20101015 Ver 1_Stormwater Info_20101206

•
SIEMENS GAS TURBINE
MANUFACTURING FACILITY
HYDRAULIC AND HYDROLOGIC CALCULATIONS
PRELIMINARY CALCULATIONS
Little Diversified Architectural Consulting
5815 Westpark Drive
Charlotte, NC 28217
PROJECT NO. 101-7410-00
(RI Tt
November 24, 2010 " F
ti 0011
DEL G 6 2010
DENR-Y?R gUALITY
WETLANDS AND STOR1„p,ATER BRANCH
11
Hydrologic Evaluation
Siemens GT Plant
OBJECTIVE:
Design a detention system to mitigate increased impervious on the Siemens Property
on Westinghouse Blvd. Two wet ponds will be designed to maintain pre-developed
flow for the 2-year 6-hour storm, 10-year 6-hour, and 25-year 6-hour storm events.
The systems will also have a 50-year 6-hour storm overflow and maintain at
minimum 1-ft of freeboard, and control the 1-in, 6-hr storm.
DESIGN CONSIDERATIONS:
The pre-developed condition of the site has a number of very large trees, grassed area
and impervious area. The required water quality and water quantity control system is
being designed to meet City of Charlotte regulations.
REFERENCES:
1. Charlotte Mecklenburg Stormwater Design Manual, 1993.
2. North Carolina Department of Environment and Natural Resources Erosion and
Sediment Control Planning and Design Manual, 2006.
3. "Pre-Developed Drainage Map" by Little.
4. "Proposed Grading and Storm Drainage Plan," by Little.
5. HydroCAD, v8.5.
6. Web Soil Survey-Mecklenburg County GeoPortal, 2010
TERMS:
PX = x-year 24-hour rainfall, (in)
CN = SCS curve number
A = drainage area, (acres)
n = manning's coefficient
S = slope, (ft/ft)
v = velocity, (ft/s)
cfs = cubic feet per second
h = maximum head above the riser, (ft)
Q = hydraulic flow rate (cfs)
Cd = coefficient of contraction for the orifice
La = length of rip rap apron, (ft)
do = diameter of outlet pipe, (ft)
dso = mean diameter of stone for outlet protection, (ft)
d.. = maximum stone diameter, (ft)
WQ, = water quality volume, (ft)
CP„ = cannel protection volume, (ft)
W = width of rip rap apron (ft)
Project Number: 101.7410.00
Calctilations By: C. Roberts
Checked BV: 1' a g e 1 of 1 t
• Eydrologic Evaluation
Siemens GT Plant
GIVEN/REQUIREMENTS:
Maintain pre-developed runoff rates for 2-yr 6-hr storm [Ref 1 ]
Maintain pre-developed runoff rates for 10-yr 6-hr storm [Ref: 1]
Maintain pre-developed runoff rates for 25-yr 6-hr storm [Ref: 1]
P2 = 3.12 inches [Ref 1]
Soil Hydrologic Group = C [Ref: 61
1. PRE-DEVELOPED FLOW CALCULATIONS:
Calculate composite Curve Number and Time of Concentration for pre-developed
conditions
1. Pond A Pre Developed Area
a. Pond A Pre Developed Area = 23.62 acres
11
r?
U
b. Composite curve number for Pond A Pre Developed Area
Soil Type
Ref: 6 Land Cover Area (acres)
Ref: 2 CN
C Impervious 5.55 98
C Grassed 10.01 79
C Wooded 8.06 73
Pre-developed weighted CN = 81
c. Determine total pre-developed time of concentration
t? = 18.1 min :: See HyrdoCAD output
2. Pond B Pre Developed Area
a. Pond B Pre Developed Area = 12.10 acres
b. Composite curve number for Pond B Pre Developed Area
Soil Type
Ref: 6 Land Cover Area (acres)
Ref 2] CN
C Im ervious 3.65 98
C Grassed 5.23 79
C Wooded 3.22 73
rre-developed weighted CN = 83
c. Determine total pre-developed time of concentration
tc = 21.2 min :: See HydroCAD output
Project Nuunber: 1,01.7410.00
Calculations By: C. Roberts
Checked By:
[Ref 3]
[Ref: 3,5]
[Ref: 3,5]
[Ref. 3]
[Ref: 3,5]
[Ref 3,5]
Page 12of'll

•
E
llydrologic Evaluation
Siemens G,r Plant
II. PRE-DEVELOPED HYDROLOGIC CONDITIONS:
1. Pond A Pre Developed Area -
Storm Event Peak Outflow
cfs
2- 27.45
10- 62.95
25- 80.31
2. Pond B Pre Developed Area -
Storm Event Peak Outflow
cfs
2- 14.59
10- 32.18
25- 40.61
Prgject Number: 1.01.7410.00
Calculations By: C. Roberts
Checked By:
[Ref 5]
[Ref: 5]
Page 13ot'11

Hydrologic Evaluation
Siemens GT Plant
III. POST-DEVELOPED FLOW CALCULATIONS:
1. Pond A Post Developed Area
a. Pond A Post Developed Area = 23.61 acres
b. Composite curve number for Pond A Post Developed Area
[Ref: 3]
Soil Type
[Ref 6] Land Cover Area (acres)
[Ref: 2] CN
C Grassed 5.19 79
C Impervious 18.42 98
•
•
Post-developed weighted CN = 94
c. Determine total post-developed time of concentration
tr = 5 min :: assumed
2. Pond B Post Developed Area
a. Pond B Post Developed Area = 12.11 acres
b. Composite curve number for Pond B Post Developed Area
Soil Type
Ref: 6 Land Cover Area (acres)
Ref: 2 CN
C Grassed 2.23 79
C Impervious 9.88 98
Post-developed weighted CN = 95
c. Determine total post-developed time of concentration
tc = 5.0 min:: assumed
Project Number: 101.741.0.00
Calculations By: C. Roberts
Checked By:
[Ref: 3,5]
[Ref: 3]
[Ref: 3]
[Ref: 3,5]
[Ref: 3]
Page 14ofl]

flydrologic Evaluation
Siemens GT Plant
IV. POST-DEVELOPED HYDROLOGIC CONDITIONS:
1. Pond A Post Developed Area -
Storm Event Peak Outflow
cfs
2- 86.74
10- 136.63
25- 160.79
•
is
2. Pond B Post Developed Area -
Storm Event Peak Outflow
(cfs
2- 46.29
10- 71.48
25- 83.76
Prgject Number: 101.7410.00
Calculations By: C. Roberts
liecked By:
[Ref: 5]
[Ref: 5]
Page jaof'll
Hydrologic Evaluation
Siemens G'I' Plant
V. WET POND DESIGN:
3. Determine pond outlet structure sizes based on peak flow requirements.
A. Pond A Wet Pond
a. Compute WQv
- 18.42ac = 0.78
a 23.61ac
R, = 0.05 + 0.9 * Ia = 0.05 + 0.9(0.78) = 0.752
1.OR„ A _ (1.0)(0.752)(23.61ac) 3
W Qv _ 12 12 = 1.48ac - ft = 24,469 f t
WQ„ = 1.0 * R„ = 1.0(0.752) = 0.752 in
b. Compute Modified CN
1,000
CN,n = 10 + 5P + 10WQ, - 10(WQ2 + 1.25WQ„ P)1/2
1,000
CNm = 10 + 5(1.0) + 10(0.752) -10[(0.752)2 + 1.25(0.752)(1.0)]1/2'= 97.56
c. Compute WQ, Release Rate
WQ„ * 43,560 _ (1.48ac - ft)(43,560) _
Release Rate = 99 hrs * 3,600sec/hr (99hrs)(3,600sec/hr) 0.18cfs
d. Compute Pretreatment Volume
(imp area) (0.2) (18.42ac)(0.2)
Volume - 12 = 12 = 0.307ac - ft = 13,373ft3
e. Compute PP,
WQ„_1.48ac-ft
PP„ _ 0.3 0.3 = 4.93ac - ft = 214,751 f t3
PP„ (required) = 215,751 f t3 - 13,373 f t3 = 202,378 f t3
f. Compute WQ extended Detention Volume
Project Number: 1.01.7410.00
Calculations By: C. Roberts
Checked By: P a 9 e 16 of 11

Hydrologic Evaluation
Siemens G"r Plant
Extended Detention Volume is greater of CP„ and PP,,. CP,, not required
because of I-1 zoning.
Ext. Det. Volume = PP„ = 214,751 f t3
Provided = 226,654ft3 (See below)
g. Compute Total Volume of Pond
•
Elevation [Ref: 2] Area [Ref: 2] Height Inc. Volume Cumulative
Volume
581.75 22,985 0.25 0 0
582 23,784 1 5,846 5,846
583 25,118 1 24,451 30,297
584 26,504 1 25,811 56,108
585 27,942 1 27,223 83,331
586 29,431 1 28,687 112,018
587 30,973 1 309202 142,220
588 32,566 1 31,770 173,989
589 35,620 1 34,093 208,082
589.50 38,668 0.50 18,572 226,654 P,
590 43,583 0.50 20,563 247,217
591 48,400 1 45,992 293,208
592 662553 1 579477 350,685
593 75,850 1 71,202 421,886
h. Flow Information
[Ref: 5]
Storm Event Peak Inflow
(cfs) Peak Outflow
(cfs) Peak Elev.
(ft) Storage
(cu. ft.
1-in, 6-hr 39.91 0.17 590.92 62,586
2- , 6-hr 86.74 17.45 591.40 87,532
10- , 6-hr 136.63 61.15 592.08 129,430
25- , 6-hr 160.79 81.59 592.34 146,897
50- , 6-hr 179.09 99.12 592.50 158,523
L Outlet Summary
[Ref: 4,5]
Outlet Type Invert
Elevation Size
1-in, 6-hr Circular Orifice 589.50' 0 2.4"
2- , 6-hr Rectangular Orifice 590.92' 8.0'x 1.0'
10- , 6-hr Rectangular Orifice 590.92' 8.0'x 1.0'
25- , 6-hr Broad-Crested Weir 592.10' 30' L
50- , 6-hr Broad-Crested Weir 592.10' 30'L
}'reject Number: 1.0 1.741 0.00
Calculations By: C. Roberts
Checked By: Pate 17 of l l
Hydrologic Evaluation
Siemens GI' Plant
B. Pond B Wet Pond Design
a. Compute WQv
I _ 9.88ac = 0.816
a 12.11ac
R„=0.05+0.9*IQ=0.05+0.9(0.816)=0.78
_ 1.OR„A _ (1.0)(0.78)(12.11ac) -
W Qv 12 - 0.79ac - ft = 34,482 f t3
12
WQ, = 1.0 * R„ = 1.0(0.78) = 0.78 in
b. Compute Modified CN
1,000
CNm = 10 + 5P + 10WQ„ -10(WQ,2, + 1.25WQ„ P)1/2
1,000
Um = 10 + 5(1.0) + 10(0.78) - 10[(0.78)2 + 1.25(0.78)(1.0)]1/2 - 97.88
10 c. Compute WQv Release Rate
WQ, * 43,560 _ (0.79ac - ft)(43,560) _
Release Rate = 99 hrs * 3,600sec/hr (99hrs)(3,600sec/hr) - 0.01cfs
d. Compute Pretreatment Volume
(imp area) (0.2) (9.88ac)(0.2)
Volume = 12 = 12 = 0.165ac - ft = 7,173ft3
e. Compute PP,
WQ, _ 0.79ac - ft
PP„ _ 0.3 0.3 = 2.63ac - ft = 114,708ft3
PP„ (required) = 114,708ft3 - 7,173ft3 = 107,535ft3
Project Number: 1.01.7410.00
Calculations By: C. Roberts
Checked By: Pace 1 8 of'11
•
Flydrologic Evaluation
Siemens GT Plant
L Compute WQ extended Detention Volume
Extended Detention Volume is greater of CP„ and PP,,. CP,, not required
because of I-1 zoning.
Ext. Det. Volume = PP, = 114,708 f t3
Provided = 116,529 f t3 (See below)
g. Compute Total Volume of Pond

Elevation [Ref: 2] Area [Ref: 2] Height Inc. Volume Cumulative
Volume
597 20,798 1
598 22,014 1 21,406 21,406
599 23,255 1 22,634 44,040
600 24,521 1 23,888 67,928
601 25,812 1 251166 93,094
602 27,128 1 26,470 119,564
603 34,303 1 30,716 150,280
603.50 30,695 0.50 16,250 166,529 PPS
604 36,582 0.50 18,819 183,349
605 41,339 1 38,961 222,309
606 43,859 1 42,599 264,908
607 44,774 1 44,316 309,224
h. Flow Information
[Ref: 5]
Storm Event Peak Inflow
cfs Peak Outflow
cfs Peak Elev.
ft Storage
cu. ft.
1-in, 6-hr 21.01 0.10 604.44 33,249
2- , 6-hr 46.29 8.13 604.84 49,076
10- , 6-hr 71.48 30.09 605.39 72,296
25- , 6-hr 83.76 41.26 605.61 81,341
50- , 6-hr 93.05 51.98 605.74 87,085
L Outlet Summary
[Ref: 4,5]
Outlet Type Invert
Elevation Size
1-in, 6-hr Circular Orifice 603.50' 0 2.0"
2- , 6-hr Rectangular Orifice 604.44' 5.0'x 1.0'
10- , 6-hr Rectangular Orifice 604.44' 5.0'x 1.0'
25- , 6-hr Broad-Crested Weir 605.50' 30' L
50- , 6-hr Broad-Crested Weir 605.50' 30'L
Project Number: 1.01.7410.00
Calculations By: C. Roberts
Checked By: P a g e 19 of i J
•
•
1-Iydrologic Evaluation
Siemens G'I' Plant
VI. POST DEVELOPED SITE WITH POND HYDROLOGIC CONDITIONS
1. Pond A Post Developed Pond Area
'ond Area) -
[Ref: 4]
Compare to Pond A Pre Developed
Storm Event Peak Outflow
cfs
2- 17.45
10- 61.15
25- 81.59
2. Pond B Post Developed Pond Area
Compare to Pond B Pre Developed
Storm Event Peak Outflow
cfs
2- 8.13
10- 30.09
25- 41.26
'ond Area) -
Project Number: 1.01.741.0.00
Calculations By: C. Robeas
Checked By:
[Ref: 4]
Page 10of'lI
Hydrologic Evaluation
Siemens GT Plant
VII. SUMMARY

Subbasin Pre-Developed Peak Flow
(cfs) Post-Developed Peak Flow Routed Post-Developed Peak
(cfs) Flow (cfs)
2-yr 10-yr 25-yr 2-yr 10-yr 25-yr 2-yr 10-yr 25-yr
1 86.74 136.63 160.79 86.74 136.63 160.79 17.45 61.15 81.59
2 46.29 71.48 83.76 46.29 71.48 83.76 8.13 30.09 41.26
Total 133.03 208.11 244.55 133.03 208.11 244.55 25.58 91.24 122.85
P__?
Project Number: 101.741.0.00
Calculations By: C. Roberts
Checked Fay: P a e 11 o#' 11
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1 S: Pond A Pre Dev
Runoff = 27.45 cfs @ 3.34 hrs, Volume= 1.594 af, Depth= 0.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Area (ac) CN Description
10.010 79.00 50-75% Grass cover, Fair, HSG C
5.550 98.00 Paved parking & roofs
8.060 73.00 Woods, Fair, HSG C
23.620 81.42 Weighted Average
18.070 Pervious Area
5.550 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.3 100 0.0300 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.12"
0.7 117 0.0340 2.97 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2 95 0.0100 6.44 11.38 Circular Channel (pipe),

4.7 755
0.0278 2.68 Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.012
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2 145 0.0350 10.43 156.47 Channel Flow,
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean $ straight
18.1 1,212 Total
•
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Subcatchment 1 S: Pond A Pre Dev
Hydrograph
u
3
0
LL
LI
10 20 30 40 50 60 70 an 9n ion 11n 12n 13n tan 1sin 1Rn 17
Time (hours)
- Runoff
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 10 yr 10 yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1 S: Pond A Pre Dev
Runoff = 62.95 cfs @ 3.32 hrs, Volume= 3.780 af, Depth= 1.92"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
Area (ac) CN Description
10.010 79.00 50-75% Grass cover, Fair, HSG C
5.550 98.00 Paved parking & roofs
8.060 73.00 Woods, Fair, HSG C
23.620 81.42 Weighted Average
18.070 Pervious Area
5.550 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.3 100 0.0300 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.12"
0.7 117 0.0340 2.97 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2 95 0.0100 6.44 11.38 Circular Channel (pipe),

4.7 755
0.0278 2.68 Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.012
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2 145 0.0350 10.43 156.47 Channel Flow,
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
18.1 1,212 Total
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 10 yr 10-yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Subcatchment 1S: Pond A Pre Dev
Hydrograph
v
3
0
LL
i.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 17
Time (hours)
- Runoff
0
2010-11-15 Hydrologic Analysis Charloffe 6-hr 25 yr 25-yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1S: Pond A Pre Dev
Runoff = 80.31 cfs @ 3.32 hrs, Volume= 4.882 af, Depth= 2.48"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Area (ac) CN Description
10.010 79.00 50-75% Grass cover, Fair, HSG C
5.550 98.00 Paved parking 8 roofs
8.060 73.00 Woods, Fair, HSG C
23.620 81.42 Weighted Average
18.070 Pervious Area
5.550 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.3 100 0.0300 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.12"
0.7 117 0.0340 2.97 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2 95 0.0100 6.44 11.38 Circular Channel (pipe),
•
4.7 755
0.0278 2.68 Diam= 18.0" Area= 1.8 sf Perim= 4.7' r- 0.38' n= 0.012
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2 145 0.0350 10.43 156.47 Channel Flow,
Area= 15.0 sf Perim= 20.0' r- 0.75'
n= 0.022 Earth clean & straight
18.1 1,212 Total

2010-11-15 Hydrologic Analysis Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HydroCAD Software Solutions LLC Page 2
Subcatchment 1S: Pond A Pre Dev
Hydrograph
3
0
LL
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
• Time (hours)
- Runoff
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: Pond B Pre Dev
•
Runoff = 14.59 cfs @ 3.37 hrs, Volume= 0.908 af, Depth= 0.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Area (ac) CN Description
5.230 79.00 50-75% Grass cover, Fair, HSG C
3.650 98.00 Paved parking & roofs
3.220 73.00 Woods, Fair, HSG C
12.100 83.13 Weighted Average
8.450 Pervious Area
3.650 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft ) (ft/sec) (cfs)
16.2 100 0.0150 0.10 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.12"
1.2 225 0.0400 3.22 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 270 0.0560 1.18 Shallow Concentrated Flow,
Woodland Kv= 5.0 fos
21.2 595 Total
Subcatchment 2S: Pond B Pre Dev
Hydrograph
3
0
LL
1u Zu M 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
- Runoff
•
2010-11-15 Hydrologic Analysis Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: Pond B Pre Dev
Runoff = 32.18 cfs @ 3.37 hrs, Volume= 2.073 af, Depth= 2.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
Area (ac) CN Description
5.230 79.00 50-75% Grass cover, Fair, HSG C
3.650 98.00 Paved parking & roofs
3.220 73.00 Woods Fair HSG C
12.100 83.13 Weighted Average
8.450 Pervious Area
3.650 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.2 100 0.0150 0.10 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.12"
1.2 225 0.0400 3.22 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 270 0.0560 1.18 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
21
2 595 Total
.
Subcatchment 2S: Pond B Pre Dev
Hydrograph
3
0
M
32 .1 8 ds
32
3
Charlotte 6-hr 10-yr 10-yr
z6 . Rainfall=3.72"
z6
z4
Runoff Area=12.100 ac
22
Runoff Volume=2.073 of
z0
18
.
_ Runoff Depth=2.06"
16 Flow Length=595'
14
12
Tc=21-.2 min
107 CN=83.13
8
4 -
2
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 1so 17
Time (hours)
-Runoff
0
. 2010-11-15 Hydrologic Analysis Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: Pond B Pre Dev
•
Runoff = 40.61 cfs @ 3.37 hrs, Volume= 2.653 af, Depth= 2.63"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Area (ac) CN Description
5.230 79.00 50-75% Grass cover, Fair, HSG C
3.650 98.00 Paved parking & roofs
3.220 73.00 Woods Fair HSG C
12.100 83.13 Weighted Average
8.450 Pervious Area
3.650 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.2 100 0.0150 0.10 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.12"
1.2 225 0.0400 3.22 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 270 0.0560 1.18 Shallow Concentrated Flow,
Woodland Kv= 5.0 fos
21.2 595 Total
Subcatchment 2S: Pond B Pre Dev
Hydrograph
3
0
40.61 cfs
.0
16 _
-
Charlotte 6-hr 25-yr.25-yr.
Rainfall=4.38"
2
.o Runoff Area=12.100 ac
-
Runoff Volume=2.653 of `.
2 Runoff Depth=2.63"
Flow Length=595'
6 Tc=21.2 min
4
2 -
CN=83.13
6
4
2
0 10 20 30 40 50 60 70 80 g0 100 110 1gn inn 14n 15n 1Fn 17
Time (hours)
- Runoff
•
2010-11-15 Hydrologic Analysis Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 39.91 cfs @ 3.15 hrs, Volume= 1.480 af, Depth= 0.75"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Area (ac) CN Description
0.000 94.00 Post-Developed CN
" 23.610 97.56 Post-Developed Modified CN
23.610 97.56 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pond A Post Dev
Hydrograph

3
0
U.
10 20 30 40 50 60 70 80 90 100 110 120 130 140 1sin 1fn 17
Time (hours)
- Runoff
/ 1
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 86.74 cfs @ 3.15 hrs, Volume= 3.266 af, Depth= 1.66"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Area (ac) CN Description
" 23.610 94.00 Post-Developed CN
0.000 97.56 Post-Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pond A Post Dev
Hydrograph
•
3
0
U.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 17
Time (hours)
- Runoff
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HydroCAD Software Solutions LLC Paste 1
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 136.63 cfs @ 3.15 hrs, Volume= 6.002 af, Depth= 3.05"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
Area (ac) CN Description
23.610 94.00 Post-Developed CN
0.000 97.56 Post-Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pond A Post Dev
Hydrograph
40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
•
2010-11-15 Hydrologic Analysis Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Paae 1
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 160.79 cfs @ 3.15 hrs, Volume= 7.275 af, Depth= 3.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Area (ac) CN Description
" 23.610 94.00 Post-Developed CN
0.000 97.56 Post-Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft ) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pond A Post Dev
Hydrograph
0 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 50-yr 50-yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 179.09 cfs @ 3.15 hrs, Volume= 8.321 af, Depth= 4.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 50-yr 50-yr Rainfall=4.92"
Area (ac) CN Description
23.610 94.00 Post-Developed CN
" 0.000 97.56 Post-Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pond A Post Dev
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Paae 1
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 21.01 cfs @ 3.15 hrs, Volume= 0.787 af, Depth= 0.78"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Area (ac) CN Description
* 0.000 95.00 Post Developed CN
* 12.110 97.88 Post Developed Modified CN
12.110 97.88 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
Hydrograph
•
3
0
U.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 V
- Runoff
Time (hours)
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2 yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HydroCAD Software Solutions LLC Paae 1
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 46.29 cfs @ 3.15 hrs, Volume= 1.767 af, Depth= 1.75"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Area (ac) CN Description
12.110 95.00 Post Developed CN
" 0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
Hydrograph
•
3
0
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 1i
Time (hours)
- Runoff
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 10 yr 10-yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Paae 1
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 71.48 cfs @ 3.15 hrs, Volume= 3.184 af, Depth= 3.16"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
Area (ac) CN Description
* 12.110 95.00 Post Developed CN
* 0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
Hydrograph
•
3
0
LL
30 40 50 60 70 80 90 100 110 120 130 140 150
Time (hours)
- Runoff
9
2010-11-15 Hydrologic Analysis Charlotte 6-hr 25 yr 25-yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 83.76 cfs @ 3.15 hrs, Volume= 3.841 af, Depth= 3.81
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Area (ac) CN Description
12.110 95.00 Post Developed CN
0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
Hydrograph
•
a
a
LL

a3 .7 6 cfs
6 Charlotte 6-hr 25-yr 25-yr
70
Rainfall-4.38"
6 Runoff Area=12.1'10 ac
55 - Runoff Volume=3.841 of
5°
Runoff Depth=3.81"
4 -
4 - Tc=5.0 min
35
3 -

- -
CN=95.00
2 -
20
15
1 --
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 17
- Runoff
Time (hours)
2010-11-15 Hydrologic Analysis Chadoffe 6-hr 50-yr 50-yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 93.05 cfs @ 3.15 hrs, Volume= 4.380 af, Depth= 4.34"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 50-yr 50-yr Rainfall=4.92"
Area (ac) CN Description
12.110 95.00 Post Developed CN
0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
LJ
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 ©2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth= 0.75" for 1-in event
Inflow = 39.91 cfs @ 3.15 hrs, Volume= 1.480 of
Outflow = 0.17 cfs @ 6.10 hrs, Volume= 1.377 af, Atten= 100%, Lag= 177.0 min
Primary = 0.17 cfs @ 6.10 hrs, Volume= 1.377 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 590.92'@6.10 hrs Surf.Area= 48,003 sf Storage= 62,586 cf
Plug-Flow detention time= 3,684.1 min calculated for 1.377 of (93% of inflow)
Center-of-Mass det. time= 3,675.1 min ( 3,880.0 - 204.9 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
. 593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S=0.00507' Cc= 0.900 n=0.013
#2 Device 1 589.50' 2W' Vert. Orifice/Grate C= 0.600
#3 Device 1 590.92' 8.00' W x 1.00'H Vert. Orifice/Grate X2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
rimary OutFlow Max=0.17 cfs @ 6.10 hrs HW=590.92' (Free Discharge)
Culvert (Passes 0.17 cfs of 161.99 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.17 cfs @ 5.53 fps)
?3=Oriflce/Grate ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=589.50' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
0
• 2010-11-15 Hydrologic Analysis Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydrOCAD Software Solutions LLC Pa4e 2
Pond 5P: Pond A
Hydrograph
39.91 ds - Inflow
4 - Outflow

38
6'10 ac
Inflow Area=23 - Primary
-Secondary
36 .
-- -
34
92.1.
Peak Elev=590
.
30 Stora
e=62,586 cf
28 g
26
24

0 2
18 - -

14
12
1
8

Q.t10 ds - -
0 10 20 70" 40 50 60 70 80 90 100 110 120 130 140 150 160 170
• Time (hours)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth = 1.66" for 2-yr event
Inflow = 86.74 cfs @ 3.15 hrs, Volume= 3.266 of
Outflow = 17.45 cfs @ 3.42 hrs, Volume= 3.159 af, Atten= 80%, Lag= 16.2 min
Primary = 17.45 cfs @ 3.42 hrs, Volume= 3.159 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 591.40'@ 3.42 hrs Surf.Area= 55,715 sf Storage= 87,532 cf
Plug-Flow detention time= 1,690.1 min calculated for 3.158 of (97% of inflow)
Center-of-Mass det. time= 1,685.9 min ( 1,892.0 - 206.1 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S= 0.0050'/' Cc= 0.900 n=0.013
#2 Device 1 589.50' 2.4" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.92' 8.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=17.44 cfs @ 3.42 hrs HW=591.40' (Free Discharge)
t =Culvert (Passes 17.44 cfs of 167.39 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.20 cfs @ 6.47 fps)
3 Orifice/Grate (Orifice Controls 17.24 cfs @ 2.23 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=589.50' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
0
• 2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HvdroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
1
Pond 5P: Pond A
•
0
• 2010-11-15 Hydrologic Analysis Charlotte 6-hr 10-yr 10 yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 513: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth = 3.05" for 10-yr event
Inflow = 136.63 cfs @ 3.15 hrs, Volume= 6.002 of
Outflow = 61.15 cfs @ 3.29 hrs, Volume= 5.894 af, Atten= 55%, Lag= 8.8 min
Primary = 61.15 cfs @ 3.29 hrs, Volume= 5.894 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 592.08'@ 3.29 hrs Surf.Area= 67,303 sf Storage= 129,430 cf
Plug-Flow detention time= 921.2 min calculated for 5.894 of (98% of inflow)
Center-of-Mass det. time= 918.5 min ( 1,120.2 - 201.7 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S= 0.00507' Cc= 0.900 n= 0.013
#2 Device 1 589.50' 2.4" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.92' 8.00'W x 1.00' H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=61.14 cfs @ 3.29 hrs HW=592.08' (Free Discharge)
't--17-Culvert (Passes 61.14 cfs of 174.64 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.24 cfs @ 7.58 fps)
3 Orifice/Grate (Orifice Controls 60.90 cfs @ 3.81 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=589.50' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
• Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydrOCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 2

Pond 5P: Pond A
Hydrograph
13 663 cis - Inflow
Outflow

130
Inflow Area=23.610 ac - Primary
-Secondary
12
Peak EIev=692.08'
11
100.
Storage=129,430 cf
90

--
o
E 61
.15 do
60 - - -
50 - --
40
30 -
20
[00 cfs "
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

2010-11-15 Hydrologic Analysis Charlotte 6-hr 25 yr 25-yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth = 3.70" for 25-yr event
Inflow = 160.79 cfs @ 3.15 hrs, Volume= 7.275 of
Outflow = 81.59 cfs @ 3.27 hrs, Volume= 7.166 af, Atten= 49%, Lag= 7.6 min
Primary = 73.00 cfs @ 3.27 hrs, Volume= 7.047 of
Secondary = 8.59 cfs @ 3.27 hrs, Volume= 0.120 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 592.34' @ 3.27 hrs Surf.Area= 69,674 sf Storage= 146,897 cf
Plug-Flow detention time= 763.4 min calculated for 7.166 of (99% of inflow)
Center-of-Mass det. time= 761.1 min ( 961.7 - 200.7 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S=0.0050'/' Cc= 0.900 n=0.013
#2 Device 1 589.50' 2.4" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.92' 8.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=72.99 cfs @ 3.27 hrs HW=592.34' (Free Discharge)
t =Culvert (Passes 72.99 cfs of 177.29 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.25 cfs @ 7.96 fps)
3=Orifice/Grate (Orifice Controls 72.74 cfs @ 4.55 fps)
econdary OutFlow Max=8.58 cfs @ 3.27 hrs HW=592.34' (Free Discharge)
Broad-Crested Rectangular Weir (Weir Controls 8.58 cfs @ 1.21 fps)
C
2010-11-15 Hydrologic Analysis Charlotte 6-hr 25 yr 25 yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HydroCAD Software Solutions LLC Page 2
Pond 5P: Pond A
Hydrograph
1Rn
Pi
2010-11-15 Hydrologic Analysis Charlotte 6-hr 50-yr 50-yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth = 4.23" for 50-yr event
Inflow = 179.09 cfs @ 3.15 hrs, Volume= 8.321 of
Outflow = 99.12 cfs @ 3.26 hrs, Volume= 8.213 af, Atten= 45%, Lag= 6.7 min
Primary = 79.60 cfs @ 3.26 hrs, Volume= 7.880 of
Secondary = 19.52 cfs @ 3.26 hrs, Volume= 0.333 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 592.50' @ 3.26 hrs Surf.Area= 71,209 sf Storage= 158,523 cf
Plug-Flow detention time= 670.0 min calculated for 8.213 of (99% of inflow)
Center-of-Mass det. time= 667.9 min ( 867.9 - 200.0 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S=0.00507' Cc= 0.900 n=0.013
#2 Device 1 589.50' 2.4" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.92' 8.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
rimary OutFlow Max=79.59 cfs @ 3.26 hrs HW=592.50' (Free Discharge)
Culvert (Passes 79.59 cfs of 178.99 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.26 cfs @ 8.20 fps)
3=Orifice/Grate (Orifice Controls 79.34 cfs @ 4.96 fps)
econdary OutFlow Max=19.47 cfs @ 3.26 hrs HW=592.50' (Free Discharge)
Broad-Crested Rectangular Weir (Weir Controls 19.47 cfs @ 1.62 fps)
11
2010-11-15 Hydrologic Analysis Charlotte 6-hr 50 yr 50-yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HydroCAD Software Solutions LLC Page 2
Pond 513: Pond A
Hydrograph
1
1
3 1
0
U.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 0.78" for 1-in event
Inflow = 21.01 cfs @ 3.15 hrs, Volume= 0.787 of
Outflow = 0.10 cfs @ 6.10 hrs, Volume= 0.732 af, Atten= 100%, Lag= 176.9 min
Primary = 0.10 cfs @ 6.10 hrs, Volume= 0.732 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 604.44'@6.10 hrs Surf.Area= 38,659 sf Storage= 33,249 cf
Plug-Flow detention time= 3,533.8 min calculated for 0.732 of (93% of inflow)
Center-of-Mass det. time= 3,525.0 min ( 3,728.7 - 203.7 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00
607.00 43,859
44,774 42,599 98,379
44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.02707' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.44' 5.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.10 cfs @ 6.10 hrs HW=604.44' (Free Discharge)
L =Culvert (Passes 0.10 cfs of 82.93 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.10 cfs @ 4.45 fps)
3=Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=603.50' (Free Discharge)
Broad-Crested Rectangular Weir (Controls 0.00 cfs)
LJ
2010-11-15 Hydrologic Analysis Charlotte 6-hr 1-in 1-in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Pond 6P: Pond B
Hydrograph
23
21.01 cfs
- Inflow
21 - Outflow,
2
Inflow Area= 12.110 ac - Primary
-Secondary

;; Peak EIev=604.44'

16 Storage=33,249 cf
14
_
° 13
0 11
U. 10 ..
8 -
7 - -
6
5 _ --

3 --

O.QO t fl8` ':
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
0 Time (hours)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 1.75" for 2-yr event
Inflow = 46.29 cfs @ 3.15 hrs, Volume= 1.767 of
Outflow = 8.13 cfs @ 3.46 hrs, Volume= 1.708 af, Atten= 82%, Lag= 18.8 min
Primary = 8.13 cfs @ 3.46 hrs, Volume= 1.708 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 604.84' @ 3.46 hrs Surf.Area= 40,560 sf Storage= 49,076 cf
Plug-Flow detention time= 1,627.1 min calculated for 1.708 of (97% of inflow)
Center-of-Mass det. time= 1,622.3 min ( 1,826.7 - 204.4 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.02707' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.44' 5.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=8.13 cfs @ 3.46 hrs HW=604.84' (Free Discharge)
t =Culvert (Passes 8.13 cfs of 85.67 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.39 fps)
3 Orifice/Grate (Orifice Controls 8.01 cfs @ 2.02 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=603.50' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Pa4e 2
Pond 6P: Pond B
Hydrograph
46.29 cfs - Inflow
- Outflow

44

110 ac
Inflow Area= 12 - Primary

-secondary
2
4
42 _
.

38 Peak Elev=604.84'
z Storage=49
076 d
,
.? 3
2
,
,
.
0 2
24 ..
{L
22
20
18 .
1
14
&1 3 ?s
8
6
4
0.00 c fa
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
0 Time (hours)
•
2010-11-15 Hydrologic Analysis Charlotte 6-hr 10-yr 10-yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 3.16" for 10-yr event
Inflow = 71.48 cfs @ 3.15 hrs, Volume= 3.184 of
Outflow = 30.09 cfs @ 3.30 hrs, Volume= 3.125 af, Atten= 58%, Lag= 9.4 min
Primary = 30.09 cfs @ 3.30 hrs, Volume= 3.125 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 605.39' @ 3.30 hrs Surf.Area= 42,334 sf Storage= 72,296 cf
Plug-Flow detention time= 906.8 min calculated for 3.125 of (98% of inflow)
Center-of-Mass det. time= 904.4 min ( 1,104.7 - 200.3)
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.02707' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.44' 5.00' W x 1.00'H Vert. Orifice/Grate X2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
nmary OutFlow Max=30.08 cfs @ 3.30 hrs HW=605.39' (Free Discharge)
Culvert (Passes 30.08 cfs of 89.37 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.48 fps)
r3=Orifice/Grate (Orifice Controls 29.94 cfs @ 3.14 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=603.50' (Free Discharge)
Broad-Crested Rectangular Weir (Controls 0.00 cfs)
0
. 2010-11-15 Hydrologic Analysis Charlotte 6-hr 10 yr 10-yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Pond 613: Pond B
Hydrograph
•
2010-11-15 Hydrologic Analysis Charlotte 6-hr 25-yr 25-yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 02007 HvdroCAD Software Solutions LLC Page 1
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 3.81" for 25-yr event
Inflow = 83.76 cfs @ 3.15 hrs, Volume= 3.841 of
Outflow = 41.26 cfs @ 3.28 hrs, Volume= 3.782 af, Atten= 51 %, Lag= 7.9 min
Primary = 38.43 cfs @ 3.28 hrs, Volume= 3.753 of
Secondary = 2.84 cfs @ 3.28 hrs, Volume= 0.029 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 605.61' @ 3.28 hrs Surf.Area= 42,869 sf Storage= 81,341 cf
Plug-Flow detention time= 756.2 min calculated for 3.782 of (98% of inflow)
Center-of-Mass det. time= 753.8 min ( 953.0 - 199.3 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.0270'/' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.44' 5.00' W x 1.00'H Vert. Oriflce/Grate X 2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=38.42 cfs @ 3.28 hrs HW=605.61' (Free Discharge)
L =Culvert (Passes 38.42 cfs of 90.73 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.85 fps)
3-Orifice/Grate (Orifice Controls 38.27 cfs @ 3.83 fps)
econdary OutFlow Max=2.81 cfs @ 3.28 hrs HW=605.61' (Free Discharge)
Broad-Crested Rectangular Weir (Weir Controls 2.81 cfs @ 0.88 fps)
•
2010-11-15 Hydrologic Analysis Charlotte 6-hr 25 yr 25 yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Pond 6P: Pond B
Hydrograph
L::InflEaw
w
ryondary
3
of
a
1
F-j
L'
2010-11-15 Hydrologic Analysis Charlotte 6-hr 50-yr 50-yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Paae 1
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 4.34" for 50-yr event
Inflow = 93.05 cfs @ 3.15 hrs, Volume= 4.380 of
Outflow = 51.98 cfs @ 3.26 hrs, Volume= 4.321 af, Atten= 44%, Lag= 6.6 min
Primary = 42.47 cfs @ 3.26 hrs, Volume= 4.187 of
Secondary = 9.50 cfs @ 3.26 hrs, Volume= 0.134 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 605.74' @ 3.26 hrs Surf.Area= 43,205 sf Storage= 87,085 cf
Plug-Flow detention time= 665.5 min calculated for 4.321 of (99% of inflow)
Center-of-Mass det. time= 663.8 min ( 862.4 - 198.6 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.02707' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.44' 5.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=42.47 cfs @ 3.26 hrs HW=605.74' (Free Discharge)
t =Culvert (Passes 42.47 cfs of 91.58 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.15 cfs @ 7.07 fps)
3 Orifice/Grate (Orifice Controls 42.31 cfs @ 4.23 fps)
econdary OutFlow Max=9.48 cfs @ 3.26 hrs HW=605.74' (Free Discharge)
Broad-Crested Rectangular Weir (Weir Controls 9.48 cfs @ 1.32 fps)
0
2010-11-15 Hydrologic Analysis Charlotte 6-hr 50-yr 50-yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Pond 6P: Pond B
Hydrograph
1
93 .05 c(s - Inflow
- - - Outflow
8 _ Inflow Area=12
1'i 0 ac
Pn?ry
- Secondary
.
W 80
Peak Elev=605
74`
75 .
Storage=87,085 cf
65

u g
51.98 cfs
3
0
42.47 ds
40
35
30 - -
25
20 - - -
9 .50 cts
1
5 -
0 10 20 30 40 50 60 70 80 90 100 1
• Time (hours)
130 140 150 160 170
0