20080652 Ver 3_Stormwater Info_20080602 (2)

D S- O tc S A U.3
ENGINEERING CALCULATIONS
FOR
HADLEY
(FORMERLY KNOW AS "ARROWOOD STATION")
ARROWOOD STATION, LLC
1600 Camden Road
Charlotte, North Carolina 228203
December 2007
Revised: February 2008
Revised: March 2008
Revised: May 2008
PN: 1007154
Calculated By: FJM/JMK
Checked By: Kevin W. Vogel
JUN 2 2008
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urban design planning civil engineering landscape architecture

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Basin Water Storage Volume (i'13)
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Figure 2. Skimmer orifice diameter as a function of the basin volume and basin dewatering time.
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Figure 2. Skimmer orifice diameter as a function of the basin volume and basin dewatering time.
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Sedimient Basin #1
(SB-1)

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Table of Contents
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Table of Contents
***+****************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Mecklenburg..... Design Storms ...................... 2.01
Mecklenburg..... 2
Design Storms ...................... 2.02
********************** TC CALCULATIONS *********************
DA TO SB-1...... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
DA TO SB-1...... Runoff CN-Area ..................... 4.01
***********+*********** POND VOLUMES *t*r*****t*************
SB-1............ Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
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Table of Contents
ii
Table of Contents (continued)
Individual Outlet Curves ........... 6.05
Composite Rating Curve ............. 6.09
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
2 3.1200 Synthetic Curve TypeII 24hr
10 4.8000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
------------
----- Type
---- Event
------ ac-ft
---------- Trun
DA TO SB-1 AREA 2 2.859
DA TO SB-1 AREA 10 5.028
*OUT 10 JCT 2 2.097 R
*OUT 10 JCT 10 4.247 R
SB-1 IN POND 2 2.859
SB-1 IN POND 10 5.028
SB-1 OUT POND 2 2.097 R
SB-1 OUT POND 10 4.247 R
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft
-------- ac-ft

11.9200
53.10 ------------
11.9200 90.97
12.0400 34.50
12.0000 72.61
11.9200 53.10
11.9200 90.97
12.0400 34.50 622.92 1.124
12.0000 72.61 623.66 1.439
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Type.... Design Storms
Name.... Mecklenburg
File.... N:\_2007\1007154\Doc5\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
Title... Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION RISER BASIN #1 (SB-1)
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Page 2.01
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
Storm... TypeII 24hr Tag: 2
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
2 yr
3.1200 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Tc Calcs
Name.... DA TO SB-1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
..............................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Page 3.01
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
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Type.... Tc Calcs
Name.... DA TO SB-1
Page 3.02
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
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Type.... Runoff CN-Area
Name.... DA TO SB-1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C °UC CN
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/8 acre (t 90 16.380 90.00
Page 4.01
COMPOSITE AREA & WEIGHTED CN ---> 16.380 90.00 (90)
...........................................................................
...........................................................................
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Type.... Vol: Elev-Area
Name.... SB-l
Page 5.01
File.... N:\ 2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
----------- (sq.in) (acres)
--
------ (acres) (ac-ft) (ac-ft)

619.00 -----
---------
----- .1590 -----------------
.0000 ---------
.000 -------------
.000
620.00 ----- .2420 .5972 .199 .199
622.00 ----- .3420 .8717 .581 .780
624.00 ----- .4790 1.2257 .817 1.597
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
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Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 619.00 ft
Increment = .50 ft
Max. Elev.= 624.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
User Defined Table UO ---> TW .000 624.000
Stand Pipe RO ---> CO 622.000 624.000
Culvert-Circular CO ---> TW 619.000 624.000
Weir-Rectangular WO ---> TW 623.000 624.000
TW SETUP, DS Channel
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Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
OUTLET STRUCTURE INPUT DATA
Structure ID = UO
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
--------- ---------
619.00 .00
619.25 .17
624.00 .17
Structure ID = RO
Structure Type
------------------ = Stand Pipe
------------
------
# of Openings = 1
Invert Elev. = 622.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
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Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 619.00 ft
Dnstream Invert = 618.00 ft
Hcriz. Length = 33.00 ft
Barrel Length = 33.02 ft
Barrel Slope = .03030 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .009217 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) _ .000
T2 ratio (HW/D) = 1.292
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 619.00 ft ---> Flow = 27.16 cfs
At T2 Elev = 622.23 ft ---> Flow = 31.05 cfs
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Type.... Outlet Input Data
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
WO
Weir-Rectangular
----------------
1
623.00 ft
16.00 ft
3.330000
Page 6.04
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Type.... Individual Outlet Curves
Name.... Outlet 1
Page 6.05
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = UO (User Defined Table)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------
WS Elev. ------- --------------- ----
Q TW Elev Converge ----------------------
ft
-------- cfs ft +/-ft
------- -------- ----- Com
---- putation Messages
----------------------
619.00 .00 Free Outfall
619.50 .17 Free Outfall
Interpolated from input table
620.00 .17 Free Outfall
Interpolated from input table
620.50 .17 Free Outfall
Interpolated from input table
621.00 .17 Free Outfall
Interpolated from input table
621.50 .17 Free Outfall
Interpolated from input table
622.00 .17 Free Outfall
Interpolated from input table
622.50 .17 Free Outfall
Interpolated from input table
623.00 .17 Free Outfall
Interpolated from input table
623.50 .17 Free Outfall
Interpolated from input table
624.00 .17 Free Outfall
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Name.... Outlet 1
Page 6.06
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p

RATING TABLE FOR ONE OUTLET TYPE
' Structure
---------- ID = RO
---------- (Stand Pipe)
------------------
Upstream ID = ( Pond Water Surface)

P DNstream ID = CO (Culvert-Circular)
ond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft cfs ft
-
--ft--- --ft--- +/-ft +/-cfs ft
---- - +/-ft
-- -------
619.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
619.50 .00 Free Outfall
' WS below an invert; no flow.
620.00 .00 ... Free Outfall
WS below an invert; no flow.
620.50 .00 ... Free Outfall
'
::;
WS below an invert; no flow.
621.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
621.50 .00 ... ... ... ... Free Outfall
' WS below an invert; no flow.
622.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
' 622.50 14.79 622.50
Weir: H = Free
.50ft 621.07 .000 .000 Free Outfall
623.00 41.85 623.00 623.00 623.00 .001 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1 .00ft
t 623.50 * 623.50 623.50
FULLY CHARGED RISER, 623.50 .000 .000 Free Outfall
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
624.00 * 624.00 624.00 624.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. H ev=0.000

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' Type....
Name....
File.... Individual Outlet Curves Page 6.07
Outlet 1
N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
-----------
---------------------------
Mannings open channel maximum capacity: 76.80 cfs
UPstream ID = RO (Stand Pipe)
' DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft cfs +/-ft +/-cfs
ft
ft
ft
- ------
-- ft
----- +/-ft
-- -------
----
--
619.00 -------
.00 --- --
-- ---
---
---
-
- --
... ... ... ... Free Outfall
'
619.50
.00 WS below an invert; no flow.
Free
Outfall
WS below an invert; no flow.
620.00 .00 ... ... ... ... Free Outfall
'
620.50
.00 WS below an invert; no flow.
Free
Outfall
WS below an invert; no flow.
621.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
' 621.50 .00 Free Outfall
WS below an invert; no flow.
622.00 .00 ... ... ... ... Free Outfall
'
622.50
14.79 WS below an invert; no flow.
621.07 Free Free .000 .001
Free
Outfall
CRIT.DEPTH CONTROL Vh= .515ft Dcr= 1.297ft CR IT.DEPTH Hev= .OOft
623.00 37.81 623.00 Free Free .000 4.033 Free Outfall
'
623.50
41.63 INLET CONTROL... Submerged: HW =4.00
623.50 Free Free .000 32.448
Free
Outfall
INLET CONTROL... Submerged: HW =4.50
624.00 45.12 624.00 Free Free .000 40.414 Free Outfall
' INLET CONTROL... Submerged: HW =5.00

n

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Type.... Individual Outlet Curves
Name.... Outlet 1
Page 6.08
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
---------------- Tail Water
---------- Notes

WS Elev.
Q -----
TW Elev Converge --------------------------
ft
-------- cfs
------- ft +/-ft
-------- ----- Computation Messages
--------------------

619.00
.00
Free Outfali ------
WS below an invert; no flow.
619.50 .00 Free outfall
WS below an invert; no flow.
620.00 .00 Free Outfall
WS below an invert; no flow.
620.50 .00 Free Outfall
WS below an invert; no flow.
621.00 .00 Free outfall
WS below an invert; no flow.
621.50 .00 Free outfall
WS below an invert; no flow.
622.00 .00 Free Outfall
WS below an invert; no flow.
622.50 .00 Free outfall
WS below an invert; no flow.
623.00 .00 Free outfall
WS below an invert; no flow.
623.50 18.72 Free Outfall
H= .50; Htw=.00; Qfre e=18.72;
624.00 52.61 Free outfall
H=1.00; Htw=.00; Qfr ee=52.61;
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Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.09
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 1 REVISED 5-13-08.p
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------
-------------------
Elev. Q TW E lev Error
ft
-------- cfs
------- ft +/-ft
-------- Contributing Structures

619.00
.00
Free -----
Outfall --------------------------
(no Q: UO,RO,CO,WO)
619.50 .17 Free Outfall UO (no Q: RO,CO,WO)
620.00 .17 Free Outfall UO (no Q: RO,CO,WO)
620.50 .17 Free Outfall UO (no Q: RO,CO,WO)
621.00 .17 Free Outfall UO (no Q: RO,CO,WO)
621.50 .17 Free Outfall UO (no Q: RO,CO,WO)
622.00 .17 Free Outfall UO (no Q: RO,CO,WO)
622.50 14.96 Free Outfall UO,RO,CO (no Q: WO)
623.00 37.98 Free Outfall UO,RO,CO (no Q: WO)
623.50 60.52 Free Outfall UO,RO,CO,WO
624.00 97.90 Free outfall UO,RO,CO,WO
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Appendix A
Index of Starting Page Numbers for ID Names
----- D -----
DA TO SB-1... 3.01, 4.01
----- M -----
Mecklenburg... 2.01, 2.02
----- 0 -----
Outlet 1... 6.01, 6.05, 6.09
----- S -----
SB-1... 5.01
----- W -----
Watershed... 1.01
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r Sediment Basin #2
(SB-2)

Table of Contents
Table of Contents
1
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Mecklenburg..... Design Storms ...................... 2.01
Mecklenburg..... 2
Design Storms ...................... 2.02
********************** TC CALCULATIONS *********************
DA TO SB-2...... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
DA TO SB-2...... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES *************r*t*******
SB-2............ Vol: Elev-Area ..................... 5.01
1
1
1
1
1
1
1
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
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Table of Contents
ii
Table of Contents (continued)
Individual Outlet Curves ........... 6.05
Composite Rating Curve ............. 6.09
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\ 2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
2 3.1200 Synthetic Curve TypeII 24hr
10 4.8000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
------------
----- Type
---- Event
------ ac-ft
---------- Trun hrs
--------- cfs
-------- ft
-------- ac-ft
------------
DA TO SB-2 AREA 2 1.866 12.2400 15.38
DA TO SB-2 AREA 10 4.255 12.2400 38.14
*OUT 10 JCT 2 1.319 R 12.9100 5.02
*OUT 10 JCT 10 3.661 R 12.4800 27.39
SB-2 IN POND 2 1.866 12.2400 15.38
SB-2 IN POND 10 4.255 12.2400 38.14
SB-2 OUT POND 2 1.319 R 12.9100 5.02 605.16 .764
SB-2 OUT POND 10 3.661 R 12.4800 27.39 606.01 1.107
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Type.... Design Storms
Name.... Mecklenburg
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
Title... Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION RISER BASIN #2 (SB-2)
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Page 2.01
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Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
Storm... TypeII 24hr Tag: 2
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
10 yr
4.8000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Tc Calcs
Name.... DA TO SB-2
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .6000 hrs
------------------------------------------------------------------------
Total Tc: .6000 hrs
Page 3.01
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Type.... Tc Calcs
Name.... DA TO SB-2
Page 3.02
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
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Type.... Runoff CN-Area
Name.... DA TO SB-2
Page 4.01
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - fair 73 24.030 73.00
COMPOSITE AREA & WEIGHTED CN ---> 24.030 73.00 (73)
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Type.... Vol: Elev-Area
Name.... SB-2
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
---- (ac-ft) (ac-ft)

603.00
----- .3200 ------------
0000 ----------
000 -------------
.000
604.00 ----- .3500 1.0047 .335 .335
606.00 ----- .4200 1.1534 .769 1.104
608.00 ----- .4900 1.3637 .909 2.013
POND VOLUME EQUATIONS
* 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
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Type.... Outlet Input Data
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 603.00 ft
Increment = .50 ft
Max. Elev.= 608.00 ft
Page 6.01
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
User Defined Table UO ---> TW .000 608.000
Stand Pipe RO ---> CO 605.000 608.000
Culvert-Circular CO ---> TW 603.000 608.000
Weir-Rectangular WO ---> TW 607.000 608.000
TW SETUP, DS Channel
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Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = UO
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
--------- ---------
603.00 .00
603.25 .29
608.00 .29
Structure ID = RO
Structure Type
-------- = Stand Pipe
----------
# of Openings ------------------
= 1
Invert Elev. = 605.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
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Type.... Outlet Input Data
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 603.00 ft
Dnstream Invert = 598.00 ft
Horiz. Length = 50.00 ft
Barrel Length = 50.25 ft
Barrel Slope = .10000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .009217 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.110
T2 ratio (HW/D) = 1.257
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 605.78 ft ---> Flow = 27.16 cfs
At T2 Elev = 606.14 ft ---> Flow = 31.05 cfs
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Type.... Outlet Input Data
Name.... Outlet 1
Page 6.04
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir-Rectangular
----------------
1
607.00 ft
28.00 ft
3.330000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
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Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = UO (User Defined Table)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
---
--- Notes
-
-
--------
---------
WS Elev. -------
Q -------
-----
-
TW Elev Converge --------
---
-
ft
-
- cfs
- ft +/-ft
-
-
-
-- Computation Messages
---
--
-
---------------
-
-----
603.00 -----
-
.00 --
--
-
-
--
Free Outfall - --
-
-
603.50 .29 Free Outfall
Interpolated from input table
604.00 .29 Free Outfall
Interpolated from input table
604.50 .29 Free Outfall
Interpolated from input table
605.00 .29 Free Outfall
Interpolated from input table
605.50 .29 Free outfall
Interpolated from input table
606.00 .29 Free Outfall
Interpolated from input table
606.50 .29 Free Outfall
Interpolated from input table
607.00 .29 Free outfall
Interpolated from input table
607.50 .29 Free Outfall
Interpolated from input table
608.00 .29 Free outfall
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Name.... Outlet 1
Page 6.06
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw

RATING TABLE FOR ONE OUTLET TYPE
' Structure
---------- ID = RO
---------- (Stand Pipe)
------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert-Circular)

Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft cfs ft ---ft--- --ft--- +/-ft +/-cfs ft
---- +/-ft
--- -------
603.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
603.50 .00

:::
WS below :::
an invert; ;:: ::: ::: Free
no flow. Outfall
604.00 .00 Free Outfall
WS below an invert; no flow.
' 604.50 .00 WS be:::low an i:::nvert; flow. :;: Free
no : Outfall
605.00 .00 . .
Free Outfall
WS below an invert; no flow.
' 605.50 14.79 605.50
FULLY CHA 605.07
RGED RISER: 605.07 .000 .000 Free
ADJUSTED TO WEIR: H =.50ft Outfall
606.00 * 606.00 606.00 606.00 .000 .000 Free Outfall
FULLY CHA RGED RISER: ADJUSTED TO WEIR: H =1.00ft
' 606.50 * 606.50
FULLY CHA 606.50
RGED RISER, 606.50 .000 .000 Free Outfall
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
607.00 * 607.00 607.00 607.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
607.50 * 607.50 607.50
FULLY CHARGED RISER, 607.50 .000 .000 Free Outfall
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
608.00 * 608.00 608.00 608.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000

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Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO
- (Culvert-Circular)
-
--
-
--------- ----------
Mannings open channe ----
---
-
------
l maximum capacity: 139.52 cfs
UPstream ID = RO
DNstream ID = TW ( (Stand Pipe)
Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft cfs ft
ft ft +/-ft +/-cfs
--
-- ft
-- +/-ft
-
-
--
----
--
603.00 -------
.00 ---
-- ---
---
-
... ... ----- -
--- ------
... ... ... --
-
Free - -
-
--
Outfall
WS below an invert; no flow.
' 603.50 .00 ... ... ... Free Outfall
WS below an invert; no flow.
604.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
604.50 .00 Free Outfall
WS below an invert; no flow.
605.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
605.50 14.79 605.07 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .515ft Dcr= 1.297ft CR IT.DEPTH Hev= .OOft
606.00 27.00 606.00 Free Free .000 14.843 Free Outfall
CRIT.DEPTH CONTROL Vh= .819ft Dcr= 1.772ft CR IT.DEPTH Hev= .OOft
' 606.50 33.62 606.50 Free Free .000 40.457 Free Outfall
CRIT.DEPTH CONTROL Vh= 1.018ft Dcr= 1.972f t CRIT.DEPTH Hev= .OOft
607.00 38.52 607.00 Free Free .000 47.018 Free Outfall
INLET CONTROL... S ubmerged: HW =4.00
607.50 42.26 607.50 Free Free .000 53.371 Free Outfall
INLET CONTROL... S ubmerged: HW =4.50
608.00 45.70 608.00 Free Free .000 59.054 Free Outfall
INLET CONTROL... S ubmerged: HW =5.00

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F
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Type.... Individual Outlet Curves
Name.... Outlet 1
Page 6.08
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
---------------- Tail Water
------------ Notes
-
-

WS Elev.
Q ---
TW Elev Converge -
------
-----------------
ft
-------- cfs
------- ft +/-ft
-------- ----- Computation Messages
--------------------------
603.00 .00 Free Outfall
WS below an invert; no flow.
603.50 .00 Free Outfall
WS below an invert; no flow.
604.00 .00 Free Outfall
WS below an invert; no flow.
604.50 .00 Free Outfall
WS below an invert; no flow.
605.00 .00 Free Outfall
WS below an invert; no flow.
605.50 .00 Free Outfall
WS below an invert; no flow.
606.00 .00 Free Outfall
WS below an invert; no flow.
606.50 .00 Free Outfall
WS below an invert; no flow.
607.00 .00 Free Outfall
WS below an invert; no flow.
607.50 32.85 Free Outfall
H=. 50; Htw=.00; Qfree=32.85;
608.00 92.57 Free Outfall
H=1 .00; Htw=.00; Qfree=92.57;
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t
Type.... Composite Rating Curve
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 2.ppw
Page 6.09
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge
-------------------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-------- Contributing Structures

603.00
.00
Free -----
Outfall --------------------------
(no Q: UO,RO,CO,WO)
603.50 .29 Free Outfall UO (no Q: RO,CO,WO)
604.00 .29 Free Outfall UO (no Q: RO,CO,WO)
604.50 .29 Free Outfall UO (no Q: RO,CO,WO)
605.00 .29 Free Outfall UO (no Q: RO,CO,WO)
605.50 15.08 Free Outfall UO,RO,CO (no Q: WO)
606.00 27.29 Free Outfall UO,RO,CO (no Q: WO)
606.50 33.91 Free Outfall UO,RO,CO (no Q: WO)
607.00 38.81 Free Outfall UO,RO,CO (no Q: WO)
607.50 75.40 Free Outfall UO,RO,CO,WO
608.00 138.57 Free Outfall UO,RO,CO,WO
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Appendix A
Index of Starting Page Numbers for ID Names
----- D -----
DA TO SB-2... 3.01, 4.01
----- M -----
Mecklenburg... 2.01, 2.02
----- 0 -----
Outlet 1... 6.01, 6.05, 6.09
----- S -----
SB-2... 5.01
----- W -----
Watershed... 1.01
A-1
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Sediment Basin #3
(SB-3)
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Table of Contents
Table of Contents
********************** MASTER SUMMARY *****************r****
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Mecklenburg..... Design Storms ...................... 2.01
Mecklenburg..... 2
Design Storms ...................... 2.02
********************** TC CALCULATIONS *********************
DA TO SB-3...... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
DA TO SB-3...... Runoff CN-Area ..................... 4.01
*****************t***** POND VOLUMES *****************t*****
SB-3............ Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
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Table of Contents ii
Table of Contents (continued)
Individual Outlet Curves ........... 6.05
Composite Rating Curve ............. 6.09
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\_2007\1007154\Dccs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
2 3.1200 Synthetic Curve TypeII 24hr
10 4.8000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
------------
----- Type
---- Event
------ ac-ft
---------- Trun hrs
--------- cfs
-------- ft ac-ft

DA TO SB-3
AREA
2
2.681
11.9200
49.80 -------- ------------
DA TO SB-3 AREA 10 4.715 11.9200 85.30
*OUT 10 JCT 2 1.560 R 12.1000 13.06
*OUT 10 JCT 10 3.561 R 12.0300 59.59
SB-3 IN POND 2 2.681 11.9200 49.80
SB-3 IN POND 10 4.715 11.9200 85.30
SB-3 OUT POND 2 1.560 R 12.1000 13.06 624.43 1.342
SB-3 OUT POND 10 3.561 R 12.0300 59.59 625.43 1.801
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Type.... Design Storms
Name.... Mecklenburg
Page 2.01
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
Title... Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION RISER BASIN #3 (SB-3)
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
10 yr
4.8000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
Storm... TypeII 24hr Tag: 2
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Tc Calcs
Name.... DA TO SB-3
Page 3.01
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
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Type.... Tc Calcs
Name.... DA TO SB-3
Page 3.02
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
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' Type.... Runoff CN-Area Page 4.01
Name.... DA TO SB-3

File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C .UC CN
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/8 acre (t 90 15.360 90.00
COMPOSITE AREA & WEIGHTED CN ---> 15.360 90.00 (90)
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Type.... Vol: Elev-Area
Name.... SB-3
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
----- (ac-ft) (ac-ft)

621.00
----- .3400 -----------
.0000 ----------
.000 -------------
.000
622.00 ----- .3700 1.0647 .355 .355
624.00 ----- .4300 1.1989 .799 1.154
626.00 ----- .4900 1.3790 .919 2.073
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELl) * (Areal + Areal + 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 ELl and EL2
Page 5.01
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Type.... Outlet Input Data
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 621.00 ft
Increment = .50 ft
Max. Elev.= 626.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
User Defined Table UO ---> TW .000 626.000
Stand Pipe RO ---> CO 624.000 626.000
Culvert-Circular CO ---> TW 621.000 626.000
Weir-Rectangular WO ---> TW 625.000 626.000
TW SETUP, DS Channel
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Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = UO
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
--------- ---------
621.00 .00
621.25 .29
626.00 .29
Structure ID = RO
Structure Type
------------------ = Stand Pipe
------------
------
# of Openings = 1
Invert Elev. = 624.00 ft
Diameter = 4.0000 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
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Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... N:\_2007\1007154\Dccs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 621.00 ft
Dnstream Invert = 620.00 ft
Horiz. Length = 65.00 ft
Barrel Length = 65.01 ft
Barrel Slope = .01538 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .009217 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.299
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 623.88 ft ---> Flow = 27.16 cfs
At T2 Elev = 624.25 ft ---> Flow = 31.05 cfs
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Name.... Outlet 1
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OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir-Rectangular
----------------
1
625.00 ft
18.00 ft
3.330000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
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Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = UO (User Defined Table)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
---------------- ---- Notes

WS Elev. ----------- ----
Q TW Elev Converge ----------------------
ft
-------- cfs ft +/-ft
------- -------- ----- Com
---- putation Messages
--------------
-

621.00
.00 Free Outfall -
------
621.50 .29 Free Outfall
Interpolated from input table
622.00 .29 Free Outfall
Interpolated from input table
622.50 .29 Free Outfall
Interpolated from input table
623.00 .29 Free Outfall
Interpolated from input table
623.50 .29 Free Outfall
Interpolated from input table
624.00 .29 Free Outfall
Interpolated from input table
624.50 .29 Free Outfall
Interpolated from input table
625.00 .29 Free Outfall
Interpolated from input table
625.50 .29 Free Outfall
Interpolated from input table
626.00 .29 Free Outfall
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t Type. -.. Individual Outlet Curves Page 6.06
Name. _.. Outlet 1
' File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw

RATING TABLE FOR ONE OUTLET TYPE
' Structure
---------- ID = RO
---------- (Stand Pipe)
------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
'
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
---ft--
- - -cfs -- - -- -ft-- ---ft- - -ft--- -- -ft ---cfs ft - ---ft
' 621.00 .00 ... ... ... ... ... Free Outfail
WS below an invert; no flow.
621.50 .00
WS below
an invert; :::: :::
no flow. Free Outfall
622.00 .00 Free Outfall
WS below an invert; no flow.
622.50 .00 Free Outfall
' :::
WS below :::
an invert; ::: :;: :::
no flow.
623.00 .00 Free Outfall
WS below an invert; no flow.
623.50 .00 ... Free Outfall
WS below an invert; no flow.
624.00 .00 ... ... Free Outfall
WS below an invert; no flow.
' 624.50 14.79 624.50
Weir: H = Free
.50ft 623.07 .000 .000 Free Outfall
625.00 41.85 625.00 625.00 625.00 .000 .000 Free Outfall
FULLY CHA RGED RISER: ADJUSTED TO WEIR: H =1 .00ft
625.50 * 625.50 625.50 625.50 .000 .000 Free Outfall
' FULLY CHARGED RISER, DOWNSTREAM CONTROL: Ke v=O. Hev=0.000
626.00 * 626.00 626.00 626.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Ke v=O. Hev=0.000

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File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw

RATING TABLE FOR ONE OUTLET TYPE

1

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Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 54.72 cfs
UPstream ID = RO (Stand Pipe)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft -ft -cfs ft -ft
---
--
-
621.00 --
--
.00 - ---
--
... ---
---
... --
---
... --
------
... --
------
... -----
Free - --
- -------
Outfall
WS below an invert; no flow.
621.50 .00 ... ... Free Outfall
WS below an invert; no flow.
622.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
622.50 .00 ... ... Free Outfall
WS below an invert; no flow.
623.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
623.50 .00 ... Free Outfall
WS below an invert; no flow.
624.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
624.50 14.79 623.07 Free Free .000 .000 Free outfall
CRIT.DEPT H CONTROL Vh= .515ft Dcr= 1.297ft CR IT.DEPTH Hev= .OOft
625.00 37.67 625.00 Free Free .000 4.176 Free Outfall
INLET CON TROL... Submerged: HW =4. 00
625.50 41.50 625.50 Free Free .000 32.579 Free outfall
INLET CON TROL... Submerged: HW =4. 50
626.00 44.99 626.00 Free Free .000 40.545 Free outfall
INLET CON TROL... Submerged: HW =5. 00
Page 6.07

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Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO
--------- (Weir-Rectangular)
-----------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,D
--------- evice Q Tail Water
------- ------- Notes

WS Elev. --------
Q TW Elev Converge --------------------------
ft
-------- cfs ft +/-ft
------- -------- ----- Computation Messages
---------------

621.00
.00 Free Outfall -----------
WS below an invert; no flow.
621.50 .00 Free Outfall
WS below an invert; no flow.
622.00 .00 Free Outfall
WS below an invert; no flow.
622.50 .00 Free Outfall
WS below an invert; no flow.
623.00 .00 Free Outfall
WS below an invert; no flow.
623.50 .00 Free Outfall
WS below an invert; no flow.
624.00 .00 Free Outfall
WS below an invert; no flow.
624.50 .00 Free Outfall
WS below an invert; no flow.
625.00 .00 Free Outfall
WS below an invert; no flow.
625.50 21.07 Free Outfall
H=.50; Htw=.00; Qfre e=21.07;
626.00 59.27 Free Outfall
H=1.00; Htw=.00; Qfr ee=59.27;
Page 6.08
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Type.... Composite Rating Curve
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\EROSION CONTROL 12-3-07\SED BASIN 3.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge
-------------------------
Elev. Q TW El ev Error
ft
-------- cfs
------- ft
------ +/-ft
-- Contributing Structures

621.00
.00
Free -----
Outfall --------------------------
(no Q: UO,RO,CO,WO)
621.50 .29 Free Outfall UO (no Q: RO,CO,WO)
622.00 .29 Free Outfall UO (no Q: RO,CO,WO)
622.50 .29 Free Outfall UO (no Q: RO,CO,WO)
623.00 .29 Free Outfall UO (no Q: RO,CO,WO)
623.50 .29 Free Outfall UO (no Q: RO,CO,WO)
624.00 .29 Free Outfall UO (no Q: RO,CO,WO)
624.50 15.08 Free Outfall UO,RO,CO (no Q: WO)
625.00 37.96 Free Outfall UO,RO,CO (no Q: WO)
625.50 62.86 Free Outfall UO,RO,CO,WO
626.00 104.55 Free Outfall UO,RO,CO,WO
Page 6.09
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Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- D -----
DA TO SB-3... 3.01, 4.01
----- M -----
Mecklenburg... 2.01, 2.02
----- 0 -----
Outlet 1... 6.01, 6.05, 6.09
----- S -----
SB-3... 5.01
----- W -----
Watershed... 1.01
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' Water Quality Design Calculations
Wet Pond #1
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WET POND #1
DESIGN: WATER QUALITY TO MEET 85% TSS REMOVAL
GIVEN:
DRAINAGE AREA TO FACILITY = 16.38 Ac.
LAND USE = MULTI FAMILY
CALCULATED PERCENT IMPERVIOUS = 81%
DESIGNED PERCENT IMPERVIOUS = 81%
PREDOMINANT SOIL TYPE = CeB,CuB,EnB,MkB,Mo,Ur,WkB,WkD,WkE,WkD
1) POST CONSTRUCTION MANUAL WATER QUALITY PROTECTION VOLUME CALCULATIONS
COMPUTE RUNOFF COEFFICIENT, Rv
Rv= 0.05 + 0.009(1)
1= 81%
Rv= 0.05 + 0.009 (81)
Rv= .779
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
WQv= 3630*1"*Rv*A
WQv= 3630*1*.779*16.38
WQv= 46,318 FT3
SA/ DA
SA= (2.84/100)'(16.38)
SA= .465 AC = 20,256 SF
2) Pond Drawdown Time
Pond Height above Orifice = 620.100 feet
Orifice Invert Elevation = 618.000 feet
Pond Surface Area at Height Above Orifice = 25,685 square feet
Pond Surface Area at Orifice Invert Elevation = 20,278 square feet
Orifice Diameter (D) = 3.00 inches = 0.25 feet
Orifice Area (a) = 0.0491 square feet
5/28/2008 2:37 PM
Page 1 of 2,

Average Surface Area (A) = 22,982 square feet
Gravitational Constatnt (g) = 32.2 ft/seC2
Head (H) = 1.98 feet
Discharge Coefficient (C) = 0.6
Time (t) = 273,299 seconds = 3.16 days
Note:
' The above calculation is based on the Bernoulli Equation where:
-2xA
t
o x (0 - Hos)
: x a x (2g)

' 5/28/2008 2:37 PM Page 2 of 2

1
Pond Stage-Storage Calculations
Wet Pond #1

r

r

Wet Pond 1 Stage Storage
Pond 1 - Main Pool

Elev
Area (sf) Inc
Storage
cf Total Storage
(cf)
613.5 9,829 0 0
614.0 10,140 4,992 4,992
616.0 12,039 22,179 27,171
618.0 15,915 27,954 55,125

Pond 1 - Foreba

Elev
Area (sf) Inc
Storage
cf Total Storage
(cf)
613.5 2234 0 0
614.0 2437 1,168 1,168
616.0 3290 5,727 6,895
618.0 4363 7,653 14,548

Total Volume (cf) = 69,673
Total Surface Area (sf) = 20,278
Average Depth (ft) = 3.44
Forbay Volume Req. (20%) = 13,935
Forbay Provided (cf) - 14,548
Pond 1 - Temp WQ Pool

Elev
Area (sf) Inc
Storage
cf Total Storage
(cf)
618.00 20,278 0 0
620.10 25685 48,261 48,261

0.21

1

Pre Development Flows
Wet Pond #1

n

t
Table of Contents
Table of Contents
********************** MASTER SUMMARY ********+*********t***
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Mecklenburg..... Design Storms ...................... 2.01
Mecklenburg..... 2
Design Storms ...................... 2.02
********************** TC CALCULATIONS ********************
DRAINAGE BASIN.. Tc Calcs ........................... 3.01
********************** ON CALCULATIONS *********************
1
1
1
DRAINAGE BASIN.. Runoff CN-Area ..................... 4.01
i
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 1 revised 5-08-08.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event in Type RNF ID
------------
2 ------
3.1200 ----------------
Synthetic Curve ----------------
TypeII 24hr
10 4.8000 Synthetic Curve TypeII 24hr
1 2.6400 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
-----------------
DRAINAGE BASIN ----
AREA ------
2 ----------
.824 ---------
12.1000 --------
9.39 -------- ------------
DRAINAGE BASIN AREA 10 1.878 12.1000 22.94
DRAINAGE BASIN AREA 1 .570 12.1500 6.15
*OUTLET 2 JCT 2 .824 12.1000 9.39
*OUTLET 2 JCT 10 1.878 12.1000 22.94
*OUTLET 2 JCT 1 .570 12.1500 6.15
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t

Type.... Design Storms
Name.... Mecklenburg
Page 2.01
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 1 revised 5-08-08.ppw
Title... Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION PRE-DEV FOR POND #1
Project Comments:
REVISED 5-15-08
ADDED 2.36 ACRES FROM CATS VOL 3 PLANS
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
2 yr
3.1200 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.6400 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 1 revised 5-08-08.ppw
Storm... TypeII 24hr Tag: 2
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
1 yr
2.6400 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Tc Calcs
Name.... DRAINAGE BASIN
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 1 revised 5-08-08.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time 3600 hrs
-------- --- ---------------- - - -----
-Total-Tc_--- -.3600-hrs-
Page 3.01
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Type.... To Calcs
Name.... DRAINAGE BASIN
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 1 revised 5-08-08.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
Page 3.02
User Defined ------
T c = Value entered by user
Where: Tc = Time of concentration
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Type.... Runoff CN-Area
Name.... DRAINAGE BASIN
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 1 revised 5-08-08.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres °,C oUC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - fair 73 10.600 73.00
Page 4.01
COMPOSITE AREA & WEIGHTED CN ---> 10.600 73.00 (73)
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Appendix A
Index of Starting Page Numbers for ID Names
----- D -----
DRAINAGE BASIN... 3.01, 4.01
----- M -----
Mecklenburg... 2.01, 2.02
----- W -----
Watershed... 1.01
A-1
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L
Pond Design Calculations
Wet Pond #1

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City of Charlotte - Land Development Division
Wet Pond Worksheet
? ? f
Project Name: Date: 9119
BMP location narrative: Attach"' schematic describing wet pond location and information relative to BMT(
Wet Pond Summary
Basin drainage area to pond: ac. (Delineated on attached drainage area map)
Proposed Impervious Area Percentage: t? % (Detailed impervious area calculations attached)
SA/DA ratio required: (Use State BMP manual chart)
Permanent Pool Surface Area Required: 7025"6 sq. ft.
Permanent Pool Surface Area Provided: 2 02 7$ sq. ft.
Permanent Pool Elevation: 6 18 ft. (elevation of the orifice invert)
Forebay Volume Percentage: Z 0 % (calc showing between 15% and 25% attached)
Average Depth Provided: ft. (calculation attached) I? I/
Runoff volume: A/O acre-ft. (calculation attached)
Diameter of orifice: in. (for water quality drawdown between 2-5 days)
Emergency pipe diameter: in. (calculations attached)
Temporary Pool Elevation: ft. (routing calculations attached)
Spillway Elevation: ft. (calculation attached)
Spillway weir length: ft. (calculation attached)
Top of Berm Elevation: 62 y, 3 Z ft.
Freeboard Provided: b in.
Basin Diagram
(fill in the blanks)
Bottom Elevation.--- Permanent Pool Elevation 6119
' Sediment Removal Elevation

775 %
-------- //
Sediment Removal Elevation 4 /\5
/ ?? 25% /
Bottom Elevation CCJ
Forebay Main Pond
•
C[iA UMTE.
ENGINEERING ! PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Revised 7/2005

Project Name
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PRE-DEVELOPED SUMMARY
Basin area: / %, ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre:_ ?(Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, Cnpre: 13
' POST-DEVELOPED SUMMARY
Basin area: / , ..,, 9 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: min. (Based on the SCS Method) (Tc path shown on
' attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, CnPos,: ,

City of Charlotte
Land Development Division
Detention Worksheet
/00 /7 Z> */
Date:
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
DETENTION SUMMARY
Computer Method Used*: pcz? _ plllq?4
*Land Development Plan Review Staff will verify all detention submittals using HEC-1 for compliance with the
City of Charlotte Zoning Ordinance, Section 12.6 This summary is to accompany all detention analysis and is
not intended to replace that requirement.
Pre (cfs) Post (cfs) Routed (cfs) Elevation
2 yr. y?
/ i 6-3. ?. ?4?
J ,v
621P
10 yr.
,
2 -3
50 yr.
N/A A
87
0 t 5 0
aM1:r
Pg I of 3 Revised 3/2005
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PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: __ /_ (Coordinate with attached drainage area map)
Type of Flow
Sheet Unpaved Travel Length (ft.)
?Q Sloe (%)
1 4?1 Mannin s (n) Time (min.)
_?z
Sheet Paved
Shallow Conc. (Unpaved)
Shallow Conc. Paved
Channel
Pipe
TOTAL N/A N/A N/A
TC pre= -

Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (CN)
le, 0 Wooas
^
F .73 __73

w?

Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (CN)
CNr°5t=
Pg2of3
Revised 3/2005
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: (Coordinate with attached drainage area map)
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STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation Underground * Above Ground Total Ace. Volume (cf)
Ace. Volume for all
Structures (cf) Area (sq. ft.) Inc. Volume (cf) Ace. Volume (cf) (Above and
Underground)
la ZeZ 78 0 0
C? Z3Y9Z V.S 770 Y 7 %'r A157-20
6 21 Z. ZS Z 3 -53 7Z 6 ? ?/ ?d ?

- »5. ...?..,». 5..
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sfl.
Elevation / rifice 1 Orifice 2 Weir 1 Weir 2/Em. Outlet Emergency Total Q
Stage In. ? In. Ft. Spillway Control Pipe Spillway (cfs)
(ft) Inv. dd/ Inv. Inv. (Controlled by 7- Dia. (Free flow out of
G S Area / Area Cw= 3 0 outlet pipe/struct) /10 Length pond)
Co= . 6 Co= ., Ft. 6115 Inv.
v.
In
Co= + () Inv.
Cw= Cw=
??t a 0 ?
l0 3 Z C
? 31
. - ,.
22 .117 3,91 0 1

unaergrouna Ntorage volume i anie (if applicame)
Provide additional storage volume tables if more structures are used.

Elevation Ace. Volume (cf)
Underground Structure #
#
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Ace. Volume (cf)
Underground Structure #
#
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Ace. Volume (cf)
Underground Structure #
#
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Ace. Volume (cf)
Underground Structure #
#
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)

d"I" A 011 d-yrr '
ENGINEERING k PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Pg 3 of 3
Revised 3/2005
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WET POND #1
24 HOUR EMERGANCY DRAIN
3) Pond Drawdown Time
Pond Height above Orifice = 618.00 feet
Orifice Invert Elevation = 612.00 feet
Pond Surface Area at Height Above Orifice = 15,915 square feet
and Surface Area at Orifice Invert Elevation = 8,331 square feet
Orifice Diameter (D) = 6.00 inches = 0.50 feet
Orifice Area (a) = 0.1963 square feet
Average Surface Area (A) = 12,123 square feet
Gravitational Constatnt (g) = 32.2 ft/sec2
Head (H) = 5.75 feet
Discharge Coefficient (C) = 0.6
Time (t) = 61,496 seconds = 0.71 days
Note:
The above calculation is based on the Bernoulli Equation where:
t ; x a x( 9)° x (0 - Ho.e)
5/28/2008 2:37 PM
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Job File: N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 REVISED 5-08-08.PPW
Rain Dir: N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\
JOB TITLE
Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION WET POND 1
Project Comments:
REVISED 5-15-08
ADDED 2.36 ACRES OF DRAINAGE AREA FROM CATS VOLUME 3 PLANS
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Table of Contents
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Mecklenburg..... Design Storms ...................... 2.01
Mecklenburg..... 2
Design Storms ...................... 2.02
****+***************** TC CALCULATIONS *********************
BASIN 1......... To Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
BASIN 1......... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
POND 1.......... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
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Table of Contents
Table of Contents (continued)
Individual Outlet Curves ........... 6.04
Composite Rating Curve ............. 6.20
ii
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event
------------ in
- Type RNF ID

2 -----
3.1200 ---------
Synthetic -------
Curve --------
TypeII --------
24hr
10 4.8000 Synthetic Curve TypeII 24hr
50 6.4800 Synthetic Curve TypeII 24hr
100 6.9600 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
--------
----
----- Type
---- Event
------ ac-ft
---------- Trun
-- hrs cfs ft ac-ft

BASIN 1
AREA
2
2.859 ---------
11.9200 -------- -------- ------------
53.26
BASIN 1 AREA 10 5.028 11.9200 91.23
BASIN 1 AREA 50 7.254 11.9200 128.87
BASIN 1 AREA 100 7.895 11.9200 139.55
*OUTFALL 1 JCT 2 1.189 R 13.7900 1.92
*OUTFALL 1 JCT 10 3.306 R 12.1050 21.54
*OUTFALL 1 JCT 50 5.483 R 12.0650 49.80
*OUTFALL 1 JCT 100 6.110 R 12.0700 50.77
POND 1 IN POND 2 2.859 11.9200 53.26
POND 1 IN POND 10 5.028 11.9200 91.23
POND 1 IN POND 50 7.254 11.9200 128.87
POND 1 IN POND 100 7.895 11.9200 139.55
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID - Type Event --ac-ft Trun hrs cfs ft ac-ft
POND 1 OUT POND 2 1.189 R -
---
13.7900 1.92 621.38 ---
1.885
POND 1 OUT POND 10 3.306 R 12.1050 21.54 622.67 2.723
POND 1 OUT POND 50 5.483 R 12.0650 49.80 623.82 3.515
POND 1 OUT POND 100 6.110 R 12.0700 50.77 624.21 3.795
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Type.... Design Storms
Name.... Mecklenburg
Page 2.01
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
n

I DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
1
Storm Tag Name = 2
----------------------
Data Type, File, ID = ------------------------------------------------
Synthetic Storm TypeII 24hr
' Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
' Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
1 Storm Tag Name = 10
----------------------------
Title... Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION WET POND 1
Project Comments:
REVISED 5-15-08
ADDED 2.36 ACRES OF DRAINAGE AREA FROM CATS VOLUME 3
PLANS
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs

Storm Tag Name = 50
----------------------
Data Type, File, ID = ----------------
Synthetic Storm --------------------------------
TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.4800 in
Duration Multiplier = 1
' Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs

Storm Tag Name = 100
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
100 yr
6.9600 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs

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Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
' File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
Storm... TypeII 24hr Tag: 2

DESIGN STORMS SUMMARY
' Design Storm File,ID
Storm Tag Name
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Mecklenburg
2
--------------------------------------------
Synthetic Storm TypeII 24hr
2 yr
3.1200 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
10 yr
4.8000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = ----50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.4800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
u

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Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 6.9600 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Tc Calcs
Name.... BASIN 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
.......................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------- - ----- - ------ ------- ---- ------
Page 3.01
-Total -Tc:-----.0833-hrs-
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Type.... Tc Calcs
Name.... BASIN 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
Page 3.02
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
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Type.... Runoff CN-Area
Name.... BASIN 1
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/8 acre (t 90 16.380 90.00
COMPOSITE AREA & WEIGHTED CN ---> 16.380 90.00 (90)
Page 4.01
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Type.... Vol: Elev-Area
Name.... POND 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft) (sq.ft) (ac-ft) (ac-ft)

618.00
----- 20278
0 --
.000 ---
---
.000
620.00 ----- 25492 68506 1.048 1.048
622.00 ----- 28234 80554 1.233 2.281
624.00 ----- 31050 88893 1.360 3.642
624.32 ----- 31521 93856 .230 3.872
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
Page 5.01
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Type.... Outlet Input Data
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 618.00 ft
Increment = .10 ft
Max. Elev.= 624.32 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Orifice-Area 01 ---> CO 621.000 624.320
Inlet Box RO ---> CO 622.100 624.320
Orifice-Circular 00 ---> CO 618.000 624.320
Culvert-Circular CO ---> TW 612.500 624.320
TW SETUP, DS Channel
Page 6.01
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Type.... Outlet Input Data
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type
----------------- = Orifice-Area
----------

# of Openings ---
= 1 ------
Invert Elev. = 621.00 ft
Area = 1.0000 sq.ft
Top of Orifice = 621.75 ft
Datum Elev. = 621.38 ft
Orifice Coeff. _ .600
Structure ID = RO
StructureType
-------- = Inlet Box
----------
# of Openings ------------------
= 1
Invert Elev. = 622.10 ft
Orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 618.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Page 6.02
S/N:
Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
' Type.... Outlet Input Data
Name.... Outlet 1
1 File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

1

I
t
1

t
1

OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 612.50 ft
Dnstream Invert = 610.25 ft
Horiz. Length = 110.00 ft
Barrel Length = 110.02 ft
Barrel Slope = .02045 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .012411 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.150
T2 ratio (HW/D) = 1.297
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 614.80 ft ---> Flow = 15.55 cfs
At T2 Elev = 615.09 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
Page 6.03
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Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
1 Type.... Individual Outlet Curves
Name.... Outlet 1
Page 6.04
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

RATING TABLE FOR ONE OUTLET TYPE
Str ucture ID = 01 (Orifice-Area)
--- ------ --- -
-

Ups
tream
ID ----
-
-
= ( ------------------
Pond Water Surface)
' DNs tream ID = CO (Culvert-Circular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
--ft--
- --cfs - - ---ft- - --ft +/-ft +/-cfs
ft ft +/-ft

618.00
.00
... -
... --
---
------ ------
... ... ... -
Free ---
-------
Outfall
WS below an invert; no flow.
' 618.10 .00 Free Outfall
WS below an invert; no flow.
618.20 .00 ... ... ... ... Free Outfall
'
618.30
.00 WS below an invert; no flow.
Free
Outfall
WS below an invert; no flow.
618.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
' 618.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
618.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
618.70 .00 Free Outfall
WS below an invert; no flow.
618.80 .00 ... ... ... ... ... Free Outfall

618.90
.00 WS below an invert; no flow.
Free
Outfall
WS below an invert; no flow.
619.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
' 619.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
619.20 .00 ... ... ... ... ... Free Outfall
'
619.30
.00 WS below an invert; no flow.
Free
Outfall
WS below an invert; no flow.
619.40 .00 ... ... ... ... ... Free Outfall

619.50
.00 WS below an invert; no flow.
Free
Outfall
WS below an invert; no flow.
619.60 .00 ... ... ... ... ... Free Outfall

619.70
.00 WS below an invert;
... no flow.
... ... ...
Free
Outfall
WS below an invert; no flow.
' SIN: Bentley SYstems Inc.
Bentley PondPack (10.00.027.00) 9:51 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

1

1

1

RATING TABLE FOR ONE OUTLET TYPE
Page 6.05
Structure
---------- ID = 01
---------- (Orifice-
--------- Area)
-------
--
Ups tream ID = ( Pond Water Surface)
DNs tream ID = CO (Culvert- Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
---ft--
- cfs --ft - ft
------- ft +/-ft +/-cfs ft +/-ft
619.80 .00 ... -
... -
---
... ... ... Free -
Outfall
WS below an invert; no flow.
619.90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.30 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.70 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.90 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
621.00 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
621.10 .39 621.10 Free 612.97 .000 .000 Free Outfall
Hi=.10; H t=.38; Qt=2.95
621.20 .79 621.20 Free 613.08 .000 .000 Free Outfall
Hi= .20; H t=.38; Qt=2.95
621.30 1.18 621.30 Free 613.17 .000 .000 Free Outfall
Hi= .30; H t=.38; Qt=2.95
621.40 1.57 621.40 Free 613.25 .000 .000 Free Outfall
Hi= .40; H t=.38; Qt=2.95
621.50 1.96 621.50 Free 613.33 .000 .000 Free Outfall
Hi= .50; Ht=.38; Qt=2.95
S/N:
Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
I File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

ll
t
1

11

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice-Area)
--
Up ---------
stream I --------
D = ----------
(Pond Wate ---------
r Surface)
DN stream I D = CO (Culvert- Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-
-- cfs ft ft ft +/-ft + /-cfs ft +/-ft
--
---
621.60
2.36 -
621.60 - -
-- -
Free
613.40
.000
.000
Free
Outfall
H i=.60; Ht =.38; Qt=2.95
621.70 2.75 621.70 Free 613.46 .000 .000 Free Outfall
Hi=.70; Ht =.38; Qt=2.95
621.80 3.14 621.80 Free 613.53 .000 .000 Free Outfall
H =.42
621.90 3.49 621.90 Free 613.58 .000 .000 Free Outfall
H =.53
622.00 3.81 622.00 Free 613.63 .000 .000 Free Outfall
H =.63
622.10 4.10 622.10 Free 613.67 .000 .000 Free Outfall
H =.72
622.20 4.37 622.20 Free 613.86 .000 .000 Free Outfall
H =.83
622.30 4.63 622.30 Free 614.14 .000 .000 Free Outfall
H =.92
622.40 4.87 622.40 Free 614.46 .000 .000 Free Outfall
H =1.03
622.50 5.10 622.50 Free 614.82 .000 .000 Free Outfall
H =1.13
622.60 5.33 622.60 Free 615.23 .000 .000 Free Outfall
H =1.22
622.70 5.54 622.70 Free 615.91 .000 .000 Free Outfall
H =1.33
622.80 5.75 622.80 Free 616.83 .000 .000 Free Outfall
H =1.42
622.90 5.94 622.90 Free 618.00 .000 .000 Free Outfall
H =1.53
623.00 6.14 623.00 Free 619.43 .000 .000 Free Outfall
H =1.63
623.10 6.32 623.10 621.15 621.15 .000 .000 Free Outfall
H =1.72
623.20 4.36 623.20 622.38 622.38 .000 .000 Free Outfall
H =.82
623.30 .97 623.30 623.26 623.26 .000 .000 Free Outfall
H =.04
Page 6.06
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9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

1
t
1

1

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01
-------------------- (Orifice-Area)
---------------

Upstream ID = ( ---
Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
--ft cfs ---ft- --ft-
-------- ft
+/-ft +/-cfs ft
+/_ft

623.40 --

623.40 623.40 --
---
-
-
------ ------ -------
623.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.50 * 623.50 623.50 623.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.60 623.60 623.60 623.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.70 623.70 623.70 623.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.80 * 623.80 623.80 623.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.90 623.90 623.90 623.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.00 * 624.00 624.00 624.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.10 * 624.10 624.10 624.10 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.20 * 624.20 624.20 624.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.30 624.30 624.30 624.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.32 * 624.32 624.32 624.32 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
Page 6.07
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9:51 AM
Bentley Systems, Inc.
5/29/2008
' Type.... Individual Outlet Curves
Name.... Outlet 1
1 File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

1

RATING TABLE FOR ONE OUTLET TYPE
Page 6.08
Structure
--------- ID
--- = RO
-------- (Inlet Box)
-----------------
-
Ups tream ID = ( Pond Water Surface)
DNs tream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft - - -ft- -
------- - -ft -
+/-ft +/-cfs ft +/-ft
618.00 .00 ... ... -
... ... ... Free Outfall
WS below an invert; no flow.
618.10 .00 ... ... ... Free Outfall
WS below an invert; no flow.
618.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
618.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
618.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
618.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
618.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
618.70 .00 ... .. ... ... Free Outfall
WS below an invert; no flow.
618.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
618.90 .00 ... ... ... Free Outfall
WS below an invert; no flow.
619.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
619.10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
619.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
619.30 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
619.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
619.50 .00 .. ... ... Free Outfall
WS below an invert; no flow.
619.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
619.70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
SIN:
Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

11

RATING TABLE FOR ONE OUTLET TYPE
Page 6.09
Structure
--------- ID
--- = RO
-------- (Inlet Box)
------------------
Ups tream ID = ( Pond Water Surface)
DNs tream ID = CO (Culvert- Circular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
----ft-- cfs ---ft- - --ft ft +/-ft +/-cfs ft +/-ft
619.80 .00 ... ... --
... ... ... Free Outfall
WS below an invert; no flow.
619.90 .00 ... ... ... Free Outfall
WS below an invert; no flow.
620.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.30 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.70 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
620.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
620.90 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
621.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
621.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
621.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
621.30 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
621.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
621.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
SIN:
Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves Page 6.10
Name.... Outlet 1
' File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

RATING TABLE FOR ONE OUTLET TY PE
Structure ID = RO (Inlet Box )
---------- ---------- ---------- ------ --
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ----ft-- cfs ---ft-- ---ft-- ft +/-ft +/-cfs ft +/-ft
621.60 .00 ... ... --
---
... ... ... --
Free Outfall
WS below an invert; no flow.
' 621.70 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
621.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
621.90 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
622.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
622.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
622.20 1.14 622.20 Free 613.86 .000 .000 Free Outfall
Weir: H = .10ft
' 622.30 3.22 622.30 Free 614.14 .000 .000 Free Outfall
Weir: H = .20ft
622.40 5.92 622.40 Free 614.46 .000 .000 Free Outfall
Weir: H = .30ft
' 622.50 9.11 622.50 Free 614.82 .000 .000 Free Outfall
Weir: H = .40ft
622.60 12.73 622.60 Free 615.23 .000 .000 Free Outfall
Weir: H = .50ft
' 622.70 16.73 622.70 Free 615.91 .000 .000 Free Outfall
Weir: H = .60ft
622.80 21.08 622.80 Free 616.83 .000 .000 Free Outfall
Weir: H = .70ft
622.90 25.76 622.90 Free 618.00 .000 .000 Free Outfall
Weir: H = .80ft
623.00 30.74 623.00 Free 619.43 .000 .000 Free Outfall
Weir: H = .90ft
623.10 36.00 623.10 Free 621.15 .000 .000 Free Outfall
Weir: H = 1.00ft
623.20 41.53 623.20 622.38 622.38 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1 .10ft
' 623.30 47.32 623.30 623.26 623.26 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1 .20ft
SIN:
Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves Page 6.11
Name.... Outlet 1
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO ( Inlet Box)

---------------------
Upstream ID = (P -----------
ond Water S ------
urface)
DNstream ID = CO ( Culvert-Cir cular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error
ft cfs ft - - ft--- --ft--- +/
- -ft +/-cfs --ft--- +/-ft
---- ------ -------
- -
--
623.40 -------
* --
-
623.40 623.40 -
623.40 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
' 623.50 * 623.50 623.50 623.50 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
623.60 * 623.60 623.60 623.60 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
623.70 * 623.70 623.70 623.70 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
623.80 * 623.80 623.80 623.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
' 623.90 * 623.90 623.90 623.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
624.00 * 624.00 624.00 624.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
624.10 * 624.10 624.10 624.10 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
624.20 * 624.20 624.20 624.20 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
' 624.30 * 624.30 624.30 624.30 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
624.32 * 624.32 624.32 624.32 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
'

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.021.00) 9:51 AM 5/29/2008
' Type.... Individual Outlet Curves Page 6.12
Name.... Outlet 1
' File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

RAT ING TABLE FOR ONE OUTLET TY PE
' Str ucture ID = 00 (Orifice-C ircular)
--- --------- -------- ---------- --------
Ups tream ID = ( Pond Water Surface)
' DNs tream ID = CO (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft + /-cfs ft +/-ft
--
---
-
618.00 -------
.00 - ---
-- -
... --
---
... -------
... ------ -
... -----
... ----
Free --- -------
Outfall
WS below an invert; no flow.
618.10 .02 618.10 Free 612.56 .000 .000 Free Outfall
CR IT.DEPTH CONTROL Vh= .026f t Dcr= .074ft CRIT.DEPTH Hev= .OOft
618.20 .06 618.20 Free 612.62 .000 .000 Free Outfall
CR IT.DEPTH CONTROL Vh= .059f t Dcr= .141ft CRIT.DEPTH Hev= .OOft
618.30 .10 618.30 Free .00 .000 .000 Free Outfall
H =.17
618.40 .12 618.40 Free 612.68 .000 .000 Free Outfall
H =.28
618.50 .14 618.50 Free 612.70 .000 .000 Free Outfall
H =.38
618.60 .16 618.60 Free .00 .000 .000 Free Outfall
H =.47
' 618.70 .18 618.70 Free 612.72 .000 .000 Free Outfall
H =.58
618.80 .19 618.80 Free 612.73 .000 .000 Free Outfall
H =.67
' 618.90 .21 618.90 Free 612.73 .000 .000 Free Outfall
H =.78
619.00 .22 619.00 Free 612.74 .000 .000 Free Outfall
H =.88
' 619.10 .23 619.10 Free .00 .000 .000 Free Outfall
H =.97
619.20 .24 619.20 Free 612.75 .000 .000 Free Outfall
H =1.08
619.30 .26 619.30 Free 612.76 .000 .000 Free Outfall
H =1.17
619.40 .27 619.40 Free 612.77 .000 .000 Free Outfall
H =1.28
' 619.50 .28 619.50 Free .00 .000 .000 Free Outfall
H =1.38
619.60 .29 619.60 Free 612.78 .000 .000 Free Outfall
H =1.47
619.70 .30 619.70 Free .00 .000 .000 Free Outfall
H =1.58

' SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 9:51 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
Page 6.13
I File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

RATING TABLE FOR ONE OUTLET TY PE
t Structure ID = 00 (Orifice-C
--------- ircular)
--------
------------
Upstream ID -------
= --
(Pond Water Surface)
' DNstream ID = CO (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error
' ft cfs ft ft ft +/-ft +/ -cfs ft +/-ft

619.80
.31 - -
-
- -
619.80 -------
Free
.00
.000
.000
Free
Outfall
H =1.67
619.90 .31 619.90 Free 612.79 .000 .000 Free Outfall
' H =1.78
620.00 .32 620.00 Free 612.79 .000 .000 Free Outfall
H =1.88
' 620.10 .33 620.10 Free 612.80 .000 .000 Free Outfall
H =1.97
620.20 .34 620.20 Free 612.80 .000 .000 Free Outfall
H =2.08
' 620.30 .35 620.30 Free 612.81 .000 .000 Free Outfall
H =2.17
620.40 .36 620.40 Free 612.81 .000 .000 Free Outfall
H =2.28
' 620.50 .36 620.50 Free 612.81 .000 .000 Free Outfall
H =2.38
620.60 .37 620.60 Free .00 .000 .000 Free outfall
H =2.47
' 620.70 .38 620.70 Free .00 .000 .000 Free Outfall
H =2.58
620.80 .39 620.80 Free 612.82 .000 .000 Free Outfall
H =2.67
620.90 .39 620.90 Free 612.82 .000 .000 Free outfall
H =2.78
621.00 .40 621.00 Free .00 .000 .000 Free Outfall
H =2.88
621.10 .41 621.10 Free 612.97 .000 .000 Free Outfall
H =2.97
621.20 .41 621.20 Free 613.08 .000 .000 Free Outfall
H =3.08
621.30 .42 621.30 Free 613.17 .000 .000 Free Outfall
H =3.17
621.40 .43 621.40 Free 613.25 .000 .000 Free Outfall
H =3.28
' 621.50 .43 621.50 Free 613.33 .000 .000 Free Outfall
H =3.38

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 9:51 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
1
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RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00
--- (Orifice-Circular)
-------------------
------------
Upstream ID ----
= (Pond Water Surface)
DNstream ID = CO (Culvert-C ircular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
621.60 .44 -- -
---
621.60 --
---
Free 613.40 .000 .000 Free Outfall
H =3.47
621.70 .45 621.70 Free 613.46 .000 .000 Free Outfall
H =3.58
621.80 .45 621.80 Free 613.53 .000 .000 Free Outfall
H =3.67
621.90 .46 621.90 Free 613.58 .000 .000 Free Outfall
H =3.78
622.00 .47 622.00 Free 613.63 .000 .000 Free Outfall
H =3.88
622.10 .47 622.10 Free 613.67 .000 .000 Free Outfail
H =3.97
622.20 .48 622.20 Free 613.86 .000 .000 Free Outfall
H =4.08
622.30 .48 622.30 Free 614.14 .000 .000 Free Outfall
H =4.17
622.40 .49 622.40 Free 614.46 .000 .000 Free Outfall
H =4.28
622.50 .49 622.50 Free 614.82 .000 .000 Free Outfall
H =4.38
622.60 .50 622.60 Free 615.23 .000 .000 Free Outfall
H =4.47
622.70 .51 622.70 Free 615.91 .000 .000 Free Outfall
H =4.58
622.80 .51 622.80 Free 616.83 .000 .000 Free Outfall
H =4.67
622.90 .52 622.90 C entroid 618.00 .000 .000 Free Outfall
H =4.78
623.00 .45 623.00 619.43 619.43 .000 .000 Free Outfall
H =3.57
623.10 .33 623.10 621.15 621.15 .000 .000 Free Outfall
H =1.95
623.20 .21 623.20 622.38 622.38 .000 .000 Free Outfall
H =.82
623.30 .05 623.30 623.26 623.26 .000 .000 Free Outfall
H =.04
Page 6.14
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5/29/2008
Type.... Individual Outlet Curves Page 6.15
Name.... Outlet 1
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice-Circular)
---------------
--------------------
Upstream ID = ( ---
Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Devic e (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft
ft ft--- +/-ft +/-cfs ft +/-ft
623.40 -
--
* ---
---
--
623.40 623.40 -
623.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.50 * 623.50 623.50 623.50 .000 .000 Free Outfall
' FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.60 * 623.60 623.60 623.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.70 * 623.70 623.70 623.70 .000 .000 Free Outfall
' FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
623.80 * 623.80 623.80 623.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
' 623.90 * 623.90 623.90 623.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.00 * 624.00 624.00 624.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.10 * 624.10 624.10 624.10 .000 .000 Free Outfall
' FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.20 * 624.20 624.20 624.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
' 624.30 * 624.30 624.30 624.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
624.32 * 624.32 624.32 624.32 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE

1
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Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

1
1

1

1

RATING TABLE FOR ONE OUTLET TYPE
Structure.ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 34.80 cfs
UPstream ID's= 01, R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error
ft
-------- cfs
------- ft
- ----
-- ft
- ft +/-ft +/-cfs ft +/-ft

618.00
.00 -
... -------
... ------- --
... ----
... ------
... ------- -------
Free Outfall
WS below an invert; no flow.
618.10 .02 612.56 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .014ft Dcr= .043ft CRIT.DEPTH Hev= .OOft
618.20 .06 612.62 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .027ft Dcr= .080ft CRIT.DEPTH Hev= .OOft
618.30 .10 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .036ft Dcr= .107ft CRIT.DEPTH Hev= .OOft
618.40 .12 612.68 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .041ft Dcr= .120ft CRIT.DEPTH Hev= .OOft
618.50 .15 612.70 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .044ft Dcr= .130ft CRIT.DEPTH Hev= .OOft
618.60 .16 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .047ft Dcr= .138ft CRIT.DEPTH Hev= .OOft
618.70 .18 612.72 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .144ft CRIT.DEPTH Hev= .OOft
618.80 .19 612.73 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .051ft Dcr= .150ft CRIT.DEPTH Hev= .OOft
618.90 .21 612.73 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .053ft Dcr= .156ft CRIT.DEPTH Hev= .OOft
619.00 .22 612.74 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .054ft Dcr= .160ft CRIT.DEPTH Hev= .OOft
619.10 .23 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .056ft Dcr= .164ft CRIT.DEPTH Hev= .OOft
619.20 .25 612.75 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .057ft Dcr= .169ft CRIT.DEPTH Hev= .OOft
619.30 .26 612.76 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .059ft Dcr= .173ft CRIT.DEPTH Hev= .OOft
619.40 .27 612.77 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .060ft Dcr= .177ft CRIT.DEPTH Hev= .OOft
619.50 .28 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .061ft Dcr= .179ft CRIT.DEPTH Hev= .OOft
619.60 .29 612.78 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .062ft Dcr= .183ft CRIT.DEPTH Hev= .OOft
619.70 .30 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .063ft Dcr= .185ft CRIT.DEPTH Hev= .OOft
Page 6.16
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Type.... Individual Outlet Curves
Name.... Outlet 1

1

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File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 34.80 cfs
UPstream ID's= 01, RO, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft
---- ft +/-ft
------- ------ +/-cfs
------ ft +/-ft
------- -------
--------
619.80 -------
.30 - -------
.00 ----
Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .064ft Dcr= .188ft CRIT.DEPTH Hev= .OOft
619.90 .31 612.79 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .065ft Dcr= .192ft CRIT.DEPTH Hev= .OOft
620.00 .32 612.79 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .066ft Dcr= .194ft CRIT.DEPTH Hev= .OOft
620.10 .33 612.80 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .067ft Dcr= .197ft CRIT.DEPTH Hev= .OOft
620.20 .34 612.80 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .068ft Dcr= .199ft CRIT.DEPTH Hev= .OOft
620.30 .35 612.81 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .069ft Dcr= .202ft CRIT.DEPTH Hev= .OOft
620.40 .36 612.81 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .070ft Dcr= .204ft CRIT.DEPTH Hev= .OOft
620.50 .36 612.81 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .070ft Dcr= .206ft CRIT.DEPTH Hev= .OOft
620.60 .37 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .071ft Dcr= .209ft CRIT.DEPTH Hev= .OOft
620.70 .38 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .072ft Dcr= .211ft CRIT.DEPTH Hev= .00ft
620.80 .39 612.82 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .072ft Dcr= .212ft CRIT.DEPTH Hev= .OOft
620.90 .39 612.82 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .073ft Dcr= .215ft CRIT.DEPTH Hev= .OOft
621.00 .40 .00 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .074ft Dcr= .217ft CRIT.DEPTH Hev= .OOft
621.10 .81 612.97 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .106ft Dcr= .308ft CRIT.DEPTH Hev= .OOft
621.20 1.20 613.08 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .132ft Dcr= .378ft CRIT.DEPTH Hev= .OOft
621.30 1.60 613.17 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .154ft Dcr= .438ft CRIT.DEPTH Hev= .00ft
621.40 2.00 613.25 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .174ft Dcr= .490ft CRIT.DEPTH Hev= .OOft
621.50 2.39 613.33 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .192ft Dcr= .538ft CRIT.DEPTH Hev= .OOft
Page 6.17
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5/29/2008
Type.... Individual Outlet Curves Page 6.18
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

RATING TABLE FOR ONE OUTLET TYPE
' Structure ID = CO (Culvert-Circular)
-----
--------
Mannings open -------------------------
channel maximum capacity: 34.80 cfs
UPstream ID' s= 01, R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
' Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
------- ft
- ------- ft
-------- ft +/-
-- ft +/-cfs ft +/-ft

621.60
2.80
613.40
Free ----- ---
Free ---
.000 ------
.000 ------- -------
Free Outfall
' CRIT.DEPTH CONTROL Vh= .210ft Dcr= .584ft CRIT.DEPTH Hev= .OOft
621.70 3.20 613.46 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .226ft Dcr= .625ft CRIT.DEPTH Hev= .OOft
621.80 3.59 613.53 Free Free .000 .002 Free Outfal
l
CRIT.DEPTH CONTROL Vh= .242ft Dcr= .664ft .
CRIT.DEPTH Hev= .OOft
621.90 3.94 613.58 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .255ft Dcr= .696ft CRIT.DEPTH Hev= .OOft
622.00 4.27 613.63 Free Free .000 .002 Free Outfall
' CRIT.DEPTH CONTROL Vh= .267ft Dcr= .725ft CRIT.DEPTH Hev= .OOft
622.10 4.57 613.67 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .279ft Dcr= .752ft CRIT.DEPTH Hev= .OOft
622.20 5.99 613.86 Free Free .000 .000 Free Outfall
' CRIT.DEPTH CONTROL Vh= .329ft Dcr= .865ft CRIT.DEPTH Hev= .OOft
622.30 8.34 614.14 Free Free .000 .007 Free Outfall
CRIT.DEPTH CONTROL Vh= .407ft Dcr= 1.029ft CRIT.DEPTH Hev= .OOft
622.40 11.29 614.46 Free Free .000 .007 Free Outfall
CRIT.DEPTH CONTROL Vh= .505ft Dcr= 1.205ft CRIT.DEPTH Hev= .OOft
622.50 14.71 614.82 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .627ft Dcr= 1.382ft CRIT.DEPTH Hev= .OOft
622.60 18.56 615.23 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .783ft Dcr= 1.551ft CRIT.DEPTH Hev= .OOft
622.70 22.78 615.91 Free Free .000 .002 Free Outfall
INLET CONTROL... S ubmerged: HW =3.41
622.80 27.34 616.83 Free Free 000 .000 Free Outfall
' INLET CONTROL... S ubmerged: HW =4.33
622.90 32.20 618.00 Free Free .000 .023 Free Outfall
INLET CONTROL... S ubmerged: HW =5.50
' 623.00 37.29 619.43 Free
INLET CONTROL... S Free
ubmerged: HW 000 .032
=6.93 Free Outfall
623.10 42.64 621.15 Free Free .000 .010 Free Outfall
INLET CONTROL... S ubmerged: HW =8.65
623.20 46.07 622.38 Free Free 000 .033 Free Outfall
' INLET CONTROL... S ubmerged: HW =9.88
623.30 48.38 623.26 Free Free .000 .036 Free Outfall
INLET CONTROL... S ubmerged: HW =10. 76
SIN: Bentley SYstems Inc.
' Bentley PondPack (10.00.027.00) 9:51 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 1
I File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

11

1
t

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 34.80 cfs
UPstream ID's= 01, R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Err or Error TW Error
ft cfs ft ft ft +/-
--- ft +/-cfs
--- ------ ft
------ +/-ft
- -------
--------
623.40 --------
48.74 ------- --------
623.40 Free -------
Free .000 .649 Free Outfall
INLET CONTROL... Submerged: HW =10.90
623.50 49.00 623.50 Free Free .000 2.259 Free Outfall
INLET CONTROL... Submerged: HW =11.00
623.60 49.25 623.60 Free Free .000 3.807 Free Outfall
INLET CONTROL... Submerged: HW =11.10
623.70 49.50 623.70 Free Free .000 5.334 Free Outfall
INLET CONTROL... Submerged: HW =11.20
623.80 49.75 623.80 Free Free .000 6.769 Free Outfall
INLET CONTROL... Submerged: HW =11.30
623.90 50.00 623.90 Free Free .000 8.121 Free Outfall
INLET CONTROL... Submerged: HW =11.40
624.00 50.25 624.00 Free Free .000 9.462 Free Outfall
INLET CONTROL... Submerged: HW =11.50
624.10 50.49 624.10 Free Free .000 10.769 Free Outfall
INLET CONTROL... Submerged: HW =11.60
624.20 50.74 624.20 Free Free .000 12.077 Free Outfall
INLET CONTROL... Submerged: HW =11.70
624.30 50.98 624.30 Free Free .000 13.310 Free Outfall
INLET CONTROL... Submerged: HW =11.80
624.32 51.03 624.32 Free Free .000 13.554 Free Outfall
INLET CONTROL... Submerged: HW =11.82
Page 6.19
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Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Composite Rating Curve
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw
11

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***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge
-------
---
---
------------
Elev. Q TW E lev Error
ft
-------- cfs
------- f
----- t +/-ft
--- ---- Contributi ng Structures

618.00
.00
Free -
Outfall --------
(no Q: ---
O1 ---
,R0 ------------
,O0,C0)
618.10 .02 Free Outfall OO,CO (no Q: 01,RO)
618.20 .06 Free Outfall OO,CO (no Q: 01,RO)
618.30 .10 Free Outfall OO,CO (no Q: 01,RO)
618.40 .12 Free Outfall OO,CO (no Q: 01,RO)
618.50 .15 Free Outfall OO,CO (no Q: 01,RO)
618.60 .16 Free Outfall OO,CO (no Q: 01,RO)
618.70 .18 Free Outfall OO,CO (no Q: 01,RO)
618.80 .19 Free Outfall OO,CO (no Q: 01,RO)
618.90 .21 Free Outfall OO,CO (no Q: 01,RO)
619.00 .22 Free Outfall OO,CO (no Q: 01,RO)
619.10 .23 Free Outfall OO,CO (no Q: 01,RO)
619.20 .25 Free Outfall OO,CO (no Q: 01,RO)
619.30 .26 Free Outfall OO,CO (no Q: 01,RO)
619.40 .27 Free Outfall OO,CO (no Q: 01,RO)
619.50 .28 Free Outfall OO1CO (no Q: 01,RO)
619.60 .29 Free Outfall OO,CO (no Q: 01,RO)
619.70 .30 Free Outfall OO,CO (no Q: 01,RO)
619.80 .30 Free Outfall OO,CO (no Q: 01,RO)
619.90 .31 Free Outfall OO,CO (no Q: 01,RO)
620.00 .32 Free Outfall OO,CO (no Q: 01,RO)
620.10 .33 Free Outfall OO,CO (no Q: 01,RO)
620.20 .34 Free Outfall OO,CO (no Q: 01,RO)
620.30 .35 Free Outfall OO,CO (no Q: 01,RO)
620.40 .36 Free Outfall OO,CO (no Q: 01,RO)
620.50 .36 Free Outfall OO,CO (no Q: 01,RO)
620.60 .37 Free Outfall OO,CO (no Q: 01,RO)
620.70 .38 Free Outfall OO,CO (no Q: 01,RO)
620.80 .39 Free Outfall OO,CO (no Q: 01,RO)
620.90 .39 Free Outfall OO,CO (no Q: 01,RO)
621.00 .40 Free Outfall OO,CO (no Q: 01,RO)
621.10 .80 Free Outfall 01,00,CO (no Q: RO)
621.20 1.20 Free Outfall 01,00,C0 (no Q: RO)
621.30 1.60 Free Outfall O11OO1CO (no Q: RO)
621.40 2.00 Free Outfall 01,00,CO (no Q: RO)
621.50 2.40 Free Outfall 01,00,CO (no Q: RO)
621.60 2.80 Free Outfall 01,00,CO (no Q: RO)
621.70 3.20 Free Outfall 01,00,CO (no Q: RO)
Page 6.20
SIN:
Bentley PondPack (10.00.027.00)
9:51 AM
Bentley Systems, Inc.
5/29/2008
Type.... Composite Rating Curve
Name.... Outlet 1
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\WET POND 1 revised 5-08-08.ppw

***** COM POSITE OUTFLOW SUMMARY ** **
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------------- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
--------
621.80
3.59 ------
Free --
Outfall
01,00,CO (no
Q: RO)
621.90 3.94 Free Outfall 01,00,CO (no Q: RO)
622.00 4.27 Free Outfall 01,00,CO (no Q: RO)
622.10 4.57 Free Outfall 01,00,CO (no Q: RO)
622.20 5.99 Free Outfall Ol,R0,O0,C0
622.30 8.34 Free Outfall Ol,R0,O0,C0
622.40 11.29 Free Outfall O1,R0,O0,C0
622.50 14.71 Free Outfall O1,R0,O0,C0
622.60 18.56 Free Outfall O1,R0,O0,C0
622.70 22.78 Free Outfall Ol,R0,O0,C0
622.80 27.34 Free Outfall Ol,R0,O0,C0
' 622.90 32.20 Free Outfall Ol,R0,O0,C0
623.00 37.29 Free Outfall Ol,R0,O0,C0
623.10 42.64 Free Outfall O1,R0,O0,C0
623.20 46.07 Free Outfall O1,R0,O0,C0
623.30 48.38 Free Outfall O1,R0,O0,C0
623.40 48.74 Free Outfall RO,CO (no Q: 01,00)
623.50 49.00 Free Outfall RO,CO (no Q: 01,00)
623.60 49.25 Free Outfall RO,CO (no Q: 01,00)
623.70 49.50 Free Outfall O1,R0,O0,C0
623.80 49.75 Free Outfall O1,R0,O0,C0
623.90 50.00 Free Outfall RO,CO (no Q: 01,00)
624.00 50.25 Free Outfall RO,CO (no Q: 01,00)
' 624.10 50.49 Free Outfall RO,CO (no Q: 01,00)
624.20 50.74 Free Outfall O1,R0,O0,C0
624.30 50.98 Free Outfall O1,R0,O0,C0
' 624.32 51.03 Free Outfall O1,R0,00,C0

t

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1
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Appendix A
Index of Starting Page Numbers for ID Names
----- B -----
BASIN 1... 3.01, 4.01
----- M -----
Mecklenburg... 2.01, 2.02
----- 0 -----
Outlet 1... 6.01, 6.04, 6.20
----- P -----
POND 1... 5.01
----- W -----
Watershed... 1.01
SIN:
Bentley PondPack (10.00.027.00)
9:51 AM
A-1
Bentley Systems, Inc.
5/29/2008
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Water Quality
Wet Pond #2
2
Design Calculations
and Wet Pond #3
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WET POND #2
DESIGN: WATER QUALITY TO MEET 85% TSS REMOVAL
GIVEN:
DRAINAGE AREA TO FACILITY = 9.5 Ac.
LAND USE = MULTI FAMILY
CALCULATED PERCENT IMPERVIOUS = 54%
DESIGNED PERCENT IMPERVIOUS = 54%
PREDOMINANT SOIL TYPE = CeB,CuB,EnB,MkB,Mo,Ur,WkB,WkD,WkE,WkD
1) WATER QUALITY PROTECTION VOLUME CALCULATIONS
COMPUTE RUNOFF COEFFICIENT, Rv
Rv= 0.05 + 0.9(I)
1= 54%
Rv= 0.05 + 0.009 (54)
Rv= .536
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
WQv= 3630*1 "*Rv*A
WQv= 3630*1*.536*9.5
WQv= 18,484 FT'
SA/ DA
SA= (2.03/100)*(9.5)
SA= .192 AC = 8,400 SF
2) Pond Drawdown Time
Pond Height above Orifice = 602.900 feet
Orifice Invert Elevation = 602.000 feet
Pond Surface Area at Height Above Orifice = 24,074 square feet
Pond Surface Area at Orifice Invert Elevation = 21,624 square feet
Orifice Diameter (D) = 2.50 inches = 0.21 feet
Orifice Area (a) = 0.0341 square feet
5/28/2008 2:37 PM Page 1 of 2
Average Surface Area (A) = 22,849 square feet
Gravitational Constatnt (g) = 32.2 ft/sec2
Head (H) = 0.80 feet
Discharge Coefficient (C) = 0.6
Time (t) = 248,374 seconds = 2.87 days
Note:
The above calculation is based on the Bernoulli Equation where:
t; x a x (2g)o x (0 - HO-5)
5/28/2008 2:37 PM Page 2 of 2
WET POND #3
' DESIGN: WATER QUALITY TO MEET 85% TSS REMOVAL
GIVEN:
DRAINAGE AREA TO FACILITY = 15.36 Ac.
LAND USE= ' MULTI FAMILY
CALCULATED PERCENT IMPERVIOUS = 75%
' DESIGNED PERCENT IMPERVIOUS = 75%
PREDOMINANT SOIL TYPE = CeB,CuB,EnB,MkB,Mo,Ur,WkB,WkD,WkE,WkD
1) WATER QUALITY CALCULATIONS
' COMPUTE RUNOFF COEFFICIENT, Rv
Rv= 0.05 + 0.009(1)
1= 75%
' Rv= 0.05 + 0.9 (75)
Rv= .725
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
WQv= 1.0*Rv*A/12
WQv= (1.0*.725*15.36)/12
WQv= 40,423 FT'
' SA/ DA
SA= (2.61/100)*(15.36)
SA=.40 AC = 17,463 SF
r 2) Pond Drawdown Time
' Pond Height above Orifice = 624.640 feet
Orifice Invert Elevation = 623.000 feet
Pond Surface Area at Height Above Orifice = 28,420 square feet
Pond Surface Area at Orifice Invert Elevation = 21,690 square feet
Orifice Diameter (D) = 3.00 inches = 0.25 feet
Orifice Area (a) = 0.0491 square feet
Average Surface Area (A) = 25,055 square feet
Gravitational Constatnt (g) = 32.2 ft/sec2
Head (H) = 1.51 feet
5/28/2008 4:03 PM
Page 1 of 2
' Discharge Coefficient (C) = 0.6
' Time (t) = 260,956 seconds = 3.02 days
Note:
' The above calculation is based on the Bernoulli Equation where:
-2xA
t; x a x (2g)° x (0 - HO-)
5/28/2008 4:03 PM Page 2 of 2

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Pond Stage-Storage Calculations
Wet Pond #2 and Wet Pond #3

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Wet Pond 2 Stage Storage
Pond 2 - Main Pool

Elev
Area (sf) Inc
Storage
cf Total Storage
(cf)
596.0 7,789 0 0
598.0 9,353 17,142 17,142
600.0 11,000 20,353 37,495
602.0 14,518 25,518 63,013

Pond 2 - For bay

Elev
Area (sf) Inc
Storage
cf Total Storage
(cf)
597.5 2646 0 0
598.0 3023 1,417 1,417
600.0 4355 7,378 8,795
602.0 7169 11,524 20,319

Total Volume (cf) = 83,332
Total Surface Area (sf) = 21,687
Average Depth (ft) = 3.84
Forbay Volume Req. (20%) = 16,666
Forbay Provided (cf) = 20,319
Pond 2 - Temp WQ Pool
Inc Total Storage
Elev Area (sf) Storage (cf)
cf
602.00 21,688 0 0
602.90 24074 20,593 20,593
604.00 21,558 25,097 45,690
0.2438
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Wet Pond 3 Stage Storage
Pond 3 - Main Pool

Elev
Area (sf) Inc
Storage
cf Total Storage
(cf)
618.5 9,290 0 0
619.0 9,927 4,804 4,804
621.0 12,550 22,477 27,281
623.0 17,124 29,674 56,955

Pond 3 - For bay

Elev
Area (sf) Inc
Storage
cf Total Storage
(cf)
618.5 2006 0 0
621.0 3083 6,361 6,361
623.0 4566 7,649 14,010

Total Volume (cf) = 70,966
Total Surface Area (sf) = 21,690
Average Depth (ft) = 3.27
Forbay Volume Req. (20%) = 14,193
Forbay Provided (cf) - 14,010
Pond 3 - Temp WQ Pool

Elev
Area (sf) Inc
Storage Total Storage

cf (cf)
623.00 21,690 0 0
624.64 28420 41,209 41,209
625.00 29,082 10,214 51,423
0.1974

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V
Pre Development Flows
Wet Pond #2 and Wet Pond #3

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Job File: N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.PPW
Rain Dir: N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\
JOB TITLE
Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION PRE-DEV FOR WET POND 2 AND 3
Project Comments:
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Table of Contents
Table of Contents
+++++++*+++*+*++++*++* MASTER SUMMARY ++++++++++++*++++*++++
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Mecklenburg..... Design Storms ...................... 2.01
Mecklenburg..... 2
Design Storms ...................... 2.02
++++++++*+**++++*+++*+ TC CALCULATIONS +++++++*++*++++*+++++
BYPASS.......... Tc Calcs .... 3.01
DRAINAGE BASIN.. 'rc Calcs ........................... 3.03
++++*+++++*++*++++++++ CN CALCULATIONS ++*++*+++++++++**++*+
BYPASS.......... Runoff CN-Area ..................... 4.01
DRAINAGE BASIN.. Runoff CN-Area ..................... 4.02
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
2 3.1200 Synthetic Curve TypeII 24hr
10 4.8000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
---------------- Type
- ---- Event
------ ac-ft Trun

BYPASS
AREA
2 ----------
6.900
BYPASS AREA 10 11.971
DRAINAGE BASIN AREA 2 2.895
DRAINAGE BASIN AREA 10 6.601
*OUTLET 2 JCT 2 9.795
*OUTLET 2 JOT 10 18.572
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs -
ft
ac_ft
--------

12.1000 --
--- ---
----
87.05
12.1000 147.07
12.2500 23.82
12.2500 58.90
12.1000 104.69
12.1000 194.20
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Type.... Design Storms
Name.... Mecklenburg
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
Title... Project Date: 12/3/2007
Project Engineer: FJM
Project Title: ARROWOOD STATION PRE-DEV FOR WET POND
2 AND 3
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Page 2.01
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Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
Storm... TypeII 24hr Tag: 2
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Tc Calcs
Name.... BYPASS
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1-Time-----_3300-hrs
------------------------------------------------- ----
-Total-Tc_-----_3300-hrs-
Page 3.01
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Type.... To Calcs
Name.... BYPASS
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
Page 3.02
--_= User Defined
To = Value entered by user
Where: Tc = Time of concentration
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Type.... Tc Calcs Page 3.03
Name.... DRAINAGE BASIN
File.... N:\_2007\1007154\Dccs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: hrs
----------------------------------------- _6000 ----
-------------- -
-Total-Tc_-_-- .6000 hrs
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Type.... Tc Calcs
Name.... DRAINAGE BASIN
File.... N:\_2007\1007154\Docs\Calcs\PCND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
Page 3.04
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Type.... Runoff CN-Area Page 4.01
Name.... BYPASS
File.... N:\_2C07\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
RUNOFF CURVE NUMBER DATA
----- ----------- ------------------ ------ ---------- ------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Des
---------------- cription
-------------- CN acres %C %UC CN

Urban
Districts --
- Industrial ----
91 ---------
13.600 ----- ----- ------
91.00
Urban Districts - Industrial 91 12.000 91.00
Urban Districts - Industrial 91 .900 91.00
Urban Districts - Industrial 91 .800 91.00
Urban Districts - Industrial 91 10.600 91.00
COMPOSITE AREA & WEIGHTED CN ---> 37.900 91.00 (91)
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Type.... Runoff CN-Area
Name.... DRAINAGE BASIN
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\PRE-DEV-BASIN 2.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - fair 73 37.280 73.00
Page 4.02
COMPOSITE AREA & WEIGHTED CN ---> 37.280 73.00 (73)
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Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- B -----
BYPASS... 3.01, 4.01
----- D -----
DRAINAGE BASIN... 3.03, 4.02
----- M -----
Mecklenburg... 2.01, 2.02
----- W -----
Watershed... 1.01
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1
' Pond Design Calculations
Wet Pond #2 and Wet Pond #3
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Vvir Pnp *,z
City of Charlotte - Land Development Division
Wet Pond Worksheet
Project Name: / /•^ . Date:
BMP location narrative: Atta schematic describing wet pond location and information relative to B
Wet Pond Summary
Basin drainage area to pond: 4 ac. (Delineated on attached drainage area map)
Proposed Impervious Area Percentage: Y. (Detailed impervious area calculations attached)
SA/DA ratio required: 2,03 (Use State BMP manual chart)
Permanent Pool Surface Area Required: 9 4 sq. ft.
Permanent Pool Surface Area Provided: 71687 sq. ft.
Permanent Pool Elevation: 602 ft. (elevation of the orifice invert)
Forebay Volume Percentage: 23 % (calc showing between 15% and 25% attached)
Average Depth Provided: 615 ft. (calculation attached)
Runoff volume: //7 acre-ft. (calculation attached)
Diameter of orifice: 2, S in. (for water quality drawdown between 2-5 days)
Emergency pipe diameter: in. (calculations attached)
Temporary Pool Elevation: 602, 9 ft. (routing calculations attached)
Spillway Elevation: c1i 1.x,.5. J?5 ft. (calculation attached)
Spillway weir length: 8 ft. (calculation attached)
Top of Berm Elevation: 06 . •.5 ft.
Freeboard Provided: -7, in.
Basin Diagram
(fill in the blanks)
Permanent Pool Elevation
75%
"75,
[ .
Sediment Removal Elevation ,J
- - _ - -
25% Sediment Removal Elevation -
Bottom Elevation " --"""
59 25%
Bottom Elevation
Forebay Main Pond
•
ENMEEIIHM & PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844 Revised 7/2005
Telephone: [phone] Fax: [phone] landpermits.charmeck.org

City of Charlotte
Land Development Division
Detention Worksheet
Project Name: P y /2ornD
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Date: Z
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
PRE-DEVELOPED SUMMARY
Basin area: 75, / 9 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 3 04 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte; Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, Cnpre: e? jt 73 . ?Z ?o s a , : 2, 0 7
POST-DEVELOPED SUMMARY
Basin area: .' ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of tCharlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, CnPost:
DETENTION SUMMARY
Computer Method Used*:
*Land Development Plan Review Staff will verify all detention submittals using HEC-1 for compliance with the
City of Charlotte Zoning Ordinance, Section 12.6. This summary is to accompany all detention analysis and is
not intended to replace that requirement.
Pre (cfs) Post
(ccfs)) Routed (cfs) n
Ellevatiio
2 yr. /
/ ?
36 . a-, (9 /
/
C1 1
10 yr. /Y f1? sf" 8) r
50 yr. N/A
??? alt
f r e it? O. 1? ?'n? „? t A " r x f . L'J`/Cry t 71?lt > .
9/, a ?l '
Pg 1 of 3 Revised 3/2005

PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: Z (Coordinate with attached drainage area map)
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Type of Flow Travel Length (ft.) Sloe Mannin s (n) Time min.)
Sheet Unpaved
O 2-6 ! ? .:= (p, i)
?, Z . t 4
Sheet Paved
Shallow Conc. Un aved
Shallow Conc. Paved
Channel
Pipe
TOTAL N/A N/A N/A Tc
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acrege/Tobd Arco) a (CN)
C4,t, C4 V,, yam, g?

7, ?{3
?. -t . CU ,f-r+ ,.1A1L3MO
Vr W
7 1? . Z..C7

CN... _ 2.
Pg 2 of 3 Revised 3/2005
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: (Coordinate with attached drainage area map)
STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation Underground * Above Ground Total Acc. Volume (cf)
Acc. Volume for all
Structures cf) Area (sq. ft.) Inc. Volume (cf) Acc. Volume (cf) (Above and
Underground)
60Z Z/6 Q 0 ?
6 0 el 2680 y S3Z ,s',5Z
3,70,11 5 ,5?5' / 7.3497 / 73 e"" 7

Stage Discharge
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be sauare feet W).
Elevation / Orifice 1 Orifice 2 Weir 1 Weir 2/Em. Outlet Emergency Total Q
Stage -7, • S In. In. Ft. Spillway Control Pipe Spillway (cfs)
(ft) Z . o Inv. Inv. Inv. (Controlled by Z Dia. (Free flow out of
P-.6-3 Area
? Area Cw= outlet pipe/struct) ,
??Length pond)

Co= 0, 6v0
Co=
--` -Ft
Inv
'!S Ft. ,
a. • Inv. .
Co= 0. vc? 60ft nv.
Cw= 3. v Cw= 3
(002- cD r Q f? © D
lal?{1 0.23 ? 0. 2 3 O. ?.3
0.32 Z 6 z?.c1 X5.37 -, y, L{
o . 1) 15, 9 ? ..,?
-7 1
.ki
Underground Storage Volume Table (If applicable)
Provide additional storage volume tables if more structures are used.
Ace. Volume (cf)
Elevation Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Ace. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Ace. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Ace. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)

•
CHUUMTE.
ENCIM" M E: rROPMY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Pg3of3
Revised 3/2005

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G = 7y ss
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WET POND #2
24 HOUR EMERGANCY DRAIN
3) Pond Drawdown Time
Pond Height above Orifice = 602.00 feet
Orifice Invert Elevation = 594.00 feet
Pond Surface Area at Height Above Orifice = 14,486 square feet
and Surface Area at Orifice Invert Elevation = 6,307 square feet
Orifice Diameter (D) = 6.00 inches = 0.50 feet
Orifice Area (a) = 0.1963 square feet
Average Surface Area (A) = 10,397 square feet
Gravitational Constatnt (g) = 32.2 ft/sec2
Head (H) = 7.75 feet
Discharge Coefficient (C) = 0.6
Time (t) = 61,230 seconds = 0.71 days
Note:
The above calculation is based on the Bernoulli Equation where:
t , x a x (2g)o x (0 - Ho.s)
5/28/2008 2:37 PM
Page 1 of 1

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W,-7, > A".3
City of Charlotte - Land Development Division
Wet Pond Worksheet
Project Name: ? l Date: 15-18 l
BMP location narrative: At AA schematic describing wet pond location and information relative to Bfffl
Wet Pond Summary
Basin drainage area to pond: /.S 36 ac. (Delineated on attached drainage area map)
Proposed Impervious Area Percentage: 76 % (Detailed impervious area calculations attached)
SA/DA ratio required: 2,46 / (Use State BMP manual chart)
Permanent Pool Surface Area Required: / 7 d,3 sq. ft.
Permanent Pool Surface Area Provided: Z1,6,90 sq. ft.
Permanent Pool Elevation: 6l,5 ft. (elevation of the orifice invert)
Forebay Volume Percentage: / % (calc showing between 15% and 25% attached)
Average Depth Provided: _/"O ft. (calculation attached)
Runoff volume: 9 acre-ft. (calculation attached)
Diameter of orifice: 3 in. (for water quality drawdown between 2-5 days)
Emergency pipe diameter: 6 in. (calculations attached)
Temporary Pool Elevation: VOY, - ` ft. (routing calculations attached)
Spillway Elevation: 4?2 7. 60 ft. (calculation attached)
Spillway weir length: v121 ft. (calculation attached)
Top of Berm Elevation: Z,Z e. ft.
Freeboard Provided: I` in.
Basin Diagram
(fill in the blanks)
/6 _5
Permanent Pool Elevation ?,:,.
75
Sediment Removal Elevation 75%
- - - - -Sediment Removal Elevation
25%
---- r
Bottom Elevation - - - - - - - -
25%
Bottom Elevation Lj? / I
Forebay Main Pond
•
?11110
CHART OM.
ENGMiEEOW APMOPEMTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844 Revised 7/2005
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
F
L
City of Charlotte
Land Development Division
Detention Worksheet
1 r
1 Project Name: _ /!/"p /

t
Date:
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
' PRE-DEVELOPED SUMMARY
Basin area: /'t, .4 ac. (Delineated on attached drainage area map)
Time of Concentration, TcPie: 3 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, CnPre: 91 d 73 ('c,rrr? ' P 2 6
' POST-DEVELOPED SUMMAR
Y
Basin area: /,? ,3? (Delineated on attached drainage area map)
ac.
Time of Concentration, TcPost: min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, Cnpost:
DETENTION SUMMARY
Computer Method Used*: L_11 *Land Development Plan Review Staff will verify all detention submittals using HEC- I for compliance with the
e,
City of Charlotte Zoning Ordinanc Section 12.6. This summary is to accompany all detention analysis and is
not intended to replace that requirement.

t
IPrr (cfs) Post (cfs) Routed /(cfs) Elevation

2yr.

50 yr. N/A ?f ?? d /? t0
6z/'r 54") 'Q7 C.? 6 ff',7? 'FY -t , z 0/
601 54r') ? r! T, fi'b' ,w 5 G z I// ?I

t

.. r. 3
Yz
;Ye ' -
/9G.37zr' _lzo
Pg 1 of 3 Revised 3/2005

' PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: (Coordinate with attached drainage area map)
T e of Flow Travel Len th (ft.) Slo a (%) Mannin s (n Time
Sheet Un aved til 2
' Sheet Paved
Shallow Conc, (Unpaved) f? ; t
Shallow Conc. (Pavedl
Acreage
..y

t SS ht
Shallow C
Shallow i
' Acreage
f 5. ?6
TOTAL
Land Use
N/A
Soil Type
GvS, len \A ?Ala r)
k k '.,J ' Wkrt O VD
N/A I N/A
Hydrologic Group
I Tc pre =
CN Weighted CN
(Acrea`elTeta Area) % (CN)
2-o
CNPre = ? 2.0 1 I
Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) it (CN)
5
'ate
CNPoat°
Pg2of3
Revised 3/2005
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: (Coordinate with attached drainage area map)

1
I

STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation Underground * Above Ground Total Acc. Volume (cf)
Acc. Volume for all
Structures co Area (sq. ft.) Inc. Volume (cf) Acc. Volume (cf) (Above and
Underground)
623 V,6 90 0 a 0
,625, 9093 5b 773 3z 773 5V77.3
627 31 6 26 9 /130e12 13OV2
6278 6 YR 3Y 6 ? / 76 ,' ry76?S"9
(P44113e7 15 6 /Lf 160 YG y /6eyeY
Stage Discharge ?,., 7 , .,
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
Elevation / Orifice 1 Orifice 2 Weir 1
Sta
e 2 I e1r 2/Em. Outlet Emergency Total Q
g
n, In. Ft.
(ft) (023. ro Inv. Inv. Inv. llway
lled by Control Pipe
T Dia. Spillway (cfs)
(Free flow out of
6. 0 `19 Area Area Cw= :
pe/struct) 7 ,- Length pond)
Co= ?. ??,
Co= Ft.
VaInv. (Inv.
' L Ft.
62'I.nv

?,7 C0 .
Cw= j
.} 12. 3 0 O
0 C. Z ca z _.z
73 ??. l.? c"? 7 ,
t' -3 1
yS: 9v 123. 2.'L ig
Underground Storage Volume Table (If applicable)
Provide additional storage volume tables if more structures are used.
Ace. Volume (cf) Ace. Volume (cf) Acc. Volume (cf)
Elevation Underground Structure # Underground Structure # Underground Structure # Acc. Volume (cf)
Underground Structure #

Length (ft.) Length (ft.) Length (ft.) Length (ft.)
Size/dia (ft.) Size/dia (ft.) Size/dia (ft.) Size/dia (ft.)
Upper inv. Upper inv. Upper inv. Upper inv.
Lower inv. Lower inv.
0
Slope (/o) Sl Lower inv. Lower inv.
ope (%) Slope (%) Slope (%)

UAW*= m a MOPIM
IMIIMA6lwWM
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Pg 3 of 3 Revised 3/2005
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loo

c5
?h? <r
L= ?f1?79
3C?_
L=/6?F

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SeW/y L41*7411 L.A"lL?G??17e?? 4*3
A12

ZEZ-ol
1
WET POND #3

24 HOUR EMERGANCY DRAIN
' 3) Pond Drawdown Time
Pond Height above Orifice = 623.00 feet
Orifice Invert Elevation = 618.50 feet
'
Pond Surface Area at Height Above Orifice = 17,124 square feet
and Surface Area at Orifice Invert Elevation = 9,290 square feet
Orifice Diameter (D) = 6.00 inches = 0.50 feet
Orifice Area (a) = 0.1963 square feet
Average Surface Area (A) = 13,207 square feet
' Gravitational Constatnt (g) = 32.2 ft/sec2
Head (H) = 4.25 feet
Discharge Coefficient (C) = 0.6
Time (t) = 57,598 seconds = 0.67 days

Note:
The above c alculation is based on the Bernoulli Equation where:
' -2 x A
t o x (0 - HO-5)
; x a x (2g)

' 5/28/2008 2:37 PM
Page 1 of 1
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Job File: N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5
Rain Dir: N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5
JOB TITLE
-------------
Project Date: 12/3/2007
Project Engineer: FJM
Project Title: WET POND 2 AND WET POND 3
Project Comments:
Revised 02/08/08
S/N:
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Table of Contents
i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Mecklenburg..... Design Storms ...................... 2.01
Mecklenburg..... 2
Design Storms ...................... 2.02
********************** TC CALCULATIONS *********************
BASIN 2......... To Calcs ........................... 3.01
BASIN 3......... Tc Calcs ........................... 3.03
BYPASS.......... To Calcs ........................... 3.05
********************** CN CALCULATIONS *********************
BASIN 2......... Runoff CN-Area ..................... 4.01
BASIN 3......... Runoff CN-Area ..................... 4.02
BYPASS.......... Runoff CN-Area ..................... 4.03
*********************** POND VOLUMES ***********************
POND 2.......... Vol: Elev-Area ..................... 5.01
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Table of Contents
ii
Table of Contents (continued)
POND 3.......... Vol: Elev-Area ..................... 5.02
******************** OUTLET STRUCTURES *********************
Outlet 2........ Outlet Input Data .................. 6.01
Individual Outlet Curves ........... 6.05
Composite Rating Curve ............. 6.17
Outlet 3........ Outlet Input Data .................. 6.19
Individual Outlet Curves ........... 6.23
Composite Rating Curve ............. 6.39
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event
------------ in
- Type RNF ID

2 --
---
3.1200 ---------
Synthetic -------
Curve --------
TypeII --------
24hr
10 4.8000 Synthetic Curve TypeII 24hr
50 6.4800 Synthetic Curve TypeII 24hr
100 6.9600 Synthetic Curve TypeII 24hr
1 2.6400 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
------------- Type
---- ---- Event
------ ac-ft Trun
---------- hrs
------ cfs ft ac-ft

BASIN 2
AREA
2
1.658 ---
11.9200 -------- -------- ------------
30.80
BASIN 2 AREA 10 2.916 11.9200 52.76
BASIN 2 AREA 50 4.207 11.9150 74.55
BASIN 2 AREA 100 4.579 11.9150 80.75
BASIN 2 AREA 1 1.311 11.9200 24.54
BASIN 3 AREA 2 2.681 11.9200 49.79
BASIN 3 AREA 10 4.715 11.9200 85.30
BASIN 3 AREA 50 6.802 11.9150 120.54
BASIN 3 AREA 100 7.404 11.9150 130.55
BASIN 3 AREA 1 2.120 11.9200 39.67
BYPASS AREA 2 6.896 12.1000 87.02
BYPASS AREA 10 11.964 12.0600 147.33
BYPASS AREA 50 17.143 12.0600 207.39
BYPASS AREA 100 18.632 12.0600 224.44
BYPASS AREA 1 5.490 12.1000 69.86
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event - --ac-ft Trun
---------
*OUTFALL --
---
2 -- - --
-----
JCT
2
8.401
*OUTFALL 2 JCT 10 16.247
*OUTFALL 2 JCT 50 24.781
*OUTFALL 2 JCT 100 27.237
*OUTFALL 2 JCT 1 6.406
POND 2 IN POND 2 1.658
POND 2 IN POND 10 2.916
POND 2 IN POND 50 4.207
POND 2 IN POND 100 4.579
POND 2 IN POND 1 1.311
POND 2 OUT POND 2 .260 R
POND 2 OUT POND 10 1.016 R
POND 2 OUT POND 50 2.299 R
POND 2 OUT POND 100 2.668 R
POND 2 OUT POND 1 .226 R
POND 3 IN POND 2 2.681
POND 3 IN POND 10 4.715
POND 3 IN POND 50 6.802
POND 3 IN POND 100 7.404
POND 3 IN POND 1 2.120
POND 3 OUT POND 2 1.246 R
POND 3 OUT POND 10 3.266 R
POND 3 OUT POND 50 5.340 R
POND 3 OUT POND 100 5.937 R
POND 3 OUT POND 1 .690 R
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs -- cfs
- ---ft - -- - --ac_ft
--
-12.1000 ----
-
87.98
12.0600 188.30
12.0750 270.07
12.0600 322.76
12.1000 70.35
11.9200 30.80
11.9200 52.76
11.9150 74.55
11.9150 80.75
11.9200 24.54
18.2300 .25 604.46 1.402
13.3450 2.29 605.34 1.991
12.0950 19.11 605.85 2.351
12.0650 33.90 606.00 2.458
20.0450 .22 603.96 1.088
11.9200 49.79
11.9200 85.30
11.9150 120.54
11.9150 130.55
11.9200 39.67
12.5350 4.01 625.62 1.581
12.0550 40.70 626.51 2.224
12.0700 44.25 627.60 3.061
12.0550 64.71 627.82 3.233
14.5150 1.17 625.47 1.481
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Type.... Design Storms
Name.... Mecklenburg
Page 2.01
I File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
0
1

1

Title... Project Date: 12/3/2007
Project Engineer: FJM
Project Title: WET POND 2 AND WET POND 3
Project Comments:
Revised 02/08/08
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
2 yr
3.1200 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name -----_ ----50
---------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency =
Total Rainfall Depth= 50 yr
6.4800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
----------------------
Data Type, File, ID = -----------------
Synthetic Storm ----------
TypeII ---------------------
24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 6.9600 in
Duration Multiplier =
Resulting Duration = 1
24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.6400 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
Storm... TypeII 24hr Tag: 2

DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Ta
Name - 10
g
--------------------- -------

Data Type, File, ID =
Storm Frequency = ----------
Synthetic Storm
10 yr --------------------------------
TypeII 24hr
Total Rainfall Depth= 4.8000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S

torm Tag-Name
-----
----- --- ----

-50-- ----
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth=
Duration Multiplier = 6.4800 in
1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm T
N
m
= 100
ag
a
e
----------------------
Data Type, File, ID =
Storm Frequency = -----------------
Synthetic Storm
100 yr -------------------------------
TypeII 24hr
Total Rainfall Depth= 6.9600 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name ----_- --1-------
-
Data Type, File, ID = Synthetic Storm TypeII 2
-4h--r
Storm Frequency = 1 yr
Total Rainfall Depth= 2.6400 in
' Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
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Type.... Tc Calcs Page 3.01
Name.... BASIN 2

File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined

---- -----------------------------------Segment #1 Time: ----0833 hrs
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc-=------.0833-hrs-
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Type.... Tc Calcs
Name.... BASIN 2
Page 3.02
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined ______________________________
Tc = Value entered by user
Where: Tc = Time of concentration
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Type.... Tc Calcs
Name.... BASIN 3
Page 3.03
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time- .0833 hrs
------ ---- -- - --------------- --
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N:
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Type.... Tc Calcs
Name.... BASIN 3
Page 3.04
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
__________
---- User Defined _______------ _____------
Tc = Value entered by user
Where: Tc = Time of concentration
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t

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Type.... Tc Calcs
Name.... BYPASS
Page 3.05
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
segment #1 Time
---- ----_ ---------- ----------- ---_----- .3300 - hrs
-------------------------
-Total-Tc_-----.3300-hrs-
S/N:
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Type.... Tc Calcs
Name.... BYPASS
Page 3.06
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined ---
= Value entered by user
Where: Tc = Time of concentration
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Type.... Runoff CN-Area
Name.... BASIN 2
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C $UC CN
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/8 acre (t 90 9.500 90.00
Page 4.01
COMPOSITE AREA & WEIGHTED CN ---> 9.500 90.00 (90)
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Type.... Runoff CN-Area
Name.... BASIN 3
Page 4.02
File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres °C oUC CN
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/8 acre (t 90 15.360 90.00
COMPOSITE AREA & WEIGHTED CN ---> 15.360 90.00 (90)
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Type.... Runoff CN-Area
Name.... BYPASS
Page 4.03
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
------ ----------- ------------------ ----- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres =.C °UC CN
-----
Urban ------------
Districts - ---------------
Industrial ----
91 ---------
10.600 ----- ----- ------
91.00
Urban Districts - Industrial 91 .900 91.00
Urban Districts - Industrial 91 .800 91.00
Urban Districts - Industrial 91 12.000 91.00
Urban Districts - Industrial 91 13.600 91.00
COMPOSITE AREA &
.................
................. WEIGHTED CN --->
..................
..................
.....
..... 37.900
..........
..........
............
............ 91.00 (91)
.............
.............
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Type.... Vol: Elev-Area
Name.... POND 2
Page 5.01
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft ) (sq.ft)
-- (ac-ft) ----(ac-ft)
-
602.00 ----- 21688 0 .000 .000
604.00 ----- 26844 72661 1.112 1.112
606.00 ----- 32011 88169 1.349 2.461
606.50 ----- 33340 98020 .375 2.836
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -ELl) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incre mental volume between ELI and EL2
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Type.... Vol: Elev-Area
Name.... POND 3
Page 5.02
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
-- - (sq?in) - - ---(sq.ft) -----(sq.ft) -- - -(ac=ft) -- - --(ac=ft)
-- -
-
- 623.00 -
----- 21690 0 .000 .000
625.00 ----- 29083 75888 1.161 1.161
627.00 ----- 33186 93335 1.428 2.590
628.00 ----- 36048 103821 .794 3.384
628.35 ----- 36779 109239 .293 3.677
* Incremental volume cc
Volume = (1/3) * (EL2
where: EL1, EL2 =
Areal,Area2
Volume
POND VOLUME EQUATIONS
reputed by the Conic Method for Reservoir Volumes.
-ELl) * (Areal + Areal + sq.rt.(Areal*Area2))
Lower and upper elevations of the increment
= Areas computed for EL1, EL2, respectively
= Incremental volume between ELl and EL2
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Type.... Outlet Input Data
Name.... Outlet 2
Page 6.01
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 602.00 ft
Increment = .10 ft
Max. Elev.= 606.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RO ---> CO 605.200 606.500
Orifice-Circular 00 ---> CO 602.000 606.500
Culvert-Circular CO ---> TW 594.500 606.500
Weir-Rectangular WO ---> TW 605.850 606.500
TW SETUP, DS Channel
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Name.... Outlet 2
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OUTLET STRUCTURE INPUT DATA
Structure ID = RO
StructureType =
Inlet
Box
----
-
# of Openings -
-
= 1
Invert Elev. = 605.20 ft
Orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 602.00 ft
Diameter = .2083 ft
Orifice Coeff. _ .600
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Name.... Outlet 2
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OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 594.50 ft
Dnstream Invert = 594.00 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.00 ft
Barrel Slope = .00556 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .012411 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 596.81 ft ---> Flow = 15.55 cfs
At T2 Elev = 597.11 ft ---> Flow = 17.77 cfs
SIN: Bentley Systems, Inc.
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Type.... Outlet Input Data
Name.... Outlet 2
Page 6.04
File.... N:\ 2007\1007154\Dccs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of openings
Crest Elev.
Weir Length
Weir Coeff.
wo
Weir-Rectangular
----------------
1
605.85 ft
48.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 2
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

i
L
1

n
L

1

1
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO
---- (Inlet Box)
------------------
---------
Upstream ---
ID ----
= ( Pon d Water Surface)
DNs tream ID = CO (Cu lvert-Circular)
Pond WS. Device (into) Converge N ext DS HGL Q SUM DS Chan. TW
Elev . Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft -- - -- ft --- +/-ft +/-cfs ft +/-ft

602.
00
.00 --
-
-
... - - --
...
...
... ...
Free
Outfall
WS below an invert; no flow.
602. 10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 30 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 70 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
602. 90 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 40 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
603. 70 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
Page 6.05

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1
1
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1
1
1
1
1
1
1
1
1
1
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RATING TABLE FOR ONE OUTLET TYPE
Structure
---------- ID
- = RO
------- (Inlet Box)

Ups
tream -
ID -
= ( ----------
Pond Water --------
Surface)
DNs tream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
603.80 --
--
.00 - ---
--
... - --
---
...
...
... ...
Free
Outfall
WS below an invert; no flow.
603.90 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
604.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
604.10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
604.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
604.30 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
604.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
604.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
604.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
604.70 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
604.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
604.90 .00 ... ... ... Free Outfall
WS below an invert; no flow.
605.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
605.10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
605.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
605.30 1.14 605.30 Free 595.13 .000 .000 Free Outfall
We ir: H = .10ft
605.40 3.22 605.40 Free 595.51 .000 .000 Free Outfall
Weir: H = .20ft
605.50 5.92 605.50 Free 595.89 .000 .000 Free Outfall
Weir: H = .30ft
S/N:
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Bentley Systems, Inc.
5/29/2008
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Name.... Outlet 2
Page 6.07
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

11
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO
------------------ (Inlet Box)
-
Upstream ID = -------------------
(Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
--ft--
- cfs
------- -ft-- ---ft--
- ft +/-ft + /-cfs ft +/-ft

605.60
9.11
605.60 Free -------
596.26 ------ -
.000 -----
.000 ----
Free --- -------
Outfall
Weir: H =.40ft
605.70 12.73 605.70 Free 596.64 .000 .000 Free Outfall
Weir: H =.50ft
605.80 16.73 605.80 Free 597.03 .000 .000 Free Outfall
Weir: H =.60ft
605.85 18.86 605.85 Free 597.32 .000 .000 Free Outfall
Weir: H =.65ft
605.90 21.08 605.90 Free 597.69 .000 .000 Free Outfall
Weir: H =.70ft
606.00 25.76 606.00 Free 598.71 .000 .000 Free Outfall
Weir: H =.80ft
606.10 30.74 606.10 Free 599.93 .000 .000 Free Outfall
Weir: H =.90ft
606.20 36.00 606.20 Free 601.41 .000 .000 Free Outfall
Weir: H =1.00ft
606.30 41.53 606.30 Free 603.18 .000 .000 Free Outfall
Weir: H =1.10ft
606.40 47.32 606.40 605.28 605.28 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR : H =1 .20ft
606.50 49.39 606.50 606.08 606.08 .000 .000 Free Outfall
FULLY CHARGED RISER: Orifice Equation Control to Crest; H=1.30
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RATING TABLE FOR ONE OUTLET T YPE
Structure ID = 00 (Orifice- Circular)
---- ---------
------------
Upstream ID --------
= ( -----
Pond Wate r Surface )
DNstream ID = CO (Culvert- Circular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft cfs
- --ft-- - --ft--- ft
------- +/-ft +
------ - /-cfs
----- ft
---- +/-ft
--- -------
--
--
602.00 ------
.00 -
... ... ... ... ... Free Outfall
WS below an invert; no flow.
' 602.10 .01 602.10 Free 594.56 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .029 ft Dcr= .072ft CRIT.DEPTH Hev= .OOft
602.20 .05 602.20 Free 594.61 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .060 ft Dcr= .140ft CRIT.DEPTH Hev= .OOft
' 602.30 .07 602.30 Free 594.64 .000 .000 Free Outfall
H =.20
602.40 .09 602.40 Free 594.65 .000 .000 Free Outfall
H =.30
602.50 .10 602.50 Free 594.66 .000 .000 Free Outfall
H =.40
602.60 .12 602.60 Free 594.67 .000 .000 Free Outfall
H =.50
602.70 .13 602.70 Free 594.68 .000 .000 Free Outfall
H =.60
602.80 .14 602.80 Free 594.69 .000 .000 Free Outfall
H =.70
' 602.90 .15 602.90 Free 594.70 .000 .000 Free Outfall
H =.80
603.00 .16 603.00 Free 594.70 .000 .000 Free Outfall
H =.90
' 603.10 .16 603.10 Free 594.71 .000 .000 Free Outfall
H =1.00
603.20 .17 603.20 Free 594.71 .000 .000 Free Outfall
'
603.30
.18 H =1.10
603.30
Free
594.72
.000
.000
Free
Outfall
H =1.20
603.40 .19 603.40 Free 594.72 .000 .000 Free Outfall

603.50
.19 H =1.30
603.50
Free
594.73
.000
.000
Free
Outfall
H =1.40
603.60 .20 603.60 Free 594.73 .000 .000 Free Outfall
'
603.70
.21 H =1.50
603.70
Free
594.74
.000
.000
Free
Outfall
H =1.60

1
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' Type.... Individual Outlet Curves Page 6.09
Name.... Outlet 2
t File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

RATING TAB LE FOR ONE OUTLET TYPE
St ructure ID = 00 (Orifice -Circular)
-- -------- ----

Upstream -----
ID = ---------
(Pond Wat ----------
er Surface)
' DNstream ID = CO (Culvert -Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ----ft-- cfs
-------
- ---ft-- ---ft--- ft +/-ft + /-cfs ft +/-ft

603.80
.21
603.80
Free --
---
594.74 ------ -
.000 -----
.000 -
Free ---
-------
Outfall
H =1.70
' 603.90 .22 603.90 Free 594.74 .000 .000 Free Outfall
H =1.80
604.00 .23 604.00 Free 594.74 .000 .000 Free Outfall
H =1.90
' 604.10 .23 604.10 Free 594.75 .000 .000 Free Outfall
H =2.00
604.20 .24 604.20 Free 594.75 .000 .000 Free Outfall
H =2.10
' 604.30 .24 604.30 Free 594.75 .000 .000 Free Outfall
H =2.20
604.40 .25 604.40 Free 594.76 .000 .000 Free Outfall
H =2.30
' 604.50 .25 604.50 Free 594.76 .000 .000 Free Outfall
H =2.40
604.60 .26 604.60 Free 594.76 .000 .000 Free Outfall
'
604.70
.26 H =2.50
604.70
Free
594.77
.000
.000
Free
Outfall
H =2.60
604.80 .27 604.80 Free 594.77 .000 .000 Free Outfall
H =2.70
604.90 .27 604.90 Free 594.77 .000 .000 Free Outfall
H =2.80
605.00 .28 605.00 Free 594.77 .000 .000 Free Outfall
'
605.10
.28 H =2.90
605.10
Free
594.78
.000
.000
Free
Outfall
H =3.00
605.20 .29 605.20 Free 594.78 .000 .000 Free Outfall
'
605.30
.29 H =3.10
605.30
Free
595.13
.000
.000
Free
Outfall
H =3.20
605.40 .30 605.40 Free 595.51 .000 .000 Free Outfall
'
605.50
.30 H =3.30
605.50
Free
595.89
.000
.000
Free
Outfall
H =3.40
1
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Name.... Outlet 2
Page 6.10
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RATING TABLE FOR ONE OUTLET TYPE
Structure
---------- ID = 00
-
------ (Orifice
-- -Circular)

Upstream -
-
ID = -------
(Pond Wat ----------
er Surface)
DNstream ID = CO (Culvert -Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
--- ft cfs
-------
- ft ft ft +/-ft + /-cfs ft +/-ft

605.60
.31 ---
--
605.60 ---
---
Free --
-
596.26 ------ -
.000 -----
.000 ----
Free --- -------
Outfall
H =3.50
605.70 .31 605.70 Free 596.64 .000 .000 Free Outfall
H =3.60
605.80 .32 605.80 Free 597.03 .000 .000 Free Outfall
H =3.70
605.85 .32 605.85 Free 597.32 .000 .000 Free Outfall
H =3.75
605.90 .32 605.90 Free 597.69 .000 .000 Free Outfall
H =3.80
606.00 .32 606.00 Free 598.71 .000 .000 Free Outfall
H =3.90
606.10 .33 606.10 Free 599.93 .000 .000 Free Outfall
H =4.00
606.20 .33 606.20 Free 601.41 .000 .000 Free Outfall
H =4.10
606.30 .29 606.30 603.18 603.18 .000 .000 Free Outfall
H =3.12
606.40 .17 606.40 605.28 605.28 .000 .000 Free Outfall
H =1.12
606.50 .11 606.50 606.08 606.08 .000 .000 Free Outfall
H =.42
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5/29/2008
' Type.... Individual Outlet Curves Page 6.11
Name.... Outlet 2
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

RATING TA BLE F OR ONE OUTLET TYPE
' Structure ID = CO (Culvert-Circular)

---------
Mannings -----
open ------------------------
channel maximum capacity: 18.14 cfs
UPstream ID's = RO, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
' Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error
ft
-------- cfs
------- ft
- ------- ft
------- ft +/ -ft +/-cfs ft +/-ft

602.00
.00
... -
... ------- --
... ----
... ------
... ------- -------
Free Outfall
' WS below an invert; no flow.
602.10 .01 594.56 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .010ft hwDi = .045ft Lbw= 90.Oft H ev= .OOft
602.20 .05 594.61 Free Free 000 .000 Free Outfall
' BACKWATER CONTROL.. Vh= .020ft hwDi = .081ft Lbw= 90.Oft H ev= .OOft
602.30 .07 594.64 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .027ft hwDi = .096ft Lbw= 90.Oft H ev= .OOft
602.40 .09 594.65 Free Free .000 .001 Free Outfall
' BACKWATER CONTROL.. Vh= .030ft hwDi = .106ft H.JUMP IN PIPE Hev= .OOft
602.50 .11 594.66 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .034ft hwDi = .114ft H.JUMP IN PIPE Hev= .OOft
602.60 .12 594.61 Free Free 000 .000 Free Outfall
' CRIT.DEPTH CONTROL Vh= .039ft Dcr= .115ft H.JUMP IN PIPE Hev= .OOft
602.70 .13 594.68 Free Free .000 .001 Free Outfall
BACKWATER CONTROL.. Vh= .039ft hwDi= .123ft Lbw= 90.Oft Hev= .OOft
' 602.80 .14 594.69
CRIT.DEPTH Free
CONTROL Free
Vh= .043ft .000
Dcr= .002
.127ft Free Outfall
H.JUMP IN PIPE
Hev= .OOft
602.90 .15 594.70 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .044ft Dcr= .131ft H.JUMP IN PIPE Hev= .OOft
603.00 .16 594.70 Free Free 000 .000 Free Outfall
' CRIT.DEPTH CONTROL Vh= .046ft Dcr= .135ft H.JUMP IN PIPE Hev= .OOft
603.10 .16 594.71 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .047ft Dcr= .138ft H.JUMP IN PIPE Hev= .OOft
603.20 .17 594.71
CRIT.DEPTH Free
CONTROL Free
Vh= .048ft 000
Dcr= .000
.142ft Free Outfall
H.JUMP IN PIPE
Hev= .OOft
603.30 .18 594.72 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .144ft H.JUMP IN PIPE Hev= .OOft
' 603.40 .19 594.72
CRIT.DEPTH Free
CONTROL Free
Vh= .050ft .000
Dcr= .001
.147ft Free Outfall
H.JUMP IN PIPE
Hev= .OOft
603.50 .19 594.73 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .051ft Dcr= .150ft H.JUMP IN PIPE Hev= .OOft
' 603.60 .20 594.73
CRIT.DEPTH Free
CONTROL Free
Vh= .052ft .000
Dcr= .001
.153ft Free Outfall
H.JUMP IN PIPE
Hev= .OOft
603.70 .21 594.74 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .053ft Dcr= .156ft H.JUMP IN PIPE Hev= .OOft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 2
Page 6.12
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 18.14 cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
' Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error
ft
-------- cfs
------- ft
- ------- ft
-------- ft +/
----- -ft +/-cfs ft +/-ft

603.80
.21
594.74
Free -- --
Free ----
.000 ------
.001 ------- -------
Free Outfall
' BACKWATER CONTROL.. Vh= .053ft hwDi = .159ft Lbw= 90.Oft Hev= .OOft
603.90 .22 594.74 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .054ft Dcr= .160ft H.JUMP IN PIPE Hev= .OOft
604.00 .23 594.74 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .055ft Dcr= .162ft CRIT.DEPTH Hev= .OOft
604.10 .23 594.75 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .056ft Dcr= .164ft CRIT.DEPTH Hev= .OOft
604.20 .24 594.75 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .056ft Dcr= .166ft CRIT.DEPTH Hev= .OOft
604.30 .25 594.75 Free Free .000 .003 Free Outfali
CRIT.DEPTH CONTROL Vh= .057ft Dcr= .169ft CRIT.DEPTH Hev= .OOft
604.40 .25 594.76 Free Free .000 .002 Free Outfall
' CRIT.DEPTH CONTROL Vh= .058ft Dcr= .171ft CRIT.DEPTH Hev= .OOft
604.50 .25 594.76 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .058ft Dcr= .172ft CRIT.DEPTH Hev= .OOft
604.60 .26 594.76 Free Free 000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .059ft Dcr= .174ft CRIT.DEPTH Hev= .OOft
604.70 .26 594.77 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .060ft Dcr= .176ft CRIT.DEPTH Hev= .OOft
604.80 .27 594.77 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .060ft Dcr= .177ft CRIT.DEPTH Hev= .OOft
604.90 .27 594.77 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .061ft Dcr= .179ft CRIT.DEPTH Hev= .OOft
605.00 .28 594.71 Free Free 000 .001 Free Outfall
' CRIT.DEPTH CONTROL Vh= .061ft Dcr= .181ft CRIT.DEPTH Hev= .OOft
605.10 .29 594.78 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .062ft Dcr= .183ft CRIT.DEPTH Hev= .OOft
605.20 .29 594.78 Free Free 000 .000 Free Outfall
' CRIT.DEPTH CONTROL Vh= .062ft Dcr= .183ft CRIT.DEPTH Hev= .OOft
605.30 1.43 595.13 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .145ft Dcr= .414ft CRIT.DEPTH Hev= .OOft
605.40 3.52 595.51 Free Free 000 .001 Free Outfall
' CRIT.DEPTH CONTROL Vh= .239ft Dcr= .656ft CRIT.DEPTH Hev= .OOft
605.50 6.22 595.89 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .336ft Dcr= .882ft CRIT.DEPTH Hev= .OOft

' SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
' Type.... Individual Outlet Curves
Name.... Outlet 2
Page 6.13
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
' Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 18.14 cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
' Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs
--- ft
- ft ft +/-ft + /-cfs ft +/-ft
--------
605.60 --
--
9.41 - ------
596.26 -------- ------
Free Free - ------ -
.000 ----- ------
.004 Free - -------
Outfall
CRIT.DEPT H CONTROL Vh= .443ft Dcr= 1.096ft CRIT.DEPTH Hev= .OOft
605.70 13.04 596.64 Free Free .000 .003 Free Outfall
BACKWATER CONTROL.. Vh= .545ft hwDi= 1.321ft Lbw= 90.Oft Hev= .OOft
605.80 17.04 597.03
BACKWATER Free Free .000
CONTROL.. Vh= .591ft hwDi= .007 Free Outfall
1.644ft Lbw= 90.Oft Hev= .OOft
605.85 19.18 597.32 Free Free .000 .001 Free Outfall
INLET CON TROL... Submerged: HW =2.8 2
605.90 21.40 597.69 Free Free 000 .003 Free Outfall
FULL FLOW ...Lfull=30.54ft Vh=.721ft HL=1.355ft Hev= .OOft
606.00 26.08 598.71 Free Free .000 .001 Free Outfall
FULL FLOW ...Lfull=77.96ft Vh=1.071ft HL=2.643ft Hev= .OOft
' 606.10 31.06 599.93
FULL FLOW Free Free
...Lfull=86.45ft 000
Vh=1.519ft .000 Free
HL=3.909ft Outfall
Hev= .OOft
606.20 36.32 601.41 Free Free .000 .009 Free Outfall
FULL FLOW ...Lfull=88.89ft Vh=2.077ft HL=5.408ft Hev= .OOft
' 606.30 41.79 603.18
FULL FLOW Free Free
...Lfull=89.52ft .000
Vh=2.749ft .034 Free
HL=7.179ft Outfall
Hev= .OOft
606.40 47.47 605.28 Free Free .000 .026 Free Outfall
FULL FLOW ...Lfull=89.79ft Vh=3.548ft HL=9.277ft Hev= .OOft
' 606.50 49.48 606.08
FULL FLOW Free Free
...Lfull=89.83ft 000
Vh=3.855ft .017 Free
HL=10.080ft Outfall
Hev= .OOft

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves Page 6.14
Name.... Outlet 2
' File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
' DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
' -- ------ ----- - ---- ----- - - -----
-----
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Co mputation Messages
--------
602.00 -------
.00 -------- -----
Free Outfall --- -----------------------
WS below an invert; no flow.
602.10 .00 Free Outfall
WS below an invert; no flow.
' 602.20 .00 Free Outfall
WS below an invert; no flow.
602.30 .00 Free Outfall
WS below an invert; no flow.
' 602.40 .00 Free Outfall
WS below an invert; no flow.
602.50 .00 Free Outfall
WS below an invert; no flow.
' 602.60 .00 Free Outfall
WS below an invert; no flow.
602.70 .00 Free Outfall

602.80 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
602.90 .00 Free Outfall
WS below an invert; no flow.
603.00 .00 Free Outfall
WS below an invert; no flow.
603.10 .00 Free Outfall
'
603.20 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
603.30 .00 Free Outfall
'
603.40 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
603.50 .00 Free Outfall
'
603.60 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
1
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 2
1 File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

1

I

1

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
---------------- Tail Water
--------
-- Notes

WS Elev.
Q -
----
TW Elev Converge --- -----------------------
ft
-------- cfs
------- ft +/-ft
-------- ----- Computation Messages
--------------------------
603.70 .00 Free Outfall
WS below an invert; no flow.
603.80 .00 Free Outfall
WS below an invert; no flow.
603.90 .00 Free Outfall
WS below an invert; no flow.
604.00 .00 Free Outfall
WS below an invert; no flow.
604.10 .00 Free Outfall
WS below an invert; no flow.
604.20 .00 Free Outfall
WS below an invert; no flow.
604.30 .00 Free Outfall
WS below an invert; no flow.
604.40 .00 Free Outfall
WS below an invert; no flow.
604.50 .00 Free Outfall
WS below an invert; no flow.
604.60 .00 Free Outfall
WS below an invert; no flow.
604.70 .00 Free Outfall
WS below an invert; no flow.
604.80 .00 Free Outfall
WS below an invert; no flow.
604.90 .00 Free Outfall
WS below an invert; no flow.
605.00 .00 Free Outfall
WS below an invert; no flow.
605.10 .00 Free Outfall
WS below an invert; no flow.
605.20 .00 Free Outfall
WS below an invert; no flow.
605.30 .00 Free Outfall
WS below an invert; no flow.
Page 6.15

SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Individual Outlet Curves
Name.... Outlet 2
Page 6.16
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
------
--------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
----------------

WS Elev. --------------- --------------------------
Q TW Elev Converge
ft
-------- cfs ft +/-ft Computation Messages
------- -------- ----- --------------------------
605.40 .00 Free Outfall
WS below an invert; no flow.
605.50 .00 Free Outfall
WS below an invert; no flow.
605.60 .00 Free Outfall
WS below an invert; no flow.
605.70 .00 Free Outfall
WS below an invert; no flow.
605.80 .00 Free Outfall
WS below an invert; no flow.
605.85 .00 Free Outfall
WS below an invert; no flow.
605.90 1.61 Free Outfall
H=.05; Htw=.00; Qfree=1.61;
606.00 8.37 Free Outfall
H=.15; Htw=.00; Qfree=8.37;
606.10 18.00 Free Outfall
H=.25; Htw=.00; Qfree=18.00;
606.20 29.82 Free Outfall
H=.35; Htw=.00; Qfree=29.82;
606.30 43.47 Free Outfall
H=.45; Htw=.00; Qfree=43.47;
606.40 58.74 Free Outfall
H=.55; Htw=.00; Qfree=58.74;
606.50 75.47 Free Outfall
H=.65; Htw=.00; Qfree=75.47;
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.17
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
t

li

WS Elev, Total Q
Elev. Q
ft cfs
--------
602.00
.00
602.10 .O1
602.20 .05
602.30 .07
602.40 .09
602.50 .10
602.60 .12
602.70 .13
602.80 .14
602.90 .15
603.00 .16
603.10 .16
603.20 .17
603.30 .18
603.40 .19
603.50 .19
603.60 .20
603.70 .21
603.80 .21
603.90 .22
604.00 .23
604.10 .23
604.20 .24
604.30 .25
604.40 .25
604.50 .25
604.60 .26
604.70 .26
604.80 .27
604.90 .27
605.00 .28
605.10 .29
605.20 .29
605.30 1.43
605.40 3.52
605.50 6.22
605.60 9.41
605.70 13.04
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
-------- Converge -------------------------
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free outfall
Free Outfall
Free Outfall
Free outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
SIN:
Bentley PondPack (10.00.027.00)
Contributing Structures
(no Q: RO,OO,CO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
O0,C0 (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
O0,C0 (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
O0,C0 (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
O0,C0 (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
OO,CO (no Q: RO,WO)
RO,OO,CO (no Q: WO)
RO,OO,CO (no Q: WO)
RO,OO,CO (no Q: WO)
RO,OO,CO (no Q: WO)
RO,OO,CO (no Q: WO)
10:20 AM
Bentley Systems, Inc.
5/29/2008
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.18
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
----------
------
-
---
-
605.80 -------
17.04 ----
Free --
-----
Outfall ---------
-
RO,OO,CO (no Q: WO)
605.85 19.18 Free Outfall RO,OO,CO (no Q: WO)
605.90 23.01 Free Outfall RO,OO,CO,WO
606.00 34.45 Free Outfall RO,OO,CO,WO
606.10 49.06 Free Outfall RO,OO,CO,WO
606.20 66.14 Free Outfall RO,OO,CO,WO
606.30 85.26 Free Outfall RO,OO,CO,WO
606.40 106.22 Free Outfall RO,OO,CO,WO
606.50 124.95 Free Outfall RO,OO,CO,WO
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Outlet Input Data
Name.... Outlet 3
Page 6.19
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 623.00 ft
Increment = .10 ft
Max. Elev.= 628.35 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RO ---> CO 625.400 628.350
Orifice-Circular 00 ---> CO 623.000 628.350
Culvert-Circular CO ---> TW 618.500 628.350
Weir-Rectangular WO ---> TW 627.590 628.350
TW SETUP, DS Channel
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Outlet Input Data
Name.... Outlet 3
Page 6.20
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type = Inlet Box
------------------
# of Openings ------------------
= 1
Invert Elev. = 625.40 ft
Orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 623.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
1
1
1
1
1
1
1
1
1
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1
1
1
1
1
1
1
1

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.21
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 618.50 ft
Dnstream Invert = 618.00 ft
Horiz. Length = 75.00 ft
Barrel Length = 75.00 ft
Barrel Slope = .00667 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss;
Kb = .012411 (per ft of full flow)
Kr = .5000 (reverse entrance loss;
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 620.81 ft ---> Flow = 15.55 cfs
At T2 Elev = 621.11 ft ---> Flow = 17.77 cfs
S/N:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.22
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
OUTLET STRUCTURE INPUT DATA

Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir-Rectangular
----------------
1
627.59 ft
62.00 ft
3.000000
Weir TW effects (Use adjustment equation)

i

Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
' Type.... Individual Outlet Curves
Page 6.23
Name.... Outlet 3
' File.... N:\_2007\1007154\Docs\Calcs\POND PACK 12-3-03 REVISE
\ D POND PACK POND 2 AND 3 2-5-

1 RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO
------------------- (Inlet Box)
---

1
Upstream
ID = ----------------
(Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW

1 Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft
---- ft +/-ft +/-cfs ft +/-ft

623.00
.00 ---- ------- ------ ----- ------- -------
... ... ... Free Outfall

1 WS below an invert; no flow.
623.10 .00 ..
. ... ... Free Outfall
WS below an invert; no flow.
623.20 .00
... ... ... Free Outfall
WS below an invert; no flow.
623.30 .00
... ... ... Free Outfall
WS below an invert; no flow.
623.40 .00
... ... ... Free Outfall
WS below an invert; no flow.
623.50 .00
... ... ... Free Outfall
WS below an invert; no flow.
623.60 .00
... ... ... Free Outfall
WS below an invert; no flow.
623.70 .00
... ... ... Free Outfall
WS below an invert; no flow.
623.80 .00
... ... ... Free Outfall
WS below an invert; no flow.
623.90 .00
... ... ... Free Outfall
WS below an invert; no flow.
624.00 .00
... ... ... Free Outfall
1 WS below an invert; no flow.
624.10 .00
... ... ... Free Outfall
WS below an invert; no flow.
624.20 .00 .
.. ... ... Free Outfall
WS below an invert; no flow.
624.30 .00
... Free Outfall
WS below an invert; no flow.
624.40 .00 .
.. ... ... ... Free Outfall
1 WS below an invert; no flow.
624.50 .00
... ... ... Free Outfall
WS below an invert; no flow.
624.60 .00
... Free Outfall
WS below an invert; no flow.
624.70 .00
... ... Free Outfall
WS below an invert; no flow.
I
SIN:
Bentley PondPack (10.00.027.00)
10:20 AM
Bentley Systems, Inc.
5/29/2008
¦
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves Page 6.25
Name.... Outlet 3
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO ( Inlet Box)

--------------------------------------
Upstream ID (Pond Water Surface)
' DNstream ID = CO ( Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft ft
cfs
ft ft +/-ft +/-cfs ft +/-ft
----
--
626.60 -
-- ---
---
--------
626.60 626.60 ------- ------ ------ ------- -------
626.60 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1.20ft
626.70 * 626.70 626.70 626.70 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
626.80 * 626.80 626.80 626.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
626.90 * 626.90 626.90 626.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.00 * 627.00 627.00 627.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
' 627.10 * 627.10 627.10 627.10 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.20 * 627.20 627.20 627.20 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.30 * 627.30 627.30 627.30 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.40 * 627.40 627.40 627.40 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
' 627.50 * 627.50 627.50 627.50 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.59 * 627.59 627.59 627.59 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.60 * 627.60 627.60 627.60 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.70 * 627.70 627.70 627.70 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
1 627.80 * 627.80 627.80 627.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
627.90 * 627.90 627.90 627.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
628.00 628.00 628.00 628.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
628.10 * 628.10 628.10 628.10 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
' 628.20 * 628.20 628.20 628.20 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000

' SIN: Bentley Systems, Inc.
' Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008

Type.... Individual Outlet Curves
Name.... Outlet 3
Page 6.26
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
-
-
----------
Upstream -----
-----------------
----
ID = (Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs
ft +/-ft +/-cfs
ft
ft +/-ft
ft
----
--
628.30 ---
--
--------
* 628.30 ---
--- --
---
------ ------
628.30 628.30 .000 .000 --
--
-------
Free Outfall
FULLY CHA RGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000
628.35 * 628.35 628.35 628.35 .000 .000 Free Outfall
FULLY CHA RGED RISER, DOWNSTREAM CONTROL: Kev =O. Hev=0.000
SIN:
Bentley PcndPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
t Type.... Individual Outlet Curves
Name.... Outlet 3

I
Page 6.27
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
' Structure ID = 00 (Orifice- Circular)
--- -----
- --------- ---------
--------
-
Upstream ID -
-
= ( Pond Water Surface)
' DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft cfs
----- ---ft-- - --ft--- --ft--- +/-ft +
------ - /-cfs
----- - ft - +/-ft
----
--
623.00 --
.00 -
...
...
...
...
...
Free -------
Outfall
WS below an invert; no flow.
' 623.10 .02 623.10 Free 618.56 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .026ft Dcr= .074ft CRIT.DEPTH Hev= .OOft
623.20 .06 623.20 Free 618.62 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .059ft Dcr= .141ft CRIT.DEPTH Hev= .OOft
' 623.30 .10 623.30 Free 618.66 .000 .000 Free Outfall
H =.17
623.40 .12 623.40 Free 618.68 .000 .000 Free Outfall
H =.28
' 623.50 .14 623.50 Free 618.70 .000 .000 Free Outfall
H =.38
623.60 .16 623.60 Free 618.71 .000 .000 Free Outfall
H =.47
1 623.70 .18 623.70 Free 618.72 .000 .000 Free Outfall
H =.58
623.80 .19 623.80 Free 618.73 .000 .000 Free Outfall
H =.67
' 623.90 .21 623.90 Free 618.73 .000 .000 Free Outfall
H =.78
624.00 .22 624.00 Free 618.74 .000 .000 Free Outfall
H =.88
' 624.10 .23 624.10 Free 618.75 .000 .000 Free Outfall
H =.97
624.20 .24 624.20 Free 618.75 .000 .000 Free Outfall
H =1.08
624.30 .26 624.30 Free 618.76 .000 .000 Free Outfall
H =1.17
624.40 .27 624.40 Free 618.77 .000 .000 Free Outfall
H =1.28
' 624.50 .28 624.50 Free 618.77 .000 .000 Free Outfall
H =1.38
624.60 .29 624.60 Free 618.78 .000 .000 Free Outfall
H =1.47
' 624.70 .30 624.70 Free 618.78 .000 .000 Free Outfall
H =1.58

I
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type.... Individual Outlet Curves
Name.... Outlet 3
Page 6.30
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice-Circular)
--------------------
Upstream ID = ( ------------------
Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
- ft cfs ---ft-- ---ft---
-------- --ft--- +/-ft +/-cfs
------ ------ +/-ft
--ft--
-------
628.30 * 628.30 628.30 628.30 .000 .000 -
Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
628.35 * 628.35 628.35 628.35 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves Page 6.31
Name.... Outlet 3
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

RATING TABLE FOR ONE OUTLET TYPE
' Structure ID = CO (Culvert-Circular)

-------------
Mannings open -------------------------
channel maximum capacity: 19.87 cfs
UPstream ID' s= R0, 00
' DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
' Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error
ft
-
------ cfs
------- ft
- ------- ft
-------- ft +/
-
-
- -ft +/-cfs ft +/-ft
-
623.00
.00
...
... --
--
--
... ----
... ------
... ------- -------
Free Outfall
WS below a n invert; no flow.
' 623.10 .01 618.56 Free Free .000 .001 Free Outfall
BACKWATER CONTROL.. Vh= .013ft hwDi = .043ft Lbw= 75.Oft Hev= .OOft
623.20 .06 611.62 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .027ft Dcr= .080ft H.JUMP IN PIPE Hev= .OOft
623.30 .10 618.66 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .036ft Dcr= .107ft CRIT.DEPTH Hev= .OOft
623.40 .13 618.68 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .041ft Dcr= .120ft CRIT.DEPTH Hev= .OOft
623.50 .14 618.70 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .044ft Dcr= .130ft CRIT.DEPTH Hev= .OOft
623.60 .16 618.71 Free Free .000 .001 Free Outfall
' CRIT.DEPTH CONTROL Vh= .046ft Dcr= .137ft CRIT.DEPTH Hev= .OOft
623.70 .18 618.72 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .144ft CRIT.DEPTH Hev= .OOft
623.80 .19 618.73 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .051ft Dcr= .150ft CRIT.DEPTH Hev= .OOft
623.90 .21 618.73 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .053ft Dcr= .155ft CRIT.DEPTH Hev= .OOft
624.00 .22 618.74 Free Free .000 .000 Free Outfall
' CRIT.DEPTH CONTROL Vh= .054ft Dcr= .161ft CRIT.DEPTH Hev= .OOft
624.10 .23 618.75 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .056ft Dcr= .164ft CRIT.DEPTH Hev= .OOft
624.20 .25 618.75 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .057ft Dcr= .169ft CRIT.DEPTH Hev= .OOft
624.30 .26 618.76 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .059ft Dcr= .173ft CRIT.DEPTH Hev= .OOft
624.40 .27 618.77 Free Free 000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .060ft Dcr= .177ft CRIT.DEPTH Hev= .OOft
624.50 .28 618.77 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .061ft Dcr= .180ft CRIT.DEPTH Hev= .OOft
624.60 .29 618.78 Free Free 000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .062ft Dcr= .183ft CRIT.DEPTH Hev= .OOft
624.70 .30 618.78 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .063ft Dcr= .186ft CRIT.DEPTH Hev= .OOft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 3
Page 6.32
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

RATING TA BLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)

---------
Mannings ----
open -------------------------
channel maximum capacity: 19.87 cfs
UPstream ID' s= R0, 00
' DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Err or Error TW Error
ft
-----
-- cfs
------- ft
---
- ft
- ft +/-ft +
- /-cfs ft +/-ft
-
624.80
.31 - -
-
-
618.79 -----
--
Free ------ ---
Free --- -
.000 -----
.000 ------- -------
Free Outfall
CRIT.DEPTH CONTROL Vh= .064ft Dcr= .189ft CRIT.DEPTH Hev= .OOft
' 624.90 .32 618.79 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .065ft Dcr= .192ft CRIT.DEPTH Hev= .OOft
625.00 .33 618.79 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .066ft Dcr= .195ft CRIT.DEPTH Hev= .OOft
625.10 .33 618.80 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .067ft Dcr= .198ft CRIT.DEPTH Hev= .OOft
625.20 .34 618.80 Free Free .000 .001 Free Outfall
' CRIT.DEPTH CONTROL Vh= .068ft Dcr= .199ft CRIT.DEPTH Hev= .OOft
625.30 .35 618.81 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .069ft Dcr= .203ft CRIT.DEPTH Hev= .OOft
625.40 .36 618.81 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .070ft Dcr= .204ft CRIT.DEPTH Hev= .OOft
625.50 1.51 619.15 Free Free .000 .005 Free Outfall
CRIT.DEPTH CONTROL Vh= .149ft Dcr= .425ft CRIT.DEPTH Hev= .OOft
625.60 3.59 619.53 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .242ft Dcr= .664ft CRIT.DEPTH Hev= .OOft
625.70 6.30 619.90 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .339ft Dcr= .888ft CRIT.DEPTH Hev= .OOft
625.80 9.49 620.27 Free Free .000 .000 Free Outfall
' CRIT.DEPTH CONTROL Vh= .446ft Dcr= 1.101ft CRIT.DEPTH Hev= .OOft
625.90 13.12 620.66 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .569ft Dcr= 1.303ft CRIT.DEPTH Hev= .OOft
626.00 17.13 621.06 Free Free .000 .003 Free Outfall
' BACKWATER CONTROL.. Vh= .691ft hwDi= 1.523f t Lbw= 75.Oft Hev = .OOft
626.10 21.49 621.70 Free Free .000 .004 Free Outfall
INLET CONTROL... Submerged: HW =3.2 0
626.20 26.15 622.59 Free Free .000 .019 Free Outfall
' INLET CONTROL... S ubmerged: HW =4.0 9
626.30 31.09 623.73 Free Free .000 .024 Free Outfall
INLET CONTROL... S ubmerged: HW =5.2 3
626.40 36.23 625.13 Free Free .000 .033 Free Outfall
' INLET CONTROL... Su bmerged: HW =6.63
626.50 40.66 626.50 Free Free .000 .869 Free Outfall
INLET CONTROL... Su bmerged: HW =8.00

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves Page 6.33
Name.... Outlet 3
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
' Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 19.87 cfs
' UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
' ft cfs ft ft
------- ft
- ------- +/-ft +/-cfs
------ ------ ft
----- +/-ft
-- -------
--------
626.60 -------
40.96 - -------
626.60 Free Free .000 6.360 Free Outfall
INLET CONTROL... Submerged: HW =8.10
' 626.70 41.26 626.70 Free Free .000 8.127 Free Outfall
INLET CONTROL... Submerged: HW =8.20
626.80 41.56 626.80 Free Free .000 9.693 Free Outfall
INLET CONTROL... Submerged: HW =8.30
626.90 41.86 626.90 Free Free .000 11.192 Free Outfall
INLET CONTROL... Submerged: HW =8.40
627.00 42.16 627.00 Free Free .000 12.634 Free Outfall
INLET CONTROL... Submerged: HW =8.50
627.10 42.45 627.10 Free Free .000 14.028 Free Outfall
INLET CONTROL... Submerged: HW =8.60
627.20 42.74 627.20 Free Free .000 15.375 Free Outfall
INLET CONTROL... Submerged: HW =8.70
' 627.30 43.03 627.30 Free Free .000 16.681 Free Outfall
INLET CONTROL... Submerged: HW =8.80
627.40 43.31 627.40 Free Free .000 17.945 Free Outfall
INLET CONTROL... Submerged: HW =8.90
627.50 43.60 627.50 Free Free .000 19.172 Free Outfall
INLET CONTROL... Submerged: HW =9.00
627.59 43.86 627.59 Free Free .000 20.249 Free Outfall
' INLET CONTROL... Submerged: HW =9.09
627.60 43.89 627.60 Free Free .000 20.362 Free Outfall
INLET CONTROL... Submerged: HW =9.10
627.70 44.17 627.70 Free Free .000 21.529 Free Outfall
INLET CONTROL... Submerged: HW =9.20
627.80 44.45 627.80 Free Free .000 22.661 Free Outfall
INLET CONTROL... Submerged: HW =9.30
627.90 44.73 627.90 Free Free .000 23.763 Free Outfall
INLET CONTROL... Submerged: HW =9.40
628.00 45.00 628.00 Free Free .000 24.845 Free Outfall
INLET CONTROL... Submerged: HW =9.50
628.10 45.28 628.10 Free Free .000 25.901 Free Outfall
' INLET CONTROL... Submerged: HW =9.60
628.20 45.55 628.20 Free Free .000 26.936 Free Outfall
INLET CONTROL... Submerged: HW =9.70

' SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008

Type.... Individual Outlet Curves
Name.... Outlet 3
Page 6.34
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
-------------------
Mannings open chann -------------------
el maximum capacity: 19.87
cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-
---- cfs
------- ft ft
- ------- ------- ft +/-ft +/-cfs
--
-
--
--
-
--- ft
---
- +/-ft
--
-
---
628.30
45.82 -
628.30 Free ---
- -
-
-
-
Free .000 27.950 -
Free ----
--
Outfall
INLET CONTROL... Submerged: HW =9.80
628.35 45.96 628.35 Free Free .000 28.444 Free Outfall
INLET CONTROL... Submerged: HW =9.85
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
1 Type.... Individual Outlet Curves
Name.... Outlet 3
Page 6.35
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

1
1

1
1

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------
WS Elev. -------
Q ---------------
TW Elev Converge --- -----------------------
ft
-------- cfs
------- ft +/-ft
-------- ----- Computation Messages
--------------------------
623.00 .00 Free Outfall
WS below an invert; no flow.
623.10 .00 Free Outfall
WS below an invert; no flow.
623.20 .00 Free Outfall
WS below an invert; no flow.
623.30 .00 Free Outfall
WS below an invert; no flow.
623.40 .00 Free Outfall
WS below an invert; no flow.
623.50 .00 Free Outfall
WS below an invert; no flow.
623.60 .00 Free Outfall
WS below an invert; no flow.
623.70 .00 Free Outfall
WS below an invert; no flow.
623.80 .00 Free Outfall
WS below an invert; no flow.
623.90 .00 Free Outfall
WS below an invert; no flow.
624.00 .00 Free Outfall
WS below an invert; no flow.
624.10 .00 Free Outfall
WS below an invert; no flow.
624.20 .00 Free Outfall
WS below an invert; no flow.
624.30 .00 Free Outfall
WS below an invert; no flow.
624.40 .00 Free Outfall
WS below an invert; no flow.
624.50 .00 Free Outfall
WS below an invert; no flow.
624.60 .00 Free Outfall
WS below an invert; no flow.
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
Type.... Individual Outlet Curves Page 6.36
Name.... Outlet 3
' File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
' Structure ID = WO (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
' DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------
WS Elev. -------
Q ---------------
TW Elev Converge --- -----------------------
ft cfs ft +/-ft Computation Messages
--------
624.70 -------
.00 -------- -----
Free Outfall --- -----------------------
WS below an invert; no flow.
624.80 .00 Free Outfall
WS below an invert; no flow.
624.90 .00 Free Outfall
WS below an invert; no flow.
625.00 .00 Free Outfall
WS below an invert; no flow.
' 625.10 .00 Free Outfall
WS below an invert; no flow.
625.20 .00 Free Outfall
WS below an invert; no flow.
' 625.30 .00 Free Outfall
WS below an invert; no flow.
625.40 .00 Free Outfall
WS below an invert; no flow.
' 625.50 .00 Free Outfall
WS below an invert; no flow.
625.60 .00 Free Outfall
WS below an invert; no flow.
' 625.70 .00 Free Outfall
WS below an invert; no flow.
625.80 .00 Free Outfall
WS below an invert; no flow.
' 625.90 .00 Free Outfall
WS below an invert; no flow.
626.00 .00 Free Outfall
WS below an invert; no flow.
626.10 .00 Free Outfall
WS below an invert; no flow.
626.20 .00 Free Outfall
WS below an invert; no flow.
' 626.30 .00 Free Outfall
WS below an invert; no flow.
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
Type.... Individual Outlet Curves
Name.... Outlet 3
Page 6.37
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

1

RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes

1
---------
-------
--------------- -------
-------- --
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
--------
626.40 -------
.00 -------- -----
Free Outfall --------------------------
WS below an invert; no flow.
626.50 .00 Free Outfall

626.60 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
626.70 .00 Free Outfall
WS below an invert; no flow.
626.80 .00 Free Outfall
WS below an invert; no flow.
626.90 .00 Free Outfall
WS below an invert; no flow.
' 627.00 .00 Free Outfall
WS below an invert; no flow.
627.10 .00 Free Outfall

627.20 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
627.30 .00 Free Outfall
'
627.40 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
627.50 .00 Free Outfall
'
627.59 WS
.00 below an invert;
Free Outfall no flow.
WS below an invert; no flow.
627.60 .18 Free Outfall

627.70 H=
6.78 .01; Htw=.00; Qfre
Free Outfall e=.18;
H= .11; Htw=.00; Qfre e=6.78;
627.80 17.89 Free Outfall
H= .21; Htw=.00; Qfre e=17.89;
627.90 32.10 Free Outfall
H=. 31; Htw=.00; Qfre e=32.10;
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 5/29/2008
1
1
1
1
1
1

Type.... Individual Outlet Curves
Name.... Outlet 3
Page 6.38
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =
-
-
--- WO (Weir-Rectangular)
-
------
----
Upstream ID = ----------------------
(Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------
WS Elev. ------- -------------
Q TW Elev Conv -- --------------------------
erge
ft
-------- cfs ft +/-
------- -------- --- ft Computation Messages
-- --------------------------
628.00 48.83 Free Outfall
H=.41; Htw=.00; Qfree=48.83;
628.10 67.73 Free Outfall
H=.51; Htw=.00; Qfree=67.73;
628.20 88.61 Free Outfall
H=.61; Htw=.00; Qfree=88.61;
628.30 111.27 Free Outfall
H=.71; Htw=.00; Qfree=111.27;
628.35 123.22 Free Outfall
H=.76; Htw=.00; Qfree=123.22;
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
' Type.... Composite Rating Curve
Name.... Outlet 3
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-

1
C

***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ---------- --- ------------
Elev. Q TW Elev Error
ft cfs ft -- +/-ft Contributing Structures

623.00
.00 --
-
Free
Outfall
(no Q: RO
,OO
,CO,WO)
623.10 .01 Free Outfall O0,C0 (no Q: RO,WO)
623.20 .06 Free Outfall O0,C0 (no Q: RO,WO)
623.30 .10 Free Outfall O0,C0 (no Q: RO,WO)
623.40 .12 Free Outfall O0,C0 (no Q: RO,WO)
623.50 .14 Free Outfall O0,C0 (no Q: RO,WO)
623.60 .16 Free Outfall O0,C0 (no Q: RO,WO)
623.70 .18 Free Outfall O0,C0 (no Q: RO,WO)
623.80 .19 Free Outfall O0,C0 (no Q: RO,WO)
623.90 .21 Free Outfall O0,C0 (no Q: RO,WO)
624.00 .22 Free Outfall O0,C0 (no Q: RO,WO)
624.10 .23 Free Outfall O0,C0 (no Q: RO,WO)
624.20 .25 Free Outfall O0,C0 (no Q: RO,WO)
624.30 .26 Free Outfall O0,C0 (no Q: RO,WO)
624.40 .27 Free Outfall O0,C0 (no Q: RO,WO)
624.50 .28 Free Outfall O0,C0 (no Q: RO,WO)
624.60 .29 Free Outfall OO,CO (no Q: RO,WO)
624.70 .30 Free Outfall O0,C0 (no Q: RO,WO)
624.80 .31 Free Outfall OO,CO (no Q: RO,WO)
624.90 .32 Free Outfall O0,C0 (no Q: RO,WO)
625.00 .33 Free Outfall O0,C0 (no Q: RO,WO)
625.10 .33 Free Outfall O0,C0 (no Q: RO,WO)
625.20 .34 Free Outfall O0,C0 (no Q: RO,WO)
625.30 .35 Free Outfall O0,C0 (no Q: RO,WO)
625.40 .36 Free Outfall OO,CO (no Q: RO,WO)
625.50 1.51 Free Outfall RO,OO,CO (no Q: WO)
625.60 3.59 Free Outfall RO,OO,CO (no Q: WO)
625.70 6.30 Free Outfall RO,OO,CO (no Q: WO)
625.80 9.49 Free Outfall RO,OO,CO (no Q: WO)
625.90 13.12 Free Outfall RO,OO,CO (no Q: WO)
626.00 17.13 Free Outfall RO,OO,CO (no Q: WO)
626.10 21.49 Free Outfall RO,OO,CO (no Q: WO)
626.20 26.15 Free Outfall RO,OO,CO (no Q: WO)
626.30 31.09 Free Outfall RO,OO,CO (no Q: WO)
626.40 36.23 Free outfall RO,OO,CO (no Q: WO)
626.50 40.66 Free Outfall RO,CO (no Q: OO,WO)
626.60 40.96 Free Outfall RO,CO (no Q: OO,WO)
626.70 41.26 Free Outfall RO,OO,CO (no Q: WO)
Page 6.39

1
1
S/N:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008

1
1
1
1
1
1
1
1
Type.... Composite Rating Curve
Name.... Outlet 3
Page 6.40
File.... N:\ 2007\1007154\Docs\Calcs\POND PACK 12-3-03\REVISED POND PACK POND 2 AND 3 2-5-
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------------- ------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
--------
- Contributing
- Structures

626.80
41.56
Free ---
-
Outfall -
------------
RO,OO,CO (no ------------
Q: WO)
626.90 41.86 Free Outfall RO,CO (no Q: OO,WO)
627.00 42.16 Free Outfall RO,CO (no Q: OO,WO)
627.10 42.45 Free Outfall RO,CO (no Q: OO,WO)
627.20 42.74 Free Outfall RO,OO,CO (no Q: WO)
627.30 43.03 Free Outfall RO,OO,CO (no Q: WO)
627.40 43.31 Free Outfall RO,CO (no Q: OO,WO)
627.50 43.60 Free Outfall RO,CO (no Q: OO,WO)
627.59 43.86 Free outfall RO,OO,CO (no Q: WO)
627.60 44.07 Free Outfall RO,CO,WO (no Q: 00)
627.70 50.95 Free Outfall R0,O0,C0,W0
627.80 62.34 Free outfall RO,OO,CO,WO
627.90 76.83 Free Outfall RO,CO,WO (no Q: 00)
628.00 93.83 Free Outfall RO,CO,WO (no Q: 00)
628.10 113.01 Free outfall RO,CO,WO (no Q: 00)
628.20 134.16 Free Outfall R0,O0,C0,W0
628.30 157.08 Free Outfall RO,OO,CO,WO
628.35 169.18 Free outfall RO,CO,WO (no Q: 00)
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008

1
1
1
1

I
Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- B -----
BASIN 2... 3.01, 4.01
BASIN 3... 3.03, 4.02
BYPASS... 3.05, 4.03
----- M -----
Mecklenburg... 2.01, 2.02
----- 0 -----
Outlet 2... 6.01, 6.05, 6.17
Outlet 3... 6.19, 6.23, 6.39
----- P -----
POND 2... 5.01
POND 3... 5.02
----- W -----
Watershed... 1.01
SIN:
Bentley PondPack (10.00.027.00) 10:20 AM
Bentley Systems, Inc.
5/29/2008
u

1
Gutter Spread Calculations

1

11

u

E

1

r
1
1
1

1
1
1
1
i
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Yard Inlet Calculations
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Yard Inlet #77 (4'x3.5' Slab Type Catch Basin With 8" Opening (4 Sides)) (STD. #20.
Pipe Diameter = 15"
Rim = 639
A = 10.00 sf (open area of inlet) = (4 x 0.67 x 2) +(3.5 x 0.67 x 2)
DORIFICE = 0.08 ft (Depth of Flow)
DwEIR = 0.43 ft (Depth of Flow)
Q = 13.83 cfs (Surface Flow)
P = 15.00 ft (Perimeter Length of Open Area) = (4 x 2) + (3.5 x 2)
DORIFICE = ((Q)/[(0.6) x A x (64.4)'5])2
DwEIR = [(Q)/(3.3 x P)]2i3
Rip-Rap Calculations
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RIP

?Ut- '71 RAP APRON SIZING
HW-32 FROM POND #2 Based on Army Corps of Engineers Reports H-70-2
H-72-5, and N.J. Standards for Soil Erosion and
Sediment Control (1999)
Pipe Diameter, Do 24 Inches or 2 Feet
Peak Flow, Q25 128.24 CFS (Always use FULL FLOW)
Tailwater depth, Tw 0_4 Feet ( If Unknown, use 0.2 x Diameter in Feet)

La = (1.8 x Do/Q)
_ Do^0.5
a.... ., +713o,
If TW <Do/2, Wa = 3Do + La
Apron Length, La = 32.0
Feet Long If TW > Do/2,Wa = 3Do+ 0.41-a
Apron Width, Wa = 38.0 Feet Wide (Only if no well-defined channel downstream )
dso Stone Size = 1.36 dso in Feet
16.4 ?' dso in Inches dso = 0.016/TW x (q)
02/0
I
3 00
Outlet W a 0o la 90
P'Pe diameter (Do) :: •'. .. ::: ?; + I
La 80
Tail rater c 0.50®
70
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' Discharge (ft3lsec)
'Curves may not be extrapolated-
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?esign Of Ri .rap Apron Under Minimum Tailwater Conditions
44 2 0
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50 100
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91/0 R"P S
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501
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1

' Storm Drainage Calculations
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