SW7070906_HISTORICAL FILE_20070911

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWT
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
(HISTORICAL FILE
(❑ COMPLIANCE EVALUATION INSPECTION
DOC DATEJ(�r2���
YYYYMMDD

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Corporation Names
Name Name Type
NC Earth
Shakers, LLC Legal
Limited Liability Company Information
SOSID:
0765196
Status:
Current -Active
Date Formed:
2/7/2005
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Harrington, Phillip W.
Registered
760 Pitts Chapel Road
Office Address:
Elizabeth City NC 27909
Registered
760 Pitts Chapel Road
Mailing Address:
Elizabeth City NC 27909
Principal Office
760 Pitts Chapel Road
Address:
Elizabeth City NC 27909
Principal Mailing
760 Pitts Chapel Road
Address:
Elizabeth City NC 27909
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R/I n/')On'7

Consulting Engineers and Land Surveyors [phone] Office
150 A US Highway 158 East, Camden, NC 27921 [phone] Office
[phone] Fax
REGEO N Ett
Qi1srP�iN414, '�!' ►Iii
Transmittal DWQ_l6AR®
Date
September 7, 2007
Number of pages including cover sheet
To
Mr. Bill Moore
Phone
Dept. of Environment & Natural Resources
Fax
Water Quality Section
943 Washington Square Mall
Washington NC 27889
From
Hyman & Robey
Phone
[phone]
PO Box 339
Fax
[phone]
Camden NC 27921
Subject
Erosion & Sedimentation Control Plan
Project #
Ground Track
Harbor Center
050962
Please call
X
For your review
For your Approval
As you requested
for further
and comment
discussion
As we
For your Files
For your use
Other
discussed
lease cau the above number if this tax was received in error or if you do not receive all of this transmission.
Message:

Consulting Engineers and Land Surveyors
150 A US Highway 158 East, Camden, NC 27921
Transmittal
[phone] Office
[phone] Office
[phone] Fax
SEP 1*0 2007
DWQ-WARD
Date
9/7/2007
Number of pages including cover sheet
2
To
Bill Moore
Phone
Fax
331-1291
From
Kimberly D. Hamby
Project Manager
Phone
(252) 335-I888
Fax ax
[phone]
Subject/
Project #
050962
Harbor Center
Sent Via
mail
Enclosures
Check in the amount of $85.00
Please call
For your review
For your Approval
As you requested
for further
and comment
discussion
As we
For your Files
For your use
X
Other
discussed
Message:
We received an email from Samir regarding the fee change after we had put this project together. We have
attached a separate check for the difference.
Thank you,
Kim

SOLUTIONS FROM THE GROUND UP
September 7, 2007
Mr. Bill Moore
Dept. of Environment and Natural Resources
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
SEP 1 0 2007
Subject: Stormwater Management Permit
Harbor Center
Proj. # 050962
Dear Mr. Moore:
Enclosed for your review and approval, please find the following items:
Two (2) copies of the above referenced plans.
The original and one (1) copy of the Stormwater Exemption Application
and Wet Detention Basin Supplements.
Two (2) copies of the project description and calculations.
4. Check in the amount of $420.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
Sincerely,
Sean C. Robey, P.E.
�.
Kimberly D. amby
Project Manager
cc: file
Earth Shakers, LLC

PROJECT DESCRIPTION
Harbor Center
Elizabeth City
Pasquotank County - North Carolina
RECEIVED
1'.v :r•:�wiui Ir,.
SEP 1 0 2007
DWQ-WAR®
August 23, 2007
Earth Shakers, LLC owns a 1.65 acre tract on Nance Court. The tract is zoned GB
(General Business). The lot is currently vacant and mostly cleared. Part of an existing
pond with a wooded perimeter occupies the southeastern comer of the lot.
At this time Earth Shakers is planning to build 9,340 sf of office space as well as
related parking, drives and sidewalk improvements. Stormwater runoff from all of the
impervious surfaces will be routed to the detention pond located to the southeast side of
the site, adjacent to the existing pond.
Drainage Area 1 contains 0.84 acres and includes all proposed impervious
surfaces except the first 10-20' of the driveway. The buildings contribute 9,340 sf, the
parking contains 3,092 sf of concrete and 13,470 sf of asphalt, and another 1,782 sf is
covered by concrete sidewalks and dumpster pad. The total impervious area is 27,684 sf
(0.64 Acres) or 75% of the drainage area. The detention pond for this drainage area was
designed for 90% TSS removal. The pond discharges into the existing drainage ditch at
the rear of the site.
Drainage Area 2 contains the remainder of the site, 0.81 acres. The only
impervious surface within this drainage area is less than 200 sf of asphalt at the entrance.
The runoff from this area drains along the eastern property line along with the roadway
drainage. Other areas within this drainage area include the existing pond and the
perimeter of the site which will sheet flow into existing ditches around the site. A portion
of the existing ditch located adjacent to the northern property line will be piped in to
achieve acceptable slopes away from the parking and buildings.
The City of Elizabeth City has a slormwaler ordinance that requires that post -
development runoff be limited to pre -development levels based on a 10-year storm.
Utilizing the rational method, the peak pre -development runoff from Drainage Area I has
been determined to be 2 cfs. The. post -development runoff from Drainage Area 1 is 5 cfs.
This runoff is routed through the detention pond which limits the discharge to 1.7 cfs.
The runoff from the site is so minimal, all of the discharge from the pond during the 10
year storm will occur through the drawdown orifice.
According to the Pasquotank County Soils Maps as prepared by USDA,
Conservation Service, the soils on this site are Nimno. Most of this site has been f
with sand as someone had prepared it for construction several years ago. A single
lasso
' 'F�'OINEEP•�••
sFgN C. no$' � \z$�
111111\0\

boring was performed in the detention pond area by Sean C. Robey, PE and Kimberly
Hamby on February 28, 2007. The soil boring was conducted with an AMS 2-3/4"
diameter 6' long hand mud auger. From 0-30" was a coarse sand that is typical of fill
material. At 30", the soil changed to a sandy loam. At 36" the soil was wet and
coloration indicated that we had reached the seasonal high water table. The soil was too
wet to stay in the auger below 42". The elevation at the bore location is approximately
8.00'; therefore, the seasonal high water table is estimated to be 5.0'. Topographical
survey of an existing pond on the site indicated a permanent pool elevation of 5.23'. Our
permanent pool elevation has been set at 5.00'. The high water table makes wet detention
the most appropriate stormwater treatment method to use in this area. The pond will
discharge to the existing ditch on the south side of the property. This ditch drains into
Knobbs Creek.
The disturbed area for this development will not exceed 1.35 acres. Limits of
disturbance have been shown on the plans.
SOIL BORING MAP
HARBOR CENTER
FEBRUARY 28,2007
6.91
6.87
7.30
.,,t -�., . • 7.81
5.19 / .. ._.
813
Zl+ 80REr LOCATION •8.95 7.,a
� / r
Z .8.95
•l36
• 8.45 • 9.04
�.% 8.22 • 7.31
6.63
Q� /
_ :e EAL
18550
�i '• 'OINev.
����Qi1.gN C. RO%F

i PERMANENT POOL DETENTION PONDS RECEIVED
DESIGN OF POND u
SAP 1�` 1� 20 07
Harbor Center
10 Yr, 24 Hr Storm
DETENTION POND
DWQ-WAR®
Hyman & Robey, PC
150-A Hwy 158 East
Camden, NC 27921
(252)-335-1888
08/23/07
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
% IMPRV
3.0 FT
3.5 FT
4.0 FT
4.5 FT
5.0 FT
5.5 FT
6.0 FT
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
90%D
10.7
9.0
7.9
7.2
6.5
5.9
5.2
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
WATERSHED AREA: 0.86 ACRES
WATERSHED % IMPERVIOUS: 77 %
6.5 FT
0.3
1.0
1.3
1.8
2.3
2.9
3.4
4.0
4.6
5.1
Page 1
7.0 FT
0.2
0.9
I.
1.4
1.9
2.4
2.9
3.4
3.9
4.3
PERMANENT POOL ELEVATION: 5 FT
DESIGN PERMANENT POOL DEPTH: 4 FT
SAMA PERCENTAGE FACTOR: 7 % (MOM ABOVE TABLE - TAKEN MOM DESIGN OFSTORM WATER
POND SURFACE AREA REQ-D:
FOREBAY AREA:
AT WIDTH = 0.33 LENGTH,
WIDTH =
LENGTH =
Use these dimensions:
VOLUME OF 1 " RAINFALL
AREA OF ROOFS:
AREA OF PARKING/CONCRETE:
AREA OF GREEN AREAS:
CONTROL FACILITIES WORKSHOP MANUAL - PENC 1988)
2622 SF
787 SF
29.5652 LF (BASED UPON MINIMUM SURFACE AREA)
88.6957 LF
WIDTH 29.51 LF
LENGTH 105 LF
Normal Pool Elevation
0.22 AC
0.42 AC
0.22 AC
5
2406.69 CF VOL (CF)=[(ROOF•1.0)a(PARKING•.95)F(GRASS•0.2)1*43,560/12
STORAGE DEPTH FOR MINIMUM AREA = 0.78 FT
ELEVATION OF I"RAINFALL = 5.78
t SEAL =
18550
'••.FNQINe'Z5
SPAN C.
'1011111111[tO�\\

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.01393 CFS
Q(5 DAYS) = 0.00557 CFS
I " RUNOFF STAGE 0.78 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFF OUTLET DEVICE: 0.77182 INCH DIA HOLE
DIAMETER OF HOLE TO USE: 0.875 INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 2.22307 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 5 cfs
Tc = Time of Concentration =
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
A=[Q/(Cd*SQRT(2gh))] * 144
Rad: SQRT(A/PI)
Dia. =2*Rad.
10 min
Lag Time (L) = (I^0.8*(S+1)^0.7)/(1900*Y^0.5) for Lin Hrs
where: 1 = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in %
S = (I000/CN)-10 = 1.76471
L= 0.07965 hrs
From SCS NEH 4, page 16-7 Eqn. 16.7
Tp=D/2+L
where: D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4, page 16-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D = 0.02217 hrs
Tp = 0.09073 hrs = 5.44397 min
Volume under Hydrograph = 1.39 * Qp * Tp = 2270.13 Cubic Feet
275
1.76471
= 85
1.45
FAA C. 80e"ir

Inflow Hydrograph
SCS Dimensionless Hydrograph
Time
Discharge Time Discharge
Volume
Ratio
Ratio hr cfs
---- ----------
cf
--------- ------
0.00
-------
0.00 0.00
0
-------
0.10
0.03 0.01
0
5
0.20
0.10 0.02
1
16
0.30
0.19 0.03
1
31
0.40
0.31 0.04
2
51
0.50
0.47 0.05
2
77
0.60
0.66 0.05
3
108
0.70
0.82 0.06
4
134
0.80
0.93 0.07
5
152
0.90
0.99 0.08
5
162
1.00
1.00 0.09
5
163
1.10
0.99 0.10
5
162
1.20
0.93 0.11
5
152
1.30
0.86 0.12
4
140
1.40
0.78 0.13
4
127
1.50
0.68 0.14
3
111
1.60
0.56 0.15
3
91
1.70
0.46 0.15
2
75
1.80
0.39 0.16
2
64
1.90
0.33 0.17
2
54
2.00
0.28 0.18
1
46
2.20
0.21 0.20
1
68
2.40
0.15 0.22
1
48
2.60
0.11 0.24
1
35
2.80
0.08 0.25
0
25
3.00
0.06 0.27
0
18
3.20
0.04 0.29
0
13
3.40
0.03 0.31
0
9
3.60
0.02 0.33
0
7
3.80
0.02 0.34
0
5
4.00
0.01 0.36
0
4
4.50
0.01 0.41
0
4
5.00
0.00 0.45
0
0
Volume under hydrograph =
2156 cf
Based upon runoff volume = 2270.13 cf
Depth req'd for minimum area =
0.7

STAGE STORAGE FUNCTION OF POND
Page 4
(FOR RECTANGULER DETENTION POND ONLY)
Pond Side Slope (M) _
Minimum surface area taken at normal
water level
BASIN AREA INCR ACCUM
VOLUME VOLUME
STAGE In
s
In Z
Z est Elevation
S
Z
sf cf cf
ft
3099 0 0
0 Surface
area
at normal
pool
5
3511 1652 1652
0.5
7.41
-0.69
0.50
5.5
3942 1863 3516
1
8.16
0.00
0.97
6
4390 2083 5599
1.5
8.63
0.41
1.45
6.5
4857 2312 7910
2
8.98
0.69
1.96
7
5341 2549 10460
2.5
9.26
0.92
2.50
7.5
5844 2796 13256
3
9.49
1.10
3.07
8
6364 3052 16308
3.5
9.70
1.25
3.68
8.5
6903 3317 19625
4
9.88
1.39
4.32
9
7459 3591 23215
4.5
10.05
1.50
4.99
9.5
8034 3873 27089
5
10.21
1.61
5.71
10
Regression Output:
Constant
9.34346
Ks = S/ZAb
= 3639.425
Std Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY WEIR)
RISER
Dr =
24
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (ft) 5.73
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
HIn =
5
Number of Holes
Hld =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
5.00
Elev Invert Barrel (ft) Barrel] Adjustment Factor
Cdb =
0.60
Barrel orifice coeff
3
yi t6E 50
ri1 1AL B
sFq�IC n flpe

Elevation
EMERGENCY WEIR
Cw
Ecr
Lw
Riser
Hole
(1)
Riser
Hole
(2)
3 Weir coeff
5.83 Elev weir coeff (ft)
I Weir Length (ft)
Riser
Hole Riser
(3) (weir)
5.00
0.0
0.0
0.0
0.0
5.00
0.0
0.0
0.0
0.0
5.00
0.0
0.0
0.0
0.0
5.01
0.0
0.0
0.0
0.0
5.03
0.0
0.0
0.0
0.0
5.05
0.0
0.0
0.0
0.0
5.07
0.0
0.0
0.0
0.0
5.11
0.0
0.0
0.0
0.0
5.15
0.0
0.0
0.0
0.0
5.20
0.0
0.0
0.0
0.0
5.25
0.0
0.0
0.0
0.0
5.30
0.0
0.0
0.0
0.0
5.34
0.0
0.0
0.0
0.0
5.39
0.0
0.0
0.0
0.0
5.42
0.0
0.0
0.0
0.0
5.46
0.0
0.0
0.0
0.0
5.49
0.0
0.0
0.0
0.0
5.51
0.0
0.0
0.0
0.0
5.53
0.0
0.0
0.0
0.0
5.55
0.0
0.0
0.0
0.0
5.56
0.0
0.0
0.0
0.0
5.59
0.0
0.0
0.0
0.0
5.60
0.0
0.0
0.0
0.0
5.62
0.0
0.0
0.0
0.0
5.62
0.0
0.0
0.0
0.0
5.63
0.0
0.0
0.0
0.0
5.64
0.0
0.0
0.0
0.0
5.64
0.0
0.0
0.0
0.0
5.64
0.0
0.0
0.0
0.0
5.64
0.0
0.0
0.0
0.0
5.64
0.0
0.0
0.0
0.0
5.65
0.0
0.0
0.0
0.0
5.65
0.0
0.0
0.0
0.0
Riser
Barrel
Principal
Emergcy
(orifice)
Spillway
Weir
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.00
0.0
0.0
0.1
0.00
0.0
0.0
0.1
0.00
0.0
0.0
0.2
0.00
0.0
0.0
0.3
. 0.00
0.0
0.0
0.4
0.00
0.0
0.0
0.5
0.00
0.0
0.0
0.7
0.00
0.0
0.0
0.8
0.00
0.0
0.0
0.9
0.00
0.0
0.0
1.0
0.00
0.0
0.0
1.1
0.00
0.0
0.0
1.2
0.00
0.0
0.0
1.3
0.00
0.0
0.0
1.4
0.00
0.0
0.0
1.4
0.00
0.0
0.0
1.5
0.00
0.0
0.0
1.6
0.00
0.0
0.0
1.6
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
0.0
1.7
0.00
0.0
Page 5
v' SEAL
1V 1aho0
F'\'QINEE?r'
/�FqN C Ros,�, po`

Page 6
ROUTING OF
INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emerg
Time Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
5.00
0.00
0.00
0.00
0.00
0.00
0.00
0.009
0
0
5.00
0.00
0.00
0.00
0.00
0.00
0.00
0.018
I
4.89957
5.00
0.00
0.00
0.00
0.00
0.00
0.00
0.027
1
21.2315
5.01
0.00
0.00
0.00
0.00
0.00
0.00
0.036
2
52,2621
5.03
0.00
0.00
0.00
0.00
0.01
0.00
0.045
2
102.891
5.05
0.00
0.00
0.00
0.00
0.03
0.00
0.054
3
179.651
5.07
0.00
0.00
0.00
0.00
0.07
0.00
0.064
4
287.441
5.11
0.00
0.00
0.00
0.00
0.12
0.00
0.073
5
421.363
5.15
0.00
0.00
0.00
0.00
0.20
0.00
0.082
5
573.25
5.20
0.00
0.00
0.00
0.00
0.30
0.00
0.091
5
734.936
5.25
0.00
0.00
0.00
0.00
0.42
0.00
0.100
5
898.255
5.30
0.00
0.00
0.00
0.00
0.54
0.00
0.109
5
1059.94
5.34
0.00
0.00
0.00
0.00
0.67
0.00
0.118
4
1211.83
5.39
0.00
0.00
0.00
0.00
0.80
0.06
0.127
4
1352.28
5.42
0.00
0.00
0.00
0.00
0.92
0.00
0.136
3
1479.67
5.46
0.00
0.00
0.00
0.00
1.04
0.00
0.145
3
1590.73
5.49
0.00
0.00
0.00
0.00
1.14
0.00
0.154
2
1682.19
5.51
0.00
0.00
0.00
0.00
1.23
0.00
0.163
2
1757.31
5.53
0.00
0.00
0.00
0.00
1.30
0.00
0.172
2
1821.01
5.55
0.00
0.00
0.00
0.00
1.36
0.00
0.181
1
1874.9
5.56
0.00
0.00
0.00
0.00
1.41
0.00
0.200
1
1966.36
5.59
0.00
0.00
0.00
0.00
1.50
0.00
0.218
1
2033.98
5.60
0.00
0.00
0.00
0.00
1.57
0.00
0.236
1
2081.99
5.62
0.00
0.00
0.00
0.00
1.62
0.00
0.254
0
2116.94
5.62
0.00
0.00
0.00
0.00
1.65
0.00
0.272
0
2142.09
5.63
0.00
0.00
0.00
0.00
1.68
0.00
0.290
0
2160.06
5.64
0.00
0.00
0.00
0.00
1.70
0.00
0.308
0
2173.12
5.64
0.00
0.00
0.00
0.00
1.71
0.00
0.327
0
2182.6
5.64
0.00
0.00
0.00
0.00
1.72
0.00
0.345
0
2189.45
5.64
0.00
0.00
0.00
0.00
1.73
0.00
0.363
0
2194.35
5.64
0.00
0.00
0.00
0.00
1.73
0.00
0.408
0
2203.34
5.65
0.00
0.00
0.00
0.00
1.74
0.00
0.454
0
2207.42
5.65
0.00
0.00
0.00
0.00
1.75
0.00
5.64793 = maximum stage elevation
0 = maximum discharge
9EAL
1811,4
s '.:......`.:.`
,�AN C. litos'�.,

Harbor Center
Pasquotank County
10 yr STORM
—s—INFLOW (cfs)
3 t �R { , pv+ .—OUTFLOW (cfs)
r g
,' E-1.5
h
2 6 !4 r�(� p}sf. yn^l�q;.fs ilk �pipA .(j N�O�,a��
1 •0.�TM J�N I kllitN b(�S i Q 6
F.
�..g.�p.004.4ilW0:0
0.000 0.100 0.200 0.300 0.400 0.500
Time (hrs)
1 8:: J0
?v �rtrE... `
SFq� IIc.I lVkO `\`,•

POND VOLUME CALCULATIONS
FOR
S:Wyman & Pobey'051050962 - Earth Shakers, LLCIExce11050962 POND VOLUME CALCULATIONS (1 POND).xls
POND CALCULATIONS
AREA
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
ELEVATIONS
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1' STORAGE
Fz
c �
2,237.00
862.00
566.00
159.00
116.00
2.00
3,903.00
5.00
1.00
3.33
5.83
VOLUME CALCULATIONS
IF
MAIN BASIN VOLUME
3,185.13
FOREBAY VOLUME
895.10
PERMANENT POOL VOLUME 4,080.23
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME 21.94%
TEMP. STORAGE VOLUME (1- RUNOFF) 2,905.83
TEMPORARY STORAGE OFFSET
SLOPE (EX: IF 3:1 ENTER 3) 3.00
OFFSET FROM PP 2.49
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDMENT SHALL BE REMOVED
FOREBAY
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDMENT SHALL BE REMOVED
7/18/2007 4:47 PM
[ ( 18550
�F4NII I
C.Ro%
2.00
3.00
2.75
2.25
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