HomeMy WebLinkAboutDrainage Reports - 05/10/2002I
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Report R
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January 8, 2002 We ----f-s=� � JAN 2 4 2002
JR Project 39067.17 II
Mr. Basil Hamdan,*:'"`
City of Fort Collins
Stormwater Utility
700 Wood Street J•R ENGINEERING
Fort Collins, CO 80521 A Subsidiary of Westrian
RE: New Belgium Brewery Administrative Change #6, Expansion of the Brew House
Dear Basil:
This letter is intended to be an update to the New Belgium Brewery Administrative Change #6 —
Expansion of the Brew House, the update will include revision to the temporary parking lot. The
original Administrative Change #6 shows a temporary parking lot on the east side of the site
constructed of crushed gravel. This parking lot has been revised in size and surface material. A
surface of constructed rotomilled asphalt is proposed.
The changes to the parking lot required an increase in area to Basin E from 5.84 acres to 6.36
acres. The runoff coefficient was also increased from 0.74 to 0.77 for the 100-year event.
Effectiveness calculations have been updated to reflect these changes. All calculations used for
drainage design are attached.
The Drainage and Erosion Control plan sheet has been revised and includes a drainage summary
table, detention pond summary table, Basin E boundary changes, and the new temporary parking
lot location. This plan sheet is also attached.
A design variance is requested to allow for less than 1 foot of freeboard between the 100-year
WSEL and the spill elevation in the proposed Detention Pond E. The actual freeboard of Pond E
is 0.74 foot. This difference in freeboard allows for significantly more volume available for
detention. All surrounding buildings will have finished floor elevations a minimum of 1 foot
above the 100-year spill elevation.
Thank you for your time in consideration of this submittal. Please contact me with any questions
or concerns you may have.
Sincerely,
;� /0 -
Mark West, E.I.
Design Engineer
Cc: Sheri Wamhoff, Chris Wesche
Attachments
John Tufte, P.E.
Project Engineer
LJ
2620 East Prospect Road, Suite 190, Fort Collins, CO 80525
970-491-9888 • Fax: 970-491-9984 • w ..jrengineering.com
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HYDRAULIC CALCULATIONS
IJAN 2 4 2002
<1 .,_.. ,. , . .
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RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: New Belgium Brew House Expansion
PROJECT NO: 39067.17
COMPUTATIONS BY: M. West
DATE: 1/8/02
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, sidewalks (asphalt)
Rotomill Asphalt
Roofs
Lawns (2 to 7%, heavy soil)
Runoff
coefficient
C
%
Impervious
0.95
95
0.75
75
0.95
95
0.25
25
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 8525
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA
(sq.ft)
ROOF
AREA
(sq.ft)
HARD SURFACE
AREA
(sq.ft)
GRAVEL
AREA
(sq.ft)
LANDSCAPE
AREA
(sq.ft)
RUNOFF
COEFF.
(C)
%
Impervious
Comments
D
0.75
32,823
0
10,507
a
22,316
0.47
47
Revised
E
6.36
277,000
55,415
61,865
39,534
120,186
0.62
62
Revised
e
2.04
88,682
18,235
35,351
0
35,096
0.67
67
Portion of Basin E
Equations
- Calculated C coefficients & % Impervious are area weighted
C=£(Ci Ai) /At
Ci = runoff coefficient for specific area, Ai
Al = 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
Note: Sub -basin a is the portion of Sub -basin E used to determine flows in the trickle channel
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JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
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RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: New Belgium Brew House Expansion
PROJECT NO: 39067.17
COMPUTATIONS BY: M. West
DATE: 1 /8/02
2 yr storm, Cf = 1.00
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
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)
D
0.75
0.47
7.3
2.50
0.89
0.89
Revised
E
6.36
0.62
11.4
2.11
8.29
8.29
Revised
e
2.04
0.67
8.2
2.40
3.29
3.29
Portion of Basin E
flowxls
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 = 24.2211 (10+tc)oJ
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: New Belgium Brew House Expansion
PROJECT NO: 39067.17
COMPUTATIONS BY: M. West
DATE: 1 /8/02
10 yr storm, Cf = 1.00
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Tributary
Sub -basin
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (10)
(cfs)
from
Design
Point
Q (10)
(cfs)
Q(10)tot
(cfs)
D
0.75
0.47
7.3
4.26
1.52
1.52
Revised
E
6.36
0.62
11.4
3.60
14.16
14.16
Revised
e
2.04
0.67
8.2
4.11
1 5.63
5.63
Portion of Basin E
Q=CfCiA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 41.44 / (10+ tc)0.7974
flow.xls
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: New Belgium Brew House Expansion
PROJECT NO: 39067.17
COMPUTATIONS BY: M. West
DATE: 1/8/02
100 yr storm, Cf = 1.25
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Area
Design.
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (100)
(cfs)
from
Design
Point
Q (100)
(cfs)
Q(100)tot
(cfs)
D
0.75
0.59
6.4
9.08
4.05
4.05
Revised
E
6.36
0.77
10.2
7.69
37.78
37.78
Revised
e
2.04
0.84
6.9
8.88
15.21
15.21
Portion of Basin E
Q=CiA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 84.682 / (10+ tC)0.797s
flow.xls
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JR Engineering
POND E - DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: New Belgium Brew House Expansion
PROJECT NO: 39067.17
COMPUTATIONS BY: M. West
DATE: 1 /8/02
Equations: Area trib. to pond =
6.36
Developed flow = QD = CIA C (100) =
0.77
Vol. In = Vi = T C I A = T Qo Developed C A =
4.91
Vol. Out = Vo =K Qao T Release rate, QPo =
1.15
storage=S=Vi -Vo K=
1
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
acre
acre
cfs
(from fig 2.1)
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qo
(cfs)
Vol. In
Vi
(ft)
Vol. Out
Vo
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
48.9
14657
345
14312
0.33
10
7.77
38.1
22881
690
22191
0.51
20
5.62
27.6
33119
1380
31739
0.73
30
4.47
21.9
39494
2070
37424
0.86
40
3.74
18.4
44074
2760
41314
0.95
50
3.23
15.9
47637
3450
44187
1.01
60
2.86
14.0
50551
4140
46411
1.07
70
2.57
12.6
53019
4830
48189
1.11
80
2.34
11.5
55161
5520
49641
1.14
90
2.15
10.6
57055
6210
50845
1.17
100
1.99
9.8
58754
6900
51854
1.19
110
1.86
9.1
60297
7590
52707
1.21
120
1.75
8.6
61710
8280
53430
1.23
130
1.65
8.1
63016
8970
54046
1.24
140
1.56
7.6
64231
9660
54571
1.25
150
1.48
7.3
65366
10350
55016
1.26
160
1.41
6.9
66433
11040
55393
1.27
170
1.35
6.6
67440
11730
55710
1.28
180
1.29
6.3
68393
12420
55973
1.28
190
1.24
6.1
69299
13110
56189
1.29
fl ow. xl s, FAA-100yr-POND E
I
JR Engineering
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11
1
200
1.19
5.8
70163
13800
56363
1.29
210
1.15
5.6
70988
14490
56498
1.30
220
1.11
5.4
71778
15180
56598
1.30
230
1.07
5.3
72537
15870
56667
1.30
240
1.04
5.1
73266
16560
56706
1.30
250
1.00
4.9
73968
17250
56718
1.30
260
0.97
4.8
74646
17940
56706
1.30
270
0.95
4.6
75301
18630
56671
1.30
280
0.92
4.5
75935
19320
56615
1.30
290
0.90
4.4
76549
20010
56539
1.30
300
0.87
4.3
77145
20700
56445
1.30
310
0.85
4.2
77723
21390
56333
1.29
Required Storage Volume: 56718 ft'
1.30 acre-ft
Iflow.xls,FAA-100yr-PONDE
JR Engineering
WATER QUALITY CAPTURE VOLUME SUMMARY
FOR EXTENDED DETENTION
LOCATION: New Belgium Brew House Expansion
PROJECT NO: 39067.17
COMPUTATIONS BY: M. West
DATE: 1/8/02
Guidelines from Urban Strom Drainage Criterial Manual, September 1999
(Referenced figures are attached at the end of this section)
Use 40-hour brim -full volume drain time for extended detention basin
Water quality Capture Volume, WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i)
Design Volume: Vol = WQCV/12 * Area * 1.2
MAJOR
BASIN
Trib.
area
(acres)
Impervious
Ratio, la
% Impervious
I = la/100
WQCV
(watershed inches)
Design
Volume, Vol.
(ac-ft)
POND E
6.36
62
0.62
0.24
0.15
flow.xls,1/8/02,9:04 AM
11
Pond E
Proposed Detention Pond - Stage/Storage
LOCATION:
New Belgium Brew House Expansion
PROJECT NO:
39067.17
COMPUTATIONS BY:
M. West
DATE:
1/8/02
100-yr WSEL-
top of berm -
V = 1/3 d (A + B + sgrt(A'B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
POND NAME
Stage
(ft).
Surface
Area
(ft)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4946
0
4947
16156
0.12
0.12
4948
24495
0.46
0.59
4949.00
33050
0.66
1.25
4949.26
35170
0.20
1.45
4950
41204
0.85
2.10
WQCV =
100-YR Detention Volume =
Total required volume =
0.15 ac-ft
1.30 ac-ft
1.45 ac-ft
flow.xls
I
' Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
' POND E
LOCATION: New Belgium Brew House Expansion
PROJECT NO: 39067.17
COMPUTATIONS BY: M. West
DATE: I/8/02
' 1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i=la/l00)
' B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
' (WQCV = 1.0 * (0.91 * i3 - 1.19 * iZ + 0.78i) )
D) Design Volume: Vol = WQCV/12 * Area * 1.2
2. Outlet Works
' A) Outlet Type (Check One)
B) Depth at Outlet Above Lowest Perforations (H)
C) Required Maxiumum Outlet Area per Row, (Ao)
(Figure EDB-3)
' D) Perforation Dimensions (enter one only)
i) Circular Perforation Diamter OR
ii) 2" Height Rectangular Perforation Width
' E) Number of Columns (nc, See Table 6a-1 for Maximum)
F) Actual Design Outlet Area per Row (Ao)
' G) Number of Rows (nr)
H) Total outlet Area (Aoj
' 3. Trash Rack
A) Needed Open Area:
' A, = 0.5 * (Figure 7 Value) * Ao,
B) Type of Outlet Opening (Check One)
C) For 2", or Smaller, Round Opening (Ref: Figure 6a)
'
1) Width of Trash Rack and Concrete Opening (W. o)
from Table 6a-1
ii) Height of Trash Rack Screen (HTR)
'
= H - 2" for Flange of top support
iii) Type of Screen Based on Depth H)
Describe if "other"
iv) Screen Opening Slot Dimension,
'
Describe if "other"
v) Spacing of Support Rod (O.C.)
Type and Size of Support rod (Ref: Table 6a-2)
la = 62 %
i = 0.6177
A = 6.36 acres
WQCV = 0.24 watershed inches
Vol. = 0.15 ac-ft
x Orifice Plate
Perforated Riser Pipe
Other:
H=. 3 ft
Ao = 0.25 square inches
D =
9116 inches, OR
W =
inches
nc =
1 number
Ao =
0.25 square inches
nr = 9 number
Aot = 2.25 square inches
At = 76.5 square inches
x < 2" Diameter Round
2" High Rectangular
Other:
WW.0 = 6 inches
HTR = 34 inches
0
x S.S. #93 VE Wire (US Filter)
Other:
x 0.139" (US Filter)
Other:
3/4 inches
#156 VEE
' Page 1
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vi) Type and size of Holding Frame (Ref: Table 6a-2)
D) For 2" High Rectangular Opening (Refer to Figure 6b):
1) Width of rectangular Opening (W) W =
ii) Width of Perforated Plate Opening (Wconc=W+12") Wwnc =
iii) Width of Trashrack Opening (Wopening) Wopening =
from Table 6b-1
iv) Height of Trash Rack Screen (HTR) HTR =
v) Type of Screen (based on Detph H)
(Describe if "other)
vi) Cross -bar Spacing (Based on Table 6b-1, KlempTM KPP
Grating). Describe if "other"
vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2)
(Based on depth of WQCV surcharge)
4. Detention Basin length to width ratio
5. Pre -sedimentation Forebay Basin - Enter design values (N/A)
A) Volume (5 to 10% of the Design Volume in 1 D)
B) Surface Area
C) Connector Pipe Diameter
(Size to drain this volume in 5-minutes under inlet control)
D) Paved/Hard Bottom and Sides
6. Two -Stage Design (N/A)
3/8" x 1.0" flat bar
inches
inches
inches
inches
KlempTM KPP Series Aluminum
Other:
inches
Other:
1 (L/W)
acre-feet
acres
inches
yes/no
A) Top Stage (DWo = 2' minumum) DWo = feet
B) Bottom Stage (DBs = DWo + 1.5' min, DWo + 3.0' max.
Storage = 5% to 15% of Total WQCV)
C) Micro Pool (Minimum Depth = the Larger of
0.5"Top Stage Depth or 2.5 feet)
D) Total Volume: Vol,,, = Storage from 5A + 6A + 6B
Must be > Design Volume in 1 D
7. Basin Side Slopes (Z, horizontal distance per unit vertical)
Minimum Z = 4, flatter preferred
8. Dam Embankment Side Slopes (Z, horizontal distance per unit vertical)
Minimum Z = 4, flatter preferred
9. Vegetation (Check the method or describe "other")
Storage =
acre-feet
DBs =
feet
Storage =
acre-feet
Surf. Area =
acres
Depth =
feet
Storage =
acre-feet
Surf. Area =
acres
Vol,', =
0 acre-feet
Z = 20 (horizontal/vertical)
Z = 4 (horizontal/vertical)
x_ Native Grass
_ Irrigation Turf Grass
Other:
f
Page 2
EFFECTIVENESS CALCULATIONS
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' JR Engineering, Ltd.
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
' RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: New Belgium Brew House Expansion STANDARD FORM A
COMPLETED BY: M. West DATE: 08-Jan-02
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Ai • Li
Ai • S1
Lb
Sb
PS
SUBBASIN(s)
ZONE
(AC)
(FT)
(%)
(FT)
D
MODERATE
0.75
1
275
0.7
207.2
0.5
E
6.36
690
0.6
4387.7
3.5
Total
1
1 7.11
1
4594.96
4.07
646
0.6
1 73.8%
Asb = 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 1,1, Erosion Control Reference Manual) by interpolation.
An Erosion Control Plan will be developed to contain PS% of the rainfall sedimentation
that would normally flow off a bare ground site during a 10-year, or less, precipitation event.
1
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tErosion.xls
' JR Engineering
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
1
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EFFECTIVENESS CALCULATIONS
PROJECT:
New Belgium Brew House Expansion
STANDARD FORM B
COMPLETED BY:
M. West
DATE: 08-Jan-02
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)
D
0.75
ROADS/WALKS
0.24 Ac.
ROUGHENED GR.
0.00 Ac.
STRAW/MULCH
0.51 Ac.
GRAVEL FILTER
NET C-FACTOR
0.04
NET P-FACTOR
0.80
EFF = (I-C*P)*100 =
96.5%
E
6.36
ROADSIWALKS
2.33 Ac.
ROUGHENED GR.
1.27 Ac.
STRAW/MULCH
2.76 Ac.
GRAVEL FILTER
NET C-FACTOR
0.23
NET P-FACTOR
0.78
EFF = (1-C *P)* 100 =
82.0%
' TOTAL AREA = 7.11 ac
TOTAL EFF = 83.5% (E (basin area * eff) / total area
REQUIRED PS = 73.8%
' Since 83. %5 > 73.8%, the proposed plan is o.k.
1
' erosion.xls
40,
B
REM OEM � REM
EROSW AND MOMENT CONTROL NOTES
1. DURING CONSTRUCTED. PROPOSED POND SELL SERVE AS SEDIMENT BASIN. ME
SEDIMENT BASINS AND SEDIMENT MAE SPACE BE CONSTRUCTED NITNIX 5 DAYS
OF COMMENCEMENTW REM AOXG ALL RUNOET SXALL BE DIRECTED TO ME
FARM AND MAP ASMACH AS POSSIBLE THROUGH POT`ME U
yGRADING. TER
COMPLETED BE PAVING AND A MAJOR PORTION OF PERMANENT LANDSCAPING
THE GRAVEL FILTER B MROA MAY BE REMOWD EME BASINS MEN CMAPPROVAL.
SEDIMENT THEN MAY E REMOVED THEM E BASINS AND IRA µD TRUE POND
GRADING CONSTRUCTOR MAY CUR,
2 TEMPORARYALL SNEEEDED TODIRECT RUNOFT' TO ME SEDIMENT TASIDY
AND M4YNiMAP SM ME PW NCEDNM HAY MADE GREEN DMLS
3. TIE SRRM RIVER SYSTEM SHALL M CONSTRUCTED AS 5OX1 AS PDS9BLE
AFTER ROUGH GRADING MATH NI£T5 BEING IMMEDIATELY PROTECTED BY HAY
SALE FILTERS INLETS IN AREAS MNICH HAVE BEEN PATED BUT LANDSCAPING IS
NOT COMPLETE SHALL BE PROTECTED MIN GRAVEL AND ORDERED" FILTERS.
A. ALL LANDSCAPED AREAS OUTSIDE BE THE CONSTRUCTION DISTURBANCE ZONE
SHNL BE REVEGETATED PER W DSGK SPECIFICATIONS AS SON AS POS901£
AFTER GRADING IS COIPIETE. ALL SEEDED AREAS SHALL M MULCHED ON
MATTED.
S ALL PAVED AREAS OUTSIDE THE CONSTRUCTOR DISTURBANCE ZONE SHALL BE
CATERED MM GRAVEL OR PAWD REM A MINIMUM BY H UFT OR PAREMENT AS
SE AFTER CRMONG AS POSSIBLE.
B. ALL DISTURBED AREAS WiMR THAN 1/3 ACRE OR AS DIRECTED BY ME ON
OUTSIDE THE CONSTRUCTION DISTURBANCE ZONE WHICH HAW NOT BEEN
PROTECTED FARM wDSON WITHIN 2 WEXS CP GRADING SHALL BE COMMON
FwaDMS.
7. CONTRACTOR SHALL BE RESPCRSINE TO APPEY FW INY OMAN APPLICAUKE
EFFORTS.
a ME CONTRACTOR SHALL FNONAE AT LEAST 1 WIXCLE DIAGRAMS; CON1Pa
FACILITY. ENE CONTRACTOR SHALE SUBMIT A POUR w101 Mu ASSURE USAGE
OF MIS FAULTY BY ALL VEHICLES LEAVING THE SHE ME OETULS PROVIDED OUR
THIS SHI
B. CONTRACTOR SHALL MAINTAIN AIL TEMPORARY ARGUES CONTROL FACNTES IN
WLG XCMGING DICER UNTIL SUCH TIME AS PERMANENT FACILDES ARE IN
RACE AND ME CM HAS APPROVED THEIR REMOVAL.
10. SET FENCE ON ME IDUNNILL SIDE OF AM DISTURBED AREA SMLL BE
CONSTRUCTED "MIN 5 DAYS CE COMMENCEMENT OF SR MEASURE,
11. 'JUTE MATTI W APPROVED EWAL WALL ME INSTALLED M MWES GREATER
THAN P.I.
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DESIGN
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DESIG
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AGES
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Tc (la)
MN
1 TO (100)
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0.29
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RETENTION POND V
SUMMARY
RETENTION REQUIRED
M ACR.
REIFNTIdN FRONDED
B.ER ACRE.
1W YR M'31
amist
MAX RELEASE RAZE
0.0 6S
REVISED
DETENTION POND 'E' SUMMARY
nI
0.15 AC FT.
100-YR DETENTION REWIRED
1.30 AG FT.
TOTAL OET EI n011 PROMOm
1.{S AC.R.
100 YR INSIDE
4;NW;Um
I RELEASE RATE
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LEGEND
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- -wo- - - EXISTING INDEX CONTOURS j1j BE
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EXISTING DRAINAGE PIPE z t
PROPOSED CONTOURS
490- PROPOSED INDEX CONTOURS W
PROPOSED FLONUNE
QDESIGN POINT n
ASIN DESIGNATION
MINOR STIXtM RUNOFF COEFFICIENT
AREA IN ACRES
n
_ _ _ _ _ _ _ BASIN BOUNDARY � o
SILT FENCE m
® 51. TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
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100-YR WATER SURFACE
r� -+ ELEVATION DETENTION AREA
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CHECKED BY:
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Dm.
SHEET
>e OF
10
DIECKED BY:
BMe JOB
No.
39067.17