19970667 Ver 1_COMPLETE FILE_19980917

NORTH CAROLINA DIVISION OF WATER QUALITY
WATER QUALITY SECTION
STORMWATER AND GENERAL PERMITS UNIT
September 17, 1998
MEMORANDUM
TO: John Dorney
FROM: Antonio Evans
THROUGH: Bradley Bennett
Jeanette Powell
SUBJECT: Mooresville Gateway
Iredell County
DWQ#970667
The two stormwater wet detention basins designed by Land Design to treat runoff
from the subject facility have been reviewed. Based upon the September 17, 1998
submittal of revised design calculations and plans, the basins should perform as
acceptable water quality control structures to treat runoff from the proposed development.
cc: Mooresville Regional Office
Central Files
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HYDROLOGY STUDY, WATER QtJALRI;
DETENTION CALCULATIONS
FOR
MOORESVILLE GATEWAY
IRECELL COUNTY. NC
DEVELOPED B`?'
THE CROSLAND GROUP, INC.
125 SCALES 'BARK ROAD
CHARLOTTE, N.C. 228220

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HYDROLOGY STUDY
1
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POND 1

MOORESVILLE GATEWAY
STORMWATER PEAK RUNOFF SUMMARY
LDESI P.N. 87037

Design
Storm Pre-Development
Runoff
(CFS) Post-Development
Runoff
(CFS) Post-Development
Runoff with Controls
(CFS)
2 Year - 6 hour 4 61 4
10 Year - 6 Hour 19 131 19
100 Year - 6 Hour 222 173

POND 2

Design
Storm Pre-Development
Runoff
(CFS) Post-Development
Runoff
(CFS) Post-Development
Runoff with Controls
(CFS)
2 Year - 6 Hour 4 62 A,
10 Year - 6 Hour 26 122 2.& ?? ens
100 Year - 6 Hour 200 1.7-6

1
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? PRE-DEVELOPMENT HYDROGRAPHS
F, T I TL
2 YEAR - 6 HOUR DESIGN STORM

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POND-2 Version: 5.21
' SIN:

MOORESVILLE GATEWAY
POND #1
VOLUMES
' CALCULATED 07-26-1998 22:20:48
DISK FILE: C:\WINDOWS\DESKTOP\SANDRA\HECRUNS\POND1 VOL
1 Planimeter scale: 1 inch = 208.71033 ft.

Elevation Planimete r Area Al+A2+sgr(Al*A2) Volume Volume Sum
' (ft)
---------- (sq.in.)
----------- (acres)
----------- (acres)
--------------------- (acre-ft) (acre-ft)
----------------------
765.50 0.02 0.02 0.00 0.00 0.00
' 766.00 0.04 0.04 0.09 0.01 0.01
768.00 0.17 0.17 0.29 0.19 0.21
769.00 0.18 0.18 0.52 0.17 0.38
770.00 0.33 0.33 0.75 0.25 0.64
' 1,1,E -771.00 0.38 0.38 1.06 0.35 0.99
772.00 0.43 0.43 1.21 0.40 1.40
774.00 0.53 0.53 1.44 0.96 2.35
776.00 0.64 0.64 1.75 1.17 3.52
' 777.00 0.69 0.69 1.99 0.66 4.19
* i i
Incremental volum e computed by the Con
c Method for Reservo
r Volumes.
' Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area 2 = Areas computed for EL1, EL2, respectively
' Volume = Incremental volume between EL1 and EL2

lie,
-1"

1... NJ i V( l?
/•

' POND-2 Version: 5.21
SIN:
' MOORESVILLE GATEWAY
POND #1
FOREBAY VOLUME ONLY

CALCULATED 07- 26-1998 22:19:52
' DISK FILE: C:\WIN DOWS\DESKTOP\SANDRA\HECRUNS\PONDIFOR.VOL
Planimeter scale: 1 inch = 208.71033 ft.
*
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
' ---(ft)-----_(sq_in_)-- --(acres)-----(acres)-------- --(acre_ft)---(acre_ft)
767.00 0.08 0.08 0.00 0.00 0.00
768.00 0.10 0.10 0.27 0.09 0.09
770.00 0.13 0.13 0.34 0.23 0.32
771.00 0.15 0.15 0.42 0.14 0.46
Incremental volume computed by the Conic Method for Reservoir Volumes.
' Volume = (1/3) * (E L2-EL1) * (Areal + Area2 + sq .rt.(Area1*Area2))
where: EL1, EL2 Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL 2, respectively
Volume = Incremental volume between EL1 and EL2

Cam/ ?p'?- ?il?J 'C

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POND-2 Version: 5.21
' S/N:

.VOL
' CALCULATED 09-13-1998 19:41:33
DISK FILE: c:\windows\desktop\sandra\gateway\hecruns\POND2
Planimeter scale: 1 inch = 208.71033 ft.
Elevation Planimeter Area Al+A2+sgr(Al*A2)
' (ft)---
------- ---(sq_in_)
--- (acres)
-------- (acres)
-----------------
776.00 0.25 0.25 0.00
778.00 0.43 0.43 1.01
V IE-X780.00 0.54 0.54 1.45
782.00 0.65 0.65 1.78
784.00 0.76 0.76 2.11
' 786.00 0.86 0.86 2.43
786.50 0.89 0.89 2.62

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*
Volume Volume Sum

-
---(acre_ft) (acre-ft)
0.00 0.00
0.67 0.67
0.97 1.64
1.19 2.83
1.41 4.24
1.62 5.86
0.44 6.29
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
_ rr
Sr a6C o?t,??\C C-?'?, ro 1 ST"p? - 1, 5
C EL_ rl80 - voc-?r'?G = f.&Li
-r I. Z? ,?- rr
MOORESVILLE GATEWAY
POND #2
VOLUMES

? ??
02,
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1 POND-2 Version: 5.21
SIN:

MOORESVILLE GATEWAY
POND #2
FOREBAY ONLY
CALCULATED 09-13-1998 19:40:31
DISK FILE: c:\windows\desktop\sandra\gateway\hecruns\POND2FOR.VOL
Planimeter scale: 1 inch = 208.71033 ft.
*
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft)
--- --- (sq.in.)
-------------- (acres)
-------- (acres)
------------------- (acre-ft)
------------- (acre-ft)
-----------
776.00 0.13 0.13 0.00 0.00 0.00
778.00 0.18 0.18 0.46 0.31 0.31
780.00 0.23 0.23 0.61 0.41 0.72
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
' where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Increm ental volume between EL1 and EL2
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POND 1 SPILLWAY STRUCTURE
AND ROUTING CALCULATIONS

Outlet Structure File: POND1 STR
' POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
' OUTLET STRUCTURE

Outlet Structure File: c:\windows\desktop\sandra\gateway\hecruns\POND1 STR
1planimeter Input File: c:\windows\desktop\sandra\gateway\hecruns\POND1 VOL
Rating Table Output File: c:\windows\desktop\sandra\gateway\hecruns\POND1 PND
Min. Elev.(ft) = 771.25 Max. Elev.(ft) = 778 Incr.(ft) _ .2
' Additional elevations (ft) to be included in table:
' SYSTEM CONNECTIVITY
Structure No. Q Table Q Table
TABLE 1 -> 1
ORIFICE-VC 2 ? 1 -> A
' WEIR-VR 3 + A -> B
WEIR-VR 4 + B -> C
CULVERT-CR 5 ? C -> D
WEIR-VR 6 + D -> E
Outflow rating table summary was stored in file:
c:\windows\desktop\sandra\gateway\hecruns\POND1 PND

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Outlet Structure File: POND1 STR
POND-2 Version: 5.21 S/N:
Date Executed: Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE
*********************
***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft) Q (cfs) Contributing Structures
771.25 0.1 2
771.45 0.1 2
771.65 0.2 2
771.85 0.2 2
772.05 0.2 2
772.25 0.3 2
772.45 0.3 2
772.65 0.3 2
772.85 0.3 2
773.05 0.4 2 +3
773.25 0.8 2 +3
773.45 1.6 2 +3
773.65 2.5 2 +3
773.85 3.5 2 +3
774.05 4.7 2 +3
774.25 6.0 2 +3
774.45 7.4 2 +3
774.65 8.9 2 +3
774.85 10.5 2 +3
775.05 12.2 2 +3
775.25 13.9 2 +3
775.45 15.8 2 +3
775.65 17.7 2 +3
775.85 19.7 2 +3
776.05 26.4 2 +3 +4 +6
776.25 75.3 2 +3 +4 +6
776.45 150.2 2 +3 +4 +6
776.65 243.8 2 +3 +4 +6
776.85 352.8 2 +3 +4 +6
777.05 475.3 2 +3 +4 +6
777.25 602.2 5 +6
777.45 733.6 5 +6
777.65 874.4 5 +6
777.85 1024.0 5 +6
778.00 0.0

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Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

»»» Structure No. 1 «««
(Input Data)
TABLE
Input your own rating table.
E1 (ft) =771.00 E2 (ft) =771.33
Constant (ft) added to each elevation was:
Elev. (ft) Q (cfs)
---------- -------
771 0
771.25 .1
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Outlet Structure File: POND1 STR
POND-2 Version: 5.21 S/N:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

»»» Structure No. 2 «««
(Input Data)
ORIFICE-VC
Orifice - Vertical Circular
E1 elev.(ft)? 771.25
E2 elev. (ft)? 778
Orifice coeff.? 0.6
Invert elev.(ft)? 771.0
Datum elev.(ft)? 771.125
Diameter (ft)? 0.25

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

»»» Structure No. 3 «««
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev.(ft)? 773.00
E2 elev.(ft)? 778.0
Weir coefficient? 3.0
Weir elev.(ft)? 773.00
Length (ft)? 1.33
Contracted/Suppressed (CIS)? S

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

»»» Structure No. 4 <<««
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
El elev.(ft)? 776.00
E2 elev.(ft)? 778.00
Weir coefficient? 3.0
Weir elev.(ft)? 776.00
Length (ft)? 12.00
Contracted/Suppressed (CIS)? S
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Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

>>>>>> Structure No. 5 «««
(Input Data)
CULVERT-CR
Circular Culvert (With Inlet Control)
E1 elev.(ft)? 765.50
E2 elev.(ft)? 778
Diam. (ft) ? 2.5
Inv. el.(ft)? 765.5
Slope (ft/ft)? 0.005
Ti ratio?
T2 ratio?
K Coeff.? 0.0098
M Coeff.? 2.0
c Coeff.? 0.0398
Y Coeff.? 0.67
Form 1 or 2? 1
Slope factor? -0.5

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

>>»» Structure No. 6 <<<<<<
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev.(ft)? 776.00
E2 elev.(ft)? 778.00
Weir coefficient? 3.0
Weir elev.(ft)? 776.00
Length (ft)? 125.00
Contracted/Suppressed (C/S)? S

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Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

Outflow Rating Table for Structure #1
TABLE Input your own rating table.
Elevation (ft) Q (cfs) Computation Messages
771.25 0.1
771.45 0.0 E = or > E2=771.33
771.65 0.0 E = or > E2=771.33
771.85 0.0 E = or > E2=771.33
772.05 0.0 E = or > E2=771.33
772.25 0.0 E = or > E2=771.33
772.45 0.0 E = or > E2=771.33
772.65 0.0 E = or > E2=771.33
772.85 0.0 E = or > E2=771.33
773.05 0.0 E = or > E2=771.33
773.25 0.0 E = or > E2=771.33
773.45 0.0 E = or > E2=771.33
773.65 0.0 E = or > E2=771.33
773.85 0.0 E = or > E2=771.33
774.05 0.0 E = or > E2=771.33
774.25 0.0 E = or > E2=771.33
774.45 0.0 E = or > E2=771.33
774.65 0.0 E = or > E2=771.33
774.85 0.0 E = or > E2=771.33
775.05 0.0 E = or > E2=771.33
775.25 0.0 E = or > E2=771.33
775.45 0.0 E = or > E2=771.33
775.65 0.0 E = or > E2=771.33
775.85 0.0 E = or > E2=771.33
776.05 0.0 E = or > E2=771.33
776.25 0.0 E = or > E2=771.33
776.45 0.0 E = or > E2=771.33
776.65 0.0 E = or > E2=771.33
776.85 0.0 E = or > E2=771.33
777.05 0.0 E = or > E2=771.33
777.25 0.0 E = or > E2=771.33
777.45 0.0 E = or > E2=771.33
777.65 0.0 E = or > E2=771.33
777.85 0.0 E = or > E2=771.33
778.00 0.0 E = or > E2=771.33

1
Outlet Structure File: POND1 STR
' POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:

*********************
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE
*********************
0
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Outflow Rating Table for Structure #2
ORIFICE-VC Orifice - Vertical Circular
Elevation (ft) Q (cfs) Computation Messages
771.25 0.1 H =.125
771.45 0.1 H =.325
771.65 0.2 H =.525
771.85 0.2 H =.725
772.05 0.2 H =.925
772.25 0.3 H =1.125
772.45 0.3 H =1.325
772.65 0.3 H =1.525
772.85 0.3 H =1.725
773.05 0.3 H =1.925
773.25 0.3 H =2.125
773.45 0.4 H =2.325
773.65 0.4 H =2.525
773.85 0.4 H =2.725
774.05 0.4 H =2.925
774.25 0.4 H =3.125
774.45 0.4 H =3.325
774.65 0.4 H =3.525
774.85 0.5 H =3.725
775.05 0.5 H =3.925
775.25 0.5 H =4.125
775.45 0.5 H =4.325
775.65 0.5 H =4.525
775.85 0.5 H =4.725
776.05 0.5 H =4.925
776.25 0.5 H =5.125
776.45 0.5 H =5.325
776.65 0.6 H =5.525
776.85 0.6 H =5.725
777.05 0.6 H =5.925
777.25 0.6 H =6.125
777.45 0.6 H =6.325
777.65 0.6 H =6.525
777.85 0.6 H =6.725
778.00 0.0 E = or > E2=778
C = .6 A = 4.908739E-02 sq. ft.
H (ft) = Table elev. - Datum elev. ( 771.125 ft )
Q (cfs) = C * A * sgr(2g * H)

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Outlet Structure File: POND1 STR
POND-2 Version: 5.21
Date Executed:
SIN:
Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE
*********************
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Outflow Rating Table for Structure #3
WEIR-VR Weir - Vertical Rectangular
* **** INLET CONTROL ASSUMED *****
Elevation
-- (ft)
- Q (cfs)
------- Computation Messages
------------------------
--------
771.25 --- 0.0 E < Inv.E1.= 773
771.45 0.0 E < Inv.El.= 773
771.65 0.0 E < Inv.E1.= 773
771.85 0.0 E < Inv.E1.= 773
772.05 0.0 E < Inv.El.= 773
772.25 0.0 E < Inv.E1.= 773
772.45 0.0 E < Inv.El.= 773
772.65 0.0 E < Inv.E1.= 773
772.85 0.0 E < Inv.E1.= 773
773.05 0.0 H =.05
773.25 0.5 H =.25
773.45 1.2 H =.45
773.65 2.1 H =.65
773.85 3.1 H =.85
774.05 4.3 H =1.05
774.25 5.6 H =1.25
774.45 7.0 H =1'.45
774.65 8.5 H =1.65
774.85 10.0 H =1.85
775.05 11.7 H =2.05
775.25 13.5 H =2.25
775.45 15.3 H =2.45
775.65 17.2 H =2.65
775.85 19.2 H =2.85
776.05 21.3 H =3.05
776.25 23.4 H =3.25
776.45 25.6 H =3.45
776.65 27.8 H =3.65
776.85 30.1 H =3.85
777.05 32.5 H =4.05
777.25 35.0 H =4.25
777.45 37.5 H =4.45
777.65 40.0 H =4.65
777.85 42.6 H =4.85
778.00 0.0 E = or > E2=778.0
C = 3 L (ft) = 1.33
H (ft) = Table elev. - In vert elev. ( 773 ft )
Q (cfs) = C * L * (H**1.5) -- Suppressed Weir

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Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE
*********************
Outflow Rating Table for Structure #4
WEIR-VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft)
' --------------
771.25
771.45
771.65
' 771.85
772.05
772.25
' 772.45
772.65
772.85
773.05
773.25
' 773.45
773.65
773.85
' 774.05
774.25
774.45
' 774.65
774.85
775.05
775.25
775.45
775.65
775.85
776.05
776.25
' 776.45
776.65
776.85
777.05
777.25
777.45
777.65
' 777.85
778.00
C
r
Q (cfs) Computation Messages
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.El.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.El.= 776
0.0 E < Inv.El.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.El.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.El.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.0 E < Inv.E1.= 776
0.4 H =.05
4.5 H =.25
10.9 H =.45
18.9 H =.65
28.2 H =.85
38.7 H =1.05
50.3 H =1.25
62.9 H =1.45
76.3 H =1.65
90.6 H =1.85
0.0 E = or > E2=778.00
C = 3 L (ft) = 12
H (ft) = Table elev. - Invert elev. ( 776 ft )
Q (cfs) = C * L * (H**1.5) -- Suppressed Weir

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Outlet Structure File: POND1 STR
POND-2 Version: 5.21
Date Executed:
SIN:
Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE
*********************
Outflow Rating Table for Structure #5
CULVERT-CR Circular Culvert (With Inlet Control)
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
771.25 49.7 Submerged: HW =5.75
771.45 50.9 Submerged: HW =5.95
771.65 52.1 Submerged: HW =6.15
771.85 53.2 Submerged: HW =6.35
772.05 54.4 Submerged: HW =6.55
772.25 55.5 Submerged: HW =6.75
772.45 56.6 Submerged: HW =6.95
772.65 57.6 Submerged: HW =7.150
772.85 58.7 Submerged: HW =7.35
773.05 59.7 Submerged: HW =7.55
773.25 60.7 Submerged: HW =7.75
773.45 61.7 Submerged: HW =7.95
773.65 62.7 Submerged: HW =8.150
773.85 63.6 Submerged: HW =8.35
774.05 64.6 Submerged: HW =8.55
774.25 65.5 Submerged: HW =8.75
774.45 66.4 Submerged: HW =8.950
774.65 67.3 Submerged: HW =9.150
774.85 68.2 Submerged: HW =9.35
775.05 69.0 Submerged: HW =9.55
775.25 69.9 Submerged: HW =9.75
775.45 70.8 Submerged: HW =9.950
775.65 71.6 Submerged: HW =10.15
775.85 72.5 Submerged: HW =10.35
776.05 73.3 Submerged: HW =10.55
776.25 74.1 Submerged: HW =10.75
776.45 75.0 Submerged: HW =10.95
776.65 75.8 Submerged: HW =11.15
776.85 76.6 Submerged: HW =11.35
777.05 77.3 Submerged: HW =11.55
777.25 78.1 Submerged: HW =11.75

I
Outlet Structure File: POND1 STR
' POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
' »»> CONTINUED from previous page ««<
Outflow Rating Table for Stru cture #5
' CULVERT-CR Circular Culvert (With Inlet Control)
***** INLET CONTROL ASSUMED *****
'

levation (ft) Q-(cfs)
E
--------- ---- - -----

Computation- Messages---
----------- --------
777.45 78.9 Submerged: HW =11.95
777.65 79.6 Submerged: HW =12.15
777.85 80.4 Submerged: HW =12.35
778.00 0.0 E = or > E2=778
Used Unsubmerged Equ. Form (1) for elev. less than 768.39 ft
' Used Submerged Equation for elevations greater than 768.76 ft
HW=Headwater (ft) dc=Criti cal depth (ft) Ac=Area (sq.ft) at do
' Transition flows interpolat ed from the following values:
E1=768.39 ft; Q1=27.16 cfs; Dc=1.78 ft; E2=768.76 ft; Q2=31.05 cfs

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Outlet Structure File: POND1 STR
POND-2 Version: 5.21
Date Executed:
SIN:
Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE
*********************
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Outflow Rating Table for Structure #6
WEIR-VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
771.25 0.0 E < Inv.E1.= 776
771.45 0.0 E < Inv.E1.= 776
771.65 0.0 E < Inv.E1.= 776
771.85 0.0 E < Inv.E1.= 776
772.05 0.0 E < Inv.E1.= 776
772.25 0.0 E < Inv.E1.= 776
772.45 0.0 E < Inv.El.= 776
772.65 0.0 E < Inv.E1.= 776
772.85 0.0 E < Inv.E1.= 776
773.05 0.0 E < Inv.El.= 776
773.25 0.0 E < Inv.E1.= 776
773.45 0.0 E < Inv.El.= 776
773.65 0.0 E < Inv.E1.= 776
773.85 0.0 E < Inv.El.= 776
774.05 0.0 E < Inv.E1.= 776
774.25 0.0 E < Inv.E1.= 776
774.45 0.0 E < Inv-.El.= 776
774.65 0.0 E < Inv..E1.= 776
774.85 0.0 E < Inv.El.= 776
775.05 0.0 E < Inv.E1.= 776
775.25 0.0 E < Inv.E1.= 776
775.45 0.0 E < Inv.El.= 776
775.65 0.0 E < Inv.E1.= 776
775.85 0.0 E < Inv.E1.= 776
776.05 4.2 H =.05
776.25 46.9 H =.25
776.45 113.2 H =.45
776.65 196.5 H =.65
776.85 293.9 H =.85
777.05 403.5 H =1.05
777.25 524.1 H =1.25
777.45 654.8 H =1.45
777.65 794.8 H =1.65
777.85 943.6 H =1.85
778.00 0.0 E = or > E2=778.00
C = 3 L (ft) = 125
H (ft) = Table elev. - Invert elev. ( 776 ft )
Q (cfs) = C * L * (H**1.5) -- Suppressed Weir
I

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

Outflow Rating Table A
Table A = 1 ? 2
Elevation (ft) Q (cfs) Contributing Structures
771.25 0.1 2
771.45 0.1 2
771.65 0.2 2
771.85 0.2 2
772.05 0.2 2
772.25 0.3 2
772.45 0.3 2
772.65 0.3 2
772.85 0.3 2
773.05 0.3 2
773.25 0.3 2
773.45 0.4 2
773.65 0.4 2
773.85 0.4 2
774.05 0.4 2
774.25 0.4 2
774.45 0.4 2
774.65 0.4 2
774.85 0.5 2
775.05 0.5 2
775.25 0.5 2
775.45 0.5 2
775.65 0.5 2
775.85 0.5 2
776.05 0.5 2
776.25 0.5 2
776.45 0.5 2
776.65 0.6 2
776.85 0.6 2
777.05 0.6 2
777.25 0.6 2
777.45 0.6 2
777.65 0.6 2
777.85 0.6 2
778.00 0.0 -

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

Outflow Rating Table B
Table B = A + 3
Elevation (ft) Q (cfs) Contributing Structures
771.25 0.1 2
771.45 0.1 2
771.65 0.2 2
771.85 0.2 2
772.05 0.2 2
772.25 0.3 2
772.45 0.3 2
772.65 0.3 2
772.85 0.3 2
773.05 0.4 2 +3
773.25 0.8 2 +3
773.45 1.6 2 +3
773.65 2.5 2 +3
773.85 3.5 2 +3
774.05 4.7 2 +3
774.25 6.0 2 +3
774.45 7.4 2 +3
774.65 8.9 2 +3
774.85 10.5 2 +3
775.05 12.2 2 +3
775.25 13.9 2 +3
775.45 15.8 2 +3
775.65 17.7 2 +3
775.85 19.7 2 +3
776.05 21.8 2 +3
776.25 23.9 2 +3
776.45 26.1 2 +3
776.65 28.4 2 +3
776.85 30.7 2 +3
777.05 33.1 2 +3
777.25 35.5 2 +3
777.45 38.0 2 +3
777.65 40.6 2 +3
777.85 43.2 2 +3
778.00 0.0 -

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

Outflow Rating Table C
Table C = B + 4
Elevation (ft) Q (cfs) Contributing Structures
771.25 0.1 2
771.45 0.1 2
771.65 0.2 2
771.85 0.2 2
772.05 0.2 2
772.25 0.3 2
772.45 0.3 2
772.65 0.3 2
772.85 0.3 2
773.05 0.4 2 +3
773.25 0.8 2 +3
773.45 1.6 2 +3
773.65 2.5 2 +3
773.85 3.5 2 +3
774.05 4.7 2 +3
774.25 6.0 2 +3
774.45 7.4 2 +3
774.65 8.9 2 +3
774.85 10.5 2 +3
775.05 12.2 2 +3
775.25 13.9 2 +3
775.45 15.8 2 +3
775.65 17.7 2 +3
775.85 19.7 2 +3
776.05 22.2 2 +3 +4
776.25 28.4 2 +3 +4
776.45 37.0 2 +3 +4
776.65 47.2 2 +3 +4
776.85 58.9 2 +3 +4
777.05 71.8 2 +3 +4
777.25 85.9 2 +3 +4
777.45 100.9 2 +3 +4-
777.65 116.9 2 +3 +4
777.85 133.8 2 +3 +4
778.00 0.0 -

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

Outflow Rating Table D
Table D = C ? 5
Elevation (ft) Q (cfs) Contributing Structures
771.25 0.1 2
771.45 0.1 2
771.65 0.2 2
771.85 0.2 2
772.05 0.2 2
772.25 0.3 2
772.45 0.3 2
772.65 0.3 2
772.85 0.3 2
773.05 0.4 2 +3
773.25 0.8 2 +3
773.45 1.6 2 +3
773.65 2.5 2 +3
773.85 3.5 2 +3
774.05 4.7 2 +3
774.25 6.0 2 +3
774.45 7.4 2 +3
774.65 8.9 2 +3
774.85 10.5 2 +3
775.05 12.2 2 +3
775.25 13.9 2 +3
775.45 15.8 2 +3
775.65 17.7 2 +3
775.85 19.7 2 +3
776.05 22.2 2 +3 +4
776.25 28.4 2 +3 +4
776.45 37.0 2 +3 +4
776.65 47.2 2 +3 +4
776.85 58.9 2 +3 +4
777.05 71.8 2 +3 +4
777.25 78.1 5
777.45 78.9 5
777.65 79.6 5
777.85 80.4 5
778.00 0.0 -

Outlet Structure File: POND1 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #1
OUTLET STRUCTURE

Outflow Rating Table E
Table E = D + 6
Elevation (ft) Q (cfs) Contributing Structures
771.25 0.1 2
771.45 0.1 2
771.65 0.2 2
771.85 0.2 2
772.05 0.2 2
772.25 0.3 2
772.45 0.3 2
772.65 0.3 2
772.85 0.3 2
773.05 0.4 2 +3
773.25 0.8 2 +3
773.45 1.6 2 +3
773.65 2.5 2 +3
773.85 3.5 2 +3
774.05 4.7 2 +3
774.25 6.0 2 +3
774.45 7.4 2 +3
774.65 8.9 2 +3
774.85 10.5 2 +3
775.05 12.2 2 +3
775.25 13.9 2 +3
775.45 15.8 2 +3
775.65 17.7 2 +3
775.85 19.7 2 +3
776.05 26.4 2 +3 +4 +6
776.25 75.3 2 +3 +4 +6
776.45 150.2 2 +3 +4 +6
776.65 243.8 2 +3 +4 +6
776.85 352.8 2 +3 +4 +6
777.05 475.3 2 +3 +4 +6
777.25 602.2 5 +6
777.45 733.6 5 +6
777.65 874.4 5 +6
777.85 1024.0 5 +6
778.00 0.0 -
- 2 YEAR - 6 HOUR DESIGN STORM

' POND-2 Version:
5.21 SIN:
' EXECUTED; 05-07--19-9,8- 13:38-:42- 6- HOUR-
*************************
* *
MOORESVILLE GATEWAY
* gpND-. #-1-
* STORM ROUTINGS
*
* *
Page 1
Return- beef-: 2 ye4rs
' Inflow Hydrograph: g:\87037\hecruns\2-6POS1 HYD
Rating-Table- file 9?-: \8-Z8-3-7-\hecruns-\-POND-1 PND
----INITIAL CONDITI ONS----
' Elevatiea = 771.3- 3- ft
Outflow = 0.2 0 cfs
' S tarage- 1.4 1 a r-7 f t
GIVEN
POND DATA
' --
--- -
-------
-
E -------
LEVATION OUTFLOW STORAGE
(ft} (cfs) (-a-e-€t}
--------- ---------
771.33- _______0.2_ ---------- ..
1. 4-66
771.53 0.2 1.50-
771.7a 0.3- 1. 6 0-4
771.9.3. 0 .4- - 1.70-8-
772. 13. 0.4_ 1-.8-24..
772:33 0.4 1.9-23
' 772.53 0.5- 2.035'"
772.73 0.5 2.149
772.93 0.5 2.267
773.13 0.8 2.387
' 773.33 1.4 2.510.
773.53 2.2 2.635
773.73 3.1
773.93 4.3 2.764
2.895.
774.13 5.5 3.030-
774.-3-a 6...9 1_3_67..
.
' 774..._53 8...3._ 3_3Q.7.
7.7 4.....73. 9 ..9 3 _ 44-9. _
7.7 4..9.3._ - 11.5. - 3,5-9.4,.-
775-13 13-.2 3.742
775 -. 33- 15, 0- 3-. 89-3-
775.53. 16.9- 4.04-7
' 775-.73 18-.9--
7 7 5... 9-3. 20-.9-. 4-.2"-
3-6-3 .
776.13- 42.3 4.5-2-6-
776. 33 103.1 4.69-1
' 776.50. 172.4 4.833
776.53 186. Q" 4'. 859 -
77*673- 2-56 1. 5.629
TT6.93. 4..00".7- 5.203-
1
' 777.13 528.1
----- 5.379
-
INTERMED4-ATFr- RGUTTTNG

COMPU TATIONS
-----
--
2S/t -------
2S/t + 0
(c-€ s)
------------ (c€s}
-

2001.&- --------------
2f}0-1.2
214 0 .4- 2140-. 6-
2283 .7 22$4. 0-
2-431.T 2432.5
258-2':-6- 2583. G
2737.9- 2738-.2
2896.9_ 28597.4-
3059.8 3060.3-
3226.7 3227.2
3397.5 3398.3-
3572.4 3573.8-
3751.3 3753.5
3934.4 3937.5
4121.5 4125.8
4312.8 4318.3
4-50-8--G. 4.514.9
4-70-7 ...0_. 4715_...3
43.0-9..-9 4.9.19...8
5-116-.7 5128...2
5-3,27-5- 53-4-0..7
5-5-4-2-.4- 5-55-7.4
5-7-6-1.2- 57-78-.-1-.

6-2-11.2 6-2 3-2-.1.
644-2-. 4 64-8-4.7
6677. 5 678-0r. 6.
6 8 8 .3 7-0-52-.7.
6 9r16. 4 710-2-.4-
715-9 2 7445"-.3-
T4Q5 . 9- 78-0-6.6
7656.7
------------- 8184.8-
-------------
' EXECUTED...
DISK FILES:

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05..- 0.Z- l-"-8- . 13_:.-l&-42
2-6POS1 HYD ; POND1 PND
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
----- (Cfs) (&C-ft}
-------
----
- 7-77 33 ---------
653.6 ---
s. 5 8-
777.53 788.8.. 5.7-39- -
777.7-3-- 933.3--
777-93'
---------- 1-086.1-
---------- 6. 2=
----------
Page 2
IRTERMFM-IPTE- R9W.` NG
COMPUTATIONS
2S/t 2S/t + 0
------------- - ----
---
-

7911.5- -
--
--
8-565-.1
8170.3 8-95 9-. 2
8-433.2- 93-66.5-
87 0 0.0--
------------
- 9786.1
-------------
Time- inere t (t)- = &. 6-1-7- hra

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POND-2 Vera- on--: 5, 21 SINT
' EXECUTED: 05-07-1998 13:38:42

Page..- 3
6 HOUR Return Freq: 2 years
****************** SUMMARY- OR R[1TTTTNr, rCIMRITTATZZ_ ******************
Pond File: g:\87037\hecruns\POND1 PND
' In€low- Hydrograph : g: \-8-70-x-7-\heeru-ns-\2--6POSI.. . 4YD
Outflow Hydrograph: g:\87037\hecruns\2-60UT1 HYD
' Starting-- Pond-W--S_ Fle ian- _ 77-1-.3-3-ft
' ***** Summary of Peak Outflow and Peak Elevation *****
Peak- Ln-€l-Gw- = 6-1-.42 cfs
Peak Outflow = 3.91 cfs
' Peak E-leuat-ice _ 7-73--8-7 ft
' ***** Summary of Approximate Peak Storage *****
Inltial- Storage = 1..41- ac-ft
Peak Storage From Storm = ---1_45 -ac_ft
- -
Total Storage in Pond = 2.85 ac-ft
C!
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Warning: Inflow hydrographitruncated on right side.
»»> Warni-ng-; initial pond- outflow >- 1st inflow- Grd-lnate-: EE<EE

' POND-2 Vern-i-pn-: 5,2-1-
EXECUTED: 05-07-1998

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SIN:
13:38:42 6 HOUR
* *
MCORE&VI-LLB- GATEfinT-A-Y
* POND #1
STOW- ROUT-1NGE;-.
* *
* *
*************************
Page- 1
Return Freq: 10 years
Inf low- Hydrograph g: X8.7-0-3-7\-hee s \4 ?--6 POxS1. lj D
Rating Table file: g:\87037\hecruns\POND1 PND
----INI`T'IAL FOND-ITI6M =?--
Elevation = 771.33 ft
Out€low- G.20-- cfs
Storage = 1.41 ac-ft
INFERMED-I ATE- RUT-I?TG
G IVEN POND DATA COMPU TATIONS
---------
ELEVATION ----------
OUTFLOW -----------
STORAGE ------------
2S/t --------------
2S/t + 0
(ft). (cfs) (ac_€t)- (cfs)
------------ (e€s}-
-

7-71.33-
0.2
1.40.6- -
2001.0- --------------
20-01.2
771.53 0.2 1.504 2140.4 2-140.6-
771.73- 0.3- 1.50.4. .. 2283.7- 2-2-84-.0--
7-71.93 0.4- 1-. 70-9- 1 - 2431.1- 2431.5-
7-7Z' 13 0.4 1.814_ 2-5 8 2 .6- 2583: G
7T2'33 0.4 1.923 2737. 9- 2738": 2
772'. 5-3 0.5 2.035* 2896.9" 2-8 9 7.4-
772.73 0.5 2.149 3059.8 3060.3-
772.93 0.5 2.267 3226.7 3227.2-
773.13 0.8 2.387 3397.5 3398.3
773.33 1.4 2.510 3572.4 3573.8
773.53 2.2 2.635 _ 3751.3 3753.5
773.73 3.1 2.764 3934.4 3937.5
773.93 4.3 2.895 . 4121.5 4125.8
774.13 5.5 .3.030 . 4312.8 4318.3
774.33_ 6...9_ 3-_.1.6.7 450.8.. Q. 45.14.9
774._33 8...3. 3-3-0,7 . 47 a7 _0. 4715.,3
774.._.23 9 _9.. 3_-44-9- 490-9-_9 49.19-_8
774..93 11.5. 3.594 - 5116-7 5128-_2
775.13 13.2 3.742 . 5327.5- 5340.7
775.33. 15.0 3. 893- - 5-5,4-2-.4- 5557.4.
775.53- 16:9- 4.04-7 5762.2 5778-.1.
775-.73 18-.9- 4.2x4. 5984.2 6943-. 1..
775-.9-3 20-.3- 4-.363- -. 6-211.2- 6232-.1.
776.1-3 42-.3- 4.526 6442-.4- 64874.7-
77-6.33 10,3.1 4.69-1- 6677.5 6780r. 6-
776.50- 172:4 4.833 . 68-80-.3 7052.7
776.53 186. G 4.959- 69,16.4- 7102.4-
77673 286.1 5.02-1 7159-.2- 7445.3-
77693 400.7- 5.2Ct3 7405.9- 780"6.6
777'.13
---------- 52-8.1
---------- 5.379
---------- ' 7656.7
------------- 8184.&
-------------

' EXECU'T'ED
' DISK FILES:

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05-0-7-19-98- 13--:343-:4-2
10-6POSI.= ; POND1 PND
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
----------- (cfs)
- Eae-€tY
-
- -
-
777.33 ---------
653.6 ---
-----
a.55-8-
7-7 7-. 5 3- 7-88.9- 5.7-3-9-
777.73- 933.3.. 5.94
777.93
---------- 1086.1._
---------- 6.112
----------
Page 2
INTERMEDIA TE _ ROUTING
COMPUTATIONS
------------
2S/t -_ -------------
2S/t + 0
(cfs}
-------------
- (ofsY.
-
-

79`11.5 -
-----------
8.565:1
ft7f?:3 8959..2.
8433. 2.. 9-366.5-.
0-
------------- 9 726.1
-------------
Time inc-re (-t )- = 0-. 0-1-7- lrs-.

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POND-2 Vers-ion: 5-.21 SIN-: Page, 3
EXECUTED: 05-07-1998 13:38:42 6 HOUR. Return Freq: 10 years
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1 * * * * * * SUZY ©F- ROU-I-NG- CQMP1J FAT-1-QNS * *. ? t ? t? * * *.* *.?c * * *
Pond File: g:\87037\hecruns\POND1 PND
Inflow- Hydrograph> g : ?705?? ns?10 * 6P 1. $YD
' Outflow Hydrograph: g:\87037\hecruns\10-60UT1.HYD
' Starting. Pond W-: S-. Elevation- = 771.3-3- ft
' ***** Summary of Peak Outflow and Peak Elevation *****
Peak-- Inflow- 130...-9-9- c f s
Peak Outflow = 19.26 cfs
' Pear FIe ion _ 7-T5-. 7-7- f t
' ***** Summary of Approximate Peak Storage *****
I.ni.t-i.al Storage - 1-4-1 av-- f t
Peak Storage From Storm - 2.83 ac-ft
-
Total- Srnrage in.- - --------------
'
P.onct 4._23. a.c.-fit

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Warning: Inflow hydrograph truncated on right side.
»»>.. WarningT. i.ni.ti&l- pond-- cutlavz->. Ist- inf.lcmv oz&nate
0
-100 YEAR-6 HOUR DESIGN STORM

POND-2 Version: 5.21 SIN:
EXECUTED: 05-07-1998 13:38:42 6 HOUR
*************************
* *
MOORE- I bL•F- GATEWAY
* POND #1
STORM- ROUYI-NGS-
t *
*************************
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Page 1
Return Freq: 100 years
Inflow Hydrograph : g: ?87?3 ?\heer\1E??-bP41. HYD
Rating Table file: g:\87037\hecruns\POND1 PND
-.___I.NITI-Alr CONDITIONS---
Elevation = 771.33 ft
Outflow- = 0.20- cfs
Storage = 1.41 ac-ft
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(€t)
------ (cfs)
----
- (ac--€t}
----------
-
---
771.33 -----
0.2 1.40-6
771.53 0.2 1.50-4
771. 73 0.3 1.60-4- -
771.93 0.4 1 7-Ga ..
772". 13 0.4 1. 8T4
772 33 0.4 1.9-2-T
772.53 0.5 2.035
772.73 0.5 2.149
772.93 0.5 2.267
773.13 0.8 2.387
773.33 1.4 2.510
773.53 2.2 2.635
773.73 3.1 2.764
773.93 4.3 2.895
774.13 5.5 3.030
774..3.3. 6.9 3._.167. _
774...53. 8.3 3-3-0.71
774...73 9.9 ... . 3-4-49- -
774..93- 11.5 3.594 --
775.13 13.2 3.742 -
775.33 15-.0 3..99-3- -
775 .53. 16..9-- 4.. G47
775.:73- 18.9- 4-.2-}4-
775.9-3. 20.9- 4-.36-3- --
77-6.13 42.3 4.52-6 -
776.33- 103.1 4.61
776.5 0- 2:7-2-.4- . t, 8-3-3-
77,6.53 18'6. 0- 4.8-5 9r
776.73. 286.L 5.m
776: 93 4 (TO-: 7. 5.293
777.13-
---------- 528.1
---------- 5.379
----------
INTE OIArTE- ROW--LNG
COMPUTATIONS
------------
2S/t - -------------
2S/t + 0
(cfs)
------------
- (cfs}
-------------
2801.0- 2001.2.
2140.4 2-140.6
.
2283.7 2284.0
2431.1- 2431.5--
2582.6- 2583.0-
2737.8- 273*8.2-
2896.9 2897.4
3059.8 3060.3-
3226.7 3227.2-
3397.5 3398.3`
3572.4 3573.8
3751.3 3753.5
3934.4 3937.5
4121.5 4125.8
4312.8 4318.3
45.0-8.-Q- 45-1-4-9
4.7 &.7. _.0- 4.715-...3
4 9-0.9...9- 49.1-q-.8
5-116-.7- 51.28-.2
5-327 .5- - 5344.7
5542.4 5557.4..
5-7-6-1-.2 5778.1
5944-.2 6003 1..
62.11.2 623-2.1.
6442.4- 64$4.7
6677.5 67$0.6
6580-.3- 7052.7
69-76.4- 7102-4
7-15'9-'2- . 74457.3.
74 95.9. 7 8 06-. 6
7 65 6-. 7
------------- 8184. &-
-------------
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EXECUTED-
DISK FILES:

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100-6POI.HYD POND1 PND
05.-0.7.-1498_..._ i • ?A I•42-
GIVEN POND DATA
Page 2
INTRRMED I-ArTg- ROITING
COMPUTATIONS
ELEVATION OUTFLOW STORAGE
(.€t)
-------
-
- (.cfs)
- (ac-ft}
-
----
-
--
777.33 ---------
653.6 --
---
5.558-
777.53- 788.9 5.7-39
777.73-- 933.3. 5.9-24-
777- 9-3
---------- 1086.1
---------- 6. Z12,
----------
2S/t 2S/t + 0
(efs) Eefs}
-

7911.5-- ------------
8-5 65 .1.
917 0 .3- 8959.-2.
87433.2- 9366.5-
8700 . tT
------------- 9'786.1
-------------
Ttftte imcrement Ft Y 0-. 0-1-7- lrs....

POND-2 Version: 5:21 SIN:
' EXECUTED: 05-07-1998 13:38:42

Page.. 3
6 HOUR Return Freq: 100 years
****************** SIMMARY QF P41TTNC, COMMITATTO S_******************
Pond File: g:\87037\hecruns\POND1 PND
Inflow.. Hydrograph-: g-: X847-0-3-7-\he-(_-,ru_ns\1Q0 - 6Poz.4YD
' Outflow Hydrograph: 9:\87037\hecruns\100-60U1.HYD
Star.tixig-. Pond.. Wi-..S. Elev-ati=- = 77-1-. 3-3. ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak- lnf low = 221.8-5- c f s
' Peak Outflow = 172.68 cfs
Peak--- E1 evat i on _ 77-6-.-5-0_ f t
' ***** Summary of Approximate Peak Storage *****
Ini.tia-1- S-torag = 1.4-1 a-e -ft
' Peak Storage From Storm = -- -3_43 -ac_ft
- -
Total Storage in Pond = 4.83 ac-fit
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Warning: Inflow hydrograph truncated on right side.
>»». Warning; i-n-itial pond-- outflow- >- 1-s-t ire€low- ordi-nate EF

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Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE
*********************
***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft) Q (cfs) Contributing Structures
780.25 0.1 2
780.45 0.1 2
780.65 0.2 2
780.85 0.2 2
781.05 0.2 2
781.25 0.3 2
781.45 0.3 2
781.65 0.3 2
781.85 0.3 2
782.05 0.3 2
782.25 0.3 2
782.45 0.4 2
782.65 0.4 2
782.85 0.4 2 +3
783.05 1.0 2 +3
783.25 2.1 2 +3
783.45 3.6 2 +3
783.65 5.3 2 +3
783.85 7.2 2 +3
784.05 9.3 2 +3
784.25 11.7 2 +3
784.45 14.2 2 +3
784.65 16.8 2 +3
784.85 19.6 2 +3
785.05 22.6 2 +3
785.25 25.6 2 +3
785.45 33.4 2 +3 +4 +6
785.65 83.2 2 +3 +4 +6
785.85 158.9 2 +3 +4 +6
786.05 253.1 2 +3 +4 +6
786.25 362.8 2 +3 +4 +6
786.45 485.9 2 +3 +4 +6
786.50 0.0
' Outlet Structure File: POND2 STR
' POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
' OUTLET STRUCTURE
'Outlet Structure File: c: windows deskto sandr
\ \ p\ a\gateway\hecruns\POND2 STR
'Planimeter Input File: c:\windows\desktop\sandra\gateway\hecruns\POND2 VOL
Rating Table Output File: c:\windows\desktop\sandra\gateway\hecruns\POND2 PND
Min. Elev.(ft) = 780.25 Max. Elev.(ft) = 786.5 Incr.(ft) _ .2
' Additional elevations (ft) to be included in table:
' SYSTEM CONNECTIVITY
Structure No. Q Table Q Table
' ----------
TABLE ---
1 ------ --
-> -----
1
ORIFICE-VC 2 ? 1 -> A
WEIR-VR 3 + A -> B
' WEIR-VR 4 + B -> C
CULVERT-CR 5 ? C -> D
WEIR-VR 6 + D -> E
Outflow rating table summary was stored in file:
c:\windows\desktop\sandra\gateway\hecruns\POND2 PND

0

' Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
' OUTLET STRUCTURE
>>>>>> Structure No. 1 «««
(Input Data)
' TABLE
Input your own rating table.
E1 (ft) =780.00 E2 (ft) =780.25
' Constant (ft) added to each elevation was:
Elev. (ft) Q (cfs)
' ---------- -------
780 0
780.25 .1

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Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

»»» Structure No. 2 <<««
(Input Data)
ORIFICE-VC
Orifice - Vertical Circular
E1 elev.(ft)? 780.25
E2 elev.(ft)? 786.5
Orifice coeff.? 0.6
Invert elev.(ft)? 780.00
Datum elev.(ft)? 780.125
Diameter (ft)? 0.25
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Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

»»» Structure No. 3 «««
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev.(ft)? 782.85
E2 elev.(ft)? 786.5
Weir coefficient? 3.0
Weir elev.(ft)? 782.85
Length (ft)? 2.25
Contracted/Suppressed (CIS)? S

Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

»»» Structure No. 4 «««
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev.(ft)? 785.40
E2 elev.(ft)? 786.5
Weir coefficient? 3.0
Weir elev.(ft)? 785.40
Length (ft)? 11.08
Contracted/Suppressed (CIS)? S

Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

»»» Structure No. 5 <<««
(Input Data)
CULVERT-CR
Circular Culvert (With Inlet Control)
E1 elev.(ft)? 773.25
E2 elev.(ft)? 786.5
Diam. (ft)? 2.5
Inv. el.(ft)? 773.25
Slope (ft/ft)? 0.0298
Ti ratio?
T2 ratio?
K Coeff.? 0.0098
M Coeff.? 2.0
c Coeff.? 0.0398
Y Coeff.? 0.67
Form 1 or 2? 1
Slope factor? -0.5

Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

»»» Structure No. 6 <<<<<<
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev.(ft)? 785.40
E2 elev.(ft)? 786.5
Weir coefficient? 3.0
Weir elev.(ft)? 785.40
Length (ft)? 125.00
Contracted/Suppressed (CIS)? S
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Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

Outflow Rating Table for Structure #1
TABLE Input your own rating table.
Elevation (ft) Q (cfs) Computation Messages
780.25 0.0 E = or > E2=780.25
780.45 0.0 E = or > E2=780.25
780.65 0.0 E = or > E2=780.25
780.85 0.0 E = or > E2=780.25
781.05 0.0 E = or > E2=780.25
781.25 0.0 E = or > E2=780.25
781.45 0.0 E = or > E2=780.25
781.65 0.0 E = or > E2=780.25
781.85 0.0 E = or > E2=780.25
782.05 0.0 E = or > E2=780.25
782.25 0.0 E = or > E2=780.25
782.45 0.0 E = or > E2=780.25
782.65 0.0 E = or > E2=780.25
782.85 0.0 E = or > E2=780.25
783.05 0.0 E = or > E2=780.25
783.25 0.0 E = or > E2=780.25
783.45 0.0 E = or > E2=780.25
783.65 0.0 E = or > E2=780.25
783.85 0.0 E = or > E2=780.25
784.05 0.0 E = or > E2=780.25
784.25 0.0 E = or > E2=780.25
784.45 0.0 E = or > E2=780.25
784.65 0.0 E = or > E2=780.25
784.85 0.0 E = or > E2=780.25
785.05 0.0 E = or > E2=780.25
785.25 0.0 E = or > E2=780.25
785.45 0.0 E = or > E2=780.25
785.65 0.0 E = or > E2=780.25
785.85 0.0 E = or > E2=780.25
786.05 0.0 E = or > E2=780.25
786.25 0.0 E = or > E2=780.25
786.45 0.0 E = or > E2=780.25
786.50 0.0 E = or > E2=780.25

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Outlet Structure File: POND2 STR
POND-2 Version: 5.21
Date Executed:
SIN:
Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE
*********************
Outflow Rating Table for Structure #2
ORIFICE-VC Orifice - Vertical Circular
Elevation (ft) Q (cfs) Computation Messages
780.25 0.1 H =.125
780.45 0.1 H =.325
780.65 0.2 H =.525
780.85 0.2 H =.725
781.05 0.2 H =.925
781.25 0.3 H =1.125
781.45 0.3 H =1.325
781.65 0.3 H =1.525
781.85 0.3 H =1.725
782.05 0.3 H =1.925
782.25 0.3 H =2.125
782.45 0.4 H =2.325
782.65 0.4 H =2.525
782.85 0.4 H =2.725
783.05 0.4 H =2.925
783.25 0.4 H =3.125
783.45 0.4 H =3.325
783.65 0.4 H =3.525
783.85 0.5 H =3.725
784.05 0.5 H =3.925
784.25 0.5 H =4.125
784.45 0.5 H =4.325
784.65 0.5 H =4.525
784.85 0.5 H =4.725
785.05 0.5 H =4.925
785.25 0.5 H =5.125
785.45 0.5 H =5.325
785.65 0.6 H =5.525
785.85 0.6 H =5.725
786.05 0.6 H =5.925
786.25 0.6 H =6.125
786.45 0.6 H =6.325
786.50 0.0 E = or > E2=786.5
C = .6 A = 4.908739E-02 sq.ft.
H (ft) = Table elev. - Datum elev. ( 780.125 ft )
Q (cfs) = C * A * sgr(2g * H)

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Outlet Structure File: POND2 STR
POND-2 Version: 5.21
Date Executed:
SIN:
Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE
*********************
Outflow Rating Table for Structure #3
WEIR-VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
780.25 0.0 E < Inv.E1.= 782.85
780.45 0.0 E < Inv.E1.= 782.85
780.65 0.0 E < Inv.E1.= 782.85
780.85 0.0 E < Inv.El.= 782.85
781.05 0.0 E < Inv.El.= 782.85
781.25 0.0 E < Inv.E1.= 782.85
781.45 0.0 E < Inv.E1.= 782.85
781.65 0.0 E < Inv.E1.= 782.85
781.85 0.0 E < Inv.El.= 782.85
782.05 0.0 E < Inv.El.= 782.85
782.25 0.0 E < Inv.E1.= 782.85
782.45 0.0 E < Inv.E1.= 782.85
782.65 0.0 E < Inv.E1.= 782.85
782.85 0.0 H =0.0
783.05 0.6 H =.2
783.25 1.7 H =.4
783.45 3.1 H =.6
783.65 4.8 H =.8
783.85 6.8 H =1.0
784.05 8.9 H =1.2
784.25 11.2 H =1.4
784.45 13.7 H =1.6
784.65 16.3 H =1.8
784.85 19.1 H =2.0
785.05 22.0 H =2.2
785.25 25.1 H =2.4
785.45 28.3 H =2.6
785.65 31.6 H =2.8
785.85 35.1 H =3.0
786.05 38.6 H =3.2
786.25 42.3 H =3.4
786.45 46.1 H =3.6
786.50 0.0 E = or > E2=786.5
C = 3 L (ft) = 2.25
H (ft) = Table elev. - Invert elev. ( 782.85 ft )
Q (cfs) = C * L * (H**1.5) -- Suppressed Weir
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Outlet Structure File: POND2 STR
POND-2 Version: 5.21
Date Executed:
SIN:
Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE
*********************
Outflow Rating Table for Structure #4
WEIR-VR Weir - Vertical Rectangular
* **** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs)
------- Computation Messages
------------------------
----------
780.25 ---- 0.0 E < Inv.E1.= 785.4
780.45 0.0 E < Inv.El.= 785.4
780.65 0.0 E < Inv.E1.= 785.4
780.85 0.0 E < Inv.E1.= 785.4
781.05 0.0 E < Inv.E1.= 785.4
781.25 0.0 E < Inv.El.= 785.4
781.45 0.0 E < Inv.E1.= 785.4
781.65 0.0 E < Inv.E1.= 785.4
781.85 0.0 E < Inv.El.= 785.4
782.05 0.0 E < Inv.El.= 785.4
782.25 0.0 E < Inv.E1.= 785.4
782.45 0.0 E < Inv.E1.= 785.4
782.65 0.0 E < Inv.E1.= 785.4
782.85 0.0 E < Inv.E1.= 785.4
783.05 0.0 E < Inv.El.= 785.4
783.25 0.0 E < Inv.E1.= 785.4
783.45 0.0 E < Inv.E1.= 785.4
783.65 0.0 E < Inv.E1.= 785.4
783.85 0.0 E < Inv.E1.= 785.4
784.05 0.0 E < Inv.E1.= 785.4
784.25 0.0 E < Inv.E1.= 785.4
784.45 0.0 E < Inv.E1.= 785.4
784.65 0.0 E < Inv.El.= 785.4
784.85 0.0 E < Inv.El.= 785.4
785.05 0.0 E < Inv.El.= 785.4
785.25 0.0 E < Inv.E1.= 785.4
785.45 0.4 H =.05
785.65 4.2 H =.25
785.85 10.0 H =.45
786.05 17.4 H =.65
786.25 26.0 H =.85
786.45 35.8 H =1.05
786.50 0.0 E = or > E2=786.5
C = 3 L (ft) = 11.08
H (ft) = Table elev. - Invert elev. ( 785.4 ft )
Q (cfs) = C * L * (H**1.5) -- Suppressed Weir
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Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE
*********************
Outflow Rating Table for Structure #5
CULVERT-CR Circular Culvert (With Inlet Control)
***** INLET CONTROL ASSUMED *****
Elevation (ft)
-
-- Q (cfs)
------- Computation
------------ Messages
------------
-----------
780.25 57.0 Submerged: HW =7.0
780.45 58.0 Submerged: HW =7.2
780.65 59.0 Submerged: HW =7.400
780.85 60.1 Submerged: HW =7.6
781.05 61.0 Submerged: HW =7.8
781.25 62.1 Submerged: HW =8.0
781.45 63.0 Submerged: HW =8.200
781.65 64.0 Submerged: HW =8.400
781.85 64.9 Submerged: HW =8.6
782.05 65.9 Submerged: HW =8.8
782.25 66.8 Submerged: HW =9.0
782.45 67.7 Submerged: HW =9.200
782.65 68.6 Submerged: HW =9.400
782.85 69.4 Submerged: HW =9.6
783.05 70.3 Submerged: HW =9.8
783.25 71.1 Submerged: HW =10.0
783.45 72.0 Submerged: HW =10.2
783.65 72.9 Submerged: HW =10.4
783.85 73.6 Submerged: HW =10.6
784.05 74.5 Submerged: HW =10.8
784.25 75.3 Submerged: HW =11.0
784.45 76.1 Submerged: HW =11.2
784.65 76.9 Submerged: HW =11.4
784.85 77.6 Submerged: HW =11.6
785.05 78.4 Submerged: HW =11.8
785.25 79.2 Submerged: HW =12.0
785.45 80.0 Submerged: HW =12.2
785.65 80.7 Submerged: HW =12.4
785.85 81.4 Submerged: HW =12.6
786.05 82.2 Submerged: HW =12.8
786.25 83.0 Submerged: HW =13.0

' Outlet Structure File: POND2 STR
' POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
' »»> CONTINUED from previous page <<<<<
Outflow Rating Table for Structure #5
' CULVERT-CR Circular Culvert (With Inlet Control)
***** INLET CONTROL ASSUMED *****
' Elevation (ft) Q (cfs) Computation Messages
-------------- ------- ------------------------
786.45 83.6 Submerged: HW =13.2
' 786.50 0.0 E = or > E2=786.5
Used Unsubmerged Equ. Form (1) for elev. less than 776.11 ft
Used Submerged Equation for elevations greater than 776.48 ft
' HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq.ft) at do
Transition flows interpolated from the following va lues:
E1=776.11 ft; Q1=27.16 cfs; Dc=1.78 ft; E2=776.48 ft; Q2=31.05 cfs

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Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE
*********************
Outflow Rating Table for Structure #6
WEIR-VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
780.25 0.0 E < Inv.El.= 785.4
780.45 0.0 E < Inv.El.= 785.4
780.65 0.0 E < Inv.El.= 785.4
780.85 0.0 E < Inv.El.= 785.4
781.05 0.0 E < Inv.El.= 785.4
781.25 0.0 E < Inv.El.= 785.4
781.45 0.0 E < Inv.El.= 785.4
781.65 0.0 E < Inv.El.= 785.4
781.85 0.0 E < Inv.El.= 785.4
782.05 0.0 E < Inv.El.= 785.4
782.25 0.0 E < Inv.El.= 785.4
782.45 0.0 E < Inv.El.= 785.4
782.65 0.0 E < Inv.El.= 785.4
782.85 0.0 E < Inv.El.= 785.4
783.05 0.0 E < Inv.El.= 785.4
783.25 0.0 E < Inv.El.= 785.4
783.45 0.0 E < Inv.El.= 785.4
783.65 0.0 E < Inv.El.= 785.4
783.85 0.0 E < Inv.El.= 785.4
784.05 0.0 E < Inv.El.= 785.4
784.25 0.0 E < Inv.El.= 785.4
784.45 0.0 E < Inv.El.= 785.4
784.65 0.0 E < Inv.El.= 785.4
784.85 0.0 E < Inv.El.= 785.4
785.05 0.0 E < Inv.El.= 785.4
785.25 0.0 E < Inv.El.= 785.4
785.45 4.2 H = .05
785.65 46.9 H = .25
785.85 113.2 H = .45
786.05 196.5 H = .65
786.25 293.9 H = .85
786.45 403.5 H = 1.05
786.50 0.0 E = or > E2=786.5
C = 3 L (ft) = 125
H (ft) = Table elev. - Invert elev. ( 785.4 ft )
Q (cfs) = C * L * (H**1.5) -- S uppressed Weir

Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
*********************
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

Outflow Rating Table A
Table A = 1 ? 2
Elevation (ft) Q (cfs) Contributing Structures
780.25 0.1 2
780.45 0.1 2
780.65 0.2 2
780.85 0.2 2
781.05 0.2 2
781.25 0.3 2
781.45 0.3 2
781.65 0.3 2
781.85 0.3 2
782.05 0.3 2
782.25 0.3 2
782.45 0.4 2
782.65 0.4 2
782.85 0.4 2
783.05 0.4 2
783.25 0.4 2
783.45 0.4 2
783.65 0.4 2
783.85 0.5 2
784.05 0.5 2
784.25 0.5 2
784.45 0.5 2
784.65 0.5 2
784.85 0.5 2
785.05 0.5 2
785.25 0.5 2
785.45 0.5 2
785.65 0.6 2
785.85 0.6 2
786.05 0.6 2
786.25 0.6 2
786.45 0.6 2
786.50 0.0 -

Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

Outflow Rating Table B
Table B = A + 3
Elevation (ft) Q (cfs). Contributing Structures
780.25 0.1 2
780.45 0.1 2
780.65 0.2 2
780.85 0.2 2
781.05 0.2 2
781.25 0.3 2
781.45 0.3 2
781.65 0.3 2
781.85 0.3 2
782.05 0.3 2
782.25 0.3 2
782.45 0.4 2
782.65 0.4 2
782.85 0.4 2 +3
783.05 1.0 2 +3
783.25 2.1 2 +3
783.45 3.6 2 +3
783.65 5.3 2 +3
783.85 7.2 2 +3
784.05 9.3 2 +3
784.25 11.7 2 +3
784.45 14.2 2 +3
784.65 16.8 2 +3
784.85 19.6 2 +3
785.05 22.6 2 +3
785.25 25.6 2 +3
785.45 28.8 2 +3
785.65 32.2 2 +3
785.85 35.6 2 +3
786.05 39.2 2 +3
786.25 42.9 2 +3
786.45 46.7 2 +3
786.50 0.0 -

Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

Outflow Rating Table C
Table C = B + 4
Elevation (ft) Q (cfs) Contributing Structures
780.25 0.1 2
780.45 0.1 2
780.65 0.2 2
780.85 0.2 2
781.05 0.2 2
781.25 0.3 2
781.45 0.3 2
781.65 0.3 2
781.85 0.3 2
782.05 0.3 2
782.25 0.3 2
782.45 0.4 2
782.65 0.4 2
782.85 0.4 2 +3
783.05 1.0 2 +3
783.25 2.1 2 +3
783.45 3.6 2 +3
783.65 5.3 2 +3
783.85 7.2 2 +3
784.05 9.3 2 +3
784.25 11.7 2 +3
784.45 14.2 2 +3
784.65 16.8 2 +3
784.85 19.6 2 +3
785.05 22.6 2 +3
785.25 25.6 2 +3
785.45 29.2 2 +3 +4
785.65 36.3 2 +3 +4
785.85 45.7 2 +3 +4
786.05 56.6 2 +3 +4
786.25 69.0 2 +3 +4
786.45 82.5 2 +3 +4
786.50 0.0 -
i
Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

Outflow Rating Table D
Table D = C ? 5
Elevation (ft) Q (cfs) Contributing Structures
780.25 0.1 2
780.45 0.1 2
780.65 0.2 2
780.85 0.2 2
781.05 0.2 2
781.25 0.3 2
781.45 0.3 2
781.65 0.3 2
781.85 0.3 2
782.05 0.3 2
782.25 0.3 2
782.45 0.4 2
782.65 0.4 2
782.85 0.4 2 +3
783.05 1.0 2 +3
783.25 2.1 2 +3
783.45 3.6 2 +3
783.65 5.3 2 +3
783.85 7.2 2 +3
784.05 9.3 2 +3
784.25 11.7 2 +3
784.45 14.2 2 +3
784.65 16.8 2 +3
784.85 19.6 2 +3
785.05 22.6 2 +3
785.25 25.6 2 +3
785.45 29.2 2 +3 +4
785.65 36.3 2 +3 +4
785.85 45.7 2 +3 +4
786.05 56.6 2 +3 +4
786.25 69.0 2 +3 +4
786.45 82.5 2 +3 +4
786.50 0.0 -
i
Outlet Structure File: POND2 STR
POND-2 Version: 5.21 SIN:
Date Executed: Time Executed:
MOORESVILLE GATEWAY
WET DETENTION POND #2
OUTLET STRUCTURE

Outflow Rating Table E
Table E = D + 6
Elevation (ft) Q (cfs) Contributing Structures
780.25 0.1 2
780.45 0.1 2
780.65 0.2 2
780.85 0.2 2
781.05 0.2 2
781.25 0.3 2
781.45 0.3 2
781.65 0.3 2
781.85 0.3 2
782.05 0.3 2
782.25 0.3 2
782.45 0.4 2
782.65 0.4 2
782.85 0.4 2 +3
783.05 1.0 2 +3
783.25 2.1 2 +3
783.45 3.6 2 +3
783.65 5.3 2 +3
783.85 7.2 2 +3
784.05 9.3 2 +3
784.25 11.7 2 +3
784.45 14.2 2 +3
784.65 16.8 2 +3
784.85 19.6 2 +3
785.05 22.6 2 +3
785.25 25.6 2 +3
785.45 33.4 2 +3 +4 +6
785.65 83.2 2 +3 +4 +6
785.85 158.9 2 +3 +4 +6
786.05 253.1 2 +3 +4 +6
786.25 362.8 2 +3 +4 +6
786.45 485.9 2 +3 +4 +6
786.50 0.0 -

POND-2 Version: 5.21
EXECUTED: 09-13-1998
r

SIN:
20:12:21 6 HOUR
*************************
* *
* MOORESVILLE GATEWAY
* POND #2
* STORM ROUTINGS
* *
* *
*************************
Inflow Hydrograph:
F:\windows\qesktop\sandra\gateway\hecruns\2-6POS2 HYD
Rating Table file:
c:\windows\desktop\sandra\gateway\hecruns\POND2 PND
' ----INITIAL CONDITIONS----
Elevation = 780.25 ft
Outflow = 0.10 cfs
' Storage = 1.78 ac-ft
C
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GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
-- ----- (cfs)
--------- (ac-ft)
----------
780.25 0.1 1.776
780.45 0.1 1.888
780.65 0.2 2.002
780.85 0.2 2.118
781.05 0.2 2.236
781.25 0.3 2.357
781.45 0.3 2.479
781.65 0.3 2.604
781.85 0.3 2.731
782.05 0.3 2.861
782.25 0.3 2.992
782.45 0.4 3.126
782.65 0.4 3.262
782.85 0.4 3.400
783.05 1.0 3.540
783.25 2.1 3.683
783.45 3.6 3.827
783.65 5.3 3.974
783.85 7.2 4.123
784.05 9.3 4.275
784.25 11.7 4.428
784.45 14.2 4.584
784.65 16.8 4.741
784.85 19.6 4.900
785.05 22.6 5.062
785.25 25.6 5.225
785.45 33.4 5.390
785.65 83.2 5.558
785.85 158.9 5.727
786.05 253.1 5.899
786.25
---------- 362.8
---------
- 6.073
----------
Page 1
Return Freq: 2 years
INTERMEDIATE ROUTING
COMPUTAT
-
-------- IONS
-
--
2S/t --- -----------
2S/t + 0
(cfs)
------------
-- (cfs)
-----------
2528.9 2529.0
2687.9 2688.0
2850.0 2850.2
3015.1 3015.3
3183.3 3183.5
3354.7 3355.0
3529.3 3529.6
3707.1 3707.4
3888.0 3888.3
4072.3 4072.6
4259.6 4259.9
4450.0 4450.4
4643.4 4643.8
4839.9 4840.3
5039.5 5040.5
5242.3 5244.4
5448.3 5451.9
5657.4 5662.7
5869.7 5876.9
6085.2 6094.5
6303.7 6315.4
6524.9 6539.1
6749.0 6765.8
6975.8 6995.4
7205.5 7228.1
7438.0 7463.6
7673.4 7706.8
7911.7 7994.9
8152.9 8311.8
8397.0 8650.1
8644.4
------------
--- 9007.2
-----------

EXECUTED
' DISK FILES:

C

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2-6POS2 HYD ; POND2 PND
Page 2
--GIVEN POND DATA
------ -----------------
ELEVATION OUTFLOW STORAGE
(ft) (cfs) (ac-ft)
--- --------- ----------
786.45 485.9 6.249
------------------------------
INTERMEDIATE ROUTING
------COMPUTATIONS
- ---------------
2S/t 2S/t + 0
(cfs) (cfs)
--------- -------------
8895.3 9381.2
--------------------------
Time increment (t) = 0.017 hrs.
n
POND-2 Version: 5.21 SIN:
' EXECUTED: 09-13-1998 20:12:21

0

Page 3
6 HOUR Return Freq: 2 years
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: c:\windows\desktop\sandra\gateway\hecruns\POND2 PND
Inflow Hydrograph: c:\windows\desktop\sandra\gateway\hecruns\2-6POS2 HYD
Outflow Hydrograph: c:\windows\desktop\sandra\gateway\hecruns\2-60UT2 HYD
Starting Pond W.S. Elevation = 780.25 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 62.03 cfs
Peak Outflow = 0.67 cfs
Peak Elevation = 782.94 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 1.78 ac-ft
-
Peak Storage From Storm = ---1_69 ac-ft
Total Storage in Pond = 3.46 ac-ft
Warning: Inflow hydrograph truncated on right side.
»»> Warning, initial pond outflow > 1st inflow ordinate. ««<

' POND-2 Version: 5.21 SIN:
EXECUTED: 09-13-1998 20:12:21 6 HOUR
* *
MOORESVILLE GATEWAY
* POND #2
* STORM ROUTINGS
* *
*************************
Inflow Hydrograph:
I:\windows\desktop\sandra\gateway\hecruns\10-6POS2.HYD
Rating Table file:
c:\windows\desktop\sandra\gateway\hecruns\POND2 PND
7

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--INITIAL CONDITIONS----
Elevation = 780.25 ft
Outflow = 0.10 cfs
Storage = 1.78 ac-ft
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
--------- (cfs)
--------- (ac-ft)
----------
780.25 0.1 1.776
780.45 0.1 1.888
780.65 0.2 2.002
780.85 0.2 2.118
781.05 0.2 2.236
781.25 0.3 2.357
781.45 0.3 2.479
781.65 0.3 2.604
781.85 0.3 2.731
782.05 0.3 2.861
782.25 0.3 2.992
782.45 0.4 3.126
782.65 0.4 3.262
782.85 0.4 3.400
783.05 1.0 3.540
783.25 2.1 3.683
783.45 3.6 3.827
783.65 5.3 3.974
783.85 7.2 4.123
784.05 9.3 4.275
784.25 11.7 4.428
784.45 14.2 4.584
784.65 16.8 4.741
784.85 19.6 4.900
785.05 22.6 5.062
785.25 25.6 5.225
785.45 33.4 5.390
785.65 83.2 5.558
785.85 158.9 5.727
786.05 253.1 5.899
--786_25--
----- ---362-8--
---- -----6_073
----
Page 1
Return Freq: 10 years
INTERMEDIATE ROUTING
COMPUTAT IONS
------------
2S/t --- -----------
2S/t + 0
(cfs)
------------
-- (cfs)
-----------
2528.9 2529.0
2687.9 2688.0
2850.0 2850.2
3015.1 3015.3
3183.3 3183.5
3354.7 3355.0
3529.3 3529.6
3707.1 3707.4
3888.0 3888.3
4072.3 4072.6
4259.6 4259.9
4450.0 4450.4
4643.4 4643.8
4839.9 4840.3
5039.5 5040.5
5242.3 5244.4
5448.3 5451.9
5657.4 5662.7
5869.7 5876.9
6085.2 6094.5
6303.7 6315.4
6524.9 6539.1
6749.0 6765.8
6975.8 6995.4
7205.5 7228.1
7438.0 7463.6
7673.4 7706.8
7911.7 7994.9
8152.9 8311.8
8397.0 8650.1
86444
------------
--- 90072
-----------
I
' EXECUTED 09-13-1998 20:12:21
DISK FILES: 10-6POS2.HYD ; POND2
' -------GIVEN POND DATA
-ELEVATION OUTFLOW STORAGE
' (ft) --(cfs) - --(ac-----
786.45 - 485.9 6.249
------------------------------

0
L

.PND
Page 2
INTERMEDIATE ROUTING
------COMPUTATIONS
- 2S/t 2S/t + 0
(cfs) (cfs)
--------- -------------
8895.3 9381.2
--------------------------
Time increment (t) = 0.017 hrs.
u
' POND-2 Version: 5.21 SIN:
EXECUTED: 09-13-1998 20:12:21

n

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Page 3
6 HOUR Return Freq: 10 years
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: c:\windows\desktop\sandra\gateway\hecruns\POND2 PND
Inflow Hydrograph: c:\windows\desktop\sandra\gateway\hecruns\10-6POS2.HYD
Outflow Hydrograph: c:\windows\desktop\sandra\gateway\hecruns\10-60UT2.HYD
Starting Pond W.S. Elevation = 780.25 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 122.41 cfs
Peak Outflow = 16.40 cfs
Peak Elevation = 784.62 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 1.78 ac-ft
-
Peak Storage From Storm = ---2_94 ac-ft
Total Storage in Pond = 4.72 ac-ft
Warning: Inflow hydrograph truncated on right side.
>>>>> Warning, initial pond outflow > 1st inflow ordinate. ««<

POND-2 Version: 5.21 SIN:
EXECUTED: 09-13-1998 20:12:21 6 HOUR
* *
* MOORESVILLE GATEWAY
POND #2
* STORM ROUTINGS
* *
*************************
Inflow Hydrograph:
F:\windciws\desktop\sandra\gateway\hecruns\100-6PO2.HYD
Rating Table file:
c:\windows\desktop\sandra\gateway\hecruns\POND2 PND
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--INITIAL CONDITIONS----
Elevation = 780.25 ft
Outflow = 0.10 cfs
Storage = 1.78 ac-ft
GIVEN POND DATA
ELEVATION OUTFLOW STORAGE
(ft)
--------- (cfs)
--------- (ac-ft)
----------
780.25 0.1 1.776
780.45 0.1 1.888
780.65 0.2 2.002
780.85 0.2 2.118
781.05 0.2 2.236
781.25 0.3 2.357
781.45 0.3 2.479
781.65 0.3 2.604
781.85 0.3 2.731
782.05 0.3 2.861
782.25 0.3 2.992
782.45 0.4 3.126
782.65 0.4 3.262
782.85 0.4 3.400
783.05 1.0 3.540
783.25 2.1 3.683
783.45 3.6 3.827
783.65 5.3 3.974
783.85 7.2 4.123
784.05 9.3 4.275
784.25 11.7 4.428
784.45 14.2 4.584
784.65 16.8 4.741
784.85 19.6 4.900
785.05 22.6 5.062
785.25 25.6 5.225
785.45 33.4 5.390
785.65 83.2 5.558
785.85 158.9 5.727
786.05 253.1 5.899
--786_25-
----- ----362-8-
---- ------6_073
----
Page 1
Return Freq: 100 years
INTERMEDI ATE ROUTING
COMPU
------------ TATIONS
--
----------
2S/t --
2S/t + 0
(cfs)
------------ (cfs)
-------------
2528.9 2529.0
2687.9 2688.0
2850.0 2850.2
3015.1 3015.3
3183.3 3183.5
3354.7 3355.0
3529.3 3529.6
3707.1 3707.4
3888.0 3888.3
4072.3 4072.6
4259.6 4259.9
4450.0 4450.4
4643.4 4643.8
4839.9 4840.3
5039.5 5040.5
5242.3 5244.4
5448.3 5451.9
5657.4 5662.7
5869.7 5876.9
6085.2 6094.5
6303.7 6315.4
6524.9 6539.1
6749.0 6765.8
6975.8 6995.4
7205.5 7228.1
7438.0 7463.6
7673.4 7706.8
7911.7 7994.9
8152.9 8311.8
8397.0 8650.1
86444
------------ 90072
--------------
I
' EXECUTED 09-13-1998 20:12:21
DISK FILES: 100-6PO2.HYD ; POND2
' --------GIVEN POND DATA
-------------------
ELEVATION OUTFLOW STORAGE
' (ft) (cfs)-- (ac-ft)
--------- ----------
786.45 485.9 6.249
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.PND
Page 2
INTERMEDIATE ROUTING
-------COMPUTATIONS
-----------------
2S/t 2S/t + 0
(cfs) (cfs)
--------- -------------
8895.3 9381.2
--------------------------
Time increment (t) = 0.017 hrs.

' POND-2 Version: 5.21 SIN: Page 3
EXECUTED: 09-13-1998 20:12:21 6 HOUR Return Freq: 100 years
t

****************** SUMMARY OF ROUTING COMPUTATIONS ******************
' Pond File: c:\windows\desktop\sandra\gateway\hecruns\POND2 PND
Inflow Hydrograph: c:\windows\desktop\sandra\gateway\hecruns\100-6PO2.HYD
Outflow Hydrograph: c:\windows\desktop\sandra\gateway\hecruns\100-60U2.HYD
Starting Pond W.S. Elevation = 780.25 ft
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***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 200.15 cfs
Peak Outflow = 120.90 cfs
Peak Elevation = 785.75 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 1.78 ac-ft
Peak Storage From Storm = 3.87 ac-ft-
Total Storage in Pond = 5.64 ac-ft
Warning: Inflow hydrograph truncated on right side.
»»> Warning, initial pond outflow > 1st inflow ordinate. <<<<<

Worksheet 2: Runoff curve number and runoff
?ro ject ?ylooQ-FS??csE (2.A-r??JA4 By ?"6 Dace S--5 `is
' Location 4F 1 Checked Dace
' Circle one: resen Developed
1. Runo41curve number (CV)

Sc:I name I Cover desc;_?c_on i/ A_ea ?_oduct
d C o-
an
;-•?crol0 4-C
(cove- type, treat :enc, and r

fn
'.
_
i

Cates CN x area
-oup hyd=olcg:c condic:on; C
:
:
N

C
i
oe-ce^t ous;
^-
nected!c ,.^eccea 5-ner :ous
ccr
^
,
:
.
araa
LJGOC6; rAI-4 C,Z14--A i I0r?1 I ??' ' ?lJ
`JC7 u
.
J
g&".1 P 155
4j&j4jjA'1
;
I / I `Je 'LGA J: i!%L/? it 'Gri J• ?
I

??"."f.N Sfi?Ga~ 1 G-I?%1?'.? •%'1 : ?`-? `era.%?
? ?
?P? i
^ ?, ? { ?.
< -c. .
57- -7 r7
E

I
t E ?
. Toc=-s
Use only one Ct source per -'-?e
(.. tota'_ product f; e: /,, Use C:: =?
total area 25,
1
D2
2. 2uno:
F cec cent; Y=
Rainfall, P (24-dour) .................. lEl
in
Runo f: , P Q and • CX with • table . 2-1, fig. 2-1,
or eqs. 2-3 and 2-4.)
Scocr Al I Storm 42 storm 03
I
(210-VI-TR-55. Second Ed.. June 19k

. Worksheet 2: Runoff curve number and runoff
?r o ject JMOO 2eSV its` GATEIJAI By 5Mg
Location f2pw? Checked
Circle one: ?resent eve loped
1. Runoff curve number ( CN )
Scil name I Cover descripcior. 1 area ?-oducc
and CN = o
-ydrologic (cover Cype, CreaC:-.enC, and C`t x area
;roue ;: c_olcg.c condition;
S : , r
N aces
C m
;
oercen_ im?er._ou -

(apnenc?:c y) a__a ratio) ! _ I
i II

V
L
r
G
T ?E ? ?zAfit05
a ?o(J c
I
?

I
f
I I i

CP1M+'t'{,ECZ-L'.fAl..? zi .`-r?V I
?

t

prxN? :tea %?a?mor? f i
b?
0,-q
i
i ?
I

t I
Lata15 = I ?, 2? i 23a4. bye
C total produce = Z LO (? rCs use C:: _
coca! area -:a
2. Runoff
; re uenc. yr
iain:ali, P (24-hour) .................. in
Runoff, Q .............................. ir.
(use P and C:1 oath cable 2-1, Eig. 2-1,
or eqs. 2-3 and 2-4.)
Scor 11 I Scor-M 42 1 Scoria 43
7
(210-VI-TR-55. Second Ed.. June 14$b)
Dace
Dace
CbAcked
LOCaCSon Alt? D2La
' rl/
Circle oae: 7r_sertL Developed
. Circle one?-''T"'1 =C c!trouzh subarea
`. HCTcS•• spat: for as =&=7 as Cla segrsen= per flow ewe caa be used for each
va:'.csheet.
I:cl• a a cap, sche=acic, or descr=rc:on of flow sagmencs.
sneec _ (A: Scab:e co 7 or-_:) Seg==n- 1D,
I
: ...
Su:=acs disc='cC.cr. ( .. ... (-
' . ??
::
_
tab_a _)
( I

I O,LIo
2. - r.
uarr._-3"z rcug^::ess c_e:

2, 0!5'0

?^ C r

7. Su==ac= r- d or urea:a=. .....
case='` c`_..r (?a•:e I
--
_ _
l
$. ....
,.
•_y` -_:5a:, L ......................
.... ?"__ 0.12 I

'
°. ...
Gat.=:_..=5e 5_cce, s ........ _.......

10
Ave=- 3-1) ...........
_ge i ?•--

?L5
Q
I _ ??
Z
?
cuter - - ,
?
S
d. b

' Ca nnel

12. Crass sec::ora_ a-=a, a ...............
.. .................. -=
_ I
.. ...
--- -

13. C.un..-_ slace, s ...............
' 16. man-ing"s rcug?^ess eae:'.., n ....... ....
Q ;SV
2; 3 112
f cis
17. V , 1.»g s _ rue .......
13 ........................... ::
L .
r
th
mm ?
Fl !+
3
1-J.
. .
,
,
a
e f
Q
I '
h
T
L , 7
19. t
C.Jrpuce
......
1t

' 3600 V
in seeps b
dd T 0. I
11, and 19) ...... hr
,
(a
T oc T
20. t
uacershe or suba:es
c
o. 372
J
_
= 30 Z) ` Q• [:0$ P?t - fo. $ Mia 'J5e [??= (n Mir
dk, ,'21 ?°
9
D-
=a•4Z-TR-SS,?-_?c^_rc Ed., June 1°E7
t
r -a.] CC T.
Checked Dace
L.ocacion ?b? ? }
CLrc1e one: ?_e3enc 10evelape4
Circle one. ?? = c~roug?s sszbarr?
- t
f
aaTzs: Spac= For as ==T as c"' segmencz pe" ?°?' Lie Caa be used for each
Irc?• :a a map, sc e=CLr_, or desc _e. Of flow salmencs.
eeo-e ?
meet _ (ti?• cab-leC
?. Su_ac1dasc='?c:ar. (:ab?= 3-i) ............ ?f
< .......... = =rr%'11
'4. .:a-+- -= -=- ?_ .................. F'n
. Sti=:aC= or a^;.a':e^; ...
i^. Ava==3_ ve.cc. , ' (==? 3_
Cor - ?-=
Sa ert
12. Coss sec_iora- f'!;:%; :=sa
................
1=. __.c raci_s a Cormpuce
i7dza / ............... /:-
17. C:ann__ slope, s ..?...
lo. "s rcu3:-n es?s Coe_'.. , n ..............
Z13 I/" gc; s
1.?4 s CGCpuce V
17. V 13. Floc I.rg:b, L: • • I '' `
Il_--j` f
L Corsnucz TC .-•--• h=
19. Tc - 3600 V hr f
20. Vace=shed or subares T oc T c (add Tc L- steps b, Ii, an 191 --••
C
f .?T=?6)C?)= o
G
('?jO-ti-I-TR- , 4c=rc Ed_, June 19Eo)
D-
Worksheet 2: Runoff curve number and runoff
,r jecc C,BY -5 Dace `5-6-2
' Location 90> -PZ Checked Dace
' Circle one: Present Developed
1. '.Lno i curve number (CN)
c'_L name
' aad
?:; c:oLogic
;roc=
' ? (ape^.G_:c n)
1

Cover descr?pc_on
C:i - ?roducc
o=
(cover type, treatment, and I ("+

I CN x area
.
h; d_ _cg_z condic:on; Cl
C4 acres
C]
? '
,:nconneczed/connected .iper :ors r i -

?? - ?:rz ???i7 o nl -)A 19q r7. q 0
7s ! _ I
_ total produce =ZZ 09 . Use C:+
C, ? :e_gn_ed) total area 3(4.0
2. Runof
' Y=
' na:.^.:dLi, P (24-hour) in
Ru oli, in
(Use P and CN with cable 2-1, Eig. 2-1,
or eqs. 2-3 and 2-4.)
D-2
(210-V I-TR•55. Second Ed.. June 19k)

n3l
Worksheet 2: Runoff curve number and runoff
?ro ject ?Mbr2E6dIU- G?k ? By S?'tg Dace 6-6-5
Location POJI> Checked Dace
Circle one: Present eves ope
1. Runo f cure runb e r (CT)
Soil na-e cove: desc=i?c or, I A._e_ ?roducc

C=+ - o
.
and
lo g
;:;droic (cover type, creac=enc and
I
- CN x area
-oup hyd olcgic condition, I
?, I N ac=es
-
oercenc i??er _ous;
?
' ?;
=
i -
?
:s
_o
inconnecce'/co,.r.ecced i ice: ( =
_

W-Y
c
J
T
1 0

,1
5
-
D

T? I
2
? i iOCc_S = ? ?•?O?•
Qse orly one Ca sot-, a Der Line
coca! product use C-i
s i
Ct (?eighced) ? -
cocal area L, ;ou" '
?r?ccenc;. Y=
na?r_all, P (24-hour) .................. in
Runoff, Q ! r.
(Use P and CY s:ich cable 2-1, fig.
or eqs. 2-3 and 2-4.)
I-Ig t - , /i l a
C7 17, 1
Sc?C 1 7 i I storm #2 scorm 13

I
(210-VI-TR-55. Second Ed- June 14$0'}

Pro jec• YI rnwCJV Ju.G K ?
Location h?ND Check ed Data
d
el
ope
Urcle one: ?r_sest Dev
h subarea
ehsoug
Circle one. t? T
t
HOT-cS: Sgac_ for as xaap as e-ao seg=ea:.s per flaw type cam be used far each
voeksheet.
Irc? a a cap, sc a=acie, or descrYc=oa of fZov zag=encs.
) Sr; e^_
?
_ D
an
j
meet _ (tip _icab_a co
c
?. Su:-act desc=t?c:?ca 3-1) ............

c=en
3
c)
3CC
-

.. - 8 50
c
"47 ? ........... _
... - --
s. --e, s ......................
,?- I
qo f
_ i ?
' i 0,x{0

' Suz--'zcz _• c=--:e. Cr urpa:ems;
i 4. Tea:_: c::se 5_Gpe, 5 ....................... f:/==
........... r? ?5
't '.;?O V

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B-gc5

Channel
a .............. . -=
1'_. Cross sec_:oral f;cw 1.3:1,
¦ a CaMpuce C : -
15. C:hsn..__ slope, s ................
manni:g's rc3 ass eoe:='' ?SJ? •?.........
1 213 S1 f _,s
17. V -
a
15. Ioc leng_?, L
L Czcpuca i h:
......
14 . it 36170 V s
20. Vace:shed or subarea T ac Tc (add Tc in steps b, 11, and 19) . _ •
o'7
h 0,
: lik?
O. 2-ca-
Loy e ?
&4-- .Z9? ?X2r???= D.D?3Z = ??? Mid USe c1f ?Nt?io
D
(?z0-47-TR- rc Ed_, Ame 19SO

' Location remp
Dace
'Checked
Circle.oae: ?-esenc veloped'
_ Circle one _ r through subarea
c c
` NCTcS' Spaca for as caa7 u c-ro segments pe: flow Cie Can be used Eo: eac!%
vo:icz:tee c .
Lrc?.^z a cap. sche-.acic, or desc:rc=on o f flow sa3rsencs.
I ?neet E°^ (?=. -i.csb?e cc _c ar=7) Sty=e^__ ?

............

, :ess _=e:: G (tzb:a _-_) - -
2. Lanni:.; s roc;3•

0
Iu:aa" ....
7. SL'_=ac?
L ..
°. ?wac=-=?u.s2 slc?e, s ...
--• 'C r :u Y
Channel _ _ Se,.
• _
= a ..... .. . =
12. C_css sec_:ora'_ f;.:L a _3
I=. cad=a__:c roctus, ? Cc?puca ....... -
13. Ounn__ s?oce, s
16. rcu3 :ess ccen I I
?a 2: 3 a Carsguca Y ....... f cis
1?. V = 1.
1S. liOt 1ergtz, L Lc
L r CJrcuCZ Tc h= '(?---mot
c T (add -r i- steps 61 1!, and 1?) hr
20. vacershed or sc:bar el a T
t c
?SSuM? Tc ? . ? ?
At'- , L1 ?;,, - c,c^ c Ed Jct.^.e I1-3-7
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Table 2-2a.-Runoff curve numbers for urban areasl
Cure numbers for
Cover description hydrologic soil group-
Average percent
Cover type and hydrologic condition impervious areal A B C D
Fully developed urban areas (regetation.. established)
Open space (lawns, parks, golf courses, cemeteries,
etc.)':
Poor condition (grass cover < 50070) ..............
Fair condition (grass cover 50% to 75%).......... .
Good condition (grass cover > 75%) ..............
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) ..........................
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way) ..................................
Paved; open ditches (including right-of-way) .......
Gravel (including right-of-way) ...................
Dirt (including right-of-way) .....................
Western desert urban areas:
Natural desert landscaping (pervious areas only)a...
Artificial desert landscaping (impervious weed
barrier, desert shrub with 1- to 2-inch sand
or gravel mulch and basin borders) .............. .
Urban districts:
Commercial and business ..........................
Industrial ........................................
Residential districts by average lot size:
V8 acre orless (town houses) ......................
1/4 acre .........................................
113 acre .........................................
112 acre .........................................
1 acre ...........................................
2 acres ..........................................
68 79 86 89
49 69 79 84
39 61 T4 80
98 98 98 98
98 98 98 98
83 89 92 93
76 85 89 91
72 82 87 89
63 77 85 88
96 96 96 96
85 89 92 94 95
72 81 88 91 93
65 77 85 90 92
38 61 75 83 87
30 57 72 81 86
25 54 70 80 1?5
20 51 68 79 84
12 46 65 77 82
Developing urban areas
Newly graded areas (pervious areas only,
no vegetation)5 ................................... 77 86 91 94
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
':Average runoff condition, and I, = 0.2S.
Yl ie average percent impervious area shown was useil to develop the composite CN's. Other assumptions are as follows: impervious area,
are directly connected to the drainage system, impervious areas have it CN of 98. and pervious areas are considered equivalent to open
space in good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 2.4.
"CN'a shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
'Corposite CY., for natural desert landscaping should be computed using (i),nu•es'L•a or 2.4 based on the impervious area percentage WN
= 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in pour hydrol gic condition.
-'Composite CN's to use for the design of temporary measures during grading and construction should he computed using figure 2-:1 or 2.4,
based on the degree of development (impervious area pementage) and the CN's for the newly graded pervious areas.
' (210-VI-TR-55, Second Ed., June 1986) 2-5
i
Table 2-2c.-Runoff curve numbers for other agricultural lands'
Cover description
Cover type
Hydrologic
condition
Curve numbers for
hydrologic soil group-
A B C D
Pasture, grassland, or range-continuous Poor 68 79 86 89
forage for grazing.2 Fair 49 69 79 84
Good 39 61 74 80
Meadow-continuous grass, protected from - 30 58 71 78
grazing and generally mowed for hay.
Brush-brush-weed-grass mixture with brush Poor 48 67 7 i 8.13
the major element' Fair 35 5li 70 77
Good 430 48 65 73
Woods-grass combination (orchard Pour 57 73 82 Sri
or tree farm).s Fair 43 65 76 82
Good 32 58 72 79
Woods.8 Poor 45 66 77 8:3
Fair 36 60 73 79
Good 430 55 70 77
Farmsteads-buildings, lanes, driveways, - 59 74 82 86
and surrounding lots.
'Average runoff condition. and 1;, .= U.Y.S.
<:>t)!i grnuui cover or heavilp gn-zed with nn mulch.
1'7rrir: to 7:i Krmund cover and not heavily grazed.
Grxxl: > 757t ground cover and lighth• ur only occasiunail} }.Hazed.
a!',x,r: <bilr'r ground cover.
Fair: 5511 to 757 ground cover.
Gonxl: >715% p- mind Cuver.
+Actuad curve number is leas than '',U: use CN = :;U for runoff c rmputaLit) ns.
'CN's aho%%n were computed for au-Las with »U!i woodk and 5U';; gniss (pasture) cover. Other connbinations of conditions maY be eumputed
from the CN's for n•amds and pasture.
r!',nw. Forest litter. small trees. and brush wv destr•oyed by hearv gnzin or re>;uhu• huraring.
Woods are Krrzed but nut burned. and some furest litter covers the soil.
(;,x)(l: Woods are protected frottr }(razi» gL, and litter and brush adecluatelY cover- the soil.
(210-VI-TR-55, Second Ed., June 1986)
2-7
? 3,
.50 -
.20 -
+., .10 -
4-
a.
.06
-
0
N
L .04 -
V
Q1 -
4)
3
.02
.01
.005
I ?
!
I !!
II I
1 (l
I ? I I I
11 A
i
I A
I I I i
I I I I I I
I i I
I ? 1
I I I I I I 1
I I' I
l I I I
l it I I
I I I I I
it
a,
I i( I' it I ! I I !
°
! I I i I I I
I I ' I ! ?I ! i i ? i
? r r l r i l r r r
1 2 6 10
Average velocity, ft/sec
Figure 3-1.-:Average velocities for estimatinz tr:ivel time for shallow concentrated flow.
(210-VI-TR-55, Second Ed., June 19,96)
1
20

Project Name: Mooresville Gateway filename: G:187037\DOCSIWQCALCSI.XLS
Project No.: 87037
Sheet Title: Water Quality and Detention Calcs
Calculated By: SMB Date: 2116/98
7/26/98 (REV.) 9/13/98 (REV.)
Pond #1
DETERMINE SURFACE AREA (S.A.) FOR 85% POLLUTANT REMOVAL
Drainage area= 29.24 Ac.
% Impervious= 45
Pond depth= 5.5 ft.
SA/DA= 1.28%
DETERMINE VOLUME TO BE CONTROLLED BY 1" STORM
Rv= 0.009(% impervious)
0.46 In/in
Volume req'd 11" x Rv x 1/12 (ft/in) x Drainage area
DRAWDOWN STORM IN 2-5 DAYS (ESTIMATE AN ORIFICE SIZE FOR WO - CHECK TO FOLLOW)
i 2A x (sgrit(h))
t- Ca(sgrt(2g)) ?.
i
t= time to drawdown (sec)= 259,200 (3days)
a= area of orifice (sq.ft.)= will solve
A= pond s.a. (sq.ft.)= 16552.80 0.38 ac.
g= gravity constant (ft/s2)= 32.2
h= change in head (ft.)= 2.92 (vol/s.a.)
C= orifice coefficient-- 0.6
2A x (sqrt(h))
a= Ct(sgrt(2g)) a= 0.045 sq.fL
diameter of orifice, d= 2.88 in.
orifice area= 0.049 sq.fL
DRAWDOWN STORM IN 2-5 DAYS (CHECK ORIFICE SIZE USED IN OUTLET STRUCTURE
NWE = 771.0 ft.
d Used = 3.0 in. orifice area= 0.049 sq.ft.
10 year weir set= 773.0 ft. (2yr storm)
change in head = 2.0 ft.
S.A. at 10 yr = 0.48 Ac. = 20908.8 sq.ft
S.A. at NWE = 0.38 Ac. = 16552.8 sq.ft
S.A. to use for drawdown eq.= 18730.8 sq.ft (average area between peak and nwe)
okay

Project Name: Mooresville Gateway
Project No.: 87037
Sheet Title: Forebay/Emergency drain calcs
Calculated By: SMB Date: 2-16-98
429-98
Pond #1
SIZE POND EMERGENCY DRAIN
Drain pond within 24 hours (86400 sec)
filename: G:\87037\DOCS\WQCALCSI.XLS
(REV.)
t= time to drawdown (sec)= 86,400 (1day)
a= area of orifice (sq.tL)= will solve
A= area at NWE = 0.38 Ac. = 16552.8 sq.ft
A= area at bottom = 0.02 Ac. = 871.2 sq.ft
A= S.A. to use for drawdown eq.= 8712.0 sq.ft (average area between bottom and nwe)
g= gravity constant (ft/s2)= 32.2
h= change in head (ft.)= 5.5 (pond depth)
C= orifice coefficient-- 0.6
2A x (sgrt(h))
a= Ct(sgrt(2g)) a= 0.098 sq.fL
diameter of orifice, d= 4.24 in.
area= 0.196 sq.ft.

Project Name: Mooresville Gateway filename: G:\870371DOCSIWQCALCS2.XLS
Project No.: 87037
Sheet Title: Water Quality and Detention Caics
Calculated By: SMB Date: 2/16/98
7/26/98 (REV.) 9/13/98 (REV.)
Pond #2
DETERMINE SURFACE AREA (S.A.) FOR 85% POLLUTANT REMOVAL
Drainage area= 24.64 Ac.
% Impervious= 61
Pond depth= 4 fL
SA/DA= 2.03%
DETERMINE VOLUME TO BE CONTROLLED BY 1" STORM
Rv= 0.009(% impervious)
0.60 in/fn
Volume req'd 1 x Rv x 1/12 (ft/in) x Drainage area

DRAWDOWN STORM IN 2-5 DAYS (ESTIMATE AN ORIFICE SIZE FOR WQ - CHECK TO FOLLOW)

2A x (sqrt(h))
t= Ca(sgrt(2g))
t= time to drawdown (sec)= 259,200 (3days)
a= area of orifice (sq.fL)= will solve
A= pond s.a. (sq.fL)= 23522.40 0.54 ac.
g= gravity constant (ft/s2)= 32.2
h= change in head (fL)= 2.28 (vol/s.a.)
C= orifice coefficient-- 0.6
2A x (sqrt(h))
a= Ct(sgrt(2g)) a= 0.057 sq.ft
diameter of orifice, d= 3.23 in.
orifice area= 0.049 sa.ft
DRAWDOWN STORM IN 2-5 DAYS (CHECK ORIFICE SIZE USED IN OUTLET STRUCTURE
NWE = 780.0 ft.
d Used = 3.0 in. orifice area= 0.049 sq.fL
10 year weir set= 782.85 fL (2yr storm)
change in head = 2.9 ft.
S.A. at 10 year= 0.70 Ac. = 30492 sq.ft
S.A. at NWE = 0.54 Ac. = 23522.4 sq.ft
S.A. to use for drawdown eq.= 27007.2 sq.ft (average area between peak and nwe)
okay

Project Name: Mooresville Gateway
Project No.: 87037
Sheet Title: Forebay/Emergency drain calcs
Calculated By: SMB Date: 2-16-98
4-29-98
Pond #2
SIZE POND EMERGENCY DRAIN
Drain pond within 24 hours (86400 sec)
filename: G:\87037\DOCS\WQCALCS2.XLS
(REV.)
t= time to drawdown (sec)= 86,400 (1day)
a= area of orifice (sq.ft.)= will solve
A= area at NWE = 0.54 Ac. = 23522.4 sq.ft
A= area at bottom = 0.25 Ac. = 10890 sq.ft
A= S.A. to use for drawdown eq.= 17206.2 sq.ft (average area between bottom and nwe)
g= gravity constant (ft/s2)= 32.2
h= change in head ft)= 4.0 (pond depth)
C= orifice coefficient= 0.6
2A x (sgrt(h))
a= Ct(sgrt(2g)) a= 0.165 sq.ft.
diameter of orifice, d= 5.51 in.
area= 0.196
therefore,
i
Project Name: Mooresville Gateway
Project No.: 87037
Sheet Title: Bouyancy Calculations
Calculated By, SMB Date: 5/27/98
Pond #1
DROP BOX FOR POND #1
Top of Dam= 777 fL
Top of box= 776 ft.
Bottom of box= 764.5 ft. h=
Box width= 2.667 ft. (inner)
Box lengh= 4 ft. (inner)
Box width= 3.667 ft. (outer)
Box lengh= 5 ft. (outer)
Wght of water- 62.4 Ib/cufL
Wght of concr- 150 Ib/cufL
VOLUME DISPLACED
BOX: L(I)xW(I)xhxWght of water =
DOWNWARD FORCE
BOX: (Aout - Ain)xhxWght of cone=
filename: G:\87037\DOCS\bouyl.xls
11.48 fL

Project Name: Mooresville Gateway
Project No.: 87037
Sheet Title: Bouyancy Calculations
Calculated By: SMB Date: 9/13/98
Pond #2
DROP BOX FOR POND #2
Top of Dam=
Top of box=
Bottom of box=
Box width=
Box lengh=
Box width=
Boxlengh=
786.4 ft.
785.4 ft.
773.25 ft.
2.667 ft. (inner)
4 ft. (inner)
3.667 ft. (outer)
5 ft. (outer)
Wght of water- 62.4 Ib/cuft.
Wght of concr= 150 Ib/cuft.
VOLUME DISPLACED
BOX: L(i)xW(i)xhxWght of water =
DOWNWARD FORCE
BOX: (Aout - Ain)xhxWght of conc =
h=
filename: G:\87037\DOCS\bouy1.WK4
12.15 ft.

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ENGNEERING SERVICES INC
. m nrTt ,.,r ^1A9f14
?17tti: J yr I
JOB NAME M002i?5ylL.L.X
TITLE: RIP RAP APRON DESIGN FOR CULVERTS
COMPUTED BY: SM a OA 7-: !;' /Z- Cl ?
CHECKED BY: 0A Tr-:
,704) 376-7777 FAX: -[phone] - fop
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D DIAMETER OF PIPE IN FEET
25

MINIMUM
ZONE APRQN CLASS SIZE LENGTH THICK-
MATERIAL OF OF OF * NESS OF
STONE STONE APRON STONE
I STONE FINE 1 3' 4 X D 9'
2 STONE LIGriT 1 6' 6 X D I2'
3 STONE ME) r,",41 I3' 8 X D I8'
4 STONE HEAwYi c:' 8 X D 30'
5 STONE ( HEAV- 1 23' 110 X D 30'
6 1 STONE HE4'/'( 23' 12 X D 30'
REQUIRES LARGE S.CNE OR ANOTHER TYPE
7 (
OF DEVICE, DE3:OV I; BEYOND THE SCQPE
QF THIS PROCCURE.
WIDTH = DIAMETER : I-, (LENGTH) : 6' MINIMUM
#LENI37H TO PREVEN) _=;!-; ,Q LE
NAME `rEiGHT SIG-' ? Ec,F (CATIONS
(LBS>

? ""l. S; AL.- WE704 AT LEAST 60
CLASS I 5-200 NO MORE THAN IOX
S'r? iE"CH LESS THAN 15 L3S

:rAU WE-704 AT LEAS, 100
CLASS . 25-c"50 I'_S NO MORE THAN S/.
j:rL: 'WEiGH LESS THAN 50 LSS

EROSION C0,NTriCL STONE

CLASS A I 1 ' 3X "-t' ,BOTTOM SIZES.
2-6' SZAOATION SPECIFIED.
CLASS B 15-300 5-15'!NO ZZALATIEN SPECIFIED.
STR# 9-FLOW DIA.CF CUTLET DEPTH ZONE APRON APRON APRON SI%14E REMARKS
(CFS) PIPE VET. OF FLOW LENGTH WIDTH THICK. CLASS
(IN) (FPS) (FT) (FT) (FT) (IN)
1A 7'7 0) 3.50 - ?? ! ;` ( I

2....
....?..:..?
...:b....
_0 .?.y..?
_..?, g ... .......
.. .. ....... .....
1 ?... .........
?........ Z .
....

Y ?...
t?/ v.
Fl .... .. . ...... .... ...... ..... ..... ,..

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.....

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..
................. .............
........ .. ....

.
....... .......... ..........................................

.... r777 F 77
SaRCE: 'BANK L CNANa LINING PROCEDURES', NEV YORK DEPART}o, T OF TRANSPORTATIGV, DIVISION OF DDES104 .s'40 CONSTRUCTIGN, 1971.

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POND #1
EMERGENCY WEIR SIZING
' 100 YR FLOW OVER 125' SPILLWAY @ 6" DEEP = 132.6
SPILLWAY SET @ 776.0
100 YR STORM ? 776.5
VELOCITY OVER SPILLWAY = 2.12 fps
POND #2
76s qo 44
100 YR FLOW OVER 125' SPILLWAY @ @ (6") = 1 7
SPILLWAY SET @.-7:79-46 7 ?5 , yc
100 YR STORM
VELOCITY OVER SPILLWAY = 2-86- fps 1 ?? s

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