20061617 Ver 1_Stormwater Info_20070613

WITHERS ~~`~~~~~~ RAVENEL
r, i.,
PHASE 1
STORMWATER MANAGEMENT
REPORT
Wendell Falls Subdivision
Wendell, North Carolina
Prepared For:
Wendell Falls Residential, LLC
566o Six Forks Road
Suite #202
Raleigh. NC 27609
Attn: Mike )ones
Prepared By:
WITHERS &RAVENEL, INC
i11 MacKenan Drive
Cary, North Carolina 27511
May zoo?
W&R Project No. 205261.04
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WENDELL FALLS SUBDIVISION
• PHASE i STORMWATER MANAGEMENT PLAN
WENDELL, NORTH CAROLINA
INTRODUCTION
• The purpose of this Phase 1 Stormwater Management Report is to document the design of the
constructed wetlands for the first phase of the Wendell Falls Subdivision. The primary purpose of
the constructed wetlands is to capture and treat the runoff from the first inch of precipitation. As a
• result of the design, a secondary benefit is the attenuation of the post-development Stormwater
runoff rates for the 1-year, 2-year, 10-year, 50-year, and 100-year storm events to the pre-
development conditions. Nitrogen reduction is currently not required by the Town of Wendell, but
will be provided with the constructed wetlands in accordance with requirements of the pending
• Individual Permit for this project.
The site is located in Wendell, North Carolina, with the boundary approximated by US 64 Bypass
• to the west, Poole Road to the south, Martin Pond Road to the east, and Knightdale-Eagle Rock
• Road to the north. The overall subdivision has proposed a mixture of 4000 units of single family
and multifamily homes. In addition, approximately 250,000 square feet of commercial space is
included in the proposed subdivision. The Town of Wendell has approved the Planned Unit
. Development. This report addresses the portion of the subdivision that exceeds 30% impervious.
• METHODOLOGY
The Stormwater study was conducted using the natural drainage features as depicted by field
• surveys. Proposed drainage areas were based on field survey data and proposed development
within the drainage areas.
. The scope of work included the following analyses:
Hydrology
• ^ Simulation of the 1-year, 2-year, 10-year, 50-year, and 100-year rainfall events for the
Wendell area
^ Formulation of the 1-year, 2-year, 10-year, 50-year, and 100-year flood hydrographs for
• the pre- and post-development drainage areas
Hydraulic
• ^ Routing the 1-year, 2-year, 10-year, 50-year, and 100-year flood hydrographs for pre-
development runoff from the site.
^ Routing the 1-year, 2-year, 10-year, 50-year, and 100-year flood hydrographs for post-
. development runoff through the proposed wet pond.
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of astage-storage and stage-discharge function for the proposed
• impoundment. The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have
• been compiled to create a routing computer simulation model using Haestad Methods PondPack
v10.0 software. This PondPack model was then used to assess the peak water surface elevations for
the design rainfall events. The PondPack modeling results are provided as appendices to this
• report.
HYDROLOGY
• The SCS Method was used to develop runoff hydrographs for the 24-hour duration rainfall curves
using the NOAH Atlas 14 rainfall data for Raleigh-Durham International Airport for the 2-year, 10-
year, 50-year and 100-year storm events. This method requires three basic parameters: a curve
• Wendell Falls Subdivision i W&R Project 2o5z6i.o4
Phase i Stormwater Management Report May zoo?
•

WENDELL FALLS SUBDIVISION
PHASE i STORMWATER MANAGEMENT PLAN
WENDELL, NORTH CAROLINA
number (CN), time of concentration (t~), and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
Survey of Wake County, North Carolina (November 1970). Land use for existing conditions was
based on the most recent Wake County aerial photographs and field observations. Post
development land use is based on the proposed site plan. The curve numbers used in this study
are listed in the appendix of this report.
Times of concentration were calculated using methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR-55" and based on Wake County topographic maps and field
survey data. The post-development time of concentration was calculated for the drainage areas that
are piped to the storage area based on the flow time through the piped drainage systems and small
areas of sheet flow. The breakdown of the time of concentrations and the calculated values are
found in the appendices of this report.
HYDRAULICS
Computer simulated reservoir routing of the 1-year, 2-year, 10-year, 50-year, and 100-year design
storms utilized stage-storage and stage-discharge functions. Stage-storage functions were derived
from the proposed grading of the wet pond. Anon-linear regression relation for surface area versus
elevation was derived for the basin. This relation estimates the incremental volume of the basin to
the stage or elevation of the basin. Stage-discharge functions were developed to size the proposed
outlet structure.
CONCLUSIONS
Based on the routing study, the proposed constructed wetland ponds have sufficient volume to
safely pass the 100-year storm. The outlet was designed to discharge the first inch of runoff through
a separate outlet barrel. Larger storm events bypass the level spreader.
Wendell falls Subdivision z W&R Project zo526i.oq
Phase i Stormwater Management Report May zoo?

WENDELL FALLS SUBDIVISION
PHASE i STORMWATER MANAGEMENT PLAN
WENDELL, NORTH CAROLINA
BMP 3.1 DESIGN SUMMARY
PROPOSED CONSTRUCTED WETLANDS
• Normal Pool = 216.00
• 4' Circular Riser Crest = 219.50
• 3" diameter drawdown orifice ~ 216.00
• 36" diameter RCP outlet barrel
• Top of dam = 223.00

Storm Event Peak Water
Surface
Elevation
Freeboard
Q~k Outflow
1-Year 219.59 3.41 ft 1.62 cfs
2-Year 219.70 3.30 ft 3.96 cfs
10-Year 220.71 2.29 ft 52.15 cfs
50-Year 221.54 1.36 ft 90.65 cfs
100-Year 221.90 1.10 ft 93.11 cfs
Peak Attenuation Design Summary

Storm Event Pre-
Development
Outflow Post-Development
Outflow
1-Year 11.83 cfs 1.62 cfs
2-Year 20.26 cfs 3.96 cfs
10-Year 54.96 cfs 52.15 cfs
50-Year 89.47 cfs 90.65 cfs
100-Year 104.83 cfs 93.11 cfs
Wendell Falls Subdivision 3 W&R Project zo526i.oq
Phase i Stormwater Management Report May zoo?

WENDELL FALLS SUBDIVISION
PHASE i STORMWATER MANAGEMENT PLAN
WENDELL, NORTH CAROLINA
BMP 3.2 DESIGN SUMMARY
PROPOSED CONSTRUCTED WETLANDS
• Normal Pool = 232.00
• 4' Circular Riser Crest = 233.50
• 2" diameter drawdown orifice Qa 232.00
• 24" diameter RCP outlet barrel
• Top of dam = 236.00

Storm Event Peak Water
Surface
Elevation
Freeboard
Qreak Outflow
1-Year 233.87 2.13 ft 8.80 cfs
2-Year 234.01 1.98 ft 14.26 cfs
10-Year 234.40 1.60 ft 25.54 cfs
50-Year 234.85 1.15 ft 27.64 cfs
100-Year 235.04 0.95 ft 28.50 cfs
Peak Attenuation Design Summary

Storm Event Pre-
Development
Outflow Post-Development
Outflow
1-Year 15.08 cfs 8.80 cfs
2-Year 22.24 cfs 14.26 cfs
10-Year 35.38 cfs 25.54 cfs
50-Year 45.70 cfs 27.64 cfs
100-Year 50.30 cfs 28.50 cfs
Wendell Falls Subdivision p W&R Project ZoSzbi.o4
Phase i Stormwater Management Report May zoo?

BMP 3.z
POND/SITE OUTFLOW
CALCULATION S
Wendell Falls Subdivision W&R Project zo5z6i.o4
Phase iStormwater Management Report May zoo?

Job File: K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.PPW
Rain Dir: K:\05\05-260\05261.04\Proj\SF-3\Calcs\
JOB TITLE
Project Date: 12/31/2006
Project Engineer: Ken Jesneck
Project Title: Wendell Falls SF-3 BMP 3.1
Project Comments:
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Table of Contents
i
****+***************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... 1
Executive Summary (Nodes) .......... 2.01
Watershed....... 2
Executive Summary (Nodes) .......... 2.02
Watershed....... 10
Executive Summary (Nodes) .......... 2.03
Watershed....... 50
Executive Summary (Nodes) .......... 2.04
Watershed....... 100
Executive Summary (Nodes) .......... 2.05
********************** TC CALCULATIONS *********************
AREA 1.......... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
AREA 1.......... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
BMP 3.1......... Vol: Elev-Area ..................... 5.01
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Table of Contents
11
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
Individual Outlet Curves ........... 6.04
Composite Rating Curve ............. 6.16
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth
Return Event in
2 3.4900
10 4.9800
50 6.6300
100 7.3700
1 3.0000
Rainfall
Type
----------------
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Synthetic Curve
RNF ID
RDU NOAA 2yr
RDU NOAA l0yr
RDU NOAA 50yr
RDU NOAA 100yr
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
AREA 1 AREA 2 3.894
AREA 1 AREA 10 6.877
AREA 1 AREA 50 10.268
AREA 1 AREA 100 11.826
AREA 1 AREA 1 3.098
BMP 3.1 IN POND 2 3.894
BMP 3.1 IN POND 10 6.877
BMP 3.1 IN POND 50 10.268
BMP 3.1 IN POND 100 11.826
BMP 3.1 IN POND 1 3.098
BMP 3.1 OUT POND 2 2.313 R
BMP 3.1 OUT POND 10 5.219 R
BMP 3.1 OUT POND 50 8.555 R
BMP 3.1 OUT POND 100 10.095 R
BMP 3.1 OUT POND 1 1.556 R
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
12.1050 84.41
12.1050 130.30
12.1050 165.50
12.1050 181.32
11.9250 58.24
12.1050 84.41
12.1050 130.30
12.1050 165.50
12.1050 181.32
11.9250 58.24
12.6600 3.96 219.70 2.244
12.2550 52.15 220.71 2.984
12.2100 90.65 221.54 3.638
12.2250 93.11 221.90 3.933
15.4950 1.62 219.59 2.169
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
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 Qpeak Qpeak
Node ID Type Event ac-ft Trun hrs cfs
-------
-----
*BMP ----
3.1 --------
OUTLET ----
JCT ------
2 ----------
2.313 --
R ---------
12.6600 -
3.96
*BMP 3.1 OUTLET JCT 10 5.219 R 12.2550 52.15
*BMP 3.1 OUTLET JCT 50 8.555 R 12.2100 90.65
*BMP 3.1 OUTLET JCT 100 10.095 R 12.2250 93.11
*BMP 3.1 OUTLET JCT 1 1.556 R 15.4950 1.62
Max
Max WSEL Pond Storage
ft ac-ft
-------- ------------
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Type.... Executive Summary (Nodes)
Name.... Watershed
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Storm... TypeII 24hr Tag: 1
Page 2.01
Event: 1 yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 19 Desi
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
-
-----------------
AREA 1 ----
AREA ----------
3.098 -- ---------
11.9250 -------- -------
-
58.24
BMP 3.1 IN POND 3.098 11.9250 58.24
BMP 3.1 OUT POND 1.556 R 15.4950 1.62 219.59
Outfall BMP 3.1 OUTLET JCT 1.556 R 15.4950 1.62
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Type.... Executive Summary (Nodes)
Name.... Watershed
File.... K:\OS\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Storm... RDU NOAA 2yr Tag: 2
Page 2.02
Event: 2 yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID = Time-Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
AREA 1 AREA 3.894 12.1050 84.41
BMP 3.1 IN POND 3.894 12.1050 84.41
BMP 3.1 OUT POND 2.313 R 12.6600 3.96 219.70
Outfall BMP 3.1 OUTLET JCT 2.313 R 12.6600 3.96
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Type.... Executive Summary (Nodes)
Name.... Watershed
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Storm... RDU NOAA 10yr Tag: 10
Page 2.03
Event: 10 yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve RDU NOAA l0yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
AREA 1 AREA 6.877 12.1050 130.30
BMP 3.1 IN POND 6.877 12.1050 130.30
BMP 3.1 OUT POND 5.219 R 12.2550 52.15 220.71
Outfall BMP 3.1 OUTLET JCT 5.219 R 12.2550 52.15
S/N: DOYXYWH3NLBE Withers & Ravenel
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Name.... Watershed
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Storm... RDU NOAA 50yr Tag: 50
Page 2.04
Event: 50 yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 50
Data Type, File, ID = Time-Depth Curve RDU NOAA 50yr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.6300 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
AREA 1 AREA 10.268 12.1050 165.50
BMP 3.1 IN POND 10.268 12.1050 165.50
BMP 3.1 OUT POND 8.555 R 12.2100 90.65 221.54
Outfall BMP 3.1 OUTLET JCT 8.555 R 12.2100 90.65
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Type.... Executive Summary (Nodes) Page 2.05
Name.... Watershed Event: 100 yr
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Storm... RDU NOAA 100yr Tag: 100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 19 Desi
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
AREA 1 AREA 11.826 12.1050 181.32
BMP 3.1 IN POND 11.826 12.1050 181.32
BMP 3.1 OUT POND 10.095 R 12.2250 93.11 221.90
Outfall BMP 3.1 OUTLET JCT 10.095 R 12.2250 93.11
S/N: DOYXYWH3NLBE Withers & Ravenel
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Type.... Tc Calcs
Name.... AREA 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 3.01
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0500 hrs
------------------------------------------------------------------------
Total Tc: .0500 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Tc Calcs
Name.... AREA 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 3.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
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Type.... Runoff CN-Area
Name.... AREA 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 4.01
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres $C °sUC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 11.940 61.00
Impervious Areas - Paved parking lO 98 15.020 98.00
COMPOSITE AREA & WEIGHTED CN ---> 26.960 81.61 (82)
...........................................................................
...........................................................................
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Type.... Vol: Elev-Area
Name.... BMP 3.1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 5.01
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft)
------------ (sq.in) (sq.ft)
--------------------- (sq.ft)
----------------- (ac-ft)
--------- (ac-ft)
-------------
216.00 ----- 22296 0 .000 .000
217.00 ----- 24491 70155 .537 .537
218.00 ----- 26792 76825 .588 1.125
219.00 ----- 29049 83663 .640 1.765
220.00 ----- 31413 90670 .694 2.459
221.00 ----- 33834 97848 .749 3.208
222.00 ----- 36311 105196 .805 4.013
223.00 ----- 38895 112713 .863 4.875
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Area1*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.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 6.01
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 216.00 ft
Increment = .10 ft
Max. Elev.= 223.00 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
Inlet Box RO ---> CO 219.500 223.000
Orifice-Circular 00 ---> CO 216.000 223.000
Culvert-Circular CO ---> TW 213.000 223.000
TW SETUP, DS Channel
S/N• DOYXYWH3NLBE Withers & Ravenel
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Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\05\05-260\05261.09\Proj\SF-3\Calcs\BMP.ppw
Page 6.02
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type = Inlet Box
# of Openings = 1
Invert Elev. = 219.50 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .690
Weir Length = 12.57 ft
Weir Coeff. = 3.100
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. = 216.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .690
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Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type
------ = Culvert-Circular
-------------------
-----------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 213.00 ft
Dnstream Invert = 212.00 ft
Horiz. Length = 125.00 ft
Barrel Length = 125.00 ft
Barrel Slope = .00800 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
Page 6.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Tl ratio (HW/D) _ .000
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 Tl Elev = 213.00 ft ---> Flow = 42.85 cfs
At T2 Elev = 216.91 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .Ol ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .O1 cfs
Max. Q tolerance = .O1 cfs
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Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 6.04
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
Ups tream ID = ( Pon d Water Surface)
DNs tream ID = CO (Cu lvert-C ircular)
Pond WS. Device (into) Converge N ext 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
216.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
216.90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
217.70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Individual Outlet Curves Page 6.05
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
------------
----------
Upstream --
ID --------
= ( ------
Pond Water Surface)
DNstream ID = CO (Culvert-C ircular)
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
-- -------
------
217. --
80 -------
.00 - -------
... - -------
... -
-
... ... ... Free Outfall
WS below an invert; no flow.
217. 90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
218. 90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
219. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
219. 10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
219. 20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
219. 30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
219. 40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
219. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:28 PM
Withers & Ravenel
5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 6.06
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
-------------------
Upstream ID = -----------
(Pond Water --------
Surface)
DNstream 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 E rror TW Error
ft
- cfs ft ft ft +/-ft +/ -cfs ft +/-ft
-------
219.60 -------
1.23 - ------- --------
219.60 Free -------
213.62 ------ --
.000 ----
.000 ----
Free --- -------
Outfall
Weir: H =.lOft
219.70 3.48 219.70 Free 213.95 .000 .000 Free Outfall
Weir: H =.20ft
219.80 6.40 219.80 Free 214.27 .000 .000 Free Outfall
Weir: H =.30ft
219.90 9.85 219.90 Free 214.58 .000 .000 Free Outfall
Weir: H =.40ft
220.00 13.77 220.00 Free 214.88 .000 .000 Free Outfall
Weir: H =.50ft
220.10 18.11 220.10 Free 215.18 .000 .000 Free Outfall
Weir: H =.60ft
220.20 22.81 220.20 Free 215.98 .000 .000 Free Outfall
Weir: H =.70ft
220.30 27.87 220.30 Free 215.79 .000 .000 Free Outfall
Weir: H =.80ft
220.40 33.26 220.40 Free 216.10 .000 .000 Free Outfall
Weir: H =.90ft
220.50 38.96 220.50 Free 216.42 .000 .000 Free Outfall
Weir: H =1.OOft
220.60 94.94 220.60 Free 216.76 .000 .000 Free Outfall
Weir: H =1.lOft
220.70 51.21 220.70 Free 217.12 .000 .000 Free Outfall
Weir: H =1.20ft
220.80 57.74 220.80 Free 217.69 .000 .000 Free Outfall
Weir: H =1.30ft
220.90 64.53 220.90 Free 218.35 .000 .000 Free Outfall
Weir: H =1.40ft
221.00 71.57 221.00 Free 219.11 .000 .000 Free Outfall
Weir: H =1.50ft
221.10 78.84 221.10 219.98 219.98 .000 .000 Free Outfall
FULLY CHARGED RISE R: ADJUSTED TO WEIR: H = 1.60ft
221.20 86.35 221.20 220.90 220.90 .000 .000 Free Outfall
FULLY CHARGED RISE R: ADJUSTED TO WEIR: H =1.70ft
221.30 * 221.30 221.30 221.30 .000 .000 Free Outfall
FULLY CHARGED RISE R, DOWNSTRE AM CONTROL: Kev=O. Hev=0.000
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Individual Outlet Curves Page 6.07
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
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 C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft
------- ------ ------ ---- +/-ft
--- -------
--------
221.40 -------- ------- --------
* 221.40 221.40 221.40 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
221.50 * 221.50 221.50 221.50 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
221.60 * 221.60 221.60 221.60 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
221.70 * 221.70 221.70 221.70 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
221.80 * 221.80 221.80 221.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
221.90 * 221.90 221.90 221.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.00 * 222.00 222.00 222.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.10 * 222.10 222.10 222.10 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.20 * 222.20 222.20 222.20 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.30 * 222.30 222.30 222.30 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.40 * 222.40 222.40 222.40 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.50 * 222.50 222.50 222.50 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.60 * 222.60 222.60 222.60 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.70 * 222.70 222.70 222.70 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.80 * 222.80 222.80 222.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
222.90 * 222.90 222.90 222.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
223.00 * 223.00 223.00 223.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 6.08
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice-Circular)
---
Ups ---------
tream ID --------
= ( ----------
Pond Water --------
Surface
)
DNs tream ID = CO (Culvert-Circular)
Pond WS. Device (into) C onverge 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

216.00
.00 -
-
... -------
... -------
... ------ -
... -----
... -----
Free -- -------
Outfall
WS below an invert; no flow.
216.10 .02 216.10 Free 213.07 .000 .000 Free Outfall
CR IT.DEPTH CONTROL Vh= .038f t Dcr= .062ft CRIT.DEPTH Hev= .OOft
216.20 .06 216.20 Free 213.11 .000 .000 Free Outfall
CR IT.DEPTH CONTROL Vh= .059f t Dcr= .141ft CRIT.DEPTH Hev= .OOft
216.30 .11 216.30 Free 213.16 .000 .000 Free Outfall
H =.18
216.40 .14 216.40 Free 213.18 .000 .000 Free Outfall
H =.27
216.50 .17 216.50 Free 213.19 .000 .000 Free Outfall
H =.38
216.60 .19 216.60 Free 213.20 .000 .000 Free Outfall
H =.48
216.70 .21 216.70 Free 213.21 .000 .000 Free Outfall
H =.57
216.80 .22 216.80 Free 213.22 .000 .000 Free Outfall
H =.68
216.90 .24 216.90 Free 213.23 .000 .000 Free Outfall
H =.77
217.00 .25 217.00 Free 213.24 .000 .000 Free Outfall
H =.88
217.10 .27 217.10 Free 213.24 .000 .000 Free Outfall
H =.98
217.20 .28 217.20 Free 213.25 .000 .000 Free Outfall
H =1.07
217.30 .29 217.30 Free 213.25 .000 .000 Free Outfall
H =1.18
217.40 .31 217.40 Free 213.26 .000 .000 Free Outfall
H =1.27
217.50 .32 217.50 Free 213.26 .000 .000 Free Outfall
H =1.38
217.60 .33 217.60 Free 213.26 .000 .000 Free Outfall
H =1.48
217.70 .34 217.70 Free 213.27 .000 .000 Free Outfall
H =1.57
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:28 PM
Withers & Ravenel
5/25/2007

•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Individual Outlet Curves Page 6.09
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
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 E rror TW Error
ft cfs ft ft
--
-- ft
------- +/-ft +/-cfs
------ ------ ft
----- +/-ft
-- -------
--------
217.80 --------
.35 ------- -
217.80 --
-
Free 213.27 .000 .000 Free Outfall
H =1.68
217.90 .36 217.90 Free 213.28 .000 .000 Free Outfall
H =1.77
218.00 .37 218.00 Free 213.28 .000 .000 Free Outfall
H =1.88
218.10 .38 218.10 Free 213.29 .000 .000 Free Outfall
H =1.98
218.20 .39 218.20 Free 213.29 .000 .000 Free Outfall
H =2.07
218.30 .40 218.30 Free 213.30 .000 .000 Free Outfall
H =2.18
218.40 .41 218.40 Free 213.30 .000 .000 Free Outfall
H =2.27
218.50 .42 218.50 Free 213.30 .000 .000 Free Outfall
H =2.38
218.60 .43 218.60 Free 213.30 .000 .000 Free Outfall
H =2.48
218.70 .49 218.70 Free 213.31 .000 .000 Free Outfall
H =2.57
218.80 .44 218.80 Free 213.31 .000 .000 Free Outfall
H =2.68
218.90 .45 218.90 Free 213.31 .000 .000 Free Outfall
H =2.77
219.00 .46 219.00 Free 213.32 .000 .000 Free Outfall
H =2.88
219.10 .47 219.10 Free 213.32 .000 .000 Free Outfall
H =2.98
219.20 .98 219.20 Free 213.32 .000 .000 Free Outfall
H =3.07
219.30 .48 219.30 Free 213.32 .000 .000 Free Outfall
H =3.18
219.40 .49 219.40 Free 213.33 .000 .000 Free Outfall
H =3.27
219.50 .50 219.50 Free 213.33 .000 .000 Free Outfall
H =3.38
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:28 PM
Withers & Ravenel
5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 6.10
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 Ch an. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft + /-cfs ft +/-ft
219.60 .51 219.60 Free 213.62 .000 .000 Free Outfall
H =3.48
219.70 .51 219.70 Free 213.95 .000 .000 Free Outfall
H =3.57
219.80 .52 219.80 Free 214.27 .000 .000 Free Outfall
H =3.68
219.90 .53 219.90 Free 214.58 .000 .000 Free Outfall
H =3.77
220.00 .53 220.00 Free 214.88 .000 .000 Free Outfall
H =3.88
220.10 .54 220.10 Free 215.18 .000 .000 Free Outfall
H =3.98
220.20 .55 220.20 Free 215.48 .000 .000 Free Outfall
H =4.07
220.30 .56 220.30 Free 215.79 .000 .000 Free Outfall
H =4.18
220.40 .56 220.40 216.10 216.10 .000 .000 Free Outfall
H =4.27
220.50 .55 220.50 216.42 216.92 .000 .000 Free Outfall
H =4.08
220.60 .53 220.60 216.76 216.76 .000 .000 Free Outfall
H =3.84
220.70 .51 220.70 217.12 217.12 .000 .000 Free Outfall
H =3.58
220.80 .48 220.80 217.69 217.69 .000 .000 Free Outfall
H =3.11
220.90 .43 220.90 218.35 218.35 .000 .000 Free Outfall
H =2.55
221.00 .37 221.00 219.11 219.11 .000 .000 Free Outfall
H =1.89
221.10 .29 221.10 219.98 219.98 .000 .000 Free Outfall
H =1.12
221.20 .15 221.20 220.90 220.90 .000 .000 Free Outfall
H =.30
221.30 * 221.30 221.30 221.30 .000 .000 Free Outfall
FLOW PRECED ENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 6.11
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
------
------ -

221.40
* 221.40 221.40 -
----- ------- -------
221.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
221.50 * 221.50 221.50 221.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
221.60 * 221.60 221.60 221.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
221.70 * 221.70 221.70 221.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
221.80 * 221.80 221.80 221.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
221.90 * 221.90 221.90 221.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.00 * 222.00 222.00 222.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.10 * 222.10 222.10 222.10 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.20 * 222.20 222.20 222.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.30 * 222.30 222.30 222.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.40 * 222.40 222.40 222.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.50 * 222.50 222.50 222.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.60 * 222.60 222.60 222.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.70 222.70 222.70 222.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.80 * 222.80 222.80 222.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
222.90 222.90 222.90 222.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
223.00 * 223.00 223.00 223.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Individual Outlet Curves Page 6.12
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
Mannings open channel maximum capacity: 64.17 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
--------
216.00 -------
.00 - ------- -
... -------
... ------- --
... ---- -
... -----
... ------- -------
Free Outfall
WS below an invert; no flow.
216.10 .02 213.07 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .016ft Dcr= .047ft CRIT.DEPTH Hev= .OOft
216.20 .06 213.11 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .024ft Dcr= .070ft H.JUMP IN PIPE Hev= .OOft
216.30 .12 213.16 Free Free .000 .009 Free Outfall
CRIT.DEPTH CONTROL Vh= .035ft Dcr= .105ft CRIT.DEPTH Hev= .OOft
216.40 .15 213.18 Free Free .000 .005 Free Outfall
CRIT.DEPTH CONTROL Vh= .039ft Dcr= .117ft CRIT.DEPTH Hev= .OOft
216.50 .17 213.19 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .043ft Dcr= .129ft CRIT.DEPTH Hev= .OOft
216.60 .19 213.20 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .045ft Dcr= .135ft CRIT.DEPTH Hev= .OOft
216.70 .20 213.21 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .047ft Dcr= .141ft CRIT.DEPTH Hev= .OOft
216.80 .22 213.22 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .146ft CRIT.DEPTH Hev= .OOft
216.90 .24 213.23 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .051ft Dcr= .152ft CRIT.DEPTH Hev= .OOft
217.00 .26 213.24 Free Free .000 .008 Free Outfall
CRIT.DEPTH CONTROL Vh= .053ft Dcr= .158ft CRIT.DEPTH Hev= .OOft
217.10 .27 213.24 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .053ft Dcr= .158ft CRIT.DEPTH Hev= .OOft
217.20 .28 213.25 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .055ft Dcr= .164ft CRIT.DEPTH Hev= .OOft
217.30 .29 213.25 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .056ft Dcr= .167ft CRIT.DEPTH Hev= .OOft
217.40 .30 213.26 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .057ft Dcr= .170ft CRIT.DEPTH Hev= .OOft
217.50 .33 213.26 Free Free .000 .008 Free Outfall
CRIT.DEPTH CONTROL Vh= .059ft Dcr= .176ft CRIT.DEPTH Hev= .OOft
217.60 .33 213.26 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .059ft Dcr= .176ft CRIT.DEPTH Hev= .OOft
217.70 .35 213.27 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .061ft Dcr= .182ft CRIT.DEPTH Hev= .OOft
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:28 PM
Withers & Ravenel
5/25/2007

Type.... Individual Outlet Curves Page 6.13
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
RATING TABLE FOR ONE OUTLET TYPE
Pond WS
Elev.
ft
217.80
217.90
218.00
218.10
218.20
218.30
218.40
218.50
218.60
218.70
218.80
218.90
219.00
219.10
219.20
219.30
219.40
219.50
Device
Q
cfs
.35
.38
.38
.38
.39
.39
.42
.92
.42
.44
.44
.46
.96
.46
.46
.48
.49
.49
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 64.17 cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
(into) Converge
HW HGL DS HGL
ft ft
213.27 Free
CRIT.DEPTH CONTROL
213.28 Free
CRIT.DEPTH CONTROL
213.28 Free
CRIT.DEPTH CONTROL
213.29 Free
CRIT.DEPTH CONTROL
213.29 Free
CRIT.DEPTH CONTROL
213.30 Free
CRIT.DEPTH CONTROL
213.30 Free
CRIT.DEPTH CONTROL
213.30 Free
CRIT.DEPTH CONTROL
213.30 Free
CRIT.DEPTH CONTROL
213.31 Free
CRIT.DEPTH CONTROL
213.31 Free
CRIT.DEPTH CONTROL
213.31 Free
CRIT.DEPTH CONTROL
213.32 Free
CRIT.DEPTH CONTROL
213.32 Free
CRIT.DEPTH CONTROL
213.32 Free
CRIT.DEPTH CONTROL
213.32 Free
CRIT.DEPTH CONTROL
213.33 Free
CRIT.DEPTH CONTROL
213.33 Free
CRIT.DEPTH CONTROL
Next DS HGL Q SUM
DS HGL Error Error
ft +/-ft +/-cfs
Free .000 .005
Vh= .061ft Dcr= .182ft
Free .000 .000
Vh= .063ft Dcr= .187ft
Free .000 .008
Vh= .063ft Dcr= .187ft
Free .000 .001
Vh= .064ft Dcr= .190ft
Free .000 .002
Vh= .065ft Dcr= .193ft
Free .000 .005
Vh= .065ft Dcr= .193ft
Free .000 .000
Vh= .067ft Dcr= .199ft
Free .000 .006
Vh= .067ft Dcr= .199ft
Free .000 .003
Vh= .067ft Dcr= .199ft
Free .000 .001
Vh= .069ft Dcr= .205ft
Free .000 .007
Vh= .069ft Dcr= .205ft
Free .000 .003
Vh= .070ft Dcr= .208ft
Free .000 .002
Vh= .071ft Dcr= .211ft
Free .000 .006
Vh= .071ft Dcr= .211ft
Free .000 .007
Vh= .071ft Dcr= .211ft
Free .000 .003
Vh= .072ft Dcr= .214ft
Free .000 .003
Vh= .073ft Dcr= .217ft
Free .000 .005
Vh= .073ft Dcr= .217ft
DS Chan. TW
TW Error
ft +/-ft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
Free Outfall
CRIT.DEPTH Hev= .OOft
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Individual Outlet Curves Page 6.14
Name.... Outlet 1
File.... K:\05\05-2~0\05261.04\Proj\SF-3\Calcs\BMP.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 64.17 cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge
Elev. Q HW HGL DS HGL
ft cfs ft ft
--------
219.60 --------
1.73 ------- -
213.62 -------
Free
CRIT.DEPTH CONTROL
219.70 3.98 213.95 Free
CRIT.DEPTH CONTROL
219.80 6.90 214.27 Free
CRIT.DEPTH CONTROL
219.90 10.36 214.58 Free
CRIT.DEPTH CONTROL
220.00 14.27 219.88 Free
CRIT.DEPTH CONTROL
220.10 18.62 215.18 Free
CRIT.DEPTH CONTROL
220.20 23.32 215.48 Free
CRIT.DEPTH CONTROL
220.30 28.39 215.79 Free
CRIT.DEPTH CONTROL
220.40 33.79 216.10 Free
CRIT.DEPTH CONTROL
220.50 39.48 216.42 Free
CRIT.DEPTH CONTROL
220.60 45.46 216.76 Free
CRIT.DEPTH CONTROL
220.70 51.59 217.12 Free
INLET CONTROL...
220.80 58.10 217.69 Free
INLET CONTROL...
220.90 64.87 218.35 Free
INLET CONTROL...
221.00 71.88 219.11 Free
INLET CONTROL...
221.10 79.11 219.98 Free
INLET CONTROL...
221.20 86.05 220.90 Free
INLET CONTROL...
221.30 88.94 221.30 Free
INLET CONTROL...
Next DS HGL Q SUM DS Chan. TW
DS HGL Error Error TW Error
ft +/-ft +/-cfs ft +/-ft
------- ------ ------ ------- -------
Free .000 .009 Free Outfall
Vh= .140ft Dcr= .907ft CRIT.DEPTH Hev= .OOft
Free .000 .013 Free Outfall
Vh= .218ft Dcr= .624ft CRIT.DEPTH Hev= .OOft
Free .000 .023 Free Outfall
Vh= .295ft Dcr= .826ft CRIT.DEPTH Hev= .OOft
Free .000 .025 Free Outfall
Vh= .372ft Dcr= 1.019ft CRIT.DEPTH Hev= .OOft
Free .000 .036 Free Outfall
Vh= .951ft Dcr= 1.204ft CRIT.DEPTH Hev= .OOft
Free .000 .031 Free Outfall
Vh= .532ft Dcr= 1.382ft CRIT.DEPTH Hev= .OOft
Free .000 .046 Free Outfall
Vh= .617ft Dcr= 1.556ft CRIT.DEPTH Hev= .OOft
Free .000 .041 Free Outfall
Vh= .709ft Dcr= 1.724ft CRIT.DEPTH Hev= .OOft
Free .000 .029 Free Outfall
Vh= .SO8ft Dcr= 1.888ft CRIT.DEPTH Hev= .OOft
Free .000 .028 Free Outfall
Vh= .919ft Dcr= 2.096ft CRIT.DEPTH Hev= .OOft
Free .000 .015 Free Outfall
Vh= 1.044ft Dcr= 2.197ft CRIT.DEPTH Hev= .OOft
Free .000 .129 Free Outfall
Submerged: HW =9.12
Free .000 .118 Free Outfall
Submerged: HW =4.69
Free .000 .090 Free Outfall
Submerged: HW =5.35
Free .000 .056 Free Outfall
Submerged: HW =6.11
Free .000 .021 Free Outfall
Submerged: HW =6.98
Free .000 .951 Free Outfall
Submerged: HW =7.90
Free .000 4.377 Free Outfall
Submerged: Hw =8.30
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
Page 6.15
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 64.17 cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge
Elev. Q HW HGL DS HGL
ft cfs
- ft ft
------- --------
--------
221.40 ------
-
89.65 221.40 Free
INLET CONTROL...
221.50 90.35 221.50 Free
INLET CONTROL...
221.60 91.04 221.60 Free
INLET CONTROL...
221.70 91.72 221.70 Free
INLET CONTROL...
221.80 92.41 221.80 Free
INLET CONTROL...
221.90 93.08 221.90 Free
INLET CONTROL...
222.00 93.76 222.00 Free
INLET CONTROL...
222.10 94.43 222.10 Free
INLET CONTROL...
222.20 95.08 222.20 Free
INLET CONTROL...
222.30 95.75 222.30 Free
INLET CONTROL...
222.40 96.39 222.40 Free
INLET CONTROL...
222.50 97.05 222.50 Free
INLET CONTROL...
222.60 97.69 222.60 Free
INLET CONTROL...
222.70 98.34 222.70 Free
INLET CONTROL...
222.80 98.97 222.80 Free
INLET CONTROL...
222.90 99.60 222.90 Free
INLET CONTROL...
223.00 100.23 223.00 Free
INLET CONTROL...
Next DS HGL Q SUM DS Chan. TW
DS HGL Error Error TW Error
ft +/-ft +/-cfs ft +/-ft
------- ------ ------ ------- -------
Free .000 6.229 Free Outfall
Submerged: HW =8.40
Free .000 8.016 Free Outfall
Submerged: HW =8.50
Free .000 9.754 Free Outfall
Submerged: HW =8.60
Free .000 11.498 Free Outfall
Submerged: HW =8.70
Free .000 13.075 Free Outfall
Submerged: HW =8.80
Free .000 14.675 Free Outfall
Submerged: HW =8.90
Free .000 16.218 Free Outfall
Submerged: HW =9.00
Free .000 17.728 Free Outfall
Submerged: HW =9.10
Free .000 19.210 Free Outfall
Submerged: HW =9.20
Free .000 20.639 Free Outfall
Submerged: HW =9.30
Free .000 22.055 Free Outfall
Submerged: HW =9.40
Free .000 23.424 Free Outfall
Submerged: HW =9.50
Free .000 24.772 Free Outfall
Submerged: HW =9.60
Free .000 26.088 Free Outfall
Submerged: HW =9.70
Free .000 27.386 Free Outfall
Submerged: HW =9.80
Free .000 28.653 Free Outfall
Submerged: HW =9.90
Free .000 29.894 Free Outfall
Submerged: HW =10.00
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------- ---- -- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contrib utin g Structures
--------
216.00 -------
.00 ------
Free -- ----- -
Outfall -------
(no Q: ------
RO,OO ------------
,CO)
216.10 .02 Free Outfall OO,CO (no Q: RO)
216.20 .06 Free Outfall OO,CO (no Q: RO)
216.30 .12 Free Outfall OO,CO (no Q: RO)
216.40 .15 Free Outfall OO,CO (no Q: RO)
216.50 .17 Free Outfall OO,CO (no Q: RO)
216.60 .19 Free Outfall OO,CO (no Q: RO)
216.70 .20 Free Outfall OO,CO (no Q: RO)
216.80 .22 Free Outfall OO,CO (no Q: RO)
216.90 .24 Free Outfall OO,CO (no Q: RO)
217.00 .26 Free Outfall OO,CO (no Q: RO)
217.10 .27 Free Outfall OO,CO (no Q: RO)
217.20 .28 Free Outfall OO,CO (no Q: RO)
217.30 .29 Free Outfall OO,CO (no Q: RO)
217.40 .30 Free Outfall OO,CO (no Q: RO)
217.50 .33 Free Outfall OO,CO (no Q: RO)
217.60 .33 Free Outfall OO,CO (no Q: RO)
217.70 .35 Free Outfall OO,CO (no Q: RO)
217.80 .35 Free Outfall OO,CO (no Q: RO)
217.90 .36 Free Outfall OO,CO (no Q: RO)
218.00 .38 Free Outfall OO,CO (no Q: RO)
218.10 .38 Free Outfall OO,CO (no Q: RO)
218.20 .39 Free Outfall OO,CO (no Q: RO)
218.30 .40 Free Outfall OO,CO (no Q: RO)
218.40 .41 Free Outfall OO,CO (no Q: RO)
218.50 .42 Free Outfall OO,CO (no Q: RO)
218.60 .42 Free Outfall OO,CO (no Q: RO)
218.70 .44 Free Outfall OO,CO (no Q: RO)
218.80 .44 Free Outfall OO,CO (no Q: RO)
218.90 .46 Free Outfall OO,CO (no Q: RO)
219.00 .46 Free Outfall OO,CO (no Q: RO)
219.10 .46 Free Outfall OO,CO (no Q: RO)
219.20 .47 Free Outfall OO,CO (no Q: RO)
219.30 .48 Free Outfall OO,CO (no Q: RO)
219.40 .49 Free Outfall OO,CO (no Q: RO)
219.50 .49 Free Outfall OO,CO (no Q: RO)
219.60 1.73 Free Outfall RO,OO,C O
219.70 3.98 Free Outfall RO,OO,C O
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:28 PM
Page 6.16
Withers & Ravenel
5/25/2007

Type.... Composite Rating Curve
Name.... Outlet 1
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- --------------
Elev. Q TW El ev Error
ft
--- cfs
------- ft
------ +/-ft
--
--- Contributing Structures
--
---
219.80
6.90
Free -
-
Outfall ------------
RO,OO,CO --------------
219.90 10.36 Free Outfall RO,OO,CO
220.00 14.27 Free Outfall RO,OO,CO
220.10 18.62 Free Outfall RO,OO,CO
220.20 23.32 Free Outfall RO,OO,CO
220.30 28.39 Free Outfall RO,OO,CO
220.40 33.79 Free Outfall RO,OO,CO
220.50 39.48 Free Outfall RO,OO,CO
220.60 45.46 Free Outfall RO,OO,CO
220.70 51.59 Free Outfall RO,OO,CO
220.80 58.10 Free Outfall RO,OO,CO
220.90 64.87 Free Outfall RO,OO,CO
221.00 71.88 Free Outfall RO,OO,CO
221.10 79.11 Free Outfall RO,OO,CO
221.20 86.05 Free Outfall RO,OO,CO
221.30 88.94 Free Outfall RO,OO,CO
221.40 89.65 Free Outfall RO,CO (no Q: 00)
221.50 90.35 Free Outfall RO,CO (no Q: 00)
221.60 91.04 Free Outfall RO,CO (no Q: 00)
221.70 91.72 Free Outfall RO,OO,CO
221.80 92.41 Free Outfall RO,OO,CO
221.90 93.08 Free Outfall RO,CO (no Q: 00)
222.00 93.76 Free Outfall RO,CO (no Q: 00)
222.10 94.43 Free Outfall RO,CO (no Q: 00)
222.20 95.08 Free Outfall RO,OO,CO
222.30 95.75 Free Outfall RO,OO,CO
222.40 96.39 Free Outfall RO,CO (no Q: 00)
222.50 97.05 Free Outfall RO,CO (no Q: 00)
222.60 97.69 Free Outfall RO,CO (no Q: 00)
222.70 98.34 Free Outfall RO,OO,CO
222.80 98.97 Free Outfall RO,OO,CO
222.90 99.60 Free Outfall RO,CO (no Q: 00)
223.00 100.23 Free Outfall RO,CO (no Q: 00)
Page 6.17
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- A -----
AREA 1... 3.01, 4.01
----- B -----
BMP 3.1... 5.01
----- O -----
Outlet 1... 6.01, 6.04, 6.16
----- W -----
Watershed... 1.01, 2.01, 2.02, 2.03,
2.04, 2.05
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:28 PM 5/25/2007

BMP 3.2
POND/SITE OUTFLOW
CALCULATIONS
~,
Wendell Falls Subdivision W&R Project 2o526i.oq
Phase iStormwater Management Report May 2007

Job File: K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.PPW
Rain Dir: K:\05\05-260\05261.04\Proj\SF-3\Calcs\
JOB TITLE
Project Date: 12/30/2006
Project Engineer: Ken Jesneck
Project Title: Wendell Falls SF-3 BMP 3.2
Project Comments:
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:49 PM 5/25/2007

Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... 1
Executive Summary (Nodes) .......... 2.01
Watershed....... 2
Executive Summary (Nodes) .......... 2.02
Watershed....... 10
Executive Summary (Nodes) .......... 2.03
Watershed....... 50
Executive Summary (Nodes) .......... 2.04
Watershed....... 100
Executive Summary (Nodes) .......... 2.05
********************** TC CALCULATIONS *********************
AREA 2.......... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
AREA 2.......... Runoff CN-Area ..................... 4.01
**+******************** POND VOLUMES ***********************
BMP 3.2......... Vol: Elev-Area ..................... 5.01
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:94 PM 5/25/2007

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Type.... Master Network Summary
Name.... Watershed
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth
Return Event in
2 3.4400
10 9.9800
50 6.6300
100 7.3700
1 3.0000
Rainfall
Type
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Synthetic Curve
RNF ID
Page 1.01
RDU NOAA 2yr
RDU NOAA l0yr
RDU NOAA 50yr
RDU NOAA 100yr
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 Qpeak
Node
------ ID
------- Type
---- ---- Event
------ ac-ft Trun
---------- -- hrs
---------
AREA 2 AREA 2 1.026 12.1050
AREA 2 AREA 10 1.857 12.1050
AREA 2 AREA 50 2.812 12.1050
AREA 2 AREA 100 3.253 12.1050
AREA 2 AREA 1 .807 11.9250
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
22.24
35.38
45.70
50.30
15.08
BMP 3.2 IN POND 2 1.026 12.1050 22.24
BMP 3.2 IN POND 10 1.857 12.1050 35.38
BMP 3.2 IN POND 50 2.812 12.1050 45.70
BMP 3.2 IN POND 100 3.253 12.1050 50.30
BMP 3.2 IN POND 1 .807 11.9250 15.08
BMP 3.2 OUT POND 2 .982 12.1950 14.26
BMP 3.2 OUT POND 10 1.799 12.1650 25.54
BMP 3.2 OUT POND 50 2.738 12.1950 27.64
BMP 3.2 OUT POND 100 3.175 12.2100 28.50
BMP 3.2 OUT POND 1 .769 12.0600 8.80

S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:44 PM
234.01 .388
234.40 .976
234.85 .582
235.04 .629
233.87 .357
Withers & Ravenel
5/25/2007

Table of Contents
11
******************** OUTLET STRUCTURES *********************
Outlet 2........ Outlet Input Data .................. 6.01
Individual Outlet Curves ........... 6.04
Composite Rating Curve ............. 6.13
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:94 PM 5/25/2007

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
Node ID Type Event
*BMP 3.2 OUTLET JCT 2
*BMP 3.2 OUTLET JCT 10
*BMP 3.2 OUTLET JCT 50
*BMP 3.2 OUTLET JCT 100
*BMP 3.2 OUTLET JCT 1
HYG Vol Qpeak Qpeak
ac-ft Trun hrs cfs
.982 12.1950 14.26
1.794 12.1650 25.54
2.738 12.1950 27.64
3.175 12.2100 28.50
.769 12.0600 8.80
Max
Max WSEL Pond Storage
ft ac-ft
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Executive Summary (Nodes) Page 2.01
Name.... Watershed Event: 1 yr
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Storm... TypeII 24hr Tag: 1
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
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
3.0000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
AREA 2 AREA
BMP 3.2 IN POND
BMP 3.2 OUT POND
Outfall BMP 3.2 OUTLET JCT
HYG Vol Qpeak Qpeak
ac-ft
---------- Trun. hrs
-- -------- cfs

.807 -
11.9250 --------
15.08
.807 11.9250 15.08
.769 12.0600 8.80
.769 12.0600 8.80
Max WSEL
ft
233.87
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

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Type.... Executive Summary (Nodes) Page 2.02
Name.... Watershed Event: 2 yr
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Storm... RDU NOAA 2yr Tag: 2
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
-------- ---------
-----
AREA ------------
2 ----
AREA ----------
1.026 -- ---------
12.1050 22.24
BMP 3.2 IN POND 1.026 12.1050 22.24
BMP 3.2 OUT POND .982 12.1950 14.26 234.01
Outfall BMP 3.2 OUTLET JCT .982 12.1950 14.26
Time-Depth Curve RDU NOAA 2yr
2 yr
3.4400 in
1
23.9904 hrs
.0000 hrs Step= .0833 hrs End= 23.9904 hrs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:49 PM
Withers & Ravenel
5/25/2007

Type.... Executive Summary (Nodes) Page 2.03
Name.... Watershed Event: 10 yr
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Storm... RDU NOAA l0yr Tag: 10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve RDU NOAA l0yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node
----- ID
----------- Type
-
-- ac-ft Trun. hrs cfs ft

AREA -
2 -
AREA ----------
1.857 -- ---------
12.1050 -------- ---------
35.38
BMP 3.2 IN POND 1.857 12.1050 35.38
BMP 3.2 OUT POND 1.794 12.1650 25.54 234.40
Outfall BMP 3.2 OUTLET JCT 1.794 12.1650 25.54
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:49 PM 5/25/2007

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Type.... Executive Summary (Nodes) Page 2.04
Name.... Watershed Event: 50 yr
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Storm... RDU NOAA 50yr Tag: 50
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 50
Data Type, File, ID = Time-Depth Curve RDU NOAA 50yr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.6300 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs
-- --------- cfs ft
-------- ---------
-----
AREA ------------
2 ----
AREA ---------
2.812 -
12.1050 45.70
BMP 3.2 IN POND 2.812 12.1050 45.70
BMP 3.2 OUT POND 2.738 12.1950 27.64 234.85
Outfall BMP 3.2 OUTLET JCT 2.738 12.1950 27.64
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:44 PM
Withers & Ravenel
5/25/2007

Type.... Executive Summary (Nodes) Page 2.05
Name.... Watershed Event: 100 yr
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Storm... RDU NOAA 100yr Tag: 100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
Node ID Type
AREA 2 AREA
BMP 3.2 IN POND
BMP 3.2 OUT POND
Outfall BMP 3.2 OUTLET JCT
HYG Vol Qpeak Qpeak
ac-ft
--
- Trun. hrs cfs
-----
-
3.253 - -- ---------
12.1050 --------
50.30
3.253 12.1050 50.30
3.175 12.2100 28.50
3.175 12.2100 28.50
Max WSEL
ft
235.04
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Tc Calcs
Name.... AREA 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 3.01
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #l: Tc: User Defined
Segment #1 Time: .0500 hrs
------------------------------------------------------------------------
Total Tc: .0500 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Tc Calcs
Name.... AREA 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 3.02
Tc Equations used...
------------------------------------------------------------------------
___= User Defined _____________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Runoff CN-Area
Name.... AREA 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 4.01
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns parks etc.) - Goo 61 3.720 61.00
Impervious Areas - Paved parking l0 98 4.030 98.00
COMPOSITE AREA & WEIGHTED CN ---> 7.750 80.24 (80)
...........................................................................
...........................................................................
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:99 PM 5/25/2007

Type.... Vol: Elev-Area
Name.... BMP 3.2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 5.01
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft) (sq.ft) (ac-ft) (ac-ft)
232.00 ----- 7325 0 .000 .000
233.00 ----- 8402 23572 .180 .180
239.00 ----- 9535 26888 .206 .386
235.00 ----- 10725 30373 .232 .619
236.00 ----- 11971 34027 .260 .879
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Area1*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
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 232.00 ft
Increment = .10 ft
Max. Elev.= 236.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Page 6.01
Structure No. Outfall El, ft E2, ft
Inlet Box RO ---> CO 233.500 236.000
Orifice-Circular 00 ---> CO 232.000 236.000
Culvert-Circular CO ---> TW 230.500 236.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.02
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type = Inlet Box
-------------------
# of Openings = -----------------
1
Invert Elev. = 233.50 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .690
Weir Length = 12.57 ft
Weir Coeff. = 3.100
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. = 232.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .690
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Outlet Input Data Page 6.03
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type
------------------ = Culvert-Circular
--------
---------
No. Barrels -
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 230.50 ft
Dnstream Invert = 225.00 ft
Horiz. Length = 76.00 ft
Barrel Length = 76.20 ft
Barrel Slope = .07237 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- 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) = 1.124
T2 ratio (HW/D) = 1.271
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 = 232.75 ft ---> Flow = 15.55 cfs
At T2 Elev = 233.04 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .Ol cfs
Max. Q tolerance = .Ol cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves Page 6.04
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
---------
Upstream ----
ID -------
= ( ----------
Pond Water --------
Surface)
DNstream ID = CO (Culvert-C ircular)
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
--
------
232. --
00 --------
.00 ------
... - -- ------
... -------
... ------ ------
... ... -----
Free -- ----
-
Outfall
WS below an invert; no flow.
232. 10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
232. 90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
233. 00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
233. 10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
233. 20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
233. 30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
233. 40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
233. 50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
233. 60 1.23 233.6 0 Free 231.12 .000 .000 Free Outfall
We ir: H =.lOft
233. 70 3.48 233.7 0 Free 231.53 .000 .000 Free Outfall
We ir: H =.20ft
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.05
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
---
--
-------
-------------------------
-
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert-Ci rcular)
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
--- -------
--------
233.80 -------
6.40 - ------- --------
233.80 Free 231.93 .000 .000 Free Outfall
Weir: H =.30ft
233.90 9.85 233.90 Free 232.32 .000 .000 Free Outfall
Weir: H =.40ft
234.00 13.77 234.00 Free 232.74 .000 .000 Free Outfall
Weir: H =.50ft
234.10 18.11 234.10 Free 233.19 .000 .000 Free Outfall
Weir: H =.60ft
234.20 22.81 234.20 233.88 233.88 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =.70ft
234.30 * 234.30 234.30 234.30 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =.80ft
234.40 * 234.40 234.40 234.40 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =.90ft
234.50 * 234.50 234.50 234.50 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1.OOft
234.60 * 234.60 234.60 239.60 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =l.lOft
234.70 * 234.70 234.70 234.70 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1.20ft
234.80 * 234.80 234.80 234.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. Hev=0.000
234.90 * 234.90 234.90 234.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. Hev=0.000
235.00 * 235.00 235.00 235.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. Hev=0.000
235.10 * 235.10 235.10 235.10 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. Hev=0.000
235.20 * 235.20 235.20 235.20 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. Hev=0.000
235.30 * 235.30 235.30 235.30 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. Hev=0.000
235.40 * 235.40 235.40 235.40 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTRO L: Kev=O. Hev=0.000
235.50 * 235.50 235.50 235.50 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.06
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Inlet Box)
-
---------------------
Upstream ID = (P ---------
-------
ond 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
235.60 * 235.60 235.60 235.60 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
235.70 * 235.70 235.70 235.70 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
235.80 * 235.80 235.80 235.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
235.90 * 235.90 235.90 235.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
236.00 * 236.00 236.00 236.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves Page 6.07
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice-
----
- Circular)
---------
---
Ups ---------
tream ID -------
= ----
-
(Pond Wate r Surface )
DNs tream ID = CO (Culvert- Circular)
Pond WS. Device (into) C onverge 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
232.00 .00 ... ... ... ... ... Free Outfall
WS below an invert ; no flow.
232.10 .Ol 232.10 Free 230.50 .000 .000 Free Outfall
CR IT.DEPTH CONTROL Vh= .017 ft Dcr= .083ft CRIT.DEPTH Hev= .OOft
232.20 .04 232.20 Free 230.59 .000 .000 Free Outfall
H =.12
232.30 .06 232.30 Free 230.63 .000 .000 Free Outfall
H =.22
232.40 .07 232.90 Free 230.64 .000 .000 Free Outfall
H =.32
232.50 .08 232.50 Free 230.64 .000 .000 Free Outfall
H =.42
232.60 .09 232.60 Free 230.65 .000 .000 Free Outfall
H =.52
232.70 .09 232.70 Free 230.66 .000 .000 Free Outfall
H =.62
232.80 .10 232.80 Free 230.66 .000 .000 Free Outfall
H =.72
232.90 .11 232.90 Free 230.66 .000 .000 Free Outfall
H =.82
233.00 .12 233.00 Free 230.68 .000 .000 Free Outfall
H =.92
233.10 .12 233.10 Free 230.68 .000 .000 Free Outfall
H =1.02
233.20 .13 233.20 Free 230.69 .000 .000 Free Outfall
H =1.12
233.30 .13 233.30 Free 230.69 .000 .000 Free Outfall
H =1.22
233.40 .14 233.40 Free 230.69 .000 .000 Free Outfall
H =1.32
233.50 .14 233.50 Free 230.69 .000 .000 Free Outfall
H =1.42
233.60 .15 233.60 Free 231.12 .000 .000 Free Outfall
H =1.52
233.70 .15 233.70 Free 231.53 .000 .000 Free Outfall
H =1.62
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:44 PM
Withers & Ravenel
5/25/2007

Type.... Individual Outlet Curves Page 6.08
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
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

233.80
.16 - -----
--
233.80 Free ------- ------ ------ ------- -------
231.93 .000 .000 Free Outfall
H =1.72
233.90 .15 233.90 232.32 232.32 .000 .000 Free Outfall
H =1.58
234.00 .14 234.00 232.74 232.74 .000 .000 Free Outfall
H =1.26
234.10 .12 234.10 233.19 233.19 .000 .000 Free Outfall
H =.91
234.20 .07 234.20 233.88 233.88 .000 .000 Free Outfall
H =.32
234.30 * 234.30 234.30 239.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
234.90 * 234.40 234.40 234.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
234.50 * 239.50 234.50 234.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
234.60 * 234.60 239.60 234.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
234.70 * 234.70 239.70 234.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
234.80 * 234.80 234.80 234.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
234.90 * 234.90 234.90 234.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.00 * 235.00 235.00 235.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.10 * 235.10 235.10 235.10 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.20 235.20 235.20 235.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.30 * 235.30 235.30 235.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.40 * 235.40 235.40 235.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.50 * 235.50 235.50 235.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.09
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
235.60 * 235.60 235.60 235.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.70 * 235.70 235.70 235.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.80 * 235.80 235.80 235.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
235.90 * 235.90 235.90 235.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
236.00 * 236.00 236.00 236.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.10
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 65.46 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

232.00
.00 - -
... -------
... ------- --
... ----
... ------
... ------- -------
Free Outfall
WS below an invert; no flow.
232.10 * 230.50 Free Free .000 .000 Free Outfall
FLOW PRECED ENCE SET TO UPSTREAM CONTROLLING STRUCTURE
232.20 .04 230.59 Free Free .000 .005 Free Outfall
CRIT.DEPTH CONTROL Vh= .021ft Dcr= .062ft CRIT.DEPTH Hev= .OOft
232.30 .06 230.63 Free Free .000 .008 Free Outfall
CRIT.DEPTH CONTROL Vh= .029ft Dcr= .086ft CRIT.DEPTH Hev= .OOft
232.40 .08 230.64 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .032ft Dcr= .094ft CRIT.DEPTH Hev= .OOft
232.50 .08 230.64 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .032ft Dcr= .094ft CRIT.DEPTH Hev= .OOft
232.60 .09 230.65 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .034ft Dcr= .102ft CRIT.DEPTH Hev= .OOft
232.70 .10 230.66 Free Free .000 .009 Free Outfall
CRIT.DEPTH CONTROL Vh= .037ft Dcr= .109ft CRIT.DEPTH Hev= .OOft
232.80 .10 230.66 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .037ft Dcr= .109ft CRIT.DEPTH Hev= .OOft
232.90 .10 230.66 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .037ft Dcr= .109ft CRIT.DEPTH Hev= .OOft
233.00 .12 230.68 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .040ft Dcr= .117ft CRIT.DEPTH Hev= .OOft
233.10 .12 230.68 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .040ft Dcr= .117ft CRIT.DEPTH Hev= .OOft
233.20 .14 230.69 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Hev= .OOft
233.30 .14 230.69 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Hev= .OOft
233.40 .14 230.69 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Hev= .OOft
233.50 .14 230.69 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .042ft Dcr= .125ft CRIT.DEPTH Hev= .OOft
233.60 1.37 231.12 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .142ft Dcr= .406ft CRIT.DEPTH Hev= .OOft
233.70 3.64 231.53 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .243ft Dcr= .668ft CRIT.DEPTH Hev= .OOft
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.11
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 65.46 cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge
Elev. Q HW HGL DS HGL
ft cfs ft ft
--------
233.80 -------
6.56 - ------- --------
231.93 Free
CRIT.DEPTH CONTROL
233.90 9.96 232.32 Free
CRIT.DEPTH CONTROL
234.00 13.88 232.74 Free
CRIT.DEPTH CONTROL
234.10 18.20 233.19 Free
CRIT.DEPTH CONTROL
234.20 22.88 233.88 Free
INLET CONTROL...
234.30 25.06 234.30 Free
INLET CONTROL...
239.40 25.55 234.40 Free
INLET CONTROL...
234.50 26.03 234.50 Free
INLET CONTROL...
234.60 26.50 234.60 Free
INLET CONTROL...
234.70 26.97 234.70 Free
INLET CONTROL...
234.80 27.42 234.80 Free
INLET CONTROL...
234.90 27.87 234.90 Free
INLET CONTROL...
235.00 28.31 235.00 Free
INLET CONTROL...
235.10 28.75 235.10 Free
INLET CONTROL...
235.20 29.17 235.20 Free
INLET CONTROL...
235.30 29.60 235.30 Free
INLET CONTROL...
235.40 30.01 235.40 Free
INLET CONTROL...
235.50 30.42 235.50 Free
INLET CONTROL...
Next DS HGL Q SUM DS Chan. TW
DS HGL Error Error TW Error
ft +/-ft +/-cfs ft +/-ft
-------
Free ------ ------
.000 .004 -----
Free -- -------
Outfall
Vh= .348ft Dcr= .908ft CRIT.DEPTH Hev= .OOft
Free .000 .046 Free Outfall
Vh= .461ft Dcr= 1.129ft CRIT.DEPTH Hev= .OOft
Free .000 .028 Free Outfall
Vh= .596ft Dcr= 1.342ft CRIT.DEPTH Hev= .OOft
Free .000 .016 Free Outfall
Vh= .768ft Dcr= 1.537ft CRIT.DEPTH Hev= .OOft
Free .000 .007 Free Outfall
Submerged: HW =3.38
Free .000 2.817 Free Outfall
Submerged: HW =3.80
Free .000 7.714 Free Outfall
Submerged: HW =3.90
Free .000 12.926 Free Outfall
Submerged: HW =4.00
Free .000 18.443 Free Outfall
Submerged: HW =4.10
Free .000 24.244 Free Outfall
Submerged: HW =4.20
Free .000 30.324 Free Outfall
Submerged: HW =4.30
Free .000 36.659 Free Outfall
Submerged: HW =4.40
Free .000 43.254 Free Outfall
Submerged: HW =4.50
Free .000 50.094 Free Outfall
Submerged: HW =4.60
Free .000 57.176 Free Outfall
Submerged: HW =9.70
Free .000 63.718 Free Outfall
Submerged: HW =4.80
Free .000 65.864 Free Outfall
Submerged: HW =4.90
Free .000 67.943 Free Outfall
Submerged: HW =5.00
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Individual Outlet Curves
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.12
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 65.46 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
-
---
-
235.60 -
-
-
30.83 ------- --------
235.60. Free -------
Free --- --- ------
.000 69.967 -----
Free -- -------
Outfall
INLET CONTROL... Submerged: HW =5.10
235.70 31.23 235.70 Free Free .000 71.940 Free Outfall
INLET CONTROL... Submerged: HW =5.20
235.80 31.62 235.80 Free Free .000 73.865 Free Outfall
INLET CONTROL... Submerged: HW =5.30
235.90 32.01 235.90 Free Free .000 75.740 Free Outfall
INLET CONTROL... Submerged: HW =5.40
236.00 32.40 236.00 Free Free .000 77.581 Free Outfall
INLET CONTROL... Submerged: HW =5.50
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Type.... Composite Rating Curve
Name.... Outlet 2
File.... K:\05\05-260\05261.04\Proj\SF-3\Calcs\BMP3.2.ppw
Page 6.13
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- -- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing
------------ Structures
------------
--------
232.00 -------
.00 ------
Free -- -----
Outfall --
(no Q: RO, OO ,CO)
232.10 .O1 Free Outfall OO,CO (no Q: RO)
232.20 .04 Free Outfall OO,CO (no Q: RO)
232.30 .06 Free Outfall OO,CO (no Q: RO)
232.90 .07 Free Outfall OO,CO (no Q: RO)
232.50 .08 Free Outfall OO,CO (no Q: RO)
232.60 .09 Free Outfall OO,CO (no Q: RO)
232.70 .10 Free Outfall OO,CO (no Q: RO)
232.80 .10 Free Outfall OO,CO (no Q: RO)
232.90 .10 Free Outfall OO,CO (no Q: RO)
233.00 .12 Free Outfall OO,CO (no Q: RO)
233.10 .12 Free Outfall OO,CO (no Q: RO)
233.20 .13 Free Outfall OO,CO (no Q: RO)
233.30 .19 Free Outfall OO,CO (no Q: RO)
233.90 .14 Free Outfall OO,CO (no Q: RO)
233.50 .14 Free Outfall OO,CO (no Q: RO)
233.60 1.37 Free Outfall RO,OO,CO
233.70 3.64 Free Outfall RO,OO,CO
233.80 6.56 Free Outfall RO,OO,CO
233.90 9.96 Free Outfall RO,OO,CO
234.00 13.88 Free Outfall RO,OO,CO
234.10 18.20 Free Outfall RO,OO,CO
234.20 22.88 Free Outfall RO,OO,CO
234.30 25.06 Free Outfall RO,OO,CO
239.40 25.55 Free Outfall RO,CO (no Q: 00)
234.50 26.03 Free Outfall RO,CO (no Q: 00)
239.60 26.50 Free Outfall RO,CO (no Q: 00)
234.70 26.97 Free Outfall RO,OO,CO
234.80 27.42 Free Outfall RO,CO (no Q: 00)
234.90 27.87 Free Outfall RO,CO (no Q: 00)
235.00 28.31 Free Outfall RO,CO (no Q: 00)
235.10 28.75 Free Outfall RO,CO (no Q: 00)
235.20 29.17 Free Outfall RO,CO (no Q: 00)
235.30 29.60 Free Outfall RO,CO (no Q: 00)
235.40 30.01 Free Outfall RO,CO (no Q: 00)
235.50 30.42 Free Outfall RO,CO (no Q: 00)
235.60 30.83 Free Outfall RO,CO (no Q: 00)
235.70 31.23 Free Outfall RO,CO (no Q: 00)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
2:44 PM
Withers & Ravenel
5/25/2007

Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.14
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converge
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-------- - Contri buting Structures

235.80
31.62 ----
Free Outfall -------
RO,CO -------
(no Q: ------------
00)
235.90 32.01 Free Outfall RO,CO (no Q: 00)
236.00 32.40 Free Outfall RO,CO (no Q. 00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

Appendix A
Index of Starting Page Numbers for ID Names
----- A -----
AREA 2... 3.01, 9.01
----- B -----
BMP 3.2... 5.01
----- O -----
Outlet 2... 6.01, 6.04, 6.13
----- W -----
Watershed... 1.01, 2.01, 2.02, 2.03,
2.04, 2.05
A-1
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 2:44 PM 5/25/2007

BMP SIZING
CALCULATIONS
Wendell Falls Subdivision W&R Project 2o526i.oq
Phase iStormwater Management Report May 2007

•
•
Project Name: SF-3 BMP 3.1 Project #: 205261.04
City/State: WENDELL, NC Date: 15-Jan-07
Table 1.1 Sun`ace Area to Drainage Area Rafio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiency in the Piedmont
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999
Total Drainage Area = 26.96 ac
Impervious Surfaces = 11.94 ac
Undisturbed & Managed Open Space = 15.02 ac
Impervious Surface Area = 44.3
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 1.87 % From Table 1.1
Minimum pond surface area (SA) _ (DA " SA/DA ratio)/100
SA = 0.504 acres
Normal pool elevation = 216.0 feet
Surface area provided = 0.51 acres
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schue/er (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.45 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 1.008 acre-ft
43901 cu. ft.
Proposed orifice elevation = 216 feet
Runoff storage provided = 2.138 ac-ft
BMP Sizing.xls -BMP #3.1
3/30/2007

Project Name: SF-3 BMP 3.1
City/State: Raleigh, NC
STORMWATER BMP -Constructed Wetlands
Orifice Calculator
Q =Cd*A*(2gh)"(112)
Variables
WQ Volume:
Head:
Draw down time:
Orifice Area = 0.064624 sq. ft
Orifice Diameter = 3.442191 in
2.138 Acre-ft 93131.28 cf
1.5 ft 0.75 ft
96 hrs 345600 s
9.305924 sq. in
Project #: 205261.04
Date: 15-Jan-07
Constants
g = 32.2 ft/s2
Cd= 0.6
USE 3" DIAMETER ORIFICE

•
•
•
•
Project Name: SF-3 BMP 3.2
City/State: WENDELL, NC
Project #: 205261.04
Date: 8-May-07
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Rmm~va- F>~r_ienrv in the Piedmont
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, Apni laaa
Total Drainage Area = 7.75 ac
Impervious Surfaces = 4.03 ac
Undisturbed & Managed Open Space = 2.75 ac
Impervious Surface Area = 52.0
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.13 % From Table ?.1
Minimum pond surface area (SA) _ (DA '` SA/DA ratio)/100
SA = 0.165 acres
Normal pool elevation = 232.0 feet
Surface area provided = 0.17. acres
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schue/er (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.52 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.335 acre-ft
14573 cu. ft.
Proposed orifice elevation = 233.5 feet
Runoff storage provided = 0.358` ' ac-ft
BMP Sizing.xls -BMP #3.2
5/9/2007

Project Name: SF-3 BMP 3.2
City/State: Raleigh, NC
STORMWATER BMP -Wet Pond (50% TN Removal)
Orifice Calculator

Variables
WQ Volume:
Head:
Draw down time:
0.358 Acre-ft
1.5 ft
49 hrs
15594.48 cf
0.75 ft
176400 s
Orifice Area =
Orifice Diameter =
0.021201 sq. ft
1.971561 in
3.052882 sq. in
Project #: 205261.04
Date: 8-May-07
Constants
g = 32.2 ft/s2
Cd= 0.6
USE 2.0" DIAMETER ORIFICE

WATER BUDGET ANALYSIS
Wendell Falls Subdivision W&R Project zo5z6i.o4
Phase iStormwater Management Report May 2007

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FLOTATION AND ANTI- SEEP
CALCULATIONS
Wendell Falls Subdivision W&R Project zo526i.oq
Phase iStormwater Management Report May zoo?

Flotation Calculations
Project No: 02050261.04 Calc. By: KLJ
Project Name: Wendel I Falls - SF-3 BMP 3.1 Date: May, 2007
Com onents Wei hts
Wgt. HZO Wgt.Concrete Wgt. Soil (Sat)
(Ibs/cu. ftJ (Ibs/cu. ft.) (Ibs/cu. ft.)
62.40 150.00 120.00
Grinder Manhole
Base Diameter Thickness
(ft) (i n)
0.00 0.00
Walls Diameter Wall Height
(ft) (ft)
Outside 4.83 4.50
Inside 4.00
Fi I let Volume
(cu. ft)
0.00
Weight of Wetwell = (Outside Volume -Inside Volume + Fillet Volume) x Weight of Concrete
Walls Base Fillet Total
Weight 3,900.74 0.00 0.00 3,900.74 (Ibs)
SUIT
Soil Weight =((Base Area -Wetwell OD Area) x Height of Soil) x Weight of Soil
Total Height 1.50 (ft)
Weight -3,302.14 (Ibs)
Withers and Ravenel, Inc. Page 1 of 4

Flotation Calculations
Project No: 02050261.04 Calc. By: KLJ
Project Name: Wendell Falls - SF-3 BMP 3.1 Date: Ma , 2007
Bottom Slab
Circular
Diameter Thickness
(ft) (i n) Total
0.00 0.00 0.00 (Ibs)
Rectangular
Width of slab Length of slab Thickness
(ft) (ft) (in) Total
7.00 7.00 12.00 7,350.00 (Ibs)
Hatch O enin
Circular
Diameter
(i n) Total
1 0.00 (Ibs)
2 0.00 (Ibs)
3 0.00 (Ibs)
Rectangular
Length Width
(in) (in) Total
1 0.00 0.00 0.00 (Ibs)
2 0.00 (Ibs)
3 0.00 (Ibs)
~i ward Actin Force
Upward Force Acting on Bottom of Structure =Base Area x Height of Water x Weight of Water
Total Height 5.50 (ft)
Buoyancy Force 6,296.09 (Ibs)
Factor of Safet
Factor of Safety =Downward Force of Structure and Soil/Upward Force of Water
Total Downward Force 7,948.60 (Ibs)
Total Buoyancy Force 6,296.09 (Ibs)
Factor of Safet = 1.26
Withers and Ravenel, Inc. Page 2 of 4

Flotation Calculations
Project No: 02050261.04 Calc. By: KLj
Project Name: Wendel I Falls - SF-3 BMP 3.2 Date: May, 2007
Com onents 1Nei hts
Wgt. FizO Wgt.Concrete Wgt. Soil (Sat)
(Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.)
62.40 150.00 120.00
Grinder Manhole
Base Diameter Thickness
(ft) (i n)
0.00 0.00
Walls Diameter Wall Height
(ft) (ft)
Outside 4.83 3.00
Inside 4.00
Fillet Volume
(cu. ft)
0.00
Weight of Wetwel l = (Outside Volume -Inside Volume + Fillet Volume) x Weight of Concrete
Walls Base Fillet Total
Weight 2,600.49 0.00 0.00 2,600.49 (Ibs)
Soil
Soil Weight =((Base Area -Wetwell OD Area) x Height of Soil) x Weight of Soil
Total Height 0.00 (ft)
Weight 0.00 (Ibs)
Withers and Ravenel, Inc. Page 3 of 4

Flotation Calculations
Project No: 02050261.04 Calc. By: KLJ
Project Name: Wendell Falls - SF-3 BMP 3.2 Date: Ma , 2007
Bc~ttofin Slab.
Circular
Diameter Thickness
(ft) (i n) Total
0.00 0.00 0.00 (Ibs)
Rectangular
Width of slab Length of slab Thickness
(ft) (ft) (in) Total
7.00 7.00 12.00 7,350.00 (Ibs)
Hatch O enin s
Circular
Diameter
(in) Total
1 0.00 (Ibs)
2 0.00 (Ibs)
3 0.00 (Ibs)
Rectangular
Length Width
(in) (in) Total
1 0.00 0.00 0.00 (Ibs)
2 0.00 (Ibs)
3 0.00 (Ibs)
U ward Actin Force
Upward Force Acting on Bottom of Structure =Base Area x Height of Water x Weight of Water
Total Height 4.00 (ft)
Buoyancy Force 4,578.97 (Ibs)
Factor of Safet
Factor of Safety = Downward Force of Structure and Soil/Upward F orce of Water
Total Downward Force 9,950.49 (Ibs)
Total Buoyancy Force 4,578.97 (Ibs)
Factor of Safet = 2.17
Withers and Ravenel, Inc. Page 4 of 4

•
•
•
i
•
•
•
•
•
Proje t Project No.
~- ~ S SF3 2oc' 024 /, ~~
WITHERS ~ RAV E N E L Subject
ENGINEERS I PLANNERS I SURVEYORS '~"1- 1t.C..?.. ~ca~Gr~
Date By Sheet No.
~~9~0~ t<<T"

r=1~fL-n~. i NAG (~JV~,rti1 of p, pE i,., S/a ~v2,J-<,~,~J ~vn~~
U-4-S~~ C i- 4~ o .005 .~~
2 , VC~+M ~v.~ JL'"1ZZ-z c.L.E ~~~~J ~.~", o.J
~', -- o.c~`7~ C LSD = O .D 7~C.4L~ ~i = 3.ZZFT
::~ ri. ,`~; ~.~ GIs tL2T G - l a - Z Z
VS ~. 2 c.~G.c,g2S Co' ~ ~o ~ 5~H-~G" ~ ~~~ Fr a.r~G, 3C~FT

~2rt-GII = Z4 "QS ® 3 , Z,C~'~-o
I . !7 ~ ~ r.~ ~. c-trvG Tti1 ~ ~ Ta, ~~ r N 5 / :~ru ~-rc a~ -~o rt.e
USL 2 G~~IG,rS S.S~1~S.S~ 5`J4~~d.~ /S~-7° ~-Jt1 ~~
~Jtsl~-~ So~~.cc b 1~~-4 /'In~c~ r.~a .~~aanr~ A~b s~Crtic,,~Ta~S ~ so. ~
C~Sio,J AN ~ S~~}//Yt~rJTp7~ Cp,JTj'LpL ~ /~/~~C+yC,JJnJ fJ
~~A2-T~7~"r vF-71J~ RAJ Ur/4'~'n~t~ l~tA7~c. ~'t~//~vQG~rit
l~/ V ~Sio n.~

•
•
•
•
•
•
•
•
•
•
•
•
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S
200
ISO
u
JN
100
O~
C
V
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d
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1/," ~ ~ I~ ~~ ~
0
Table 16
ANTI -SEEP COLLAR DESIGN

~ w 1 s
s x

• ,

s

COLLAR PR JE2 TION , V, F 3ET a S

~ :
t

i

V

G ~
.~

NOTE :This
ed
i
proc
ure
s
for o IS % ihcreose
in fhe kngtA of tht
raw porn.
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9
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2
1994

OPERATION AND MAINTENANCE
AGREEMENTS
Wendell falls Subdivision W&R Project zo526i.oq
Phase iStormwater Management Report May 2007

BMP 3.1 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
• Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
! 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
• 4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
• (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed.
• If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shalt be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
p Permanent Pool Elevation 216.0
• Sediment moval EI. 213.5 75%
-------------- -- Sediment Removal Elevation 214.88 75%
-------------------------------------------- ------
Bottom E vation 213.0 5%
• o
FOREBAY MAIN POND
Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting
• Page 1 of 2

s
DWQ Project No
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Wendell Falls Subdivision -BMP 3.1
Contact Person: Ken Jesneck. PE Phone Number: X919 )469-3340
For projects with multiple basins, specify which basin this worksheet applies to: BMP 3.1
Permanent Pool Elevation 216.00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 217.50 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 22,296 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 26.96 ac. (on-site and off-site drainage to the basin)
Impervious Area 11.94 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 3620 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 7670 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 7740 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 3260 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 93,131 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 1.87% (surface area to drainage area ratio)*
Diameter of Orifice 3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package v~ill result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas v~ith plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:llh2o.ehnr.state.nc.us/ncwetlandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.

densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants
should be encouraged to grow in the marsh areas.
5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
6. All components of the wetland detention basin system shall be maintained in good working order.
7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Mike Jones Wendell Falls Residential, LLC
Title:
Address: 5660 Six Forks Road, Suite 202, Raleigh, NC 27609
Phone: [phone]
Signature:
Date: April 2, 2007 ~
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
~~ ~- ~f :,;.1 Z' , a Notary Public for the State of ~ ~~.= X11--~c-4--r~..~'--
County of ~~~~.. , do hereby certify that %~~- ~~t%~-~
personally appeared before me this %~? y'~ day of ~~.-,~~.~.- ~ , ;~oc~ 7, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
~, ... , . r''t
~~~ E. Cr~U'~'Q'o
,+/~Tp {~~/a
1'Li (1181 __''..
* ~ 7G
~i Puauc ~

SEAL
My commission expires ~'~~`j'~~'r-= J`; ~~'z
Page 2 of 2

BMP 3.2 WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 1.12 feet in the main pond, the sediment shall be removed.
If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
Permanent Pool Elevation 232.0
Sediment moval EI. 229.5 75%
-------------- -- Sediment Removal Elevation 231.88 75%
t -------------------------------------------f-----~
Bottom E vation 2.29.0 5%
FOREBAY MAIN POND
Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm. Wetland planting
Page 1 of 2

densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants
should be encouraged to grow in the marsh areas.
5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
6. All components of the wetland detention basin system shall be maintained in good working order.
7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that 1 am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Mike Jones Wendell Falls Residential LLC
Title:
Address: 5660 Six Forks Road, Suite 202, Raleigh, NC 27609
Phone:
91
Signature:
Date: April 2, 2007
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, <~~. ~ Cl`e-~.-~ , a Notary Public for the State of ~l~ ~~~~~--*~-R-
County of ~'ec.~--~- , do hereby certify that ~<:~.~-- ~c.~..~->
personally appeared before me this ~ day of ~ j~,G ,t.~c 7 ,and acknowledge the due
execution of the forgoing wet (wetland) detention basin maintenance requirements. Witness my hand and
official seal,
5
NOTARY
~; ~** ~
~ PU9LIC G
'9 ~-
~F~ouN't"'l,

SEAL
My commission expires ~-<'-~-~?zLz-~--t-- ~~ . ~'z'
Page 2 of 2

DWO Project No.
• DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
. I. PROJECT INFORMATION (please complete the following information):
• Project Name : Wendell Falls Subdivision -BMP 3.2
Contact Person: Ken Jesneck PE Phone Number: X919 )469-3340
• For projects with multiple basins, specify which basin this worksheet applies to: BMP 3.2
Permanent Pool Elevation 227.00 ft. (elevation of the orifice invert out)
• Temporary Pool Elevation 229.00 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 10720 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 7.75 ac. (on-site and off-site drainage to the basin)
Impervious Area 4.03 ac. (on-site and off-site drainage to the basin)
• Forebay Surface Area 1090 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 2475 sq. ft. (at permanent pool elevation approximately 35%)*
*
"
"
Surface Area 2475 sq. ft. (at permanent pool elevation approximately 35%)
Marsh 9
-18
• Micro Pool Surface Area 1090 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 16,161 cu. ft. (volume detained on top of the permanent pool)

SAIDA used 2.13% (surface area to drainage area ratio)*
Diameter of Orifice 2 in. (draw down orifice diameter)

It. REQUIRED ITEMS CHECKLIST
•
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
• a worksheet for each BMP, design calculations, plans and specifications shoving all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
• Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
• A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
• The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
. A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
• The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
• Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
• http:llh2o.ehnr.state.nc.uslncwetlandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

~F-F ( ~'~ j~l
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: M~~ ~Ut..1l'.:~ - ~~~O~u~ r~,,,c,•~ ~`~~~~1~~ t_t,L
Title:
Address: `J(c~- U S X I~i~,?..XS ~~ ~ S~ ~~ ~~~.. I~gt~y t~ l~C Z~7~~C'7
Phone:
~~~g) ~t~:f -5Z`~`Z
Signature:
Date: ~ ~ -fly ~
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, .~~:- . ~. ~~~~•Z~°' , a Notary Public for the State of ~~~d '~ C'1~.....,~.-<<- ~-
County of l-L ~t.~~<. , do hereby certify that ~~-~=-- `~~~~--%
personally appeared before me this ~~ day of ~:;giti~c= ~Zc'~G~7 ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
~` ~ ~rp~h~~~i
~8~ ; -, ~~
~~,~
~~~
,,, ~ ~~,
~~~ ~ ~'
~~ ~3
~ t, ,.. ~Q~ ,.
~ +,.~ tJ t~ a
SEAL
My commission expires.
Page 1 of 1

DWQ Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the follov~ing information):
Project Name : Wendell Falls Subdivision
Contact Person: Ken Jesneck, PE Phone Number: (919 ) 469-3340
Level Spreader ID: _ FES 101 (SF-1)
Level Spreader Length 38 ft. (perpendicular to flow)
Drainage Area 4.90 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 1.66 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 12 % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 2.92 cfs
Max. Discharge to Level Spreader 2.92 cfs
Filter Strip/Buffer Vegetation Ground C over (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method None
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
KLJ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
KLJ Pre-Form Scour Holes are on flat slopes only
KLJ No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

~F-1 j=~52~~
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ~~~~~ ~~r~~~ -- ~~~~. ~(J~,~.S~~;~~Ai, ~(`L
Title:
Addres
Phone:
Signat~
Date: 7--~ r~~

Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I,~- ,~`_ ~ u~- , a Notary Public for the State of Y)c'~~- C'~-~c.e:_,~~:,
County of ~"~~~,~ , do hereby certify that ~~.~"~ ~~i~.~-~
personally appeared before me this ~ '~" day of G~-~.~->f:~L -~~ ~7 ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
N©TARY
* **~r ~
~ PUBLIC ~
.y ~
~i-FcOUN,t,,~,
SEAL

~, ,
My commission expires ~str~ r>~~--•~~ '~> ,tcr~~5'
Page 1 of 1

DWQ Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Wendell Falls Subdivision
Contact Person: Ken Jesneck, PE Phone Number: j919 ) 469-3340
Level Spreader ID:. FES 201 (SF-1)
Level Spreader Length 63 ft. (perpendicular to flow)
Drainage Area 9.44 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 3.22 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter StriplBuffer Slope 3.75 % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 5.63 cfs
Max. Discharge to Level Spreader 5.63 cfs
Filter StriplBuffer Vegetation Ground C over (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method None
11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management p-an submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
KLJ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
KLJ Pre-Form Scour Holes are on flat slopes only
KLJ No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

~r--~~ F~~ 3~i
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or rep-ace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4} times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ~ 1. ~.~ .~..7~NCs "' G,1 C?~ J E~ `~~~ I~t:~ ~CJ~N .~~c~, L~- ~--
Title:
Addr
Phor
Sign.
Date
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, ~. L ~'Zt-° , a Notary Public for the State of %~t-~-~~-- ~~~`~~~~-*--~-
County of ~u.~~-~- , do hereby certify that ~:~. /~ '-~:~-%
personally appeared before me this -x''`~' day of °'~..-4..~,L me ~ ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal, _____
yJE G. ~Ko~
NOTARY
* * * ,~ ~c
~ PUBLIC V
9 ~
'~'F CO VN.~(
SEAL My commission expires ~-~~j'-~-~ ~~~, -~t'e .~~
Page 1 of 1

DWO Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Wendell Falls Subdivision
Contact Person: Ken Jesneck, PE Phone Number: (919 ) 469-3340
Level Spreader ID: _ FES 301 (SF-1)
Level Spreader Length 70 ft.
Drainage Area 11.06 ac.
Impervious Area 4.25 ac.
Maximum Filter Strip/Buffer Slope 3.50
grass
Max. Discharge from a 10 Year Storm 6.64 cfs
Max. Discharge to Level Spreader 6.64 cfs
Filter Strip/Buffer Vegetation
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method None
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been mef, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
KLJ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
KLJ Pre-Form Scour Holes are on flat slopes only
KLJ No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

~ SF' ~-Z ~~s L;~i
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
• The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
• 1. After construction and until vegetation has been established, level spreaders} shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
S frequently during the fall season and after heavy rainfall events:
• a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
• level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
•
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ~ ~~ ~c:t~1>~ - ~~~~C""L~_ F~u.s ~~ t(3t'Tl^ )-'~~ L,I,C,
Title: --~
Address: .~(c ~\ ~ i~ FG~LS , ~_~,_5:,, i~ Z~ Z, 1«~=lV 1~ ~ ~~. `~. ~ ~n~ j
Phone: (v.~i ~~i> ~ ~. ~ ' `~Z.~C1
Signature:
Date: ~l'a "~7 v
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
P
I ~~~;:~ ~. ~G~l.t-' , a Notary Public for the State of ~~~ 1 ~~C- ~`C''~~ -e~-~~.L
r
County of L,C r"~~.F , do hereby certify that ~u~'~..-~ ~~:~- -~
personally appeared before me this ~'~-`~~ day of ~t,~~.k.~L ~ , =~~ ~'~ ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
~J~ ~. CRQ~
NOTARY
* ***
PUBLIC
4.9~~ ~
CC~N.~y.
SEAL
C~~ ~.:-
My commission expires,
Page 1 of 1

i
i
•
•
•
DWO Project No
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Wendell Falls Subdivision
Contact Person: Ken Jesneck, PE Phone Number: (919 ) 469-3340
Level Spreader ID: _ FES 201 (SF-2)
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter StriplBuffer Vegetation
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
34 ft.
4.12 ac.
2.60 ac.
7.4
2.58 cfs
2.58 cfs
Ground Cover
None
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detai-ed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package v~ill result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
KLJ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
KLJ Pre-Form Scour Holes are on flat slopes only
KLJ No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

•
~F _Z ~C~ "~ ~~
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6} inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ~`l tti ~ ~c:: ~c'S - ~~1t=:NS3cZ:~- ~~-~ ~~ -O~=N ~1 At-~ L ~- C.
Title:
Address: ~~~~ ~:y. ~2aC-~~~lai~~~~;~~ ~.~:Z.~~i.~V.~,~~ jyC..Z7~,d~
Phone: [~~ ~Gt~ ~~6 ~ ~ ~~ i C~
S
Date: H -~ -l7~
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.

a Notary Public for the State of .~~-~t_,E- ~~lj%G! ,cam
County of C-z- ~ ~-t=<- , do hereby certify that -`~ ~./~. - ; ~'c-x~-~--
,,,
personally appeared before me this ~ ~'- day of _~~~s:.t ;,-.4,~; ~ ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official sea_L.r,._-
r~
NOTARY
* ***
PUBLIC

SEAL My commission expires "F~ ~_'e~i"~4t`u~ ~-- °~, ~~'•~~~~
Page 1 of 1

DWO Project No.
• DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
• I. PROJECT INFORMATION (please complete the following information):
Project Name : Wendell Falls Subdivision
Contact Person: Ken Jesneck, PE Phone Number: j919 ) 469-3340
• Level Spreader ID: _ FES 217 (SF-2)
Level Spreader Length 102 ft. (perpendicular to flow)
• Drainage Area 13.56 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 7.67 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 6.2 % (6% for forested, leaf littler cover, 8% for thick ground cover)*
• grass
• Max. Discharge from a 10 Year Storm 7.78 cfs
Max. Discharge to Level Spreader 7.78 cfs
ied forest with leaf litter
n
thi
k
d
Filter Strip/Buffer Vegetation Ground Cover cover or grass, ca
op
c
groun
(
~ groundcover)
Pre-treatment or Bypass Method None
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Aoolicants Initials
KLJ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
KLJ Pre-Form Scour Holes are on flat slopes only
KLJ No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

Sf ~. F~sZ3t~
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at leasf every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: 1 y~ l~C ~C r~CS •- Y"~ ~`~N~ Z~ ~n--~~5''~-~~ 1~c7t1-?~1., . ~ ~-~
Title
Addi
Phoi
Sign
Date: y- ~[ - U 7
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, r~~~ ~- ~~1~'~+-"` , a Notary Public for the State of %~)~'r_.e:.~- ~~:.~-~ ~~4
County of Zt."~~.f-{- , do hereby certify that ~~~~-c- ~-~~ f::~-'~
personally appeared before me this '~ ~'~~" day of C~-~~~.~=~-~ ~ , =-=~•~ 1, and acknowledge the due
~,-
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official s°~,,.~
NOTARY
**~
~~ Pueuc UI
SEAL My commission expires ~:"~1-+'~~~~~~r~ ~"~, ~~~-5~
Page 1 of 1

DWO Project
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Wendell Falls Subdivision
Contact Person: Ken Jesneck, PE Phone Number: [phone]
Level Spreader ID: _ FES 236 (SF-2)
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
46 ft.
6.22 ac.
2.94 ac.
5.9
3.51 cfs
3.51 cfs
Ground Cover
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
None
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
KLJ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
KLJ Pre-Form Scour Holes are on flat slopes only
KLJ No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
v~ith thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.