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HomeMy WebLinkAboutDrainage Reports - 10/27/2005Report _
WIrMu
ate l �fz7l�s
DRAINAGE AND
EROSION CONTROL REPORT
'
FOR
Rigden Farm lath Filing -
t
Brooklyn Park Row Houses
'
Prepared for:
Hearne Properties, LLC
2426 Rock Creek Drive
Fort Collins, Colorado 80528
Ph. 970.402.0312
Prepared by:
Interwest Consulting Group
1218 W. Ash, Suite C
t
Windsor, Colorado 80550
Ph. 970.674.3300
Fax 970.674.3303
1
April 6, 2005
Revised June 15, 2005
t
Revised September 14, 2005
Revised October 21, 2005
1
1
�S
INTERWESTe C ON U LT I N G_ G.R?O;U.. P.
1
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INTERWES7 =: S 0 N S U L T I N G GROUP
' October 21, 2005
Mr. Basil Hamdan
City of Fort Collins
' Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
' RE: Drainage and Erosion Control Report— Rigden Farm I P Filing— Brooklyn Park Row Houses
' Dear Basil:
We are pleased to submit to you for your final review and approval this Drainage and Erosion Control Report
' for Rigden Farm 11`" Filing — Brooklyn Park Row Houses. All computations within this report have been
completed in compliance with the City of Fort Collins Storm Drainage Design Criteria and the approved
Rigden Farm Filing Six Drainage and Erosion Control Report by JR Engineering dated July of 2001.
' We greatly appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
I
Sincerely,
' David Holloway Terry od gue, P.E.
Project Engineer
PPOO RE
D/�
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Sgoo
V 30697 m
�0�%
�s`S�ONAL ENG\�
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TABLE OF CONTENTS
PAGE
1. INTRODUCTION..................................................................................................................1
1.1
Project Description..........................................................................................................1
1.2
Existing Site Characteristics...........................................................................................1
1.3
Proposed Site Characteristics..........................................................................................1
1.4
Design Criteria................................................................................................................2
1.5
Master Drainage Basin.....................................................................................................3
2. LOCAL DEVELOPED DRAINAGE DESIGN...................................................................3
2.1
Method............................................................................................................................3
2.2
Hydrologic Analysis of the Proposed Drainage Conditions............................................3
3. EROSION CONTROL...........................................................................................................4
3.1
Erosion and Sediment Control Measures........................................................................4
3.2
Dust Abatement...............................................................................................................4
3.3
Tracking Mud on City Streets.........................................................................................5
3.4
Maintenance....................................................................................................................5
3.5
Permanent Stabilization..................................................................................................5
4. INDEMNIFICATION STATEMENT..................................................................................5
5. REFERENCES.......................................................................................................................7
Appendix A: Vicinity Map
Appendix B: Hydrologic Calculations
Appendix C: Erosion Control Calculations
Appendix D: Calculations by Others
1. INTRODUCTION
1.1 Project Description
Brooklyn Park Row Houses is a proposed multi -family condominium project located in
Rigden Farm Subdivision, being the northwest quarter of Section 29, Township 7 North,
Range 68 West, of the 61h Principal Meridian in the City of Fort Collins, Larimer County,
Colorado. A vicinity map is provided in Appendix A.
1.2 Existing Site Characteristics
The existing site is bordered on the south by Timberline Church, on the west by Iowa Drive,
the east by the proposed Colony Development, and on the north by Custer Drive.
1.3 Proposed Site Characteristics
This report defines the proposed drainage and erosion control plan for Rigden Farm 1 lth
Filing - Brooklyn Park Row Houses. The plan includes all on -site and tributary off -site
runoff and the design of all drainage facilities required with this development. The drainage
report and drainage plan for this development is consistent with the design concepts and
methodology of the "Final Drainage and Erosion Control Report for Rigden Farm Filing Six"
dated July of 2001 as prepared by JR Engineering.
The proposed development completely falls within original basins 108C and 108G as
mentioned in the Rigden Farm Filing Six Report. The calculations done by JR Engineering
for these two basins have been provided in Appendix D of this report. The 2-year developed
flow for original Basin 108C is 2.43 cfs and 12.12 cfs for the 100-year developed flow.
Original Basin 108G has a 2-year developed flow of 1.59 cfs and 6.92 cfs for the 100-year
developed flow. Therefore, the combined flows from these two basins are approximately
4.70 cfs for the 2-year event and 19.04 cfs for the 100-year event per the calculations
completed by JR Engineering.
A Drainage Exhibit has been provided in the back pocket of this report depicting the different
drainage basins associated with the proposed development. On this exhibit you will find a
total of (8) eight on -site basins and (4) four off-site/undetained basins, which discharge
directly onto Iowa and Custer Drive. These four basins directly correlate with original Basin
Drainage and Erosion Control Report
Rigden Farm I Vh Filing — Brooklyn Park Row Houses
Page 1
October 21, 2005
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108C of both the Rigden Farm Filing One and Filing Six Drainage Reports. The eight on -
site basins correlate with original Basin 108G of the same reports mentioned above.
Proposed Basins OS 1, OS2, OS3 and OS4 (which is Basin 108C from the Rigden Filing One
Report) release flows directly onto Iowa and Custer Drive ultimately discharging into an
existing triple combination inlet, on the south side of Custer Drive at the eastern property line
of this development. Calculations provided in the back of this report show that Basins OS 1,
OS2, OS3 and OS4 have a combined 2-year developed flow of 1.60 cfs and a 100-year
developed flow of 7.60 cfs. The combined flows for these proposed basins are less than that
of original Basin 108C and decrease flows by approximately 0.8 cfs in the 2-year event and
4.52 cfs in the 100-year event.
Proposed on -site Basins 1 through 8 will discharge directly into the existing 43"x68"
Horizontal Elliptical Reinforced Concrete Pipe (HERCP) at various locations. This pipe
flows south along the easterly property line and eventually discharges into an existing water
quality pond designed by JR Engineering as part of Rigden Filing One Subdivision.
Calculations provided in the back of this report show a combined 2-year developed flow of
3.40 cfs and a 100-year developed flow of approximately 14.0 cfs. This is an increase from
the flows of original Basin 108G. It is an increase of approximately 1.8 cfs in the 2-year
event and approximately 7.0 cfs in the 100-year event.
In conclusion, the proposed development is adding approximately 1.0 cfs in the 2-year event
and 2.48 cfs in the 100-year event to the existing 43"x68" storm sewer system along the
eastern property line. The capacity of this existing 43"x68" storm pipe is approximately
136.40 cfs. The original calculated flow as designed and approved with the "Rigden Filing
Six Drainage Report" by JR Engineering is approximately 93.5 cfs, which gives the existing
pipe an excess capacity of 42.9 cfs. Due to the minimal increase in flows, as mentioned
above, and the excess capacity in the existing storm sewer, it appears the existing storm pipe
has the capacity to handle the additional flows of 1.0 cfs in the 2-year event and 2.50 cfs in
the 100-year event.
1.4 Design Criteria
This report was prepared to meet or exceed the submittal requirements established in the City
of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS),
dated May 1984 and revised in January 1997 and that of the "Final Drainage and Erosion
' III Drainage and Erosion Control Report Page 2
Rigden Farm 11" Filing — Brooklyn Park Row Houses October 21, 2005
1
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Control Report for Rigden Farm Filing Six" by JR Engineering dated July of 2001, which
supersedes the Filing One drainage report. Where applicable, the criteria established in the
"Urban Storm Drainage Criteria Manual" (UDFCD) dated 1984, developed by the Denver
Regional Council of Governments have been utilized. The rainfall criteria used was the April
1999 amended criteria.
1.5 Master Drainage Basin
Rigden Farm 11`h Filing is located within the Foothills Master Drainage Basin.
2. LOCAL DEVELOPED DRAINAGE DESIGN
2.1 Method
The Rational Method was used to determine the 2-year and 100-year flows for the drainage
areas indicated in this drainage report. Drainage facilities were designed to convey the 100-
year peak flows. The hydrologic calculations are found in Appendix B of this report.
2.2 Hydrologic Analysis of the Proposed Drainage Conditions
The Rational Method was used to determine the 2-year and 100-year peak runoff values for
each sub -basin. Runoff coefficients were assigned using Table 3-2 of the SDDCCS Manual.
The Rational Method is given by:
Q = CfCIA (1)
where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cf is
the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall
intensity in inches per hour for a storm duration equal to the time of concentration. The
frequency adjustment factor, Cf, is 1.0 for the initial 2-year storm and 1.25 for the major 100-
year storm. The runoff coefficient is dependent on land use or surface characteristics.
The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of Fort
Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration Curves,
the time of concentration is required. The following equation is used to determine the time
of concentration
Drainage and Erosion Control Report
Rigden Farm 11i° Filing — Brooklyn Park Row Houses
Page 3
October 21, 2005
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tc = ti + tt (2)
where to is the time of concentration in minutes, ti is the initial or overland flow time in
minutes, and tt is the conveyance travel time in minutes. The initial or overland flow time is
calculated with the SDDCCS Manual equation:
ti = [1.87(1.1 - CCf)L0.5i/(S)0.33 (3)
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and Cf are as defined previously.
All hydrologic calculations associated with the sub -basins shown on the attached drainage
plan are included in Appendix B of this report.
3. EROSION CONTROL
3.1 Erosion and Sediment Control Measures
Erosion and sedimentation will be controlled on -site by use of silt fences, inlet protection
and straw bales as well as seeding and mulch or sod. The measures are designed to limit the
overall sediment yield increase due to construction as required by the City of Fort Collins.
During overlot and final grading the soil will be roughened and furrowed perpendicular to the
prevailing winds. Erosion control effectiveness, rainfall performance calculations and a
construction schedule are provided in Appendix C.
3.2 Dust Abatement
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The Contractor
shall carry out proper efficient measures wherever necessary to reduce dust nuisance.
Efficient measures shall be taken to prevent dust nuisance that has originated from the
contractor's operations from damaging crops, orchards, cultivated fields, and dwellings, or
causing nuisance to persons. The Contractor will be held liable for any damage resulting
from dust originating from his operations under these specifications on right-of-way or
elsewhere.
Drainage and Erosion Control Report
Rigden Farm I I" Filing - Brooklyn Park Row Houses
Page 4
October 21, 2005
11
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3.3 Tracking Mud on City Streets
It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of -
way unless so approved by the Director of Engineering in writing. Wherever construction
vehicles access routes or intersect paved public roads, provisions must be made to minimize
the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface.
Stabilized construction entrances are required per the detail shown on the detail sheet, with
base material consisting of 6-inch coarse aggregate. The contractor will be responsible for
clearing mud tracked onto city streets on a daily basis.
3.4 Maintenance
All temporary and permanent erosion and sediment control practices must be maintained and
repaired as needed to assure continued performance of their intended function. Straw bale
dikes or silt fences will require periodic replacement. Maintenance is the responsibility of
the developer.
3.5 Permanent Stabilization
A vegetative cover shall be established within one and one-half years on disturbed areas and
soil stockpiles not otherwise permanently stabilized. Vegetation shall not be considered
established until a ground cover is achieved which is demonstrated to be mature enough to
control soil erosion to the satisfaction of the City Inspector and to survive severe weather
conditions.
4. INDEMNIFICATION STATEMENT
Garages that have finish floor elevations below an elevation of 4924.70 feet (minimum
emergency overflow elevation) have potential for flooding in the event of a storm
exceeding a 100-year storm event, back-to-back 100-year storm events, or if the flow into
the two proposed 12-inch storm outlet pipes along the east side of this development
become restricted. The proposed storm drainage system for this development has been
designed for a 100-year storm event. An overall emergency drainage overflow path has
been designed for the entire Rigden Farm Development which includes this site. The
project is designed so that if and when the water reaches an elevation of 4924.70 feet the
water will flow from this development.
Drainage and Erosion Control Report
Rigden Farm 11 �' Filing — Brooklyn Park Row Houses
Page S
October 21, 2005
Ll
Hearne Properties LLC agrees, to the fullest extent permitted by law, to defend,
indemnify and hold harmless Interwest Consulting Group Inc, and its sub -consultants
from and against all claims, damages, liabilities or costs including reasonable attorneys'
fees and defense costs, arising out of or in any way connected with the potential flooding
of aforementioned garages.
' III Drainage and Erosion Control Report Page 6
Rigden Farm I Vh Filing— Brooklyn Park Row Houses October 21, 2005
4. REFERENCES
1. City of Fort Collins, "Storm .Drainage Design Criteria and Construction Standards"
(SDDCCS), May 1984.
2. "Final Drainage and Erosion Control Report for Rigden Farm Filing One" by JR
Engineering dated September 7, 1999.
3. "Final Drainage and Erosion Control Report for Rigden Farm Filing Six" by JR
Engineering dated July of 2001.
4. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated June 2001, and Volume 3, dated September 1992.
1
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APPENDIX A
VICINITY MAP
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APPENDIX B
HYDROLOGIC CALCULATIONS
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RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Rigden Farm I lth Filing - Brooklyn Park Row Houses
PROJECT NO: 1015-015-00
COMPUTATIONS BY: DRH
DATE: 41612005
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Streets, parking lots (asphalt)
Sidewalks (concrete)
Roofs
Lawns (flat <2%, sandy soil)
Runoff
%
coefficient
Impervious
C
0.95
100
0.95
96
0.95
90
0.20
0
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA
(sq.fl)
ROOF
AREA
(sq.ft)
PAVED
AREA
(sq.ft)
SIDEWALK
AREA
(sq.ft)
LANDSCAPE
AREA
(sq.ft)
RUNOFF
COEFF.
(C)
%
Impervious
-
1
0.16
6,890
6,890
0
0
0
0.95
90
2
0.30
12,911
0
10,212
770
1,929
0.84
85
3
0.14
6,243
6,243
0
0
0
0.95
90
4
0.14
6,230
0
0
3,336
2,894
0.60
51
5
0.14
6,246
6,246
0
0
0
0.95
90
6
0.30
12,870
0
10,105
725
2,040
0.83
84
7
0.16
6,894
6,894
0
0
0
0.95
90
8
0.16
6,947
0
0
3,452
3,495
0.57
48
9S1—
1 0.79
34,274
0
21,630
2,522
10,122-
0.73
70
OS2
0.13
5,560
0
0
2,421
3,139
0.53
42
OS3
0.09
3,857
0
0
1,640
2,217
0.52
41
OS4
0.01
629
0
0
125
504
0.35
19
Equations
- Calculated C coefficients & % Impervious are area weighted
C=E(Ci Ai) /At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At --'total area over which C is applicable; the sum of all Ai's
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ll
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RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Rigden Farm l lth Filing - Brooklyn Park Row Houses
PROJECT NO: 1015-015-00
COMPUTATIONS BY: DRH
DATE: 4/6/2005
2 yr storm, Cf = 1.00
DIRECT RUNOFF ICARRY
OVER ITOTAL
REMARKS
Design
Point
Tributary
Sub -basin
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (2)
(cfs)
from
Design
Point
Q (2)
(cfs)
Q(2)tot
(cfs)
1
0.16
0.95
5.0
2.85
0.43
0.43
0
2
0.30
0.84
5.0
2.85
0.71
0.71
0
3
0.14
0.95
5.0
2.85
0.39
0.39
0
4
0.14
0.60
5.0
2.85
0.25
0.25
0
5
0.14
0.95
5.0
2.85
0.39
0.39
- 0
6
0.30
0.83
5.0
2.85
0.70
-
0.70
0
7
0.16
0.95
5.0
2.85
0.43
0.43
0
8
0.16
0.57
5.7
' 2.70
0.25
0.25
0
OS1
0.79
0.73
8.7
2.35
1.35
1.35
0
2S2
0.13
0.53
5.0
2.85
0.19
0.19
0
OS3
0.09
0.52
5.3
2.75
0.13
0.13
1 0
OS4
0.01
0.35
5.0
2.85
0.01
0.01
10
Q=CfCiA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99)
A = drainage area (acres) i = 24.221 / (10+ tcf"'
1
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1
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Rigden Farm I Ith Filing - Brooklyn Park Row Houses
PROJECT NO: 1015-015-00
COMPUTATIONS BY: DRH
DATE: 4/6/2005
100 yr storm, Cf = 1.25
DIRECT RUNOFF ICARRY
OVER ITOTAL
REMARKS
Des.
Point
Area
Design.
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (100)
Ids)
from
Design
Point
Q (100)
Ids)
Q(100)tot
(cfs)
1
0.16
1.00
5.0
9.95
1.57
1.6
2
0.30
1.00
5.0
9.95
2.95
2.9
3
0.14
1.00
5.0
9.95
1.43
1.4
4
0.14
0.75
5.0
9.95
1.07
1.1
5
0.14
1.00
5.0
9.95
1.43
1.4
6
0.30
1.00
5.0
9.95
2.94
2.9
7
0.16
1.00
5.0
9.95
1.57
1.6
8
0.16
0.72
5.0
9.95
1.14
1.1
OS1
0.79
0.91
7.9
8.47
6.07
6.1
OS2
0.13
0.66
5.0
9.95
0.84
i 0.8
OS3
0.09
0.65
5.0
9.95
1
0.6
OS4
0.01
0.44
5.0
9.95
0.06
0.1
Q=CiA
Q = peak discharge (CIS)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) I = 84.682 / (10+ tep.171
I
I
Worksheet for 5-foot Concrete Pan
;Project Description
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
(Input Data
Channel Slope:
0.00500 ft/ft
Discharge:
0.70 4— Zyr F—\ir—Wr ft3/S
jfqpt�lons
Current Roughness Weighted Meth(
Improvedl-otters
Open Channel Weighted Roughnes:
Improvedl-otters
Closed Channel Weighted Roughne
Hortons
F1
I
I
F
I
I
C'.
I
I
JR6iults,
Roughness Coefficient:
0.013
Water Surface Elevation:
23.13
ft
Elevation Range:
22.94 to 23.40 ft
Flow Area:
0.42
ft'
Wetted Perimeter:
4.48
ft
Top Width:
4.47
ft
Normal Depth:
0.19
ft
Critical Depth:
0.18
ft
Critical Slope:
0.00547
fUft
Velocity:
1.67
ft/s
Velocity Head:
0.04
ft
Specific Energy:
0.23
ft
Froude Number:
0.96
Flow Type:
Subcritical
(0+00, 23.40) (0+30, 23:40) 0013
0+00 23.40
7 0+ Il 3 23. 15
I
i;
Worksheet for 5-foot Concrete Pan
Station _ Elevation.
' 0+15 22.94
i0+18 23.15
0+30 23.40
1
1
t
i
1
r
1
1
I
1
1
1
i
1
1
1
1
2-year Event
Cross Section for 5-foot Concrete Pan
Project Description '_ _
__
Flow Element:
Irregular Section
Friction Method:
Manning Formula
Solve For:
Normal Depth
Section.Data
Roughness Coefficient:
0.013
Channel Slope:
0.00500 ft/ft
Normal Depth:
0.19 ft
Elevation Range:
22.94 to 23.40 ft
Discharge:
0.70 W/s
0.19 ft
�-4A7 ft —{
I
I
C�
I
[i
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1
I
U
Worksheet for 5-foot Concrete Pan
Project Description
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
tlnput Data
777
Channel Slope: 0.00500 ft/ft
Discharge: 2.90 jCOyr EyEt-17— ft3/s
Options
Current Roughness Weighted Meth( ImprovedLotters
Open Channel Weighted Roughnes: ImprovedLotters
Closed Channel Weighted Roughne Hortons
iResults
Roughness Coefficient:
0:013
Water Surface Elevation:
23.26
ft
Elevation Range:
22.94 to 23.40 ft
Flow Area:
1.62
ft'
Wetted Perimeter:
15.66
ft
Top Width:
15.64
ft
Normal Depth:
0.32
ft
Critical Depth:
0.31
ft
Critical Slope:
0.00526
ft/ft
Velocity:
1.79
ft/s
Velocity Head:
0.05
ft
Specific Energy:
0.37
ft
Froude Number:
0.98
Flaw Type:
Subcritical
(0+00, 23.40) (0+30„ 23.40) 0.013
0+00 23.40
:0+13 - 23.15 I
I
I
I
Worksheet for 5-foot Concrete Pan
'Station - Elevation
0+15 22.94
+18, _- - `23.15�
0+30 - 23.40 11
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ICI
LJ
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I
I
100-year Event
1
Cross Section for 5-foot Concrete Pan
iProject Description
.`
'
Flow Element:
Irregular Section
Friction Method:
Manning Formula
1
Solve For:
Normal Depth
Section Data
Roughness Coefficient:
0.013
I
Channel Slope:
0.00500 ft/ft
Normal Depth:
0.32 ft
Elevation Range:
22.94 to 23.40 ft
Discharge:
2.90 ft'/S
L
1
I
' 0.32 ft
I
i�
1
v:1 N,
K1
C�
Worksheet for Cross Section A -A
Flow Element:
Friction Method:
Solve For:
Triangular Channel
Manning Formula
Normal Depth
Roughness Coefficient:
0.030
Channel Slope:
0.01000
ft/ft
Left Side Slope:
4.00
ft/ft (H:V)
Right Side Slope:
4.00
ft/ft (H:V)
Discharge:
1.10
ft 3/s
Results
':F Y
r fry .-
Normal Depth
0.41
ft
Flow Area:
0.66
ft'
Wetted Perimeter:
3.34
ft
Top Width:
3.24
ft
Critical Depth:
0.34
ft
Critical Slope:
0.02459
ft/ft
Velocity:
1.67
ft/s
Velocity Head:
0.04
ft
Specific Energy:
0.45
ft
Froude Number:
0.66
Flow Type:
Subcritical
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
tGUF Output Data
Upstream Depth:
0.00
ft
Profile Description:
N/A
Profile Headloss:
0.00
ft
Downstream Velocity:
0.00
ft/s
Upstream Velocity:
0.00
ft/s
Normal Depth:
0.41
ft
Critical Depth:
0.34
ft
Channel Slope:
0.01000
ft/ft
Critical Slope:
0.02459
ft/ft
Cross Section A -A
'
Cross Section for Triangular Channel - 1
Project Descnptiori
- _
'- ,.a,..
a,
'
Flow Element:
Triangular Channel
Friction Method:
Manning Formula
'
Solve For:
Normal Depth
Data > *
1a rsaF
r "4
ISechon
Roughness Coefficient:
0.030
Channel Slope:
0.01000
ft/ft
Normal Depth:
0.41
ft
Left Side Slope:
4.00
ft/ft (H:V)
Right Side Slope:
4.00
ft/ft (H:V)
Discharge:
1.10
ft3/s
[1
I7 T
0.41 ft
� � 1
1
[1
I
I
[1'
I
I
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I
I
I
' Proposed S1
I
I
I
11
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I
Scenario: Base
Ex. Inlet 8c
Title: Brooklyn Park Row Houses Project Engineer: Interwest Consulting Group
d:\...\drainage\design\south storm.stm Interwest Consulting Group StormCAD v5.5 [5.5005]
06/14/05 02:33:39 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA +1-203-755-1666 Page 1 of 1
I gg"N
NJ
Mai
7 --------------------------------------- 02
0. 1 a i a
Title: Brooklyn Park Row Houses
d:\...\drainage\design\south storm.stm
06/14/05 02:36:07 PM
Profile
Scenario: Base
Profile: Profile - 1
Scenario: Base
ow
S=(N
7100
Interwest Consulting Group
OHaestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA +1-203-755-1666
&-a
I
4.MOD
4,92500
4=00 Beau(fo
4,91500
1"
Project Engineer: Interwest Consulting Group
StormCAD v5.5 [5.5005]
Page 1 of 1
APPENDIX C
EROSION CONTROL CALCULATIONS
[1
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RAINFALL PERFORMANCE) STANDARD EVALUATION
PROJECT: Rigden Farm llth Filing - Brooklyn Park Row Houses STANDARD FORM A
COMPLETED BY: DRH DATE: 21-Ocn05
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Ai' Li
Ai • Si
Lb
Sb
PS
SUBBASIN(s)
ZONE
(AC)
(FT)
(%)
(FT)
1
MODERATE
. 0.16
265
0.5
41.9
0.1
2
MODERATE
0.30
281
3.0
93.3
0.9
3
MODERATE
0.14
243
0.5
34.8
0.1
4
MODERATE
0.14
95
2.8
13.6
0.4
5
MODERATE
0.14
243
0.5
34.8
0.1
6
MODERATE
030
281
3.0
83.0
0.9
7
MODERATE
0.16
263
0.5
41.6
0.1
8
MODERATE
0.16
280
2.4
44.7
0.4
OS1
MODERATE
0.79
615
1.6
483.9
1.2
OS2
MODERATE
0.13
35
25.0
4.5
3.2
OS3
MODERATE
0.09
70
5.0
6.2
0.4
OS4
MODERATE
0.01
20
25.0
0.3
0.4
Total
2.51
1
1
872.61
8.09
347
3.2
82.1 %
Ash = Sub -basin area
Lsb = Sub -basin flow path length
Ssb = Sub -basin slope
' Lb = Average flow path length = sum(Ai Li)/sum(Ai)
Sb = Average slope = sum(Ai Si)/Sum (Ai)
PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation.
' An Erosion Control Plan will be developed to contain PS°/o of the rainfall sedimentation
that would normally flow off a bare ground site during a 10-year, or less, precipitation event.
I
L
EFFECTIVENESS CALCULATIONS
PROJECT:
Rigden Farm I Ith Filing - Brooklyn Park Row Houses
STANDARD FORM B
COMPLETED BY:
DRH
DATE: 06-Apr-05
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENT TRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (1-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION
CONTROL METHODS
BASIN
BASIN
(Ac)
1
0.16
ROADS/WALKS
0.00 Ac.
ROUGHENED GR.
0.16 Ac.
STRAW/MULCH
0.00 Ac.
OUTLET RIPRAP
NET C-FACTOR
1.00
NET P-FACTOR
0.72
EFF = (1-C*P)*100 =
28.0%
2
0.30
ROADS/WALKS
0.25 Ac.
ROUGHENED GR.
0.00 Ac.
STRAWIMULCH
0.04 Ac.
GRAVEL FILTER @ FES
NET C-FACTOR
0.02
NET P-FACTOR
0.80
EFF = (1-C*P)*100 =
98.6%
3
0.14
ROADS/WALKS
0.00 Ac.
ROUGHENED GR.
0.14 Ac.
STRAW/MULCH
0.00 Ac.
DISCHARGES INTO CLOSED
SYSTEM
NET C-FACTOR
1.00
NET P-FACTOR
0.72
EFF = (1-C*P)*100 =
28.0%
4
0.14
ROADS/WALKS
0.08 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.07 Ac.
INLET FILTER STRAW BALE
NET C-FACTOR
0.03
NET P-FACTOR
0.80
EFF = (I-C*P)*100 =
97.3%
I
1
I
1
1
PROJECT: Rigden Farm I Ith Filing- Brooklyn Park Row Houses STANDARD FORM B
COMPLETED BY: DRH DATE: 06-Apr-05
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENT TRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (I-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
5
0.14
ROADS/WALKS 0.00 Ac.
ROUGHENED GR. 0.14 Ac.
STRAW/MULCH 0.00 Ac.
DISCHARGES INTO CLOSED SYSTEM
NET C-FACTOR 1.00
NET P-FACTOR 0.72
EFF = (I-C*P)*100 = 28 0%
6
0.30
ROADS/WALKS 0.25 Ac.
ROUGHENED GR. 0.00 Ac.
STRAW/MULCH 0.05 Ac.
GRAVEL FILTER @ FES
NET C-FACTOR 0.02
NET P-FACTOR 0.40
EFF = (1-C*P)*100 = 99.3%
7
0.16
ROADS/WALKS 0.00 Ac.
ROUGHENED GR. 0.16 Ac.
STRAW/MULCH 0.00 Ac.
DISCHARGES INTO CLOSED SYSTEM
NET C-FACTOR 1.00
NET P-FACTOR 0.72
EFF = (I-C*P)* 100 = 28.0%
8
0.16
ROADS/WALKS 0.08 Ac.
ROUGHENED GR. 0.00 Ac.
STRAW/MULCH 0.08 Ac.
INLET FILTER STRAW BALE, SILT FENCE
NET C-FACTOR 0.04
NET P-FACTOR 0.80
EFF = (1-C*P)*100 = 97.2%
OS1
0.79
ROADS/WALKS 0.55 Ac.
ROUGHENED GR. 0.00 Ac.
STRAW/MULCH 0.23 Ac.
SILT FENCE
NET C-FACTOR 0.02
NET P-FACTOR 0.80
EFF = (I-C*P)* 100 = 98.0%
1
PROJECT:
Rigden Farm l Ith Filing -Brooklyn Park Row Houses
STANDARD FORM B
COMPLETED BY:
DRH
DATE: 06-Apr-05
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE '
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENT TRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (I-C*P)* 100
MAJOR
SUB
BASIN AREA
EROSION
CONTROL METHODS
BASIN
BASIN
(Ac)
OS2
0.13
ROADS/WALKS
0.06 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.07 Ac.
SILT FENCE
NET C-FACTOR
0.04
NET P-FACTOR
0.80
EFF = (I-C*P)* 100 =
96.9%
OS3
0.09
ROADS/WALKS
0.04 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.05 Ac.
SILT FENCE
NET C-FACTOR
0.04
NET P-FACTOR
0.80
EFF = (1-C*P)*100 =
96.9%
OS4
0.01
ROADS/WALKS
0.00 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.01 Ac.
SILT FENCE
NET C-FACTOR
0.05
NET P-FACTOR
0.80
EFF = (I-C*P)*100 =
96.0%
TOTAL AREA = 2.51 ac
TOTAL EFF = 82.3% ( E (basin area * eff) / total area
REQUIRED PS = 82.1%
Since 82.3% > 82.1 %, the proposed plan is o.k.
PAGE 23
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1 1 ra ^ ..+ e-• r•' N N N f"'1 M CY en Cl) - 1
1 g 1 co N Cr+C ICJ TT W ON 0100 1
.4 � tO co co a% IT pl n QI O Q101 O O O CD O O O G O G Cl O O O 1
r r T !, I,. T T T T r r W W CO W CO W W CO W W tl tl W W W ;
1 1
CDt0MOC , N C7 M C C to In Lo In tD%C ID tO Tr tD lO Io 1
1 1 . .O . 1
..I I C'tGTTTr CO q wW q co tl CO Go co CO co Go co co co co co co W I
1 , T T T n T r T r T T T T T T T T T T T T T T r T
1 , r! O1 IO 1
1 W 1 OIO C1.0rgtlrTT%O IO aO InCC1'nMNNCJI tOC 1
1 ,
t CD I O N N N N N N N N N N N N N N N N N N N .-1 ^ '"1 rl CD CD
1 r r r T T T T r r r T T T l` r r T r r T r
I
CD C_ O O co O C 0 0 0 0 0 C O CD O C 0 0 0 0 0 0 0 0 0 1
t CJ Zt+- / �NC•7c �aO �tl CTOONOv1['J aO�C^.�CTGOO 7C tnO I
1 Cl)Cl)
1� W �..• 1 .-1 e--1 r-1 r• r'1 r'1 •+ ^� r'1 r1 cmN
1 J 1
TABLE 5.1
Rigden Farm 11th Filing - Brooklyn Park Row Houses
Erosion Control Cost Estimate
JOB NO. 1015-015-00
-. • nT I I n
COMPLETED BY: DRH
ITEM
vDESCRIPTION
UNITS
I UNIT COST
QUANTITY
TOTAL COST
1
TEMPORARY SEED & MULCH
ACRE
$ 775.00
1.0
$ 775.00
2
SILT FENCE
LF
$ 3.00
741
$ 2,223.00
3
INLET PROTECTION
EACH
$ 250.00
5
$ 1,250.00
4
GRAVEL CONSTRUCTIOTT ENTRANCE
EACH
$ 500.00
2
$ 1,000.00
COST $ 5,248.00
l /1111 111 TIIT A T OTT V A D V A
vy ITEM
DESCRIPTION
UNITS
UNIT COST
QUANTITY
TOTAL COST
1
RESEED/MULCH
ACRE
$ 775.00
1 1.0
$ 775.00
COST $ 775.00
SECURITY DEPOSIT $ 5,248.00
REQUIRED EROSION CONTROL SECURITY DEPOSIT WITH FACTOR OF 150% $ 7,872.00
I
CONSTRUCTION SEQUENCE
Project: Riqden Farm 11 th Filing - Brooklyn Park Row Houses Date: October 21, 2005
..a --.: ------- ---- —01 �nH ... h.n PRAP'c .All hp inqtn1lprI1rpnnnvp.r1 in relation to the construction Dhase
CONSTRUCTION PHASE (2005-2006)
JAN
FEB
MAR I
APR
MAY
JUN
JUL
AUG
SEPT I
OCT
NOV
DEC 1
Grading (include Offsite)
mr,
Overlot
DetentionfWQ Ponds
Swales, Drainageways, Streams
Ditches
Pipeline Installation (include Offsite)
Water
APATTIM
Sanitary Sewer
A�Wpftloo
Stormwater
Iwo
Concrete Installation (include Offsite)
olwai
Area Inlets
Curb Inlets
Pond Outlet Structures
Curb and Gutter
Box Culverts, Bridges
Street Installation (Include Offsite)
Gradiing/Base
Pavemernt
Miscellaneous (include Offsite)
Drop Structures
Other (List)
BEST MANAGEMENT PRACTICES
Structural
Silt Fence Barriers
*491SW
P
low
Contour Furrows (Ripping/Disking)
Sediment Trap/Filter
IW-,Iqk
SIM
Vehicle Tracking Pads
Flow Barriers (Bales, Wattles, Etc)
WIN
Inlet Filter
A
Wxl`�
Sand Bags
Bare Soil Preparation
Terracing
Stream Flow Diversion
Rip Rap
Other (List)
Vegetative
Temporary Seed Planting
Mulching/Sealant
Permanent Seed Planting
Sod Installation
Nettings/Blankets/Mats
Other (List)
APPENDIX D
CALCULATIONS BY OTHERS
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
JR Engineering, Ud.
2620 E. Prospect RC., Ste. 190, Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
Minor Storm for Residential Areas (2-YEAR)
LOCATION:
RIGDEN FARM FILING ONE, P.D.P.
PROTECT NO:
9164.03
COMPUTATIONS BY:
A. REED
SUBMITTED BY:
JR ENGINEERING, LTD.
DATE:
8/11/99
2 yr storm, CI = 1.00
DIRECT RUNOFF ICARRY
OVER ITOTAL
REMARKS
Design
Tributary
A
C CI
tc
I
O (2)
from
O (2)
O(2)tot
Sub -basin
Design
Point
(ac)
(mn)
(in/hr) I
Ids)
Pant
(cis)
ids)
1
101
10.52
0.77
14.0
1.92
15.69
5.69
1a
late
3.14
0.87
8.4
2-38
6.51
.51
6.51
lb
101 b
1.37
0.93
5.0.
285
3.63
3
3 63
1c
101C
324
0.69
8.1
241
5.39
5.39
1d
101d
3.40
0.91
7.0
254
7.B4
7.84
2
102
4.16
0.77
10.7
2-16
6.96
6.9fi
2a
102a
3.95
0.73
13.1
1.98
5.70
5.70
2b
102b
257
0.71
9.7
225
4.09
4.09
3
103
271
0.75
8.5
236
4.81
4.81
4
104
1.35
0.76
5.0
285
291
2-91
42
104a
1.37
0.79
5.4
2.74
2.99
299
105
4.43
0.45
11.5
210
4.22
422
5
105+104+104a+
18.67
0.67
19.2
1.65
20.75
20.75
103+102b+111+112
6
106
247
0.10
10.4
219
0.54
0.54
7
107
5.33
0.91
7.5
247
12.03
1203
7a
107a
264
0.87
8.6
2-36
5.43
7b
107b
1.81
0.87
7.2
2-52
3.99
3.99
.9
7c
107c
2.16
0.79
9.1
2.31
3.92
PZ.59
3.92
7d
107d
3.42
0.75
14.8
1.88
4.4
4.81
Ire
107e
216
0.75
11.0
214
3.44
3.44
8
108
1.01
0.95
9.2
2-30
219
219
Ba
108a
a.88
0.79
6.7
257
1.79
Bal
4.38
C/O to OP Bbt
108al
0.71
0.73
8.9
2-33
1.21
Sd
1.38
259
C/O to DP 8a
Sb
108b
0.68
0.88
5.8
2.89
1.61
Bbl
1.53
3.15
C/O to DP. 8c
108bl
0.62
0.76
5 0
285
1.34
Ba
0.19
1.53
C/O to DP Bb
Bc
-..1:30>--
0.79;...,
87.:_y
�,_;.235
•: :243' 9
8b
0.05
248
8d
108d
0.51
0.95
5.0
285
1.38
1.38
C/O to DP Bal
Be
108e-
_ 2.24
- 0.65
14.0
1.92
2-80
2-80
at
108f
1.44
0.67
127
202
1.95
1.95
gr'josg�' :••_•33:
-1.18--
-0.68^:
-.•123 _.
204
-159:.8
1.59
lose-108g
4_86
0.88
17.8
1.71
5.49
5.49
109
5,46
0.65
14.0
1.92
6.83
- 6.83
9
107d+107e+108+109
12D4
0.72
18.3
1.69
14.63
14.63
109a
0.65
14.5
1.89
15.47
15.47
9a
107a-107c+lase-108g+109a
0.69
21.2
1.56
30.89
30.89
10a
110a
0.95
5.0
285
0.68
9.68
lob
110b
0.95
5.0
285
0.68
0.68
11
111
N2.69
0.72
13.8
1.94
7.81
7.81
12
112
0.95
5.0
2.85
1.70
1.70
13
113
0.84
6.1
2.64
5.95
5.95
114
0.77
8.7
2.35
5.04
5.04
C/O to Basin 115
14
lqa
114a
0.65
10.7
2.18
2.15
2.15
pdpFLC)W.XLS
1
1
i
1
1
1
1
1
1
1
1
1
1
1
1
JR Englneering. Ltd.
2620 E. Prospect Rd., Ste. 190. Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(100-YEAR)
LOCATION:
RIGDEN FARM FILING ONE, P.D.P.
PROJECT NO:
9164.03
COMPUTATIONS BY:
A. REED
SUBMTMD BY:
1R ENGINEERING, LTD.
DATE:
5/30/99
100 yr storm, Cf =
1.25
DIRECT RUNOFF ICARRYOVER
ITOTAL
REMARKS -
Des.
Point
Area -
Design.
A
(ac)
C Cf
tc
(rnin)
i
(in/hr)
O (100)
(CIS)
from
Design
Pant
O (100)
(CIS)
O(1 OO)tot
(CIS)
1
101
10.52
0.97
12.3
- 7.12
-72-56
- 72.6 -
la
Iola - -
3.14
1.00
6.5
9.06
28.43
-28.4
lb
10lb
1.37
1.00
5.0
9.95
13.63
13.6
-
tc
101c
3.24
0.86
5.0
9.95
27.79
27.8
ld
101d
3.40
1.00
5.8
9.37
31.88
31.9
102
4.16
0.97
7.1
8.78
35.32
35.3
22
102a
3.95
0.91
10.6
7.59
27.25
272
2b
3
102b
103
2.57
2.71
0.86
0.94
7.3
6.1
8.70
921
19.74
23.43
2b
5.16
19.7
28.6
C/O to OP 3
ern. overflow to DP 4
4
104
1.35
0.95
5.0
9.95
12-72
4a
2.70
15.4
44a
1042
1.37
0.99
5.4
9.58
13.04
13.0
C/O to DP 4
105 -
4.43
0.57
11.5
7.33
18.40
18.4
5
105+104+104a+
103+102b+111+112
18.67
0.84
192
5.75
90.48
.
90.5
Spill
6
106
2.47
0.13
10.4
7.63
236
24
7
7a
107
107a
5.33
2.64
1.00
1.00
5.9
7.5
9.34
8.62
49.77
22-76
49.8
22-8
CIO to OP 7b
7b
107b
1.81
1.00
5.8
9.37
16.99
7a
7.42
24.4
C/O to DP 7c
7c
107c
2.16
T99
7.1
8.78
18.67
7b
8.21
26.9
C/O to DP 7d
7d
107d
3.42
0.94
10.3
7.69
24.61
7c
9.53
34.1
CIO to DP 7e
7e
107e
2.16
0.93
8.0
8.46
17.01
7d
12.77
29.8
C/O to DP B
8
108
1.01
1.00
9.2
8.02
8.06
7e+8c
11.02
19.1
Be
108a
108al
. 0.88
0.71
0.98
0.91
5.0
6.0
9.95
9.30
8.66
6.05
921
1 Bd
11.10
5.07
19.8
11.1
C/O to DP 8bl
CJO to DP Be
fib
108b
0.68
1.00
5.0
9.95
6.76
8bl
11.54
18.3
C/O to DP Sc
108bl
0.62
0.95
5.0
9A5__.
-..5.87
9a
5.67
11.5
C/O to DP 8b
Bo
8d
_
--- hloscgw.��
108d
', 1 30 -- r.
0.51-
0.99
1.00
'-5.8
5.0
' 9.37 _
9.95
_ 1212-
5.07
f 8b
4.98
17.1
5.1
C/O to DP 8
C/O to OF Bat
Be
108e
224
0.81
14.0
6.71 -
12.23
12-2
at
loaf _
1.44-
0.94
.127
7.03
8.48
Be
12.23
20.7
---�108e-108g
=.=0.83-
_' %123 _
... 7.11 �.,, -
6.92'a^r
6.9
4.86
0.82
1-78
5.98
23.92
23-9
109
5.46
0.81
13.9
6.73
29.87
29.9
9
107d+107e+108+109
12.04
0.90
18.3
5.88
63.80
63.8
109a
12.58
0.81
14.5
6.60
67.46
67.5
9a
107a-107c+108a-108g+109a
28.76
0.86
27.2
5.44
134.66
134.7
loa
110a
025
1.00
5.0
9.95
250
2.5
10b
110b
0.25
1.00
5.0
9.95
250
25
11
12
111
112
5.61
0.63
0.90
1.00
8.6
5.0
8.24
9.95
41.45
6.26
41.5
6.3VC/OP
16b13
14
113
114
269
279
1.00
0.96
5.0
5.7
9.95
9.40
26.81
25.19
14C
4.01
26-8
29.2P
15
iqa
114a
1.53
0.81
It.7
8.21
10.20
10.2
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♦`/
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ST
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AI'
• BASIN DELINEATIONS ARE BASED ON FUTURE
\
DEVELOPMENT AND
,.MATCH CONTOURS
BOUNDARIES MAY NOl'
SHOWN.
3
RPRAP (BNREO
� RBO REYEO
TERSVLLm OUTED
LET
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(BURIED"
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PROJ. N0. 1015-
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