This site is located on the northeast corner of the intersection of Timberline Road and
Kechter Road in Fort Collins. This project is located in the Southwest Quarter of Section
5, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort
Collins, Larimer County, Colorado. See the location map in Appendix A.
The project is bounded on the north and east by existing estate lot residential properties,
on the west by existing Timberline Road and on the south by existing Kechter Road.
Access to the site will be obtained from Kechter Roadon the south.
1.2. Description of Property
The entire project consists of approximately 3.4 acres of land. The site is currently
developed with an existing house, driveway, and several outbuildings. There is also an
existing irrigation ditch on the site that divides the runoff into two directions. Currently,
the site slopes away from the irrigation ditch to the southeast and the northeast at slopes
ranging from 1 to 1.5 percent.
With this project, the site will be divided into two lots and only the south lot (Lot'1) will
be developed at this time. A portion of Lot 2 will be used as a retention pond until the
downstream outfall becomes usable. This project will include demolishing the existing
structures on site and construction of a church building and a residence with associated
parking and drives, as well as construction of the Kechter Road improvements and a
portion of the Timberline Road sidewalk. The remainder of the Timberline Road right-
of-way improvements will be constructed in the future.
S2. DRAINAGE BASINS AND SUB -BASINS
2.1. Major Basin Description
1 The proposed development lies within the McClellands-Mail Creek Drainage Basin.
Detention is required on -site, with a proposed release rate of 0.5 cfs per acre. At this
time, there is no conveyance route for the release from the site, so an interim retention
iplan is proposed. With this plan, retention will be provided for Lots 1 and 2, as well as
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the ultimate Timberline Road street section adjacent to the site. With the retention option
the storage volume is double the calculated detention volume with a 0.0 cfs release rate.
In the ultimate condition, Basin 1 and the adjacent Timberline Road will be detained in.
Pond 1. Lot 2 will be required to provide on -site water quality and detention upon
rdevelopment.
t2.2. Sub -basin Description
The portion of the site that is proposed to be developed at this time currently drains
southeast and into the existing roadside ditch along Kechter Road. The runoff then flows
east along Kechter Road to Mail Creek. With the proposed development, runoff from Lot
1 will be conveyed to Pond 1 and then north in a storm pipe to Pond 2. Ponds 1 and 2
will act in combination to provide interim retention for the entire site. A concrete box will
be installed in the northwest portion of Pond 2 to allow for a pump to be used if the pond
does not drain within 72 hours after a storm event has concluded. In the ultimate
condition, it is intended that a proposed swale will be constructed on the north side of Lot
2 and connect to an existing concrete channel in Stetson Creek Second Filing. This swale
will then convey the water east to the McClellands Basin Drainageway. Refer to Section
I4 of this report for a more detailed description of basin routing for this site.
3. DRAINAGE DESIGN CRITERIA
3.1. Regulations
This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage
' Design Criteria Manual" specifications. Where applicable, the criteria established in the
"Urban Storm Drainage Criteria Manual" (UDFCD), 2001, developed by the Denver
Regional Council of Governments, has been used.
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3.2. Development Criteria Reference and Constraints
' The runoff from this site has been routed to the proposed on -site ponds. In the interim
condition, retention with a supplemental pumping system is being provided for Lots 1 and
2. In this interim condition the retention volume is double the calculated 100yr detention
volume with a 0.0 cfs release rate. In the ultimate condition, Pond 1 will provide water
quality and the 100yr detention volume for Lot 1 and a portion of Timberline with a peak
release rate of 1.08 cfs. It is intended that in the future, Pond 1 be routed through Pond 2
I 2
then discharged into the existing drainage swale located in Stetson Creek 2nd Filing,
however this drainage scenario shall be further investigated when Lot 2 develops. The
developer of lot 2 will be required to provide water quality and detention. It is intended
that in the ultimate condition all detained runoff shall be released in the northeast corner
of Lot 2.
1 3.3. Hydrologic Criteria
Runoff computations were prepared for the 5-year and 10-year minor and 100-year major
storm frequencies utilizing the rational method. All hydrologic calculations associated
with the basins are included in Appendix B of this report. Standard Form 8 (SF-8)
provides time of concentration calculations for all sub -basins. Standard Form 9 (SF-9)
' provides a summary of the design flows for all Sub -basins and Design Points associated
with this site.
Interim retention was calculated using the FAA method for detention pond sizing using a
2-hour, 100-year storm with no release rate. The ultimate detention volume for Lot 1 and
Timberline Road was calculated using the FAA method for detention pond sizing based
on a release rate of 0.5 cfs per acre (1.08 cfs). Ultimate water quality.volume was
calculated using the method recommended in the "Urban Storm Drainage Criteria
' Manual".
3.4. Hydraulic Criteria
Hydraulic elements have been designed to adequately convey the 100-year storm runoff
from this site to the proposed retention/detention ponds. All hydraulic calculations within
this report have been prepared in accordance with the City of Fort Collins Drainage
Criteria and are included in Appendix B of this report.
4. DRAINAGE FACILITY DESIGN
' 4.1. General Concept
In the interim condition, Ponds 1 and 2 will act in combination to provide retention for
Lots 1 and 2 and the portion of ultimate Timberline Road section adjacent to Lot 1. A
concrete box will be installed in Lot 2 to allow for a pump system if the pond is not
naturally drained within 72 hours after a storm event. In the ultimate condition, the
1 3
Irunoff from this site will be collected in the on site curb and gutter and will be conveyed
' to the proposed detention Pond 1 in the southeast comer of the site. Pond 1 will attenuate
the runoff to 0.5 cfs per acre (1.08 cfs release) and will discharge the water to the
proposed storm pipe system along the east boundary of the site. Pond 1 will also provided
' extended detention for water quality. Refer to Appendix C for all detention pond sizing
calculations.
No off site flows enter the site from adjacent properties. Flow from offsite is intercepted
by Timberline Road on the west, an existing irrigation ditch on the north and Kechter
Road on the south. Only a small portion of the landscape area on the south will be
released from this site undetained.
4.2. Specific Flow Routing
The site has been divided into four basins and a summary of the drainage patterns within
each basin is provided in the following paragraphs.
Basin 1 (1.56 acres) contains the majority of Lot 1, including all of the proposed
building, the parking lot, and Pond 1. The runoff from this basin is conveyed via surface
tflow to the southeast corner of the parking lot. The runoff enters the detention pond
through curb openings and is detained before being conveyed to Pond 2 via Storm 4. The
runoff for Basin 1 is 3.7 cfs for the 10-year storm and 11.2 cfs for the 100-year storm.
Basin 2 (0.61 acres) contains the portion of the Timberline Road right-of-way that will be
collected in Inlet 1-3. Runoff from this basin will be conveyed via the roadside ditch to
Inlet 1-3 and will be piped to Pond 1 via Storm 2. In the ultimate condition, Inlet 1-3 will
' be replaced with a 5' Type R Inlet. The impervious area for this basin has been
calculated assuming full build -out of the ultimate street section. Runoff from Basin 2 is
2.5 cfs for the 10-year storm and 6.0 cfs for the 100-year storm.
' Basin 3 (0.74 acres) contains the majority of Lot 2, which is not proposed to be
developed at this time. In the interim condition, runoff from this basin will sheet flow to
Pond 2 and has been included in the retention calculations for the entire site. In the
ultimate condition, Pond 1 will act as a detention pond for Lot 1 and the developers of
Lot 2 will be responsible for providing on -site water quality and detention.
Basin 4 (0.38 acres) is the portion of the site containing the realigned irrigation ditch, as
4
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' well as a small amount of landscape area immediately adjacent to the ditch. Runoff from
this basin will be conveyed in the ditch through the site and has not been included in the
interim retention or ultimate detention calculations for the site. Runoff from Basin 4 is
0.3 cfs for the 10-year storm and 0.7 cfs for the 100-year storm.
4.3. Drainage Summary
The City of Fort Collins will be, responsible for maintenance of the existing and proposed
storm drainage facilities located within the right-of-way, including Inlet 1-3 and Storm 2.
The drainage facilities located outside of the right of way (including the detention pond,
outlet structure, and outlet pipe) will be maintained by the owners of the site.
5. EROSION CONTROL
i5.1. General Concept
This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort
Collins Zone Maps. The potential exists for silt movement from the site and into the
existing storm system during construction. Potential also exists for tracking of mud onto
existing streets which could then wash into existing storm systems.
Silt fence will be provided around the perimeter of the site, a construction entrance will
be provided at the exit from the site and wattles will be provided around the outlet pipe
and in all swales. During overlot grading, disturbed areas shall be kept in a roughened
condition and watered to reduce wind erosion. Detention Pond 1 will be used as a
sediment basin during the construction process. The incorporation of these best
management practices (BMP's) will reduce the amount of sediment leaving the site
during construction.
The required performance standard for the site is 76.1%. During construction and after
paving, this figure has been exceeded with the use of silt fence, inlet filters, straw bales,
' and a sediment trap. The calculated performance standard for the site, using the standard
City of Fort Collins Effectiveness Calculations, is 77.4%. The erosion control escrow
amount for the entire site is $9,825 (see Appendix D).
5
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6. CONCLUSIONS
6.1. 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.
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6.2. Drainage Concept
The proposed drainage concepts presented in this report and on the construction. plans
adequately provide for the collection and conveyance of runoff from the 100-year storm
to the detention area. Conveyance systems have been sized and will convey the required
flows to the pond as required. Storm drainage facilities located within the right-of-way,
including Inlet 1-3 and Storm 2 will be owned and maintained by the City of Fort Collins.
The proposed on -site storm sewer system will be a privately owned and maintained. If, at
the time of construction, groundwater is encountered, a Colorado Department of Health
Construction.Dewatering Permit would be required.
6
7. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March,
1986.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September,
1992.
3. McClellands Creek Master Drainage Plan Update by ICON Engineering, Inc.
dated November 30, 2000.
APPENDIX A
VICINITY MAP
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APPENDIX B
HYDROLOGIC AND HYDRAULIC COMPUTATIONS
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Scenario: Storm 2
Inlet 2-2
CV
li
P-3
Inlet2-1
Inlet2-3
li
18" F.E.S.
Title: Jehovah's Witness Project Engineer: Shane Boyle
...\242-01 jehovah witness\drainage\stonn 2.stm North Star Design, Inc. StormCAD v4.1.1 [4.20141
03/07/06 11:39:50 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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Label: 18" F.E.S.
MITI: 4,952.00 ft
Sump: 4,949.15 It
Profile
Scenario: Base
Label: Inlet 2-1
Rim: 4,952.50ft
Sump: 4,949.47 It
Label: Inlet 2-2
R m: 4,952.25 It
Sump: 4,949.87 ft
- — — — -------
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....... . ... . . ........ ...
4,952.50
4,951.00 Bevation (ft)
4,950.00
4,949.00
0+00 0+20 40 0+60 0+80 WOO o n 20 1+40 1+60 1+80 2+00
Label: P-1
Up. Invert 4,949.47 ft
Dn. Invert 4,949.15 ft Label: P-
L: 81.00 ft Up. Invert 4,949.87 It
Size: 18 inch Dn. Invert 4,949.47 It
S: 0.003951 fVft L: 102.34 ft
Size: 12 inch
S: 0.003909 ft/ft
Title: Jehovah's Witness Project Engineer: Shane Boyle
untitled.stm North Star Design, Inc. StorrnCAD v4.1.1 [4-20141
03/07/06 11:38:49 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
1
Project:
Pipe ID:
1
culvert ai=section
Ign Discharge
Q=;
74_cfs
Diameter
D =
18.00 inches
Edge Type (choose from pull -down list)
Inlet Type = Squarz Endf'rofecttari
Invert Elevation
le =
4940 50: ft
et Invert Elevation
O, _">:
4948.33{ft
Length
L =
34ft
5
ning's Roughness n-value
n =,'
....,..0 01l6
d Loss Coefficient
Kb =,
(i,10'
Loss Coefficient
K.
Q
eater Water Surface Elevation
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Ak d ft
Cross Sectional Area
......................
.......................
......................
A.
sq t
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ial Flow Depth
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al Flow Depth
YC _ ?%<'»'
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dwater Depth by Inlet Control
Water Depth by Inlet Control
dwater Depth by Outlet Control
......................
,ater Depth for Design
d='<<<:€t?$
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on Loss Coefficient over Culvert Length
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Q
of All Loss Coefficients
Ks =
iwater Depth by Outlet Control
HW-outlet=
2 03 ;
ft
ian Headwater DeathZ03.:jft
D Ratio =
HW/D= .......................
Storm 3.xls, HW-Pipe 3/7/2006, 12:13 PM
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ct
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WO Outlet
MH 4-2
Scenario: Storm 4
Title: Storm 4 Project Engineer. Shane Boyle
...\242-01 jehovah witnesskdrainage\storrn 4.stm North Star Design, Inc. StormCAD v4.1.1 [4.2014]
03/07/06 11:45:25 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
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CURB CUTS
RECTANGULAR WEIR EQUATION
CE REFERENCE MANUAL - 7TH-LINDEBURG 19-10-14
LOCATION: Jehovah's Witness
PROJECT NO: 242-01
COMPUTATIONS BY: SB -
SUBMITTED BY: North Star Design
DATE: 3/7/2006
CURB CUT MINIMUM WIDTH
% = (2/3)*C l.b*sgrt(2g)*HA(1.5)
where % = flow (cfs)
Co = discharge coefficient 0.62
g = gravitational acceleration = 32.2 ft/s
b= width of curb opening
H= height of curb opening
Design Point 1
Q required =
7.6
efs
In =
0.50
ft
solve for: b =
6.48
ft
check: Q =
7.60
cfs
USE
6.0
FOOT CURB CUT
FIND ACTUAL DEPTH:
h =
0.53
ft
1
[]
APPENDIX C
DETENTION POND SIZING CALCULATIONS
I
I
irl
1
1
I
c
I
MINIMUM RETENTION VOLUME REQUIRED
FAA METHOD
(100-YEAR INTERIM CONDITION)
LOCATION: Kingdom Hall of Jehovahs Witness
PROJECT NO: 242-01
COMPUTATIONS BY: SB
DATE: 5/16/2006
Equations: A trib. To pond = 2.91 acre
QD = CiA Cioo = 0.73
Vi = T*CiA = T*QD Developed C*A = 2.1 acre
Vo =K*QPo*T QPo = 0.00 cfs (Retention)
S=Vi -Va K= 1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
QD
(cfs)
Vol. In
Vi
(ft3)
Vol. Out
Vo
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
21.0
6298
0
6298
0.14
10
7.72
16.3
9772
0
9772
0.22
20
5.60
11.8
14178
0 1
14178
0.33
30
4.52
9.5
17165
0
17165
0.39
40
3.74
7.9
18937
0
18937
0.43
50
3.23
6.8
20443
0
20443
0.47
60
2.86
6.0
21722
0
21722
0.50
70
2.62
5.5
23216
0
23216
0.53
80
2.38
5.0
24102
0
24102
0.55
90
2.22
4.7
25292
0
25292
0.58
100
2.05
4.3
25950
0
25950
0.60
110
1.93
4.1
26874
0
26874
0.62
120
1.80
3.8
27342
0
27342
0.628
Required Storage Volume: 27342 ft3
0.628 acre-ft
x2 = 1.255 acre-ft
I
I
r
r
t
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
POND 1
POND 2
100year WSEL
Spillway Elevation
100 year WSEL
Spillway Elevatior
STAGE -STORAGE TABLE
(INTERIM CONDITION)
Kingdom Hall of Jehovahs Witness
242-01
SB
5/16/2006
100 yr Retention Volume Required = 1.255 acre-ft
Stage
(ft)
Surface
Area
(ft)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4947.7
0
4948.0
415
0.001
0.001
4948.5
4,340
0.023
0.024
4949.0
9,020
0.075
0.099
4949.5
10,960
0.114
0.214
4950.0
13,260
0.139
0.353
4950.37
14,316
0.119
0.471
4950.5
14,670
0.042
0.513
Stage
(ft)
Surface
Area
(ft)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4947.0
6,305.
4947.5
7,320
0.078
0.078
4948.0
8,350.
0.090
0.168
4948.5
9,430
0.102
0.270
4949.0
10,525
0.114
0.384
4949.5
11,660
0.127
0.512
4950.0
13,180
0.142
0.654
4950.37
17,082
0.130
0.784
4950.5
18,390
0.051
0.835
Total Storage = 1.255
Ci
MINIMUM DETENTION VOLUME REQUIRED
FAA METHOD
(100-YEAR ULTIMATE CONDITION)
LOCATION:
Kingdom Hall of Jehovahs Witness
PROJECT NO:
242-01
COMPUTATIONS BY:
SB
DATE:
5/16/2006
Equations:
A trib. To pond =
2.16 acre
Qo = CA
Clop =
0.89
Vi = T*CiA = T*Qo
Developed C*A =
1.9 acre
Vo =K*QPo*T
QPo =
1.08 cfs (0.5 cfs/acre)
S=Vi -Vo
K=
1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
Qp
(cfs)
Vol. In
V;
(ft3)
Vol. Out
Vo
(ft)
Storage .
S
(ft)
Storage
S
(ac-ft)
5
9.95
19.1
5738
324
5414
0.12
10
7.72
14.8
8905
648
8257
0.19
20
5.60
10.8
12919
1296
11623
0.27
30
4.52
8.7
15641
1944
13697
0.31
40
3.74
7.2
17255
2592
14663
0.34
50
3.23
6.2
18628
3240
15388
0.35
60
2.86
5.5
19793
3888
15905
0.37
70
2.62
5.0
21154
4536
16618
0.38
80
2.38
4.6
21961
5184
16777
0.39
90
2.22
4.3
23046
5832
17214
0.40
100
2.05
3.9
23646
6480
17166
0.39
110
1.93
3.7
24488
7128,
17360
0.40
120
1.80
3.5
24914
7776
17138
0.39
130
1.60
3.1
23992
8424
15568
0.36
140
1.40
2.7
22607
9072
13535
0.31
150
1.20
2.3
20762
9720
11042
0.25
160
1.15
2.2
21223
10368
10855
0.25
170
1.10
2.1
21569
11016
10553
0.24
180
1.05
2.0
21800
11664
10136
0.23
Required Storage Volume: 17360 ft3
0.399 acre-ft
-1
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LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
WQCP
100 year WSEL
Spillway Elevation
1
II
STAGE -STORAGE TABLE
(ULTIMATE CONDMON)
Kingdom Hall of Jehovahs Witness
242-01
SB
5/16/2006
100 yr Detention Volume Required =
0.399
acre-ft
Water Quality Volume Required = .
0.057
acre-ft
Total 100 yr Volume Required =
0.455
acre-ft
Stage
(ft)
Surface
Area
(ft')
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4947.7
0
4948.0
415
0.001
0.001
4948.5
4340
0.023
0.024
4948.76
6774
0.033
0.057
4949.0
9020
0.043
0.101
4949.5
10960
0.114
0.215
4950.0
13260
0.139
0.354
4950.32
14167
0.101
0.455
4950.5
14670
0.160
0.514
0
Detention Pond Outlet Sizing
(100 YR ULTIMATE CONDITION
LOCATION: Kingdom Hall of Jehovahs Witness
PROJECT NO: 242-01
COMPUTATIONS BY: SB
SUBMITTED BY: North Star Design, Inc
DATE: 5/16/2006
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo = C.A. sqrt( 2g(h-E,))
where % = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.2 ft/s
Ao = effective area of the orifice (ft)
Eo = greater of geometric center elevation of the orifice or d/s HGL (ft)
h = water surface elevation (ft)
Qma = 1.08 cfs
outlet pipe dia = D = 12.0 in
Invert elev. = 4947.70 ft
Eo = 4947.82 It
It = 4950.32 ft - 100 yr WSEL
Co = 0.62
solve for effective area of orifice using the orifice equation
Ao = 0.137 ft'
19.8 in2
orifice dia. = d = 5.02 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d/D=
0.42
kinematic viscosity, v =
1.22E-05 ftZ/s
Reynolds
no. = Red = 4Q/(pdv) =
2.70E+05
Co = (K in figure) =
0.62 check
Use d =
5.00 in
A o =
0.136 ft' =
19.63 in 2
Qo =
1.07 cfs
DetPond-FINAL.xls
I
I
Emergency Overflow Spillway Sizing
LOCATION:
Kingdom Hall of Jehovahs Witness
PROJECT NO:
242-01
COMPUTATIONS BY:
SB
DATE:
4/3/2005
Equation for flow over weir _ to of berm
\L Q = CLH" + 5��0� ®e®V�4�OP1
where C =weir coefficient = 3.1 � L H = overflow height
17 100 yP WSEL
L = length of the weir
The pond has a spill elevation 0.2 ft above the maximum water surface elevation in the pond
Spillways will be designed with 0.5 ft flow depth, thus H = 0.5 ft
Size the spillway assuming that the pond outlet is completely clogged.
Q100 = 18.10 cfs
Spill elev = 4950.50 ft
Top of berm elev.= 4951.00
Weir length required:
L = 16.5 ft
Use L = 140 ft
H= 0.12 ft
v = 0.25 ft/s
100 yr WSEL = 4950.32 ft
I
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1:ag-31►1 0 ►tee 11
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EROSION CONTROL CALCULATIONS
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North Star Design
700 Automation Drive, Unit I
Windsor, CO 80550
EFFECTIVENESS CALCULATIONS
PROJECT:
Kingdom Hall of Jehovah's Witness
STANDARD FORM B.
COMPLETED BY:
SB
DATE: 07-Mar-06
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
SEDIMENT BASIN
1.00
0.50
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
STRAW MULCH
0.06
1.00
ESTABLISHED GRASS
0.08
1.00
STRAW BARRIERS
1.00
0.80
EFF = (I -C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
1
1.56
BARE SOIL
0.76 Ac.
ROADS/WALKS
0.80 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.00 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.49
NET P-FACTOR
0.16
EFF = (1-C*P)* 100 =
92.1%
2
0.61
BARE SOIL
0.08 Ac.
ROADS/WALKS
0.53 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.00 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
0.14
NET P-FACTOR
0.32
EFF = (1-C*P)* 100 =
95.5%
3
0.74
BARE SOIL
0.74 Ac.
ROADS/WALKS
0.00 Ac.
STRAW MULCH
0.00 Ac.
ROUGHENED GROUND
0.00 Ac.
ESTABLISHED GRASS
0.00 Ac.
NET C-FACTOR
1.00
NET P-FACTOR
0.50
EFF = (1-C*P)* 100 =
50.0%
TOTAL AREA = 2.91 ac
TOTAL EFF = 82.1 %
REQUIRED PS = 77.4%
Erosion.xls
1 of 1
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CONSTRUCTION SEQUENCE
Project: Kingdom Hall of Jehovah's Witness Date: March 7, 2006
Indirate with bar line when ennstnudinna will nrrurr and when BMP's will he installed/remnved in relation to the construction phase
CONSTRUCTION PHASE (Week/Month)
1
2
3
4
5
6
7
8
9
10
11
12
Grading (Include Offsite)
Overlot
DetentionA(VQ Ponds
Swales, Drainageways, Streams
WIN
Ditches
Pipeline Installation (Include Offsite)
Water
Sanitary Sewer
Stormwater
Concrete Installation (Include Offsite)
Area Inlets
Curb Inlets
Pond Outlet Structures
Curb and Gutter
Box Culverts, Bridges
Street Installation (Include Offsite)
Gradiing/Base
Pavememt
Miscellaneous (Include Offsite)
Drop Structures
Other (List)
BEST MANAGEMENT PRACTICES
Structural
Silt Fence Barriers
Contour Furrows (Ripping/Disking)
Sediment Trap/Filter
am
go
gas
am
Vehicle Tracking Pads
Flow Barriers (Bales, Wattles, Etc)
Inlet Filter
Sand Bags
Bare Soil Preparation
Terracing
Stream Flow Diversion
Rip Rap
Other (List)
Vegetative
Temporary Seed Planting
Mulching/Sealant
Permanent Seed Planting
Sod Installation
Netting s/Bla nkets/Mats
Other (List)
1
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Cost Est
[_1
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I
EROSION CONTROL COST ESTIMATE
Project: Kingdom Hall of Jehovah's Witness
Prepared by: SB
ITEM 1QUANTITY
JUNIT
COST/UNIT ITOT=ST
Silt Fence
1500
LF
$3
$4,500
Straw Bale Barrier
7
EA
$150
$1,050
Gravel Inlet Filter
3
EA
$150
$450
Construction Entrance
1
EA
$550
$550
Subtotal
Contingency (50%)
Total
$6,550
$3,275
$9,825
CITY RESEEDING COST
Reseed/Mulch
3.4
ACRE
1 $775
$2,635
Subtotal
Contingency (50%)
Total
$2,635
$1,318
$3,953
EROSION CONTROL ESCROW AMOUNT $9,825
I
Page 1
3/7/2006
1
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1
Riprap Calculations
LOCATION: Jehovah's Witness
PROJECT NO: 242-01
COMPUTATIONS BY: SB
SUBMITTED BY: North Star Design
DATE: 3/7/2006
From Urban Strom Drainage Criterial Manual volume 2, June 2001
(Referenced figures are attached at the end of this section)
Q = discharge, cfs
D = diameter of circular conduit, ft
W = width of rectangular conduit, ft
H = height of rectangular conduit, ft
d = tailwater depth, ft
Pd = riprap sizing design parameter
V = design flow velocity at pipe outlet, ft/s
Storm 2
18" RCP
Q = 7.55 cfs
D = 18 in = 1.5 ft
d = 1.06 ft
V = 5.1 fits
Pd = (V z + g*d),5 = 7.8 (From Figure HS-20, use Type L riprap)
Basin Depth:
From Table HS-9, D50 = 9 in
From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in
Basin Length:
From Equation HS-18, L = 4 * D = 6.0 ft
From Equation HS-19, L = D.5 * V/2 = 3.1 ft
Basin Width:
From Equation HS-20, W = 4 * D = 6.0 ft
Riprap.xls
USE: 6' W x 6' L x 16" Type L Riprap
Page 1
3/7/2006
Riprap Calculations
LOCATION: JehovaWs Witness
PROJECT NO: 242-01
COMPUTATIONS BY: SB
SUBMITTED BY: North Star Design
DATE: 3/7/2006
From Urban Strom Drainage Criterial Manual volume 2, June 2001
(Referenced figures are attached at the end of this section)
Q = discharge, cfs
D = diameter of circular conduit, ft
W = width of rectangular conduit, ft
H = height of rectangular conduit, ft
d = tailwater depth, ft
Pd = riprap sizing design parameter
V = design flow velocity at pipe outlet, ft/s
Storm 3
18" ADS
Q = 7.55 cfs
D = 18 in = 1.5 ft
d = 1.06 ft
V = 5.1 ft/s
Pd = (V 2 + 9*d) 5 = 7.8 (From Figure HS-20, use Type L riprap)
Basin Depth:
From Table HS-9, D50 = 9 in
From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in
Basin Lenoth:
From Equation HS-18, L = 4 * D = 6.0 ft
From Equation HS-19, L = D.5 * V/2 = 3.1 ft
Basin Width:
From Equation HS-20, W = 4 * D = 6.0 ft
USE: 6' W x 6' L x 16" Type L Riprap
Riprap.xls
Page 4
3/7/2006
Riprap Calculations
LOCATION: Jehovah's Witness
PROJECT NO: 242-01
COMPUTATIONS BY: SB
SUBMITTED BY: North Star Design
DATE: 3/7/2006
From Urban Strom Drainage Criteria/ Manual volume 2, June 2001
(Referenced figures are attached at the end of this section)
Q = discharge, cfs
D = diameter of circular conduit, ft
W = width of rectangular conduit, ft
H = height of rectangular conduit, ft
d = tailwater depth, ft
Pd = riprap sizing design parameter
V = design flow velocity at pipe outlet, ft/s
Storm 4
12" PVC
Q = 1.08 cfs
D = 12 in = 1 ft .
d = 0.56 ft
V = 3.0 ftts
Pd = (V 2 + g*d).5 = 5.2 (From Figure HS-20, use Type L riprap)
Basin Depth:
From Table HS-9, D50 = 9 in
From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in
Basin Length:
From. Equation HS-18, L = 4 * D = 4.0 ft
From Equation HS-19, L = D 5 ` V/2 = 1.5 ft
Basin Width:
From Equation HS-20, W = 4 * D = 4.0 ft
USE: 4' W x 4' L x 16" Type L Riprap
Riprap.xls
Page 2
3/7/2006
Riprap Calculations
LOCATION: Jehovah's Witness
PROJECT NO: 242-01
COMPUTATIONS BY: SB
SUBMITTED BY: North Star Design
DATE: 3/7/2006
From Urban Strom Drainage Criterial Manual volume 2, June 2001
(Referenced figures are attached at the end of this section)
Q = discharge, cfs
D = diameter of circular conduit, ft
w = width of rectangular conduit, ft
H = height of rectangular conduit, ft
d = tailwater depth, ft
Pd= riprap sizing design parameter
V = design flow velocity at pipe outlet, ft/s
Curb Cut Q = 7.6 cfs
w= 6 ft
H= 0.5 ft
V = 2.5 ft/s
Pd = (V 2 + g*d)s = 4.7 (From Figure HS-20, use Type L riprap)
Basin Depth:
From Table HS-9, D50 = 9 in
From Equation HS-17. Riprap depth = 1.75 * D50 = 16 in
Basin Length:
From Equation HS-18, L = 4 * H = 2.0 ft
From Equation HS-19, L = D,5 * V/2 = 0.9 ft
Basin Width:
From Equation HS-20, W = w + 4 * H = 8.0 ft
USE: 8' W x 4' L x 16" Type L Riprap
Riprap.xis
Page 3
F-"Biel 11 ► e A
FIGURES AND TABLES
,,
1
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City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
4.10
8.38
9.00
2.30
3.93
.8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.81
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29 1
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21 d
4.52
Table 3-3
'
R=CtSi, bWM= XMIM C BFSCffiiT3 PM cams 'tE ANUMZS
cbarac«e of surface Rif coefficient
p'
Streets, Parking Lots, Drives:
1
Asphalt.. 0.95
Concrete................................. 0.95
Gravel.......................................
'
0.50
Roofs
.......................................... 0.95
Lawns, Sandy Soil:
Flat<2$..................... 0.10
Average 2 to 78.,
................15 0.0.15
Steep>7%
....................................
Lawns. Heavy Soil:
'
Flat<2$............................... 0.20
Average 2 to 7%........................ 0.25
'
...
Steep>78...................... 0.35
3.2.7 Time of Concentration
In order to use the Rainfall Intensity Duration Curve, the time of
concentration must be )mown. The time of concentration, Tc, represents
the
time for water to flow from the most remote part of the drainage basin under
consideration to the design point under consideration. The time of
'
concentration can be represented by the following equation.
Tc = to. +
t;
Where:
T, = Time of Concentration, minutes
t,. = overland flow. time, minutes
tt = travel time in the gutter, swale, or storm sewer, minutes
The overland flow time, t,., ,can be detexmined either by the following equation
"Overland
or the Time of Flow Curves" from the Urban Storm Drainage Criteria
Manual, included in this report (See Figure 3-2).
'
Lo*7(1-1-CCf)D112
Tav—
SU3
Where: T" = Overland
Flow Time of Concentration, minutes
S = Slope, 8
C = Rational Method Runoff Coefficient
D = Length of overland Flow, feet' (500, rm»,imy+ )
C= = Frequency Adjustment Factor
The travel time, t,, in the gutter, swale, or storm sewer can be estimated with
the help of Figure 3-3.
3.1.8 Adjustment for Infzsq=ent Storms
The preceding variables are based on the initial storm, that is, the two to ten
year storms. For storms with higher intensities an adjustment of the runoff
coefficient is required because of the lessening amount of infiltration,
depression retention, and other losses that have a proportionally smaller
effect on storm runoff.
These frequency adjustment factors are found in Table 3-4.
May 1984
Design Criteria
Revised January 1997
3-5
DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-3
Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Imperviousness
Business:
Commercial areas 95
Neighborhood areas 85
Residential: -
Single -family
Multi -unit detached
60
Multi -unit attached
75
Half -acre lot or larger
"
Apartments
80
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
5
Playgrounds
10
Schools
50
Railroad yard areas
15
Undeveloped Areas:
Historic flow analysis
2
Greenbelts, agricultural
2
Off -site flow analysis
when land use not defined
45
Streets:
Paved
100 -
Gravel(packed)
40
Drive and walks
90 <
Roofs
90.
Lawns, sandy soil
0
Lawns, clayey soil
0
" See Figures RO-3 through RO-5 for percentage imperviousness.
.RUNOFF?
Based in part on the data collected by the District since 1969, an empirical relationship between C and
the percentage imperviousness for various storm return periods was developed. Thus, values for C can
be determined using the following equations (Urbonas, Guo and Tucker 1990).
CA = KA + (1.31i' 1.44i' + 1.135i — 0.12) for Ca >:0, otherwise CA = 0 (RO-6)
CCD = KCD :+ (0.858i' — 0.786i' + 0.774i + 0.04)
CB = (Cl + CCD )l2
in which:
i = % imperviousness/100 expressed as a decimal (see Table RO-3)
(RO-7)
06/2001
Urban Drainage and Flood Control District
RO-9
STRUCTURAL BEST MANAGEMENT PRACTICES
0.50
0.45
0.40
70.35
t
0.30
0.25
> 0.20
U
3 0.15
0.10
0.05
0 00 1.
DRAINAGE CRITERIA MANUAL (V. 3)
I
Extended Detention Basin
40-hour Drain Time
Constructed Wetland Basin
24-hour Drain Time
i
6-hr drain time a = 0.7
12-hr drain time a = 0.8 7Rit
24-hr drain time a = 0.9 I
40-hr drain time a = 1.0
I �
Retention Pond, Porous Pavement
Detention and Porous
Landscape Detention
12-hour Drain Time
I
0 0.1 0.2 0.3 0.4. 0.5 0.6 0.7 0.8 0.9 1
Total Imperviousness Ratio (i=1,,.01100)
FIGURE EDB-2
Water Quality Capture Volume (WQCV), 8IYh Percentile Runoff Event
3-
S-42
9-1-99
Urban Drainage and Flood Control District
1
1
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i
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1
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1�
1
DRAINAGE CRITERIA MANUAL (V.3)
10.0
MLO
4.0
2.(
1.0
a) 0.6(
aD
Co
0.4(
E
m
C 0.21
U
T
N
7
0
0.11
• •
1610
STRUCTURAL BEST MANAGEMENT PRACTICES
EXAMPLE: DWO = 4.5 ft
WOCV = 2.1 acre-feet
SOLUTION: Required Area per
Row = 1.75 in 2
EQUATION:
WQCV
a=
K 40
in which,
K40=0.0130WQ +0.22DWQ -0.10
(b
(r
C
a
O�
Qr
3
O�
o`
2
I
0.01
0.02
0.04 0.06 UJ U U.Gv U.9U v.ov J ,U c.v -•-
Required Area per Row,a (in.2 )
FIGURE EDB-3
Water Quality Outlet Sizing:
Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume
9-1-99
Urban Drainage and Flood Control District
S-43
Orifice Plate Perforation Sizing
Circular Perforation Sizing
Chart may be applied to orifice plate or vertical pipe outlet.
Hale Oia
(in)
Hole Oia
(in)
Min. Sc
(in)
Area per. Row (sq in)
n=1
n=2
n=3
1 /4
0.250
1
0.05
0.10
0.15
5/16
j 0.313
2
0.08
0.15
0.23 I
3/8
0.375
2
j 0.11
0.22
I 0.33
7/ 16
0.438
2
0.1 S
0.30
I 0.45
1 /2
0,500
2
0.20
0.39
1 0.59
9/16
0`563
3 ..
I 0.25
0.50
1 0.75
5/8
0.625
3
0.31
0.61
0.92
11 /16
1 0.688
3
0.37
0.74
1.11
3/4
0.750
3
0.,'4
0.88
1.33
7/8
0.875
3
0.60
1.20
1.80
1
1.000
4
0.79
1.57
2.36
1 1 /8
1.125
4
I 0.99
I 1.99
2.98
1 1 /4
1.250
4
1.23
( 2.45
i 3.88
1 3 8
1.375
4
11,48
2.97
4.45
1- 1 /2
1.500
4
1.77
3.53
5.30
1 5/8 1
1.625
4
1 2.07
4.15
6.22
1 3 4
1. 550
4
2.41
4.3.1
7.22
1 7 8 1
1.875
4
2.76
5.52
( 8.28
2
2000.
4
3.14
6.28 I
9.42
n = Number of columns of perforations
Minimum steel
plate thickness
1/4
5/16 "
3/8 "
Rectangular Perforction Sizing
Only one column of rectangular perforations cllowed.
Rectangular Height = inches
Req_:red Area per Row (sq in
Rectangular Width (inches) _
c
Urban Drainage and
Flood Control District
Drainage Criteria Manual (V.3)
Rectangular
Hole Width
Min. Steei
Thickness
5,.
1
41
6„
/4 ..
7"
5/32
8„
5/16 ..
9"
11 /32 "
101.
3/8 ,.
>10"
1 /2 ,.
Figure 5
WOCV Outlet Orifice
Perforation Sizing
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280 5 Closed Conduit Flow
Red
K
1.2
- N %
Red = I vlo 1 •; �.,c.
ttdv
Figure 5-21 ' Flow coefficient K and Red/K versus the
Reynolds number for orifices, nozzles,
and venturi meters (20, 23)
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Table 88 C-Factors and P-Factors for Evaluating EFF Values.
' Treatment C-Factor P-Factor
BARE SOIL
' Packed and smooth......................................:........................ 1.00 1.00
Freshly disked .....
Rough irregular surface . 1.00 0.90
SEDIMENT BASINfTRAP................. 1.00 0.50"�
.....................................
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ................ ... 1.00 0.80
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
S00GRASS ............................................... ..... 0.01 1.00
.............................
' TEMPORARY VEGETATION/COVER CROPS .................................... 0.450 1.00
HYDRAULIC MULCH @ 2 TONS/ACRE ................................ ............ 0.1001
1.00
' SOIL SEALANT ............................ ......0.01-0.60M 1.00
EROSION CONTROL MATS/BLANKETS
' GRAVEL MULCH
Mulch shall consist of gravel having a diameter of appro)amately
1 /4' to 1 1 /2' and applied at a rate of at least 135 tons/acre.............. 0.05 1.00
HAY OR STRAW DRY MULCH
After a antino oracs seed apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
tack or crimp material into the soil.
1 Slo- e M
1 to 05......................... 0.06 1.00
..................
1 to 15............................................... 0.07 1.00
0.06 1.00
21 to .:.............................................. 0.11 1.00
' 25 to 33.............................................................................0.17 1.00
...
>33 . . 0.17 1.00
0.20 1.00
NOTE. Use of offer C-Factor or P-Factor vakres reporoed in ft table must be by doaatmtadom
' (1) Must be constructed as the first step in overlot grading.
(2) Asmms 3) Hy mulches sus identified in Table h, between 11-4, thus 15 aor nd raMay 5 unless mLftm irrigated.
a e�d� ' (4) Value used must be substantiated by documentation.
1
MARCH 1991
8-6
L�
Table 843 C-Factors and P-Factm for Evaluating EFF Values (continued from previous page)..
r
Treatment C-Factor
P-Factor
CONTOUR FURROWED SURFACE
Must be maintained throughout the construction period, otherwise P-Factor = 1.00.
length refers to the down slope length.
Maximum
Basin Maximum
Slope Length
'
1%) (feet)
1 to 2 400..........................................................................1.00
3 to 5 300
0.60
..........................................................................1.00
6 to 8-200
0.50
'
..........................................................................1.00
9 to 12 120
0.50
.............:............................................................1.00
13 to 16 80
0.60
..........................................................................1.00
17 to 20 60
0.70
..........................................................................1.00
> 20 50
0.80
'
..........................................................................
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
t
............................................. ............................. ...
to8
1.00
0.12
.....................................................................................
1.00
0.10
13 to 16
1.00
0.12
'
_ ....................................................................................
.............................................................1.00
17 to 20:.................................................:.
0.14
.............. ............1.00
> 20
0.16
........................................................................ ......
1.00
0.18
'
NOTE: Use of other C+Wtor or P-Factor vales reported in this table must bemftmdawdby documentwkn.
MARCH1991
3-7
DESIGN CRRERIA
1
1
1
`1
1
1
1
1
1;
1
1
1
1
1
1
1
IC
i
DRAINAGE CRITERIA MANUAL (V. 2)
30
25
Im
�Wlj
5
_ = *Grouted SIB Boulders--.-
-----;---- --
I i ,
, I I
HYDRAULIC STRUCTURES
1 2
3
4
5
6 7 8
Storm
Sewer
Diameter,
D, or
Height, H, in ft.
FIGURE HS-20
Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets—Riprap Selection Chart for
Low Tailwater Basin at Pipe Outlet
(Stevens and Urbonas 1996)
06/2001
Urban Drainage & Flood Control District
HS-79
v
o
PROPOS♦D R.O.M.-�
STORM 2
.Nos
61ETBON CIIEflE gtl
FllNO
/ - LOT 4 OJa O.z
i
PRWOI DRAINAGE �'D
EASEMENT ROWED ME L
MPRN ITNp)"yyyyy
INTO RETENPM/
MITS
__________________________
-
0
°
Mgt II
[TN AS MATCHED) `
1
LOT 1 - 1 56 0.85
All Al
I I
eR
1
0 Other
301
QDESIGN POINT
BASIN CRITERIA
0.26 0.9 10 m RUNOEF COEEFgENT
AREA IN ACRES
r FLOW DINECRON
BAVN BOUNDARY
® .g1 SIX SLY EFHCE
® CONSWUCTM ENTRANCE
RATTLES
O INLET PROTECMW
® me UNT POND
IN FLOW PIPES
PROPOSED STMM PIPE
m OARED EM MCTM
EXITING V CMTWR
EXISTING IF CCNTWR
NR oS 5 CONTMR
PRMOREO 1 CONTOUR
PRAP
`msS DITCH
POND 2 TO BE UR➢ As A sE01MFNT TRAP
OVPoHG CONSTRUCTION, POND SHNL BE
CLFANEO 6 Rdt[NT AND MMW T TO
nN GRAIDE NAM TO STE
MMCATDN.
Willi
__-_______L
�� RETENTION
Et
/. IFi -AE-
_ _ XF- e_ _ - _ _ -ALL --
I
/ OUTTALL CURII 1
,of
As HATMEG)
BURRO TF\`E R jm
RIPMp (Rrv)
,) e9• IOIO 1 O
pRCPD$D DRAM =_
eAssaur
OUTI£AT i
FNNO
CMWGENL
J
^4
An
t : _
KEC ROM - - -
L
CED
N
D Ch
CALL UTILITY NOTIFIiATION as j m m do
OF COLORADo
1-800-922-1987 TO
°swf
cAn 2-BUSINESS GAYS IN ADVANCE C J5 a Q cY
BEFORE YOU DIG. GRADc CR EXCAVATE 'RL�'�
Dx THE ANKIND w uNDERwamD y C E U QI o
MEMBER U➢LIFE5.
e� Im so
AllN
s =
30 15 0 SD 60 �� n 3 0_la
SCALE'. 1" 3C' '
Ott
AT
0
STANDARD EROSION & T CONTROL CONSTRUINOTEifeaShn"
DIP
must be offfiea at least burly -low (24) noun pro, to
onscllu
artThe
on sin pea
2 They, moll be no earth-ISL Ong Ability outnae the limit, logal anthe accepted
p Ali
]. AT required pernli 3 It and courruction ALL final be nsta eG Bpg to anyPond
Strutting y 9 Ta 9 ). e, o ryqu na ral Na
(
III SOCH be ea t C . t .Imn'm Seoul as
c rep
o l.a n me ON mpa eMa constructionpane and vas= ALI MW
At all full ,II Construct or the D"ww mall be responsible tar pnnnling and
R
dwyanug m-srb al 9 Yeepn g the property Whiceltr By as to
'I'd aor elm a a DIwW thin davy be mason a la, hisailing one
nual At wall= Carl tncli(ue Shall Fore,.
5. P • v ot,tbn a protect" a rho position Bmawl
OF
n nm:'aRa.e far Immediate
=aural= come= .nand for B,aSIP pre luty on I
6. n N npo,W ourin9 lady aeluriog addle (,b�awq, odes. a\Ilioy Inelolrallons,
�Ing,
d
g, end mat ae Add ougevi C (Ion by r ping difivii o,L
Z
•Cget other parmanml or cwMl BMPs a Atalal Wn ti
Ot C
n(W)
r N I. W
protect lyre<. of .ar Was ,wnpn by
told g nN r t l Thief (]G) den earne rpi red
t n thirty ry by
>
t e installed InIroy
v (.g. a/morn Iwmwang na . netalw w elnwnBe
to
m
m
e by the cu /c t\
0
In
In
n
OM don \ hum ion a tampwory bwamn) wosiw conflict me sera,
N
I I
at
OF
a) Be 6,owled of a min al,wa fee (^) .aKs and often w egn<Ikant
p
1i alwn d, llrM Or We ntry non ry rr Yew m trials thecontinued
t-a
perfamwce Of mho 1,tM M luncpw
L
ir
b) Rwi M planes al such Rme IS all the wrrwnaing e'maNM areas are ,uxclwtly
ir
etRbrtm We dM .led by tee @notion pwNa N,ant=
o) 41 R ION ap Ne@ Mn vlX ly ewm oe aterml by Me woo
M" _
w
Qp
ITT
a�
1 Mon
Y ✓o whorl, the W Moll b nspmsWs
lean p L
-or uc and III
owl of on aeawM =d dean horn 6oAye bXOMndun
Sidthe
Other pao I fiilll'w
91 oFw ltw Mal wmedwWy dwn OCR spy c s@ cum mats s Fed°vtwul
an 1111i octalea ae.hillther public lots of vex and man eie
o
b Wind e.an or, Cleaned a the
e Sid of each eon g try,
10. AS ,e ,Wlmmu. Ponlalwry Mow w pared r e ar eunapu, Yalu a ro
of
Sid dWOe m= non all holes so ae.at to tad" their release into any .mare
of the Unit" Sloe!
11. No sM a Re Mal e,cx ton 10) Last in height All cYppn m aad be
prawted Gwn w Sit wnFli by Auna PAKNI 'alma and pwblae. of
All My c etod 8 mOinkg anon thdry (30) days @hot be son one mulched.
12. Ti etwm W Mums c by Of delwlVu puree Sul be ,male spa storm eA«,
4ntl So the a upon c MetW of the III and bOwe III ION malmenance
0~ to Me BNy/cwlny byNwnwww. Awwwpw III
13 Oq Mdxarn and Colorado DlecFpg@ Permit Syl (Clips) rwulrwlmt, alma n
umaew to eYmmge w allow the d aqe a1 any palmane an cmtwnwolm .otw byre
a=etrul Won. Pa dOnt, moues, but are not Ilmrtea to dlsearead building mmwlme,
Z
Lutlt wdawL Nanmae, al andgooplad ct , Iran. Sid sanrt�y, waste The
aW t
Q
ry Mat aree al l thtake wn tww w wo,y to o. the proper
J
CmtO mpt Land dh of pollutants An the to In aswe=aana. Sign Sir one al spmlwde
Iwd, "SO and M1 requwUhns
INTERIM RETENTION POND SUMMARY
INTERIM RETENTION REWIRED
11255AC.FT.
POND 1 VOLUME PROVDED
1 0.471 AC. FT.
POND 2 VOLUME PROVIDED
0.784 AO FT.
TOTAL VOLUME PROVIDED
1.348 AC. FT.
1W YR HWL
4950.37
RELEASE RAZE
0.0 LIPS.
LOT 1 DETENTION POND SUMMARY
(ULTIMATE CONDITION)
ULTIMATE DETENDON REOUIREO
0.399 AC, FT.
ULTIMATE WO VOLUME REWWRED
0.05> AC. FT.
TOTAL VOLUME REQUIRED
1 0.455 AC. FT.
TOTAL VOLUME PROVIDED
1 0.514 AC. FT.
1W YR HAEL
1 4950.32
MAX RELEASE RATE
I 1.08 Cie.
14�A MYgnetM asp YMI LAW Poll an ua Tfarconcrete di chute washout Ae
V/
J
YyI b cwomry Adoe to pw in vCmwtotwed Old located at least PINY IWO
O
iM O"y LOT Sir wOkw,oy dI g construction Upon c,ri le(m of dwonvaa,
O
W
MtMtM i t@� Wt mmwlal . be rwnwe and prc y dip of Are, to
b�iHa
o onto@
IS TMe
lNdua
lie eWment dose not rion So lots we an spa of Due
unw
Ali
F
O
INSW-rq @slim=t/wan 0 Lm Mat Shot be Installed and maintod ed m s o,
J
U
WMCr Uy stni m dwwmnW by thewonpn contra ingwta. (Vfithrn LOMpnd OF
Q
I Cry).
in Bann all 9mfer a C
O
(C AP lot
(6.
Pn,
C • .ro t,, n
O
Sit
Of
Tac .'@• gee
LL)
The Shall wf Widely memwn are determined
''1@Ise@@aY. dM:cted by w CRY/Ca
Q
�
as ntra.
(�
3f
DRAINAGE SUMMARY TABLE
DESIGN
POINT
AREA
ESSIG.
AREA
ACRES
C 10
C IN
Tc 10
MIN
Tc 100
MIN
0 10
CFS
0 100
CFS
1
I
156
0.65
0.82>.0
J.)
11.2
2
2
O.b1
0.86
1.00
5.0
5.0
2.5
6.0
3
1 3
0.74
1 0.20
0.25
11.1
11.1
0.5
1.3
4
1 a
1 01
1 0.20
1 0,25
1 11.2
11.7
(1
0.7
zX w
Y�z
Q
City of Fort Collins, Colorado ID
UTILITY PLAN APPROVAL
APPROVED'.
City Englnew Cale
CHECKED BY SHEET
Mole, So Mdstewot,r LILLY Cate
CHECKED BY
stwm.ote, Utility Dan 6
CHECKED BY:
FoIMs n Recrol Date
CHECKED BY. 6 OF 20
TnMc EngA✓ Dole
CHECKED BY: Al Nob No. 242-01