20081123 Ver 1_More Info Received_20090406

')8-- 1 l a3
Town of Holly Springs
Engineering Department
LETTER OF TRANSMITTAL
To: Ian McMillan Date: April 3, 2009
NCDWQ 401 Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
Re:
The following items are enclosed:
1. 1 Copy of Brook Manor Stormwater Management Plan
2.
3.
These are transmitted:
? as requested ? for approval
? for review El for your use
Remarks:
?' o Q
The attached Stormwater Management Plan is for Brook Manor Subdivision in Holly Springs. The plan
was originally approved in August 2005. Stormwater Management Plan Approval was required due to a
proposed revision to their 401 certification and 404 permit. Please consider this plan approved by the
Town of Holly Springs.
Please contact me if any additional information is needed at [phone] or e-mail at
darin.evster(cDhollyspringsnc.us .
Thank you,
Darin Eyster
Copies to:
P. O. Box 8 • Holly Springs • NC 27540 •919-557-3938 (phone) • 919-552-9881 (fax)
WITHERS RAVEN EL
BROOK MANOR
STORMWATER MANAGEMENT REPORT
Holly Springs, North Carolina
Prepared For:
Bass Lake Estates, LLC
Attn: Mr. Jacob Golan
6o1 Grand Avenue, Suite 5o6
Asbury Park, NJ 07712
Prepared By:
WITHERS & RAVENEL, INC
111 MacKenan Drive
Cary, North Carolina 27511
March 2009
W&R Project No. 204349
APPROVED
DATE: (1
By:
P 0 Uk11
p 1 h 06
P ? '?? ?erp,r?<'• f+f?9`?4sr?
C
ii
Hunter C. Freeman, P.E.
•
•
•
•
•
•
0g-It a3
BROOK MANOR SUBDIVISION - STORMWATER MANAGEMENT REPORT
INTRODUCTION
• Brook Manor Subdivision is a ±62-acre development in Holly Springs, North Carolina. It is located in
the Neuse River Basin. Due to a site plan revision, the North Carolina Division of Water Quality has
requested a revised stormwater management plan approval letter form the Town of Holly Springs.
• Two stormwater wet ponds were shown on the original construction plans. The pond routings were
included in stormwater calculations submitted of the Town in August 2005.. Both ponds were
• designed for 85% TSS removal and 25% nitrogen removal per the standards outlined in the 1999
NCDWQ BMP Design Manual.
The pond routings were included in flood study reports as required by Town ordinances at the time
of original approval. This stormwater management plan includes only the pond routing calculations,
• and information related to the design of the stormwater management devices onsite.
• METHODOLOGY
•
• This study documents water quality design measures and loo-year water surface elevations in the
two proposed wet ponds in Brook Manor subdivision. The wet detention ponds are designed to treat
• the runoff for 85% removal of total suspended solids according to the Division of Water Quality
standards and control the runoff rate for the loo-year design storm.
The stormwater study was conducted using the natural drainage features as depicted by field
survey, LIDAR topography (1-ft contours), and existing and proposed development within the
• drainage areas.
• The scope of work included the following analyses:
Hydrology
• ? Simulation of the 2-year, lo- year, 25-year, and loo-year rainfall events for the Town of
Holly Springs area
? Formulation of the 2-year, to-year, 25-year, and loo-year flood hydrographs for the pre-
and post-development drainage areas
Hydraulic
• ? Routing the 2-year, lo- year, 25-year, and loo-year flood hydrographs for post
• development runoff through the two proposed wet detention ponds.
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of stage-storage and stage-discharge functions for the detention basins.
• The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to
create a routing computer simulation model using Haestad Methods PondPack v1o.o software. This
PondPack model was then used to assess the impact of the peak discharges for the design rainfall
• events.
• HYDROLOGY
•
• The SCS Method was used to develop runoff hydrographs for the Type II, 24-hour duration, 2-year, 5,
year, 1o-year, and loo-year storm events in the Holly Springs area. This method requires three basic
parameters: a curve number (CN), time of concentration (Tc), and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the United
•
•
Brook Manor Subdivision February 2009
• Stormwater Management Plan 1 Project No: 204349.0
0
BROOK MANOR SUBDIVISION - STORMWATER MANAGEMENT REPORT
States Department of Agriculture (USDA) Web Soil Survey (please see the background information
section of this report). Land use for existing conditions was based on recent aerial photographs.
Post development land use is based on the proposed site plan.
The curve number data, and PonclPack output summaries are included in the Summary or Results
and Pre- and Post-Development sections of this report.
HYDRAULICS
Computer simulated reservoir routing of the 2-year, lo- year, 25-year, and ioo-year design storms
utilized stage-storage and stage-discharge functions. Stage-storage functions were derived from the
proposed contours for the ponds. A non-linear regression relation for surface area versus elevation
was derived for each detention basin. This relation estimates the incremental volume of the basin to
the stage or elevation of that basin. Stage-discharge functions were developed to size the outlet
structures for the ponds.
CONCLUSIONS
Based on the routing study, the ponds are adequately sized to meet the standards outlined in the
1999 design manual. The attached sheets summarize the preliminary peak attenuation results and
general design information. No design changes have been made since the original approval.
Brook Manor Subdivision February 2009
Stormwater Management Plan 2 Project No: 204349.0
BROOK MANOR SUBDIVISION - STORMWATER MANAGEMENT REPORT
Table 1. Wet Detention Basin and Outlet Desien - BMP 1 South
Pond Design
Bottom of Pond: 348 ft
Normal Pool: 352.5 ft
Top of Dam: 61 ft
Surface Area Required at Normal Pool: 0.323 acres'
Surface Area Provided at Normal Pool: o. 33o acres
Pond Volume Provided above Normal Pool: .8 2acre-ft
Water Quality Volume Required to be drawn
down over 2 to 5 days: o.646 acre-ft2
Water Quality Volume Provided with 5o hr
drawdown time: 0.649 acre-ft
354-34 ft
Outlet Design
21-inch RCP culvert 81 LF
o.62%-Slope
ft x ft Concrete Box Riser Crest: 354.34 ft
Draw Down Orifice: 2.5-inch orifice
52.5 ft )urrace Area regwrea caiculatea using the SA/UA ratios in Table 1.1 in NCDENR/DWQ Stormwater Best management
Practices, pg. 5, April 1999
'Water Quality Volume required represents the first inch of runoff and was calculated using Schueler's Method in
NCDENR/DWQ Stormwater Best management Practices, pg. 6, April 1999
Table 2. BMP 1 South Routing Summary
WSEL Q',ak Freeboard
2-Year 355.14 17.51 cfs 5.86'
1o-Year 357.38 33.91 cfs 3.62'
25-Year 358.72 40.64 cfs 2.18'
loo-Year 360.70 49.00 cfs 0.30'
Brook Manor Subdivision February 2009
Stormwater Management Plan 3 Project No: 204349.0
BROOK MANOR SUBDIVISION - STORMWATER MANAGEMENT REPORT
Table 3. Wet Detention Basin and Outlet Design - BMP 2 North
Pond Design
Bottom of Pond: 352 ft
Normal Pool: 55 ft
To of Dam: 64 ft
Surface Area Required at Normal Pool: 0.232 acres'
Surface Area Provided at Normal Pool: 0.247 acres
Pond Volume Provided above Normal Pool: .25 acre-ft
Water Quality Volume Required to be drawn
down over 2 to days: 0.362 acre-ft'
Water Quality Volume Provided with 6o hr
drawdown time: 0.364 acre-ft
356.36 ft
Outlet. Design
12-inch RCP culvert 7o LF
1.4% slope
eft x eft Concrete Box Riser Crest: 6. 6 ft
Draw Down Orifice: 2-inch orifice
355 ft ' Surface Area required calculated using the SA/DA ratios in Table i.i in NCDENR/DWQ Stormwater Best management
Practices, pg. 5, April 1999
'Water Quality Volume required represents the first inch of runoff and was calculated using Schueler's Method in
NCDENR/DWQ Stormwater Best management Practices, pg. 6, April 1999
Table 4. BMP 2 North Routing Summary
WSEL QPeak Freeboard
2-Year 357.34 7.58 cfs 6.66'
1o-Year 359.97 9.26 cfs 4.03'
25-Year 361.49 10.10 cfs 2.51'
loo-Year 363.70 11.22 cfs 0.30'
Brook Manor Subdivision February 2009
Stormwater Management Plan 4 Project No: 204349.0
BROOK MANOR SUBDIVISION - STORMWATER MANAGEMENT REPORT
BMP 1 SOUTH
ROUTING CALCULATIONS
Brook Manor Subdivision February 2009
Stormwater Management Plan Project No: 204349.0
DA 1
a
a
50
0
-South

BMP1-
A
0
CD
0
AL
South
Outf all South
Job File: K:\04\04-340\04349\H&H\pondpack\BROOKMANOR BMP1 SOUTH REV.PPW
Rain Dir: K:\04\04-340\04349\H&H\pondpack\
JOB TITLE
--------------------------
--------------------------
Project Date: 6/19/2005
Project Engineer:
Project Title: Watershed
Project Comments:
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Table of Contents
i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Wake County..... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
DA 1 - SOUTH.... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
DA 1 - SOUTH.... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
BMP f - SOUTH... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Outlet 2 - south Outlet Input Data .................. 6.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Table of Contents
ii
Table of Contents (continued)
Composite Rating Curve ............. 6.04
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmpl_south_rev.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Wake County
Total
Depth Rainfall
Return Event
-------
- in Type RNF ID
-
---
2 ------
3.6000 ---------
Synthetic -------
Curve --------
TypeII --------
24hr
10 5.3800 Synthetic Curve TypeII 24hr
25 6.4100 Synthetic Curve TypeII 24hr
100 8.1000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
------
BMP 1 -----------
- SOUTHIN ----
POND ------
2 ---------- --
2.697 ---------
12.0000 --------
43.89 -------- ------------
BMP 1 - SOUTHIN POND 10 5.424 12.0000 89.11
BMP 1 - SOUTHIN POND 25 7.140 12.0000 116.80
BMP 1 - SOUTHIN POND 100 10.083 12.0000 163.25
BMP 1 - SOUTHOUT POND 2 2.684 12.2000 17.51 355.14 .946
BMP 1 - SOUTHOUT POND 10 5.410 12.2000 33.91 357.38 1.875
BMP 1 - SOUTHOUT POND 25 7.126 12.2000 40.64 358.72 2.524
BMP 1 - SOUTHOUT POND 100 10.070 12.2000 49.00 360.70 3.634
DA 1 - SOUTH AREA 2 2.697 12.0000 43.89
DA 1 - SOUTH AREA 10 5.424 12.0000 89.11
DA 1 - SOUTH AREA 25 7.140 12.0000 116.80
DA 1 - SOUTH AREA 100 10.083 12.0000 163.25
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
•
•
•
•
•
•
•
•
•
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.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
Node ID
--------
-------- Type
- ---- Event
------ ac-ft Trun
---------- -- hrs
---------
*OUTFALL SOUTH JCT 2 2.684 12.2000
*OUTFALL SOUTH JCT 10 5.410 12.2000
*OUTFALL SOUTH JCT 25 7.126 12.2000
*OUTFALL SOUTH JCT 100 10.070 12.2000
SIN:
Bentley PondPack (10.00.027.00) 11:54 AM
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
17.51
33.91
40.64
49.00
Bentley Systems, Inc.
2/16/2009
Type.... Design Storms
Name.... Wake County
Page 2.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
Title... Project Date: 6/19/2005
Project Engineer:
Project Title: Watershed
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Wake County
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.4100 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.1000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Tc Calcs
Name.... DA 1 - SOUTH
Page 3.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .1670 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Tc Calcs
Name.... DA 1 - SOUTH
Page 3.02
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Runoff CN-Area
Name.... DA 1 - SOUTH
Page 4.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
...........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/4 acre 75 23.580 75.00
COMPOSITE AREA & WEIGHTED CN ---> 23.580 75.00 (75)
• SIN:
Bentley PondPack (10.00.027.00)
11:54 AM
Bentley Systems, Inc.
2/16/2009
0
Type.... Vol: Elev-Area
Name.... BMP 1 - SOUTH
Page 5.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmpl_south_rev.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
------------------- (acres)
- (ac-ft) (ac-ft)

352.50 --
----- .3300 ----------------
.0000 ---------
.000 -------------
.000
354.00 ----- .3620 1.0376 .519 .519
356.00 ----- .4030 1.1470 .765 1.283
358.00 ----- .4830 1.3272 .885 2.168
360.00 ----- .5650 1.5704 1.047 3.215
361.00 ----- .6710 1.8517 .617 3.832
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Outlet Input Data
Name.... Outlet 2 - south
Page 6.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmpl_south_rev.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 352.50 ft
Increment = .05 ft
Max. Elev.= 361.00 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
Orifice-Circular 01 ---> CU 352.500 361.000
Orifice-Area 00 ---> CU 354.340 361.000
Culvert-Circular CU ---> TW 348.000 361.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Outlet Input Data
Name.... Outlet 2 - south
Page 6.02
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmpl_south_rev.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 352.50 ft
Diameter = .2083 ft
Orifice Coeff. _ .600
Structure ID = 00
Structure Type
----------------- = Orifice-Area
-------------------
# of Openings = 2
Invert Elev. = 354.34 ft
Area = 2.0000 sq.ft
Top of Orifice = 354.84 ft
Datum Elev. = 354.34 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Outlet Input Data
Name.... Outlet 2 - south
Page 6.03
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CU
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 348.00 ft
Dnstream Invert = 347.75 ft
Horiz. Length = 81.00 ft
Barrel Length = 81.00 ft
Barrel Slope = .00309 ft/ft
OUTLET CONTROL DATA
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) _ .000
T2 ratio (HW/D) = 1.305
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 = 348.00 ft ---> Flow = 42.85 cfs
At T2 Elev = 351.92 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - south
Page 6.04
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
-------- ----
352.50
352.55
352.60
352.65
352.70
352.75
352.80
352.85
352.90
352.95
353.00
353.05
353.10
353.15
353.20
353.25
353.30
353.35
353.40
353.45
353.50
353.55
353.60
353.65
353.70
353.75
353.80
353.85
353.90
353.95
354.00
354.05
354.10
354.15
354.20
354.25
354.30
354.34
.00
.00
.01
.03
.05
.06
.07
.08
.09
.10
.10
.11
.12
.12
.13
.13
.14
.14
.15
.15
.16
.16
.16
.17
.17
.18
.18
.18
.19
.19
.19
.20
.20
.20
.21
.21
.21
.22
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: 01,00,CU)
01,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
Ol,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
Ol,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
O1,CU (no Q: 00)
01,CU (no Q: 00)
SIN:
Bentley PondPack (10.00.027.00) 11:54 AM
Bentley Systems, Inc.
2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - south
Page 6.05
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-
-
----------------
--------
354.35 -------
.49 -----
Free --- -----
Outfall ------
-
-
01,00,CU
354.40 1.85 Free Outfall 01,00,CU
354.45 3.22 Free Outfall 01,00,CU
354.50 4.58 Free Outfall 01,00,CU
354.55 5.94 Free Outfall 01,00,CU
354.60 7.31 Free Outfall 01,00,CU
354.65 8.66 Free Outfall 01,00,CU
354.70 10.05 Free Outfall 01,00,CU
354.75 11.40 Free Outfall 01,00,CU
354.80 12.77 Free Outfall 01,00,CU
354.85 14.00 Free Outfall 01,00,CU
354.90 14.64 Free Outfall 01,00,CU
354.95 15.28 Free Outfall 01,00,CU
355.00 15.89 Free Outfall 01,00,CU
355.05 16.47 Free Outfall 01,00,CU
355.10 17.03 Free Outfall 01,00,CU
355.15 17.59 Free Outfall 01,00,CU
355.20 18.13 Free Outfall 01,00,CU
355.25 18.63 Free Outfall 01,00,CU
355.30 19.13 Free Outfall 01,00,CU
355.35 19.61 Free Outfall 01,00,CU
355.40 20.10 Free Outfall 01,00,CU
355.45 20.57 Free Outfall 01,00,CU
355.50 21.01 Free Outfall 01,00,CU
355.55 21.46 Free Outfall 01,00,CU
355.60 21.88 Free Outfall 01,00,CU
355.65 22.32 Free Outfall 01,00,CU
355.70 22.76 Free Outfall 01,00,CU
355.75 23.14 Free Outfall 01,00,CU
355.80 23.53 Free Outfall 01,00,CU
355.85 23.95 Free Outfall 01,00,CU
355.90 24.34 Free Outfall 01,00,CU
355.95 24.74 Free Outfall 01,00,CU
356.00 25.12 Free Outfall 01,00,CU
356.05 25.49 Free Outfall 01,00,CU
356.10 25.85 Free Outfall 01,00,CU
356.15 26.20 Free Outfall 01,00,CU
356.20 26.58 Free Outfall 01,00,CU
SIN
Bentley PondPack (10.00.027.00) 11:54 AM
Bentley Systems, Inc.
2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - south
Page 6.06
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmpl_south_rev.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
356.25
356.30
356.35
356.40
356.45
356.50
356.55
356.60
356.65
356.70
356.75
356.80
356.85
356.90
356.95
357.00
357.05
357.10
357.15
357.20
357.25
357.30
357.35
357.40
357.45
357.50
357.55
357.60
357.65
357.70
357.75
357.80
357.85
357.90
357.95
358.00
358.05
358.10
26.91
27.27
27.60
27.95
28.26
28.63
28.95
29.26
29.58
29.89
30.22
30.53
30.85
31.13
31.44
31.74
32.04
32.32
32.62
32.90
33.20
33.48
33.76
34.04
34.32
34.58
34.87
35.13
35.37
35.65
35.93
36.16
36.42
36.69
36.97
37.21
37.44
37.70
Notes
-------- Converge -------------------------
mr.T G' l - c,- ,---
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
01, 00, Cu
01, 00, Cu
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, CU _
01, 00, CU
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, CU
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, Cu
01, 00, Cu
01, 00, CU
O1,O0,CU
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, CU
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, Cu
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, CU
01, 00, Cu
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, CU
01, 00, CU
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - south
Page 6.07
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
358.15
358.20
358.25
358.30
358.35
358.40
358.45
358.50
358.55
358.60
358.65
358.70
358.75
358.80
358.85
358.90
358.95
359.00
359.05
359.10
359.15
359.20
359.25
359.30
359.35
359.40
359.45
359.50
359.55
359.60
359.65
359.70
359.75
359.80
359.85
359.90
359.95
360.00
37.95
38.20
38.44
38.69
38.93
39.18
39.40
39.65
39.87
40.12
40.35
40.57
40.80
41.05
41.28
41.48
41.71
41.94
42.20
42.41
42.61
42.87
43.05
43.26
43.49
43.70
43.91
44.16
44.37
44.55
44.76
44.97
45.18
45.39
45.60
45.80
46.04
46.25
Notes
-------- Converge -------------------------
TT4 P1- T.'r rr?r
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall =
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, CU
01, 00, CU
01, 00, CU
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, Cu
01, O0, Cu
01, 00, Cu
01, O0, Cu
01, 00, CU
01, 00, CU
01, 00, CU
01, 00, Cu
01, 00, Cu
01, 00, Cu
01, O0, Cu
01, 00, Cu
01, 00, CU
01, 00, Cu
01,O0,CU
01, 00, Cu
01, 00, CU
01, 00, Cu
01, 00, Cu
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - south
Page 6.08
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmpl south rev.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-----------
--------
360.05 -------
46.41 -----
Free --- -----
Outfall ---------------
01,00,CU
360.10 46.62 Free Outfall 01,00,CU
360.15 46.83 Free Outfall 01,00,CU
360.20 47.01 Free Outfall 01,00,CU
360.25 47.25 Free Outfall 01,00,CU
360.30 47.41 Free Outfall 01,00,CU
360.35 47.62 Free Outfall 01,00,CU
360.40 47.83 Free Outfall 01,00,CU
360.45 48.04 Free Outfall 01,00,CU
360.50 48.20 Free Outfall O1,o0,CU
360.55 48.40 Free Outfall 01,00,CU
360.60 48.61 Free Outfall O1,O0,CU
360.65 48.82 Free Outfall 01,00,CU
360.70 49.01 Free Outfall 01,00,CU
360.75 49.20 Free Outfall 01,O0,CU
360.80 49.39 Free Outfall 01,00,CU
360.85 49.58 Free Outfall 01,00,CU
360.90 49.74 Free Outfall 01,00,CU
360.95 49.96 Free Outfall 01,00,CU
361.00 50.15 Free Outfall 01,00,CU
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
Appendix A
Index of Starting Page Numbers for ID Names
----- B -----
BMP 1 - SOUTH... 5.01
----- D -----
DA 1 - SOUTH... 3.01, 4.01
----- 0 -----
Outlet 2 - south... 6.01, 6.04
----- W -----
Wake County... 2.01
Watershed... 1.01
A-1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:54 AM 2/16/2009
BROOK MANOR SUBDIVISION - STORMWATER MANAGEMENT REPORT
BMP 2 NORTH
ROUTING CALCULATIONS
Brook Manor Subdivision February 2009
Stormwater Management Plan Project No: 204349.0
vy_ r A,
'
?
¦ ?' ¦ ?, p
¦ i
¦
Da 2 Nortl-
*r
20
IV
BMP12 -North
X
O
CD
N
O
Outf all North
Job File: K:\04\04-340\04349\H&H\pondpack\BROOKMANOR_BMP2_NORTH.PPW
Rain Dir: K:\04\04-340\04349\H&H\pondpack\
JOB TITLE
Project Date: 6/19/2005
Project Engineer:
Project Title: Watershed
Project Comments :
SIN:
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Wake County..... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
DA 2 NORTH...... Tc Calcs ........................... 3.01
********************** CN CALCULATIONS *********************
DA 2 NORTH...... Runoff CN-Area ..................... 4.01
*********************** POND VOLUMES ***********************
BMP 2 - NORTH... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Outlet 2 - North Outlet Input Data .................. 6.01
SIN:
Bentley PondPack (10.00.027.00) 11:57 AM
Bentley Systems, Inc.
2/16/2009
Table of Contents
ii
Table of Contents (continued)
Composite Rating Curve ............. 6.04
SIN:
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmp2 north.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Wake County
Total
Depth
Return Event in
2 3.6000
10 5.3800
25 6.4100
100 8.1000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft
--- ac-ft
------------
------
BMP 2 -----------
- NORTHIN ----
POND ------
2 ---------- --
1.756 ---------
12.0000 --------
28.57 -----
BMP 2 - NORTHIN POND 10 3.531 12.0000 58.01
BMP 2 - NORTHIN POND 25 4.648 12.0000 76.04
BMP 2 - NORTHIN POND 100 6.564 12.0000 106.27
BMP 2 - NORTHOUT POND 2 1.750 12.2000 7.58 357.34 .641
BMP 2 - NORTHOUT POND 10 3.525 12.4000 9.26 359.97 1.529
BMP 2 - NORTHOUT POND 25 4.642 12.4000 10.10 361.49 2.124
BMP 2 - NORTHOUT POND 100 6.558 12.5000 11.22 363.70 3.107
DA 2 NORTH AREA 2 1.756 12.0000 28.57
DA 2 NORTH AREA 10 3.531 12.0000 58.01
DA 2 NORTH AREA 25 4.648 12.0000 76.04
DA 2 NORTH AREA 100 6.564 12.0000 106.27
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmp2_north.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type
--- Event
------ ac-ft Trun
---------- hrs cfs ft ac-ft

*OUTFALL
_NORTH
JCT
2 --
1.750 ---------
12.2000 -------- -------- ------------
7.58
*OUTFALL_ NORTH JCT 10 3.525 12.4000 9.26
*OUTFALL_ NORTH JCT 25 4.642 12.4000 10.10
*OUTFALL_ NORTH JCT 100 6.558 12.5000 11.2
SIN:
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Design Storms
Name.... Wake County
Page 2.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmp2 north.ppw
Title... Project Date: 6/19/2005
Project Engineer:
Project Title: Watershed
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Wake County
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.4100 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
100 yr
8.1000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Tc Calcs
Name.... DA 2 NORTH
Page 3.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmp2_north.ppw
.................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1670 hrs
------------------------------------------------------------------------
Total Tc; .1670 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Tc Calcs
Name.... DA 2 NORTH
Page 3.02
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmp2 north.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Runoff CN-Area
Name.... DA 2 NORTH
Page 4.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmp2_north.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
------------------ ---- --------- ----- ----- ------
Residential Districts - 1/2 acre 75 15.350 75.00
COMPOSITE AREA & WEIGHTED CN ---> 15.350- 75.00 (75)
SIN:
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Vol: Elev-Area
Name.... BMP 2 - NORTH
Page 5.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmp2 north.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
-
--------
- (sq.in) (acres)
-
--
- (acres) (ac-ft) (ac-ft)
-
-
355.00 -
--------
--------
----- .2465 ----------------
.0000 ----------
.000 -------------
.000
356.00 ----- .2700 .7745 .258 .258
358.00 ----- .3200 .8839 .589 .847
360.00 ----- .3730 1.0385 .692 1.540
362.00 ----- .4280 1.2006 .800 2.340
364.00 ----- .4850 1.3686 .912 3.253
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Outlet Input Data
Name.... Outlet 2 - North
Page 6.01
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmp2_north.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 355.00 ft
Increment = .10 ft
Max. Elev.= 364.00 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 RI ---> CU 356.360 364.000
Orifice-Circular 01 ---> CU 355.000 364.000
Culvert-Circular CU ---> TW 352.000 364.000
TW SETUP, DS Channel
SIN:
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Outlet Input Data
Name.... Outlet 2 - North
Page 6.02
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmp2 north.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
------------------ = Inlet Box
------------------
# of Openings = 1
Invert Elev. = 356.36 ft
Orifice Area = 4.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 8.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 355.00 ft
Diameter = .1670 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Outlet Input Data
Name.... Outlet 2 - North
Page 6.03
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmp2_north.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CU
Structure Type
----------------- = Culvert-Circular
-

No. Barrels -----------
= I -------
Barrel Diameter = 1.0000 ft
Upstream Invert = 352.00 ft
Dnstream Invert = 351.00 ft
Horiz. Length = 70.00 ft
Barrel Length = 70.01 ft
Barrel Slope = .01.429 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .031274
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) _ .000
T2 ratio (HW/D) = 1.300
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 = 352.00 ft ---> Flow = 2.75 cfs
At T2 Elev = 353.30 ft ---> Flow = 3.14 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN:
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - North
Page 6.04
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmp2 north.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------- --- --- ------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contrib uting Structures
--------
355.00 -------
.00 -----
Free --- ----- -
Outfall -------
(no Q: ------
RI,OI ------------
,CU)
355.10 .01 Free Outfall Ol,CU (no Q: RI)
355.20 .04 Free Outfall O1,CU (no Q: RI)
355.30 .05 Free Outfall O1,CU (no Q: RI)
355.40 .06 Free Outfall O1,CU (no Q: RI)
355.50 .07 Free Outfall O1,CU (no Q: RI)
355.60 .08 Free Outfall O1,CU (no Q: RI)
355.70 .08 Free Outfall O1,CU (no Q: RI)
355.80 .09 Free Outfall 01,CU (no Q: RI)
355.90 .10 Free Outfall O1,CU (no Q: RI)
356.00 .10 Free Outfall O1,CU (no Q: RI)
356.10 .11 Free Outfall 01,CU (no Q: RI)
356.20 .11 Free Outfall O1,CU (no Q: RI)
356.30 .12 Free Outfall O1,CU (no Q: RI)
356.36 .12 Free Outfall O1,CU (no Q: RI)
356.40 .32 Free Outfall RI,OI,C U
356.50 1.42 Free Outfall RI,OI,C U
356.60 3.05 Free Outfall RI,OI,C U
356.70 5.05 Free Outfall RI,OI,C U
356.80 7.19 Free Outfall RI,CU (no Q: 01)
356.90 7.27 Free Outfall RI,OI,C U
357.00 7.34 Free Outfall RI,CU (no Q: 01)
357.10 7.41 Free Outfall RI,CU (no Q: 01)
357.20 7.48 Free Outfall RI,CU (no Q: 01)
357.30 7.56 Free Outfall RI,CU (no Q: 01)
357.40 7.63 Free Outfall RI,CU (no Q: 01)
357.50 7.70 Free Outfall RI,CU (no Q: 01)
357.60 7.77 Free Outfall RI,CU (no Q: 01)
357.70 7.84 Free Outfall RI,CU (no Q: 01)
357.80 7.90 Free Outfall RI,CU (no Q: 01)
357.90 7.97 Free Outfall RI,CU (no Q: 01)
358.00 8.04 Free Outfall RI,CU (no Q: 01)
358.10 8.10 Free Outfall RI,CU (no Q: 01)
358.20 8.17 Free Outfall RI,CU (no Q: 01)
358.30 8.24 Free Outfall RI,CU (no Q: 01)
358.40 8.30 Free Outfall RI,CU (no Q: 01)
358.50 8.37 Free Outfall RI,CU (no Q: 01)
358.60 8.43 Free Outfall RI,CU (no Q: 01)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - North
Page 6.05
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor_bmp2_north.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
358.70
358.80
358.90
359.00
359.10
359.20
359.30
359.40
359.50
359.60
359.70
359.80
359.90
360.00
360.10
360.20
360.30
360.40
360.50
360.60
360.70
360.80
360.90
361.00
361.10
361.20
361.30
361.40
361.50
361.60
361.70
361.80
361.90
362.00
362.10
362.20
362.30
362.40
8.49
8.56
8.62
8.68
8.74
8.80
8.86
8.92
8.98
9.04
9.10
9.16
9.22
9.28
9.34
9.39
9.45
9.51
9.56
9.62
9.68
9.73
9.79
9.84
9.90
9.95
10.00
10.06
10.11
10.16
10.22
10.27
10.32
10.37
10.42
10.48
10.53
10.58
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
RI,CU (no Q: 01)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Type.... Composite Rating Curve
Name.... Outlet 2 - North
Page 6.06
File.... K:\04\04-340\04349\H&H\pondpack\brookmanor bmp2 north.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------ ---- --- ------------
Elev. Q TW Elev Error
ft
-------- cfs
----
- ft +/-ft Contributing Structures

362.50 -
-
10.63 -----
Free --- -----
Outfall -------
RI,CU ----
(no ---
Q: ------------
01)
362.60 10.68 Free Outfall RI,CU (no Q: 01)
362.70 10.73 Free Outfall RI,CU (no Q: 01)
362.80 10.78 Free Outfall RI,CU (no Q: 01)
362.90 10.83 Free Outfall RI,CU (no Q: 01)
363.00 10.88 Free Outfall RI,CU (no Q: 01)
363.10 10.93 Free Outfall RI,CU (no Q: 01)
363.20 10.98 Free Outfall RI,CU (no Q: 01)
363.30 11.03 Free Outfall RI,CU (no Q: 01)
363.40 11.08 Free Outfall RI,CU (no Q: 01)
363.50 11.12 Free Outfall RI,CU (no Q: 01)
363.60 11.17 Free Outfall RI,CU (no Q: 01)
363.70 11.22 Free Outfall RI,CU (no Q: 01)
363.80 11.27 Free Outfall RI,CU (no Q: 01)
363.90 11.32 Free Outfall RI,CU (no Q: 01)
364.00 11.36 Free Outfall RI,CU (no Q: 01)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:57 AM 2/16/2009
Appendix A
Index of Starting Page Numbers for ID Names
----- B -----
BMP 2 - NORTH... 5.01
----- D -----
DA 2 NORTH... 3.01, 4.01
----- 0 -----
Outlet 2 - North... 6.01, 6.04
----- W -----
Wake County... 2.01
Watershed... 1.01
S/N:
Bentley PondPack (10.00.027.00) 11:57 AM
A-1
Bentley Systems, Inc.
2/16/2009
STORMWATER CONTROL STRUCTURE MAINTENANCE AGREEMENT
Wet Detention Basin (BMP #1)
PROJECT: Brook Manor - BMP 1 South
RESPONSIBLE PARTY: Bass Lake Estates. LLC
ADDRESS: 601 Grand Avenue, Suite 506
Asbury Park, NJ 07712
Monthly or after every runoff producing rainfall, whichever comes first:
a. Remove debris from trash rack.
b. Check and clear orifice of any obstructions.
c. Check pond side slopes; remove trash, repair eroded areas before next rainfall.
Quarterly
a. Inspect the collection system (i.e., catch basin, piping, grassed swales) for proper
functioning. Clear accumulated trash from basin grates, and basin bottoms, and check
piping for obstructions.
b. Check pond inlet pipes for undercutting. Repair if necessary.
c. Repair any broken pipes.
d. Replace rip rap that is choked with sediment.
III. Semi-Annually
a. Remove accumulated sediment from bottom of outlet structure.
b. Check pond depth at various locations. If depth is reduced to 75% of original design
depth, remove sediment to original design depth.
c. Reseed grassed swales twice yearly. Repair eroded areas immediately.
IV. General
a. A natural buffer is encouraged along the banks of the pond where appropriate. Annual
mowing can be used to maintain a low buffer. Vegetation along the dam should be
mowed on a regular basis to discourage root intrusion.
b. Wetland plants are encouraged along pond perimeter, however, invasive species such as
cattails must be removed when they cover the entire surface area of pond.
c. All components of impoundment system to be kept in good working order.
d. In case the ownership of the Impoundment Transfers, the current owner shall, within thirty
(30) days of transfer of ownership, notify the Town of Holly Springs Engineering
Department, Stormwater Management Division of such ownership transfer.
e. This property and impoundment is also subject to the Operation and Maintenance Manual
filed with the register of deeds.
Page 7 /?-0Cl_
STORMWATER CONTROL STRUCTURE MAINTENANCE AGREEMENT
Wet Detention Basin (BMP #2)
PROJECT: Brook Manor -BMP 2 North
RESPONSIBLE PARTY: Bass Lake Estates, LLC
ADDRESS: 6oi Grand Avenue, Suite 5o6
Asbury Park, NJ 07712
Monthly or after every runoff producing rainfall, whichever comes first:
d. Remove debris from trash rack.
e. Check and clear orifice of any obstructions.
f. Check pond side slopes; remove trash, repair eroded areas before next rainfall.
Quarterly
e. Inspect the collection system (i.e., catch basin, piping, grassed swales) for proper
functioning. Clear accumulated trash from basin grates, and basin bottoms, and check
piping for obstructions.
f. Check pond inlet pipes for undercutting. Repair if necessary.
g. Repair any broken pipes.
h. Replace rip rap that is choked with sediment.
III. Semi-Annually
d. Remove accumulated sediment from bottom of outlet structure.
e. Check pond depth at various locations. If depth is reduced to 75% of original design
depth, remove sediment to original design depth.
f. Reseed grassed swales twice yearly. Repair eroded areas immediately.
IV. General
f. A natural buffer is encouraged along the banks of the pond where appropriate. Annual
mowing can be used to maintain a low buffer. Vegetation along the dam should be
mowed on a regular basis to discourage root intrusion.
g. Wetland plants are encouraged along pond perimeter, however, invasive species such as
cattails must be removed when they cover the entire surface area of pond.
h. All components of impoundment system to be kept in good working order.
i. In case the ownership of the Impoundment Transfers, the current owner shall, within thirty
(30) days of transfer of ownership, notify the Town of Holly Springs Engineering
Department, Stormwater Management Division of such ownership transfer.
j. This property and impoundment is also subject to the Operation and Maintenance Manual
filed with the register of deeds.
Page 8
E- °Jc"iI _
-r
C= l6P t
C
F"r. i ? r
BROOK MANOR
HOLLY SPRINGS, NORTH CAROLINA
Stormwater Operations and Maintenance
Manual
March 18, 2009
Prepared For.
Bass Lake Estates, LLC
Attn: Mr. Jacob Golan
6oi Grand Avenue, Suite 5o6
Asbury Park, NJ 07712
I, , hereby acknowledge that I represent Bass Lake Estates. LLC, the
financially responsible party for maintenance of the stormwater management impoundments included in the
attached manual. The financially responsible party will ensure that maintenance as outlined above will be
performed as required, as part of the Certificate of Compliance with Stormwater Regulations received for this
project. Maintenance and repair responsibilities may be transferred to the Brook Manor Homeowners
Association, Inc. upon completion and acceptance of improvements.
Signature:
Date:
I, , a Notary Public for the State of , County of ,
do hereby certify that
personally appeared before me this day of
, 20 and acknowledge due execution of the foregoing instrument. Witness my hand and
official seal,
Seal My commission expires:
Page 1
STORMWATER OPERATIONS AND MAINTENANCE MANUAL
AND BUDGET
STORMWATER WET POND - BROOK MANOR -BMP 1 & 2
1. Introduction
This manual establishes procedures for maintenance and operation of the
Stormwater Management devices labeled BMP 1 South and BMP 2 North within the
Brook Manor development, in accordance with the Town of Holly Springs guidelines
as set forth in Section 8 of the Town's Engineering Design and Construction
Standards. The primary stormwater management structures in the Brook Manor
development are two wet detention ponds.
The development is divided by Bass Lake Road. Portions of the development drain to either
Remington Channel or Gable Ridge drainage basins. Both watersheds are within the Neuse
River Basin.
II. Maintenance of Wet Detention Ponds
Vegetation-The ponds will have a ground cover of fescue grass outside of the ponding
area, which if properly maintained will prevent erosion of the embankment and provide an
easy surface for inspection. The grass will be most difficult to maintain in the area subject to
water level fluctuation, and has been planted above the inundated areas. Grass should be
fertilized and reseeded (as needed) every October and April. If ground cover is not
established within one year, permanent synthetic matting such as Enkamat 7020 should be
installed.
Re-Seeding-Periodic re-seeding may be required to establish grass on areas where seed
did not take or have been destroyed. Before seeding, fertilizer (12-12-12) should be applied
at a minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly sown at a
rate of three pounds per 1,000 SF. The seed should be covered with soil to the depth of
approximately %". Immediately following the planting, the area should be mulched with
straw.
Trees and Shrubs-Trees, shrubs and other landscape vegetation should be permitted only
as shown on the approved planting plan. The vegetation should be kept healthy and
vibrant. If a tree or shrub dies it should be removed and replaced with another tree or shrub
from the same species (see attached maintenance schedule). Trees should not be planted
on the dam embankment. If trees begin to grow on the embankment, they should be
removed from the embankment during annual maintenance periods.
Mowing-Grass mowing, brush cutting and removal of weed vegetation will be necessary
for the proper maintenance of the areas. All area slopes and vegetation should be mowed
when the grass exceeds 8" in height. Acceptable methods include the use of weed whips or
power brush cutters and mowers.
Erosion-Erosion occurs when the water concentrates causing failure of the vegetation or
when vegetation dies and sets up the environment for rill erosion and eventually gullies from
the stormwater runoff. The areas should be evaluated semi-annually and after every rainfall
event of one inch or more over a 24-hour period. Proper care of vegetative areas that
Page 2
develop erosion is required to prevent more serious damage to the site. Rills and gullies
should be filled with suitable soil compacted and then seeded. Methods described earlier
on vegetation should be used to properly establish the grass surface. Where eroded areas
are detected, the cause of the erosion should be addressed to prevent a continued
maintenance problem. Frequently, problems result from the concentration of runoff to one
point of the pond area instead of a uniform distribution of runoff. This can be corrected by
reshaping, to more evenly distribute the runoff to areas not experiencing erosion problems.
Abutment Areas -- The abutment is the line formed where the embankment fill comes into
contact with the existing slope. Runoff from rainfall concentrates in these gutter areas and
can reach erosive velocities because of the steep slopes. If a normal stand of grass cannot
be maintained on the abutments, additional measures may be needed such as jute matting
to provide for the establishment of a good ground cover.
Upstream Embankment Slope - Erosion problems can develop on the upstream face of the
dam due to the fluctuation of water level in the pond. This is a result of a combination of
wave actions and ground saturation, which occurs from the elevated water levels. The
erosion generally occurs as the water level falls and the saturated ground becomes
subjected to the wave action. If erosion becomes a problem, it may necessitate the
installation of a stone armoring along the zone subject to fluctuating water level. This would
consist of 18" of NCDOT Class B stone for erosion control underlain with Mirifi 140
geotextile fabric. It should be centered at the point of the erosion problem and covering an
area 2' above and below the approximate center of the eroded area.
Downstream Dissipater Pad - Rip-rap on dissipater pad may become displaced over time.
The rip-rap should be monitored periodically, especially after rainfall events of 1" of runoff or
more. Any displaced stones should be replaced to form a uniform pad.
Seepage
Detection - Seepage may vary in appearance from a soft wet area to a flowing spring. It
may show up first as an area where the vegetation is lusher and darker green. Cattails,
reeds, mosses and other marsh vegetation often become established in a seepage area.
The downstream abutment areas where the embankment fill and natural ground interface
are very common locations for seepage. Also the contact between the embankment and the
spillway conduit is a very common location for seepage. This is generally attributed to poor
compaction around the conduit. This is generally most evident on the underside of the
conduit. Slides may result from super saturated embankment slopes. The natural
foundation area immediately downstream of the dam abutment should also be inspected to
ensure that "piping" is not occurring underneath the embankment. "Piping" may appear as a
"boil" evident as a spring carries soil. The soil usually deposits around the boil area.
Seepage can also occur in the spillway conduit through cracks in the pipe or improperly
sealed joints. This type of seepage is best detected when the water level is high. If seepage
is occurring around the conduit the upstream face of the embankment along the line of the
conduit itself may have signs of piping.
Cracks. Slides, Sloughing, and Settlement
Cracks -The entire embankment should be inspected for cracks every three months and
following any rain event greater than one inch over a twenty-four hour period or less. Short,
Page 3
isolated cracks are usually not significant, but larger, well defined cracks (wider thanl/4")
indicate a serious problem. There are two types of cracks: transverse and longitudinal.
Traverse cracks appear crossing the embankment and indicated difference of settlement
within the embankment. These cracks provide avenues for seepage and piping could
develop.
Longitudinal cracks run parallel to the embankment and may signal the early stages of a
slide. In recently built structures, these cracks may be indicative of poor compaction or poor
foundation preparation resulting in consolidation after construction.
Slides - Slides and slumps are serious threats to the safety of an embankment. Slides can
be detected easily unless obscured by vegetation. Arch shaped cracks are indications that
slides are slipping or beginning to slip. These cracks soon develop into large scarps in the
slope at the top of the slide.
Settlement - Settlement occurs both during construction and after the embankment has
been completed and placed into service.
If any of the above items are detected there may be signs of significant problems, which
could lead, to the failure of the structure. A geotechnical or civil engineer should be
consulted regarding the origin of these problems and for the assessment of the appropriate
solutions for correcting them. If the professional is not immediately able to inspect the dam,
then the bottom drain should be opened and the water level lowered to alleviate or eliminate
the risk of failure.
Rodent Control-Generally rodents such as groundhogs, muskrats and moles are attracted
to moist, wet areas and can be quite dangerous to structural integrity and proper
performance of the earthwork and drainage. Groundhogs and muskrats thrive on burrowing
into the manmade earthwork, which become pathways for seepage. In the event that
burrows are detected within the wet pond area, the rodents should be dealt with by removal.
Trash and Debris--Trash acts as a barrier to stormwater drainage and attracts unwanted
pests. The wet pond area should be kept clear of debris such as loose bottles, cans, food
containers and other forms of rubbish. The area should be cleared of debris as needed, but
no less than twice a year. Trash shall also be removed following a rain event of one inch or
more over a period of twenty-four hours or less.
III. MAINTENANCE OF SPILLWAYS AND CONTROL STRUCTURE
Inspection of Conduits--Conduits should be inspected thoroughly once a year. Conduits
should be visually inspected at the joints. Pipes should be inspected for proper alignment
(sagging), elongation and displacement at joints, cracks, leaks, surface wear, loss of
protective coating, corrosion and blocking. Problems with conduits most often occur at
joints and special attention should be given to them during inspection. Joints should be
checked for gaps caused by elongation or settlement and loss of joint filler material. Open
joints can permit erosion of the earthwork and possibly the piping of soil material through the
joints. A depression in the soil surface over the pipe may be signs that soil is being
removed from around the pipe. Seepage may vary in appearance from a soft, wet area to a
Page 4
flowing spring. It may show up first in an area where the vegetation is lusher and darker
green.
Trash Rack on Riser - Any intake structure should be fitted with a trash rack to prevent
debris from entering the spillway structure. If most of the runoff entering the wet pond
comes in through grated inlets, which have essentially provided filtration of the runoff and
therefore should limit the size of the debris that enters the basin to floating debris which will
most likely pass through the trash rack. The opening between the trash rack and riser is to
be smaller than the opening of the outlet pipe. Therefore any debris, which passes through
the trash rack, should be easily passed by the pipe outlet.
Maintenance should include annually checking the trash rack for rusted or broken sections
and repairing the trash rack as needed. The trash rack should be visually checked at least
every six months and after every rainfall event of one inch or more over a 24 hour period or
less to ensure that the trash rack is properly functioning and to remove accumulated debris.
IV. OPERATION
Drainpipes--Drainpipes should always be operable so that the water can be drawn down in
the event of severe rain or for repairs or maintenance.
Record Keeping--Operation of wet pond area should include recording of the following:
Annual Inspection Reports - The owner/association shall keep a collection of written
inspection reports prepared using the forms within this manual. An annual inspection
should be conducted by a North Carolina licensed professional engineer qualified in
this area of expertise on the date the as-built of the pond was first certified. Copies of
this inspection report, including a certification statement by the professional engineer,
shall be provided to the Town of Holly Springs Stormwater Management Department.
Any deficiencies identified in the inspection report shall be corrected within thirty
days.
Observations--All observations should be recorded. Where periodic inspections are
performed following a rainfall greater than one inch over a period of twenty-four hours
or less, these inspections should be logged into the Periodic Inspection, Operations
and Maintenance Form of this manual. The completed Periodic Inspection, Operation
& Maintenance form shall be kept on record by the Owner/Association.
Maintenance--Written records of maintenance and/or repairs should be recorded on
the Checklist and Periodic Inspection, Operation and Maintenance Form of this
manual. The completed Checklist and completed Periodic Inspection, Operation &
Maintenance form shall be kept on record by the Owner/Association.
Other Operational Procedures--The owner/Association shall maintain a complete and up-to-
date set of plans (as-built drawings) and all changes made to the pond area over time
should be recorded on the as-builts. Any and all changes shall first be approved in writing by
the Town of Holly Springs
Page 5
Sedimentation and Dredging--Sedimentation from on-site and off-site soils will eventually
result in the clogging of drainage conduits and will have to be removed. The frequency of
this sediment removal can be reduced by ensuring that the site areas be stabilized with a
vegetative ground cover such that it restrains erosion. This would include application of
fertilizer in October and April and/or other treatment necessary to promote a stable ground
cover and minimize sedimentation to the pond. The forebay(s) within the pond will need to
be excavated to the designed depth of 3 feet when the measured depth is one foot or less.
The forebay depth should be checked at least annually. The removed material should be
hauled offsite to a suitable landfill site or mounded somewhere on site away from pond,
streams and stormwater control measures and stabilized with a ground cover sufficient to
restrain erosion. If the forebay is maintained properly, it should not be necessary to dredge
any of the shallow areas of the pond. However, if the forebay is not maintained, sediment
may be transported downstream into these shallow areas and they should be dredged at
that time to the designed depths shown on the construction drawing in the back of this
manual.
Plants - The surface waters of the pond should be inspected semi-annually. Invasive
species such as cattails should be removed immediately. Other invasive species can cover
the entire surface water of the pond. When 50% or more of the surface water is covered by
invasive vegetation, a qualified landscape professional should be consulted for plant
removal.
Page 6
,e'3. x~ xi..n..: ,i..%26;I'+AigR?iw~!!'^.carsca+rera,'~..._...__,_,-,:r
. ,'a,
r~ Stormwater Management Plan Condition of Approval
1. The Stormwater Operation 3c Maintenance Manual and Maintenance Sureties must be finalized and in place prior to transition of permanent maintenance of
~.I i the stormwater BMPs by the Home Owners Association.

~~i

<i
t^ .
h„n____?
~ ~
r,,J„ r:
uE con
;a
I

• -CD-O~
r ERPENIIT)

I~IE~ SHEETS
i

LL AREA 80,0 ACRES J OVERA
R 0859.04--50-8598 _ PIN NUMBE
~:I PROPOSED ZONING R-14 GRADENG ~ STC3R~1 DRAINAGE PLAN SHT 3
,~-~?~*~r"c"am
CURRENT USE VACANT i .5.,I 1`O1hiTP2Q1 to A AI ['1 IT An
PROPOSED NUMBER OF LOTS 141
PROPOSED DENSITY 2.35 DU AC. L
INIMUM LOT SIZE 10,000 SF M .ti ~ i i i i i 1 I ~
- ~ ~ ` ! i i I i AVERAGE LOT SIZE 12,51 ~ SF ~ ~ ~ i
y J , ~ , ; I t WIDTH 70 ~ < ~ ~ ~.,,...-~-n MINIMUM LOT ~ ~ I CLJT 7 'Qjt, 'v~:'J~ ~ J \ \ N
r 'I t~ i ~
MINIMUM LOT DEPTH 00 ,
I ~ PROPOSED OPEN SPACE RECREATION AREA 8,41 AC `ti ~ ~ / / _
~ Jam, i PROPOSED AREA IN R/W 11.08 AG. ~ `,..k ~
SETBACKS: ~ `x, ~
FRONT 0 ti ,

REAR 25 0 ; o ~ ; t j
SIDE 20 AGGREGATE % ~ ~ ~ , ~ ; , li _,n ITLA l c ttnu A ~ n.^rt rn e,~,nr„nR,~? r CI-IT 1d
V 1 r , 8 Mily. 0 ~ + ; i i i
t r STaRMWP,TER MANAGMENT DETAILS SHT 15
A i r j ~ ~ . r
OLLY SPRINGS REZONING CASE G4~REZ--15: ~N i ~ ! PER TOWN OF H i I ~ i i ! i ~ i
1. NO SLAB ON GRADE DEVELOPlv1ENT SHALL BE ALLOWED i ; i
~ e } ~ ~ i i 2. THE AVERAGE LOT SIZE FOR TrIE DEbEi_OP~iENT SHR~L ! i ~ I 1 ~ I i , f ],A! A i/~~T A I I C C LIT~~
BE NO LESS THAN 11,000 SQUARE FEET. ~ ~ ~ i B s vv~~~
j ~ i~ ASS , BgsS ~qKE Z~
i i r r Rd
I I 7 I 1 l ~ ~ I I
J ~
J~ ~ R
1 % 1 ~ ~
/ ~ 1' J I
I ; ~ ;
~ ~
~ \
STREETS WATER MAIN SEWER MAIN SEWER FLO'1V i , UNITS ~ ~ f bass Lake a LLC
LF LF LF BPD ~ ~600'l~s~on ~'ark~vay, Su~~e 300
,
n ~ ; 141 9,700 9,700 8,41 35,955 ~ ~ ; ,
1 / ~ f Cagy, ~lo~~th ~~rolina 27513
(L~ / ~ I ~ 1 / ~ i ~~19~ ~7~c~~~o
i
i
NOTE:
THIS SITE IS LOCATED IN NEUSE RIVER BASIN:
bass Lake fie, LLC
1 " = 300' 1ST i~anLo~okin~ Road, Ste 3
Orick, NJ 0723
X732) 674-5706
B ADDED OUTFACE "C" 1 /14/08 GAS
This ro'ect shall be constructed in accordance with the following p1 C REVISED f'ER TGWU COMMENT 3/03/08 WDH
tans and the adopted Engineering Design ana Construction Standards p D RESUBM!TTP,I.. FOR STORMWRTER PERMIT 2/20/09 TLM
of the Town of Holly Springs. These plans were prepared in conformance
with the a roved reliminarv ian ap roved by the Town. Furthermore, pp p , p p ¦
the Engineer whose seal and signature appear below this certifies that the
'n s Enaineerin Desi nand Construction Standards have Town of Holly Sprl g b g g osoo®eaoo~e~o~o o®o®@m
been thorou hl reviewed fora IlCabliit to tlii5 articular project. Any g y. pp y p I E I L I E Y® E
nrnnnmrl ovnnntlnnc nr!'laoiiatinnc from fihP S~'A11PIaCt'~C aP'P IISfPfi SCiPCIfiCr~ilV .~~.~`F~son.A~
on Sheet(s) of these drawings. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.witi 8 www.withersravenel.com
1
0060900
®vB®®o E.

\ _
1 <.,1
I / r ~ ~ \ 0
1 ~ ~ 6i ac I / ti f I i , \ I /
\ I \ I/ l~ \ i ~ _ I \ /
~ 1 1 ojrrf i
I ~ I,
1 ~ \ ~ ~ NCGS BOBBER 29 I , ~ . \ r ~ ~ ~ 1 ~ )
• ` w ~ = 690,239.7973 f ' 1 e i ~ ~e t N>: 24054,787.5077 . . ~ •
N \ \ E y, = 414.66 s ,1 , . ~ \ I ~ELE I ~ t ~ ~ \ ~ \ MH 34 \ TERMIN.'TE. ESTE . OPD. C~NSTRU. iON \ . l MH 7 \ ~ \ \ 1 . • ~ \ ~ 1 MhI~ 3`4 ~ ll 1 ~ t ~ \
\ ~ \ I I \ ~ \ 3 ~ ~ ..'.AT~ STA .GN _5 , ~ tll ~ I i / / I t \ J \ ~ ~:r 1 \ \ S ' I
_ f r' ~ l l l;~ ~ ~ 'f ~ ~ ~1
V \ A 1 } ~ ~ v A , Ce : '"7".f ' ' -r"'~--1 ~'/f. f • ~ A ~t;~l ' . s.~ ~,t , b V A ~ f \ 1 1 I 1 V V A I r r ~~r' ~ _ - .i~9~ .r ~=?^`..i~ I ~ / 1 ~ I I t C'J., :i'.~`'~ `.;Ar V ~ / I l f ~ , If ,Y, ft' f ~ , • 1, r ~,~,1,,1 ~r r . f~ r r ~ r ( i 1 ! ~ ~ ~ l r
\ \ \ l l } \ \ r r r ' r` F.,.. / >,1-Y-- 7 _ ~ r PJ 20 r / •i ~ I I f ,a'; ~ I r ! t 1 } ~ , r I J~ 1 r ~Q> ,~7 1 1 rr ~ I I r 1 \ 1 r / 1 v v v 1 t' ~i~~~l'.,.I. l"~ +1 1 + / 7 ~ v t. v. l/jJ,,,,-rt,~~,,n+ + f 1 I i t r l v v A I I Y, ~ ~ / r ~ i/ ( ll I ! I l 1 ~ \ J ; ~~t, - :~n.^1 . 1 + 1 ,fffl'~il r ~~/1 !/i~l~ l ~r~ ~ / //~~t r!'~ ~ ~ ~ f~ lr ; ~ ~ ~ i G/ ~~jXI$~ R~' I Y' r l r t i t ) r, r
} } r , / ~ t ~ ~ ; : / / c . 1~ 1. ~ , ~ r r I' { ~ I r DR IMAGE E/4SE~5N,T rr ~ v v ,''i y : I y~,:. r i ~ 1 I i ' i 1 I I 1 r r } v \ r ; I I / ~ / I ! I I I I ! I ! I d.1 z. A . - \ v : .gip •A \ r } + i r i ~ ~ } } 1 / r'r . ~;...V ! , . •L ~..'fi I r 1 I ri , ~ I , I i I ,t.-... I t v v .r v 1 ! u / / I ` r l'~ Il ' 1_ ~ t ~ ~ r! r f 1 l y~f r . l ~ r l v li ~ ~ 1 0 0 100 200
1 1 ' r ! / r ! 1 . ~ ~ ; , ! } 78 I I } 6 at ' = Y .I' G '\t~ ~ "~1` I~ ~ } j { / 1 I I ~ i I I / } l/ ll J, I.. "'I1,. 1 771 +j .1 ~ l r75 , f' ~,.~'i - =y1 d ~ V p + I < i'. \ ~ A , } r , t , , , ~ r , , ~o . , , , / { r ~ . ' I ~ i! I + I I ! ! 0 . t I • m ; ^ v u ~ } } r • I f 1 ~ r ! } i , f I ~ 1 ,'J % / I /l//~...~ M~rFEIt , ! I If i 1 ~ I., I S + A,; Ci0"
/ / ~ ' 34th' I I I 1 i I i \ <r \ r I I ,~i . • r r / ! / / I I ~ % .//'viii// /l/1 ~,J'1~.~ ~.Y" J `~\1 n I I I \ \ \ j \I /L%I I 1. ~Y; t 1 I 3 \ I' 4e l'll~Il ~ ~ ~ ~ r~ ~ ~ ;1Irl^`. ~ l 1 SCALE: 1" = 100' rf A I r l I r ~ r , I ~ ~
' . / / I ~ , , , hCB.14-' ~r•-•-~; ~ \ Ii I p 1 ! \ ~ ~ ~\t '/Y~:`~ I-• . I. , ~i 2 / / , l 1. 4i_+_ 1 . i I v i 1 / ~ ~ r,-\. r \ \ l 1 ~ I / / / / E / / / I 1'"t i_. _.>r._ ._.~i ~ i \ \ I: , ,.d' 'I• r
1 \ \ 1 \ 1 J / / / / / f,~^~ .1 / / i 1 i } \ \ I ~n \ ,yl i 11~. C 1 ` 1 1 1 , t / / / , / / ~ /fir. /r...'.'.. a 1 l \ \ ~ ~ \ ' 'I , 1• u( , I y.. , ~ / r / f 1 / / / / / / / J/,~/ p ~ • s+'oo / 4$; ~ '.-r ~ It c fit'(''' ~ :.+:Ts)r.\ /
l 1 I / J / / J l / / / "~:C..I , I °Y 2 \ 1 +00 , ! ( 0 r ~r `4 16r ,
/ / / / / l r// , • ~ `l 1''I fir," ~ l / uy\.Y, + s,_.?: ~r , 1/ If ~ l r~ l1~ /1~~'~~~,~r
/ / ~ ~ , ~ 1. M L / ~ I / / / / Y"' 3 ~ g1 •1 ~ / ~ I "tis : ~ ~ ! : ~ l' r ~r ri ai ~ / ® I / ~rr// ~ - .'.FS i,.1. f' •1 ! ~ 1 /q .,I t_~V;~. r I I / ~ 12?~
E~.'.~.~.' ~ ~ t~.' -,I ~ ~ ~ oa v v: - I + , ~ ~I I i ~ t/1 / ~,•',r:„ v r.; / I ~ r ' P 1~ v 'i ~ I f 4 Jf ,rr ~ a ly „rf'• /~y" 1~,I; l1 1 NOTE: 1 ~ . , ~x l,,r ~ I„ ! , I~ ~v'~ 1 ~1~.~ ~ ~ ~ ~ ~ ~ CONTRACTOR TO FIELD VERIFY LOCATION 1~ 1 , lr~ r Iril~~ity fl,/ I.f
f 1 r I i' P B C R W) / ( 9 F. I 189 + t. '\Y' • 1 I\ j ' ~'.'.C NI i•r-, i 7\ \ ' / ( i ~ r { 1 1 ~ A 1 I I y.~. ,'~}1 I I }:.j:r:.:::'.. i._-~-• ' \ it ~ yl~ ' ~ ~l l /Y 1 I ~ ~ /r 4~ Vr ~ f ~ AND DEPTH OF EXISTING UNDERGROUND ~ ~ ~ • ~ ,rf `S f 1 fitff,~}~1~ i~ 1~ I irk ,~f'r, ' ~I" ~ ~ ~ UTILITIES PRIOR TO BEGINNING CONSTRUCTION.
'L, . ~ ~E' 1 I/ ~ I~ 1 / / 1 1/ i I I t i I :;a.l, I I i-•_._~•,_ 1_ A j'~
' fin'. r. r I A!~ .Et ! a } / 1 , t I,. f } ` 1 I.. I . / t ~ G .`,L` I l ! L.f r 1 I I; I , ,n may.. , . 1 \ i i~ ~C ~r~~ vI • ~i~~/'4~/~ r'J~~~'lj~i ~~~~t~~/~ ~11~' l `,~'r~~~.~ f ti.. ~
/ I{ • , / / r + ' ( I 'I~ 1 V I I + I ' l . 1 ! 1 ~ .I / i 1 H# V! v I \ / t 4 i \ ta0 L'-'' \ 1 I ~v 1 . i i !t ' . ~ ae r ~ I r~l yl l~ ~~/1 1. ~ f ~1. ~ , ~ ' ~ ~
~r,...9 ~U,..~. ri' ~1 i /l r r i ! ~ v v/ ur i I il. iv I r.,' J ~ vv \ f~ i v i i~r ! ~e t . I r!~/~%If l~Y;'` r t ~~:f~~~~/•~%, v f~
_ • .y...'.. , I y ~J' L .~.~f1..,r.J L.._.L._. I , r• I ~ ~ , I I _ I ~MiN FPE ~ i f / I i. I " t.~ , ~ \i I `---f--.. ° 4 1...'.!'.'. ~ , r ~ 46i . / / '~11\: 1 +t_.~ -.,~'''.v+ K,~}{ I P-;~::;?> r\. I vv ~ ~t~ It ii til 3 t\ ~ ~ j ~ !tp rfi l/~~ l/~r~~.1 11
. 35a•5D ! r I { , / . ~ / I \ ~ r } } ~4 i , 1 . / , ~ \ L. ~v ~ r o; ,T , v ~ I~~. . , ;r;f~~~~i~ , ~i~~ `J r / 1 ~r , ~ ~l ~;I 1 r ~ ,.1 r
" may! { l l ri I / ~ , I r I I t i t + 'I r y , I \ . • k, y:,.~ ` ! ul 1 l i 1 r 1•ll i r` r rt ! rl` r ~r/' ' 1 v 1 1 t. ,A~ 1 ,l r~~~~~~ ~
s , 1 / I i i ROP~u 20' VT,I i + II ~ l + _._.t._._ < ~ J ' ~ ~
r, ~ . `I I ~ QI AGFJ •A M~N,1' • 1 I I { ,x .i ? \ ! \ \ . ub r ~ I .1 I r , / / i I ~.1 \ III , / w ' \ M \ v" °l i. + • ! t3 / i / i i EP, ~iEt~- •t 1tj q I e(7~' t. \ \ t ~ \ % Y l31 ,v i A ~ v, ~ ~~i • i, ~ ~ ~1 ijf~~~ r ~ % ~ I F l . s
~ i r•°,~ ! © 131 ~ I ~/~Q~~ 1 1 I 1! I, I I i Q'. •i . + i I• I / / i I i 7' \I \ Y-' I l i i } ! 3 . fi. , . i , ; F:,• _ f
~ .J. ter' . ~o'~' , ( i 11 / i i t28 1. I i r •p:: i a..;`r • j pp;'NO/ . - , r iI g 1 ~ ~ i it I I / ~ • ! / ! ~i--_ i ! 1 I t I I i I r \ 1 S,c ' ~ \ 1 il_° t it Iii I ,,r ! '~-J.° I a yr + I 1 I''} I I I i I - _ Z_'-•I} ~ \ ~ r ~ \ 1 i ~ i 1~ 1 1 r r 7 r
f . R of - _ \ / - y \ 1 f + I { \ . \ } ~ H ~ 41' ^IJ ^l t\ I.~_. _._.J I._.-.r.._.J V. ~.-.c.J r ~ \ 1 ` 1 T~~''~ I I \ \ V A. ~ / / ~ l X ~ ~r I` l f j rl / r ~ t
r F N' I . I / -C. \ r I r ~ - -'-t-~ -r'- - i 55 t t \ ' \ ° I ~ \ 3*Oa ~ , Illy \ 1 . 6 f 111 , , T ~ \ ~ \ s ~ `CB 8$ \ % \t 11 rl al ~ ! I i I ~ % r ~ j/•. ,r \ . ~ ~ •
\ \ / ,F i6~0 I, 1' I I I .F l 1c3 I I ` 1 i / c ~ 1 ~ ~ \ M #~A Y. t ~ I I •i ri i (g ! "t y ~~TI.~NO Y ~ p
I~i 1 1 ~ 1 ~ , Psi 1. ~ 1 i 9 l/ 1. l~ I ~T~' I ! , \ y' ~ •~`jl 1 t 2~ L! ~ ~~`aa \ t 1 1 , 111,! 4 I I :.,43 A,. {~'`i • ' I k~~l• L_-
use i~. i . ~r . i I / I ~ li r + }y I v, ; v I 1 l \e.. 1 t~.t V ~ / I/! ~Ir1 EFEi / i ~'!i \ . PINrt~ f. V ! ~ A`• ti' 1 I t ~~`•i.. tl 11i I ~5~,5'9' ~ ! 1 I V ! 1 1' 1
Stotrv 3a5.a3' ~ , , / I 09 y f'. ' I• ..1. , . , I r / I ! I rJ I ,l _ \~i ll ' ~ 2C 1 .I ! ~1 ~ v) ~ A t t ~~i h ,V 1 I 1 1! t Y ~ V y,~ i
I flr 136 _.l-._! 5.1=.llHtJ& R I f ' - --.7 I I t :F~~:: I t ~ \ = ~ ~ ! 1• ~ r ;-t r r , i ~ ~ 1 . ~.r. '1 ~ f' , 1 f j i , / . , ' ° I i \ i DRA GE E 'i DRAIINAGE EA EM ~il ~ t~t\,, t ~ \\35~~7~;'1•\ ~ r \
r i 'I I I i ! • i I I II i I I j j 1 ! 1 I, I 127 ! i J. 1..,..;:';rc , ~ I. I .I' .I '.~'..~.~•~1.~ l I i /I I I' I ! 9z2 I'i' 123 I 1 a41 ,12s ~ i r 128 >i i I r ! ~ / I I v I I \ 1 I .,`I 1 •J Y it 1 1 ~ r~~ \ ~ ~ Y i \ ' f i ~ ,
I I II ~ o I r. I 1 ! ~ t v , I ~ ! ss 1 r it
- ~ . i' I I 1 , I .~1 1 I \a I } 1 I II !11 I I! ~ I i ~ /T! ~ 1 I ( I ~ ' ~ :T~` i' + I I i I ' I 50dW~ a x 1 ^"1.•- 1 \ 1 : \ \ 1 \ ! ! 1 I i;, ;f~?:ts 1 , . ; 28 ` J / t ~ i~ 28 •1, \ i( iii 7•~•;} ` \ ~ ' FFE ~-w ~
y / .:I;:
1p~r"I ~s9 ql?: P4'~~''f'i~ \ I !w taa \ \ t I \ \ / I f~._.t._._.r.- ..r o s3 • I / i a I I I ' I ~ t I ~ I ~ ! P'.. \ 1.` ` i )1 20 l~\. i \ ~ % ~ \ aaf~~`.,ty . 3t~, \3~ ` .
G~! ASE .:IJT i ~ \ \ I ! I I \ \ \ I \ \ \ I-~ OP. ~20\PVT J--- i I ~:"°_1 .i;c':•, °1 / } .~N~' Y I I `as I r~ ~4 ~ + I \ ! \ . \ ._.L._._a t . _,~._._.F.1 i , r I t.. f~ ' Wit, . 1 I i \ \i t ~ ~ \ . • ~ RAIN GE 'EA~E,,y} ~ } i i ~ I ':I;~,':5 ::~,r:: ~ + CB ~D~` .L,,` ~ t 1 i 1 t I t i t 19 i 1~~' ~ \ ~ \ ' { ~ ! 11 ! \ / ~ . CB lUld"_' C.`~~ i I/ , 1 1 • Ir lot yl .4 \ \ \ \ ~ I I t~ t \
' 4s•5 i I / ' ° ~~r• .,..I_, I' , } 1 I !li ! ! na ! ..F> I ' .Gb~10 I •r j . i ® i t 1 f t 1 t { ! ~i \ \ \ \ \ 2N I \ ~ i 1 i 1 r. I I i i ' ~ ' t'\ \ ~ a \ \ 54,!'9' ! : ~ :'I 11
~ r._ I I i n n l\ 1 MH 0-! I I I , ' 1. ~ I I ,?Irl' . I sf...'{_FL+ , , »a ' ' ~ ' / / m" i } / - •-~""'7•• 1 99 I \I t77 ~ I \ 118 I I 1 11~ V I 1 114 \ I I - ' i7 / o° ~ ~ / I fi I I } ! } I I l i' j ~ 11 I I ` t _ h~! It It i r.~ I 1•vI I i i IE ]8 I I f / . j~,.%r ~
6,, psi / I II I I i I I S.• F^e:i . } I 1 / I r I/ I / I I f 1 I I I I t 1 I' I ;~~a r & , , C I L. ~ ' l._. ' 1. J I L. ~ t. L._._.h,_.~ ' L._._.~._,_ I CB ~s 1 :3. ~ 1 t - t J 1 t 29 I j ' ~ I I I\•\ ('r I !I iii .I I f ~1 / '
3 I x , 3 3~ -a' ` / / ) / I 1 i E} I ~ij /~y' ~ I ~ i • 35k.719 ~ / ~
/ r r . , I 1 / , ° ~ j ii j i^.\~ ~i , 17 ; / 1 ! r 1 Itl ~.•r• ~`'l \l
. I.. ~ 3b3AC ~ i ---H r v- 1. _.F ~ k,._,,. _ ~ \ I I r r~\ / 1 ~1 r / t i 1 i.
' , ~ ..I . ~ I III p I I €3 I I I 11 V ~ `r~ ~ L \I l I t / ~ r / / v 1 i 11 t ,j-' - > l\ ~ r r j ~r''~'~', r ~4' ~N ~ I kw.~9Ati \ 1 °.~J_ - av i' ~ 1 ' '~G°'+,1 ' ,z .l~./'.~'\35hQ1 1,1 ~ . .I
r.:> ~ i .J,~ ! / r + I ''~-a. I t, s~';='. 821 ~ v 100 YEAR FLOOD UNE I' I ~ , ' " \ i
f-- ~t ~ , `y', \ ~ t B i I' - - ! r / / / J / _.l._._. ~ ~ I/ 83 1 a'.Y?`^'.~ $ 1 } :..ga <"~1~+ 1 { , it 1 \ 100 `0^`).'B~ \ 30 I . _._.L,_._• ' ~51'_PUB. C R/W, f, , t._.~._._ t r t•. ° 11 1 'l \ TROP: ~2 _.PiGT. ~ t~ - - lh~ ~~r~ ' i ~ ^ ~r ` l `I ~ ~ ~ ~ \1 l1 ~Il I' ' N.. N~1 I ~
rrl a ~ fi, \ ~ ~ }i I t• t~1 . ~r'-'-'-' 1 . f._.7 /1 . , ,~I . f', . r J 'I i / , ,1`;,.~`a,. ~~'::'fz;. i 1 it \ • I i I t051 D~AENA~E ASE ENf, I it I I / i n / / I i , i i r ! ~ / 1 ,~:`::•:.r,.• I I •1 \ Ri Pi ~ I I . r 1 ,.1, + 'l R~1NAG~ ASfC~IE T ~ ` s'~ @ t~.°~?!P' ~e• ~11`~.-,_ l WIMF~~ 11 V~. ~ o ~
\ I li i it i i 1 i it r ! { i ri / i it ! I I I / . I,_. I „ I } ! 1 ~ •I 1 ~I 109 I 109 / if0 i I/ iii { I I1 112 i it f I• I i ;::,l,,,'~t I I s.,~s IY.,.r I I .I 1 ® .I I i 1 p II I i\e \'\`•~\1 ',rl ;-1"' ' f / s r ='l = - l `616U~'.1 1,Z1 Z z. i t I ~ i 1 \ i ,'.'If'( i~-'•~ --e8-• .t _I ~ Il 1 ~ 1 It l ~ I~.C . m fR , _ ~ _ r• i t t
~f 29+4._.._.J._.~ i ~ ii i! r(! ! I I i i' i i !r f I I r \ I r I I I I I 1 1 •1 I i 1 I ~ l".~• ~ 1 s;:}''+: 1 NOTE: I...' 1. I I i li • it i I r r, , , I i . i . u I ,I f:; 1 • I • 1 I _io._.I . I I I i • .I , i ~ I' i r r' I 1 _ I i , ~ ' . ••I ~ ' BAGS , i i .i l\v 1 ~ 1~3 I l~ 05_1 S`~ l t``j ~ `~I _ ^,;'-`c-T.f3~. 5 ~ l` t~.~~..t'a''3 Il~,yi ``.ro ~
T , 1 - /-f ' y `-•-r-'~ I J _ _f_._.~i L.L._._.._:1r 2._.t._._._.1 I l._._._._._.J i ~I . + I 0 ~ t \ • u ~ st 1' r INTENANCE EASEMEN f ~ 4'-•-•~-'-'-+ 4' . • r I \ 0 MA I, Ii I I ~ , I ~ + I ~ +!r `
TO RUN COLLINEAR . , ' '..',0 . UNDl~TURBEQ i . I ' r r ' ' + I 1~ 1 \ ~ •i :~'r:'.. ' t LINE s ONS ` ~ I• • ~ r ~ 1 \ r I t \ .•r.r • 1 Ir { I \ 1
s ~ A110N.'.1 j 16i, / ! , , I i I t ` } Cl \ \ •i 8 + i i1 w WITH OPEN SPACE LOT LINE ~ I fASEM ~ /I + ' ' + I + ~ I + } - \PROP. ~ PVT. , f ~ , I , • , + \ fW N'T r r i \ \ ~ ~ ~ i } I 1111 ~ Di 0~ it ~C\e,h~ 41 ~t I ~ _ J a _ 1 ° N ~ ~i 1 I ' \~,\I~ II .I I V ~ I l ~ A \ 1 ~ 1 ~ 1 V ~ 1 Sta'~ '.3'1 ~ .
FOR BMP # 1 AND 2 / i.._ ~ P P- 20`-PVn'. r t ~ 1 , r 'T _,r'1 r`~ h ,r 1 • [~RA1 AGE ~E E NT } ~ \ ~r I \ of r': ~ , I I \ J ~ R L._._~-"'~~ II ~ ? i ,u ° ~ I ~ ! I I i F~SI G 1 + { . \ . . ~ \
f.'.'.. AI GE SEt~ 1 i u ~ i I I\ I\ \ i i i t\ \ i i ' ~ \ ~t'~1 \ i I ~ I ° MFI , i ! I. ~ PENISP I ~1 I r
. % + j / j 1 I i02 I i 101 ` I I ~ 1 \ i \ I 99 t I \ 98 ~ i 97 I I ~ I 1` i \ \ 91 \ + Cf.: V \ ~ / 0 103 1' ~ \ I I V I \ \ ~ ~'l~i 1 ~.'.'.L . o , 7 ~ , i 1 i 14 \ I I I \ \ ! \i \ ~ \ \ ~ I \ ..r..,,..,.., ~,%xl~,:>: / / l 1 I P \ I ~ \ 1 t` \ I I \ I`\• I I CI~ 7 i \ \ \ I 1 ::;'.i'~~t` \ i \ ~i I;~ j~, ~ I t ~ ~ M ~"4?A~ ~ s' ~ l le~..._'-~ 1191 IC, I ~ I i ` ~
I ~ ! I i \ \ i \ \ \ \ \ \ \ \ . .II Nt 1 \ r ~ i-..,,_ \ ~ L.~._._._. j.J ' L.~.._.-.~.._.J ~L._._.-~ L..>,._._.a\ .J \ \ \ 1 - I \ i \ \ • ° ~ ~:c=1r \i t tt \i t1 Il ~ i\ I 1 t • .i._. r'' i--.-.1 1 I ~ ! r 1 ~ t
\ \ \ ;i:.t; \ i\ \i i~ \I it l\ 1\\ ~ ( I ! - .1\~~~ \ Ott I 11 • 1i 1 ~ ~ ~ '
/ - • I ~ i' 1 ~ \ I i + ~"t'" \I I"I^~~ i ~ i l ~ \ ~ i ~ ~ 'i ~j t I l\ `I K~ ` ~ , ` T\ L i / ~ \ ~ ! ~ I` 1 1? 1.1 • ~ I i I'• L 1~ I I l~ I ' ~ I 11 I 1 Sta .
CB ! 04 11 B 'h04 \ t ! ~ 1 ' i, v 1 ° ' r a• 1 I 14 1 I I I I I goo aooo \ I 1. i 39 I I ~ } / 11, r. I t. •t i I i 'v \ i i
/ `~r~' I I I v h ~ 'V 471 I i i iJ~;i ) I~ I 1 I~ I' i I( 1, 1 I i '11 ~ ~P1FE~ 1 v j ~ 'I'~~I I
1, r•- I i it I 1 t ' L ~ i i r ii 1 !t ~1.1 ~ 11 C9i 1~~• 'tit ~ '~t 13 0' ~ I + ~I~ I I t a._._.a J. t r t r t i I I ~ i.~ 1 4, ~ J
a ,i ; 1 l rr._ 1._.-._._I ' P ~ , ~ . r.1, . it ~ . f ' ~9 \ n ~ _ t ,~Y.~~ ~ 1 •I ::.~~F 49 i II , . .I , 188 90 / ~i I I / / I I i ~ I 1 94 1 k I I . ~ . 1+. : ~ t
' ~ • / i ! I ,{J / I /I / I ~ I I I 1 1 ~ I . \ t \ 59 ~ !j . ~ f;: 1 I I 17 , 1 1 I' ~ i ,t' / ! t I• / l II 5 \ ~ ,r..; I + i -"t i \ i / 1~ f i I I I i; I I t t 1 i~ r i ~ I 1 i / r t ~ 1 t ~ I I ~ t ~ r ~ r. ~ a 1 ~
.G. ~ 1 +i ! l~ r / / / , , 1 TI/ i I I} ~7 I! ) ~'~=',J I jl it I II It Oll ` .\l ~ ~ y~'~ll ~4~ / / , / 1 It I ! I ! ! ~t~ r, I , `L . 1 , +ti. ( .?'/~j S
.1 1 li it / t r! i / i A ! r , t / \ \ li• i.rl /I.i, /!.rte / 11! / I i i. r / r.:~:~.~' / 1 \ I• L,l.._._.\_.J +L._!_._.__.J ~._._...1._._.J, L._._._.~.J J L._, .__._.{J 1-•-•-,-•-~-. ly._._.. , I I I r, •;i >,:rr, A 'll ~ Il ~ It ~ r~ !l fl!// j //i 1 r ~ 1 I ! ~ ~ tl t\ ' ,~i ~ r~ / ~»~~IG S i
\ ~ { } r , / ~ rl r / / / MH# 1 / / `'\I j Mti# / \ \ ~ t I r I I J , , r / \ I I F,ES 1 ~ / / t ~ ~ ~ ~~l ~ ~ r
/ I 1 I/ ~ , 1 I y / , ' EXISI1NG 30' T.O.H.S.
~ I / I ~ i i FROP. 30' PUBL{C f ~ ~ l ~ ~ ~ "UTILITY EASEMENT
I I I i i r I 1 / I r l ! , , , r 1 1 I NOTE: ss. EASEMENT ~ ' ~ ~BM 1993 PG 1292
. ~ i I I I + I I / I ~ I 1 I I I I + ' MAINTENANCE EASEMENT.
' . ~ ~ ~ ~~i ~ 1 + I I I I ~ I ? I { , , i I LINE TO RUN COLLINEAR ~ ~ ~ : `
/ I WITH OPEN SPACE LOT LINE ' 1 \ ~ , I\ FOR BMP ~ 1 AND 2 \ \
1 I \ III ' li• r ~ ~ ti ~ - \
- I; i ~ \ l \ ~ ^
4 I I . e
I:I ~ ; q
N II Z W
X U
TILITY NOTES: U _ W '2 CONTRACTOR SHALL bERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR 10
Y 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE TOWN OF HOLLY SPRINGS CONSTRUCTON. LOCATION OF EY,ISTING UTILITIES SHOWN ON PLANS IS BASED ON BEST
STANDARD SPECIFICATIONS AND DETAILS. I pLETED AS AVAILABLE INFORMATION BUT CAN BE GONSiDERED ONLY AS APPRGXIMATE. 2• UTILITY EASEMENTS SHALL BE RECORDED AFTER CONSTRUC110N S COM
~ 13. WHERE THE STATIC WATER PRESSURE IS IN EXCESS OF 80 PSI, A a PART OF THE SUBDIVISION PLAT. I PRESSURE REDUCING VALVE SHALL BE PROVIDED {NSIDE THE BU{LDING IN ACCORDANCE
~ 3. TOPOGRAPHIC INFORMATION PROVIDED IS BASED ON FIELD St,RVEY BY WITHERS & THE REQUIREMENTS OF THE PLUMBING CODE.
RAVENEL, INC. N " ~ K 14. SANITAPY SEWER MAINS INSTALLED tkiTH A DEPTH OF COVER OF 14 FEET TO 20 4. ALL SEWER SERVICES ARE 4 PVC. ALL WATER SERVICES ARE 3/4 TYP,. FEET SHALL REQUIRE SPECIAL BEDDING. SEWER SERVICES INSTALLED WITH A DEPTH OF
^ R WITH 5 8" WATER METER. r T SHALL REQUIRE CLASS I BEDDING FROM 4" BELOW THE o COPPE ~ VIRONPAENTAL COVER OF 14 FEE: TO 20 FEE
N 5. WETLANDS AND RIPARIAN BUFFERS DELINEATED BY SOIL ~ EN SERb1CE TO 4" INCHES OVEP, ltiE SERVICE iJNE. SEWER MAINS AND SERVICES ~ CONSULTANTS. INSTALLED WITH A DEPTH OF COVER OVER 20 FEET SHALL REQUIRE DUCTLE IRON
6. DELINEATED WETLAND AND RIPARIAN BUFFER AREAS SHALL NOT BE CLEARED, pipE FOR THE ENTIRE RUN BETWEEN MANHOLES OR CLEANOUTS. ®•°'°°A ~q ®'°•®o
r DRAINED, OR OTHERWISE DISTURBED UNLESS SPECIFICALLY PERMITTED BY THE U.S. 4 15. MINIMUM SLOPE FOR FOUR INCH SANITARY SEWER SERVICES SHALL BE 1% ®o®®'~'~ ~~~Rpl®°•
~ ARMY CORPS OF ENGINEERS AND NCDENR-DWO. T CLEANOUTS SHALL BE PROVIDED AS SHOWN ON THE PLANS BUT SHALL BE SPACED AT 7. ALL STORM DRAINAGE AND SANITARY SEWER LINES SHALL HAVE 20 EASEMEN S NO GREATER THAN 75 LF FOR 4" SERVICES. ALL CLEANOUTa SHALL EXTEND A
° CENTERED ON THE LINES UNLESS LOCATED COMPLETELY IN ROAD R/W. MINIMUM OF 6 INCHES A80VE FINISH GRADE OR MEET THE OPTIONAL CLEANOUT • 8Q' o
r 8. THE CONTRACTOR SHALL USE EXTREME CARE TO AVOID DISTURBING E ~ REQUIREMENT METHODS• SEE SHEET 18 FOR STORM DRAINAGE STREAM CHANNEL DURING SEWER LINE CONSTRUC110N. ALL SANITARY SEWER PIPE 16, ALL STORM DRAINAGE EASEMENTS SHALL BE CONSIDERED PRIVATE UNLESS m u s v( DRAINAGE DESIGN CHART ~ ' o i
I STREAM CROSSINGS AND DISTURBANCES SHALL BE PROTECTED. WITI.1 22" CLASS 1 m OTHERWISE NOTEC.
RIP-RAP WITH FABRIC UNDERLINER. M H VE A RiM 17. ALL WA~RLINE SHP,LL 8E 8" D!P UNLESS NOTED OTHERWISE. 0 9. ALL MANHOLES LOCATED OUTSIDE OF PAVED AREAS SHALL A F ~oaa.~°°°~\ o•
N ELEVATION ONE FOOT ABOVE FlNISHED GRADE MINIMUM. MANHOLES ADJACENT TO 100 NOTE: ps~l' !~®®®o®
y YR FLOOD PLAIN SHALL BE ELEVATED 2' ABOVE THE 100 YR FLOOD ELEVA.110N MIN. SEE SHEET 1S FOR BMP DETAILS DETAILS ®'b`s E, CPS oo®®
10. WATER LINE SHALL BE 2 MINIMUM OFF EDGE OF CURB UNLESS SHOWP! a OTHERWISE.
11. WATER 'MAINS SHALL BE LAID AT LEAST 10 FEET LATERALLY MEASURED
EDGE TO EDGE FROM EXISTING OR PROPOSED SANITARY OR STORM SEWER UNLESS T}iE
E ELEVAliONS OF THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE a N TOP OF THE SEWER WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. 'NI•IERE A
~ U/A•rcD ~IAIAi A~In a cewTaRV CFWFR r.RnSS. aND THE VERTICAL SEPARA110N IS LESS
io Rniu~ mnu. n.+ THAN 18 INCHES OR THE WATER LINE PASSES UNDER THE SANITARY SEWER, THE
SEWER MAIN SHALL BE DUCTILE IRON PIPE. ALL WATER LINES SHALL BE DUCTILE IRON E PIPE.
i
Date By Designer Scale
a o SS LAKE ROAD REVISIONS AND 6 16 06 WDH W&R 1"=100' 1, A WITHER= Sheet No.
D Du LOT 86 GRADING Dawn By Date " KO U"' K I VI A 0 R"' SU"'IVISION ® ENGINEERS I PLANNERS I SURVEYORS
' "C" 1 1 4 0 8 GAS MS 01 20 05 DDED OUTFALL obNo. HOLLY SPRINGS, NORTH CAROLINA G R% A ru""" I G 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
[RCREVISED Revision i PER TOWN COMMENT 3 08 WDH Checked By 1 ESUBMITTAL FOR STORMWATER PERMIT 2 20 09 TLM JAB 204349
Y

I ~ ~ _
~ ~ ry r _ _
~ ' / ~ ~ ~ ` ` \ \
N ~ ~ \ ~ .
~ e / ~ •
- \ \ .fir , SEE BMP CHARTS AT LEFT FOR SIZING DATA 4x4' PRECAST REINFORCED s ~ CONCRETE MANHOLE
~
e ~ ~ ~ ~ ~ ~
\ L~ \ ~ \
~ - ---r~__--- ~ \ ~ \ v . v .
_ 3~Q ~ ~ \ \ - ~ 1/4°x 2" STEEL STRAP W/
' ~ 2 - 3/4" ANCHOR BOLTS ~ i ` 2 STRAPS REQ'D
\ ~ t '0-RING' JOIN T
~ ' ' ` ~ ~ \ ` ~ ~ - ~ ~ \ NOTE:
1 t ~ ~ y . ~ 4"x4" TEE PLACE STEM SUPPORTS ` ~ ~ /'/AT 3' FROM BASE
~ i 1 \ ~ ~ ~ ~ ~ ~ ~ i t OUTLET ORIFICE
~ i ~ NORMAL POOL , ` ~ \ , . (INSTALL ORIFICE FOL.LObVING SITE S?ABII_IZATION) ~
~ . ~ `t ~ ~ ~ ~ ~ ~ \ i ~ GROUT EACH SIDE
~ _
~ ~ ~ ~ ~ 1 , ~ ~ 4' DiP I ~ ~ i i~~~ t
~ ` ~ ~ \ ~ i i JOINT SEALED WITH A-LOCK NEOPRENE
' ~ ~ 6 \ ~ ~ ~ 6" NRS GATE VAL',lE I ~ i i GASKET CAST IN MANHOLE WALL
~ ~ ~ ~ 6•'x4:' TEE ~ ~ ~ ~ ~ DRAWDOWN OUTLET ~ d i i '0-RING' GASKETED
. ~ ~ ` . `~ti ~ ~ ` ~ ` \ \ } i (CONNECT SKRu1MER TO OUTLET ~ ~ CLASS III RCP ` \ ~ , \ \ ~ UNTIL SITE IS STABILIZED) i ~
~ i i
~ ~ \ ` \ ~ PAVED INVERT cROUr s"
\ ~ , ~ ~ ` ~ ~ ~ ~
~ \ ~ III \ I ~ ~ r a:°' ~ ~P a°
~ I I \ e ~
~ .r-~'' ~ ~ ~ . \ ~ i \ / i';'
~ ~ ~ .y~~ ` ~ \ ~ i /~i ~
RISER & DRAWDOWN DEVICE DETAIL
'V \ ' a \ ~ ~ ~ ~ - ~ ; I ~ i ~ \ / ~
~ k ~ •~~c ` ~ ~ V `
o ~ ~ o ~ \ \ / 1' /'i I
~ i. \ t ~3 ~ y i i i / ~ ~ ~
e - p~ e ' i i' /
~ a
~ ' ~ ' ~ O.C. EACH WAY ` ' i i /
` O ~ s ~ ~ ' ~ \ ~ ' v I / / / ~ i
s ~ e` ~ / ~ ~ 1/2" PREFORMED JOINT ` / , FILLER, 12' WfDE
~ \ \ ~ ~ ~ i /
~ \ ~ / / L \ ~ ~ ~
- ~ ~ / / / , ~ i ~ / I ~ ,
~ '
(
1 i
1 \ / I ~ I
~ f
4" SKIMMER DEVICE w SOLE: I " = ~0' / 2.5" ORIFICE
(CONNECT TO 6" DIP EMERGENCY 4" SKIMMER DEVICE w 2" ORIF SCALE: 1 " = 30' DRAWDOWN ORIFICE UNTIL S{TE RCP RISER ( ECT TO 6" DIP EMERGENCY
CONN ~ ICE IS STABILIZED) DRAWDOWN ORIFICE UNTIL SITE
IS STABILIZED) RCP RISER WATER LEVEL DURING STORIv1 i' MIN. FREEBOARD TOP OF DAM !
TRASH H00 WATER LEVEL DURING STORM 1' MIN. FREEBOARD TOP G /TOP OF DAM 8»
= I I=111_{ I TRASH H00 -I I I~ I = - PEAK FL I- { I I _
I I-I I OW ATTENUATION POOL = _I I -I I~ ~ I=1I I-1I
=III _I T - _ ~ I I I I- I I ' -i I ~ I ~ I - - --~~"~I- ~ ~ - = PEAK FLOW ATTENUATION P Ol =
_ - ti , MINIMUM SLCPE 2 : 1 -III~II--- 'II i ~.I I ELEUanoN sECrION
n= - _ ~ ~ -III III- _ _ -111,;,1 I I_= i T I.. ~ ' ~-I I I ~I I - _ ' I_ il` MINIMUM SLOPE 2 : 1
ill~ll~ - '-~i-=_ III ~ ~ - EARTH DA - ~ M -111-1 ~ -1I
11=III-_ _ t!I_I = L_~II~ - IIIII r. EARTH DAM 200G PSF fJIN.
~ DISSIP,4TCR PAD - 1=" 1=III=III=11 !I- ANTI-FLOATATION DEVICE - ~ h-i ' _ -I f RIF I I=III ~ - I'-- - ~T -II~,..,I~1=1Ii-II I II_II{ RAP iII~
'I I I-I I I_I i l-~ ANII-FLOATATION DEVICE (I I I I Ii i~ I ~ I~ ~ _ = I ~ I II_„III~II III I .,III=III ~ ~ i I I I BEARING cAPACtTr SEE BMP CHARTS AT LEFT FOR SIZING DATA DISSIPATOR PAD BENEATH COLLAR - RIP RAP
~l~~-_II .ill-il= _ - _ _111=11!~ _ L,,III_i _ -
ANTI sEEP coLLAR ~'''-i il~I i 1=1 = _ _ -i i ~I I ~ I I- - -1!1-11~ il-
DIM ~I~II~-~tL~II- ANTI-SEEP COLLAR `Ii~~ ENSIGNS ELEV. RCP OUTLET PIPE--~' i ICI i I = _ TYPICAL ANTI-SEEP COLLAR ~_ITI-11 i~l
NORMAL POOL 2.5" ORIFICE 12,458 SF 354.20 DIMENSIONS ELEV. ~'li =111.,;,111' III=
TOP OF DAM WIDTH 10' CROSS SECTION NORMAL POOL 2" RCP OUTLET PIPE 360.00 ORIFICE 8,538 SF 356.00 ANTI-SEEP COLLAR 48° x 48" - TOP OF DAM WIDTH 10' 364.00 CROSS SECTION NTS
TOP OF ANTI-FLOATATION 84° DIA, 348.00 ANTI-SEEP COLLAR 48" x 48"
TOP OF RISER 4'x4' BOX 356.60 TOP OF ANTI-FLOATATION 84" DIA. 3 51.00
TOP OF RISER 4'x4' BOX 358.00
~ SCREEN ACCESSIBLE THROUGH DOOR
VENT W
Z W
Y U f
NOTE: ( ~i ,
Y SKIMMER MAY VARY SLIGHTLY FROM
I LLUSTRATION MANHOLE RIN G & COVER ACCESS
OFFSET OVER STEPS do DRAWDOWN VALVE
N N
N
D
O N FLOAT
°i
L OUTLET END' CONNE ° CTION °
TO RISER 3" PRECAST CONCRETE SLAB T~ 8" TALL BLOCKING
0 oo®ooeo+e+o++®®® N °°ooo CAly~p °++°B BA
r O~a°o°oooa~a o° I HESS/p NO BARREL PIPE LONGER THAN SHOWN volD SPACE NOT INCLUDED WITH SKIMMER
o ,a ~ o SUf 3 ~ 0 SUPPLIED BY USER
o s S PRECAST REINFORCED BOX
m N ° ° 0 e
~ ~p o FLEXIBLE JOINT °0 9 ° ~ v FLEXIBLE JOINT
m e°° °°°o0p ~ ~°o°!\~ a +0 S ` SEE BMP CHARTS AT LEFT FOR SIZING DATA
E. CPS ooo °0®+++ 0+000®®o CONNECT SKIMMERS TO 6" EM °
ERGENCY DRAWDOWN ORiffCES AT E ® RISERS AS SHOWN IN DETAIL ABOVE RIGHT. R EMOVE SKIMMERS I WN ORiffCES AT BASE OF 40VE SKIMMERS FOLLOWING
° SITE STABILIZATION.
0
0 SKIMMER DET :F >KKMMER DETAIL TYPICAL TRASH RACK
a NIS NTS
No. Revision Date B Designer ' NOW i Scale
o A BMP#1 GRADING 6/16/06 WDH W&R NOTED
° B ADDED OUTFACE "C° 1/14/08 GA Drawn By Cate n S [77B R07 KOOK MANUK
a C REVISED PER TOWN COMMENT 3/03/08 WOH&R 06/i2 04 S U B D I V" I S I N
D RESUBMITTAL FOR STORMWATER PERMIT 2 20 09 TLM Checked By job No. A, 'A HOLD SPRINGS NORTH CAROLINA STkffJ%KMWATEF
VJDH , 204349 Y IA TER ~ ® A Sheet No. DETAILS G
ENGINEERS 9 PLANNERS I SURVEYORS •J
low 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com