20041626 Ver 1_Complete File_20040107

O?O? W AT ?RpG
r
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
January 4, 2005
Mr. John Powell c/o Withers & Ravenel
Attn: Mr. Brad Hart
111 MacKenan Drive
Cary, NC 27511
Subject Property: Powell Tract at 1010 Road
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 04-1626
Wake County
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions
Dear Mr. Powell:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact no more than 75 linear feet of stream; 0.26 acres of Neuse buffers; and 0.304
acres of wetlands for the proposed commercial development at the subject property, as described within
your application dated September 28, 2004 and additional information received by the N.C. Division of
Water Quality (DWQ) on December 17, 2004. After reviewing your application, we have decided that
the impacts are covered by General Water Quality Certification Number(s) 3402 (GC3402). The
Certification(s) allows you to use Nationwide Permit(s) 39 when issued by the US Army Corps of
Engineers (USACE). This letter shall also act as your approved Authorization Certificate for impacts to
the protected riparian buffers per 15A NCAC 2B .0233. In addition, you should obtain or otherwise
comply with any other required federal, state or local permits before you go ahead with your project
including (but not limited to) Erosion and Sediment Control, Non-discharge, and water supply watershed
regulations. Also, this approval to proceed with your proposed impacts or to conduct impacts to
waters as depicted in your application shall expire upon expiration of the 404 or CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 211.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] /Internet: http://h2o.enr.state.nc.us/ncwetlands
No One
Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Mr. John Powell
Page 2 of 4
January 4, 2005
Amount Approved
(Units) Plan Location or Reference
Stream 75 (feet) PCN form
Neuse Buffer 0.26 (acres) PCN form
Wetlands 0.304 (acres) PCN form
2. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
3. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
5. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning
fencing (or similar high visibility material) for the areas that have been approved to infringe
within the buffer, wetland or water prior to any land disturbing activities to ensure compliance
with 15A NCAC 2B .0233 and GC 3402.
Mr. John Powell
Page 3 of 4
January 4, 2005
6. Written Stormwater Management Plan (No Further Approval Needed)
All Stormwater shall be directed as diffuse flow at non-erosive velocities through the protected
stream buffers and will not re-concentrate before discharging into the stream as identified within
15A NCAC 2B .0233(5).
The final, written stormwater management plans (including a signed and notarized Operation and
Maintenance Agreement) dated December 15, 2004, must be implemented and the stormwater
management facilities shall be constructed and operational before any permanent building is
occupied at the subject site. The structural stormwater practices as approved by this Office as well
as drainage patterns must be maintained in perpetuity. No changes to the structural stormwater
practices shall be made without written authorization from the Division of Water Quality.
7. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification, shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.
J
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/vn?C?.-tiUYt, cv) ?iLt,??
?L j r , I ? ? G??-r?-ti?'
Mr. John Powell
Page 4 of 4
January 4, 2005
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act and the Neuse riparian buffer protection rule as described within 15A NCAC 213 .0233. If you have
any questions, please telephone Cyndi Karoly at 919-733-9646 or Bob Zarzecki at 919-733-9726.
Sincerely,
Alan W. Klimek, P.E.
AWK/cvdw
Enclosures: GC 3402
Certificate of Completion
cc: Sean Peffer, Robert Goldstein & Assoc., Inc., 8480 Garvey Dr., Raleigh, NC 27604
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Filename: 041626PowellTract@ 1010(Wake)401+Buffer
Project Name: Powell Tract @ 1010
Project No. DNV Q 04-1626
Pond 1
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 2.7 average depth status
Bottom of Basin (ft) 396
Permanent Pool (ft) 400 4 ft. depth ok
Temporary Pool (ft) 404.5 4.5 ft. depth ok
areas
Permanent Pool SA (sq ft)
16412
13488 sq. ft.
ok
Drainage Area (ac) 21.81 13488 based of avs depth ok
Impervious Area (ac) 8.66 39.7 % -
volumes
Permanent Pool (cu ft) 44866
Temporary Pool (cu ft) 35981 32251 cu. ft. ok
Forebay (cu ft) 10411 23.2 % check forcbc
other parameters
SA/DA 1.42 1.42 -
Orifice Diameter (in) 2 0.16 cfs drawdown -
Design Rainfall (in) 1 2.6 day drawdown ok
Linear Interpolation of Correct SAIDA***
4 ft. Permanent Pool Depth
17o Im ervious SA/DA iron (Avg. Depth)
Next Lowest 30 1.08 1.08 1.08
Project Impervious 39.7 1.42 1.42 1.42
Next Highest 40 1.43 1.43 1.43
3 ft 4
Project Name: Powc1l Tract @ 1010
Project No. DWQ 04-1626
Pond 2
SUBA117TED DESIGN: REQUIRED DESIGN:
elevations 1.5 average depth status
Bottom of Basin (ft) 386
Permanent Pool (ft) 390 4 ft. depth ok
Temporary Pool (ft) 395 5 ft. depth ok
areas
Permanent Pool SA (sq ft) 6589.5 6397 sq. ft. ok
Drainage Area (ac) 9.85 8140 based on avg depth check surfac
Impervious Area (ac) 4.14 42.0%
-
volutes
Permanent Pool (cu ft) 11892
Temporary Pool (cu ft) 14462 15313 cu. ft. check tempo
Forebay (cu ft) 3180 26.7 % check forebc
other parameters
SA/DA 1.5 1.49 -
Orifice Diameter (in) 1 0.04 cfs drawdown -
Design Rainfall (in) 1 4.0 day drawdown ok
Linear Interpolation of Correct SAIDA***
4 ft. Permanent Pool Depth
C7( Impervious SA/DA fron (Avg. Depth)
Next Lowest 40 1.43 1.848358753 1.05
Project Impervious 42.0 1.49 1.90 1.15
Next Highest 50 1.73 2.088593216 1.43
3 ft 4
WITHERS RAVEN EL DEC 7
2004
FYETU,N S AND TTDLATER BN t1f
STORMWATER MANAGEMENT PLAN
1) a # o-'V, 62&
POWELL TRACT AT TEN-TEN RD.
Cary, North Carolina
Prepared For:
WINDJAM DEVELOPMENT GROUP
1130 Situs Ct., Suite 250
Raleigh, NC 276o6
Prepared By:
WITHERS & RAVENEL, INC
iii MacKenan Drive
Cary, North Carolina 27511
Revised December 2004
W&R Project No. 204028
® POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
INTRODUCTION
® The purpose of this study is to document pre- and post-development peak stormwater discharges
for the 1-year, 5-year, and io-year design storm events. The goal is to provide detention structures
adequate to maintain a discharge less than or equal to the pre-development peak discharges after
the site has been developed.
The site currently has two streams with ioo It buffers, one in the center of the site and another on
the north boundary of the site. There are no ponds on the existing site. There are two stormwater
Best Management Practice (BMP) proposed for the site to meet peak attenuation requirements and
provide reductions of 85% Total Suspended Solids (TSS) and 25% Total Nitrogen (TN). The
proposed BMPs are designed with a normal pool depth of three feet and meet the surface area and
storage requirements as regulated by the North Carolina Department of Environment and Natural
Resources.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by the Wake
County aerial topographic information (2-ft contours), field survey data and proposed development
within the drainage areas. The Powell Tract was entered into the model as three drainage areas
based on natural and proposed drainage patterns, to evaluate post development peak discharge
rates. In the proposed model, the area was subdivided with two areas routed through the BMPs and
the remaining area discharging directly to the outfall. The individual peak discharge rates from the
three evaluation points were summed to get total pre- and post-development peak discharge.
The scope of work included the following analyses:
Hydrology
® ? Simulation of the 1-year, 5-year, to-year, and ioo-year rainfall events for the Cary area
? Formulation of the 1-year, 5-year, io-year, and loo-year flood hydrographs for the pre-
and post-development drainage areas
Hydraulic
? Routing the i-year, 5-year, io-year, and looyear flood hydrographs for post development
runoff through the proposed stormwater BMPs
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 two wet ponds.
The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to
create a routing computer simulation model using Haestad Methods PondPack vg.o software. This
PondPack model was then used to assess the impact of the peak discharges for the design rainfall
events. The PondPack modeling results are provided as appendices to this report.
HYDROLOGY
The Rational Method was used to determine peak discharge rates for the 1-year, 5-year, 10-year, and
100-year design storm events for the Cary, North Carolina area. The rational formula estimates the
peak rate of runoff by using the drainage area, runoff coefficient, and mean rainfall intensity for a
duration that is equal to the time of concentration. The rational formula is calculated as follows:
49
Powell Tract at Ten-Ten Rd i W&R Project 204028
Stormwater Management Report September 2004
49
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
Q=CIA
Where:
Q = Peak flow form the drainage area (cfs)
C = Coefficient of runoff
I = Rainfall intensity (in/hr)
A = Drainage area (acres)
The runoff coefficients were determined using those values developed by Dr. H.R. Malcolm, North
Carolina State University, and published in Handbook of Applied Hydrology, Chow, 1964. The
values used for each drainage area are listed below in Table 1.
TABLE 1. DRAINAGE AREA SUMMARY
Pre-Development
Drainage Area ##1
Description Acres Runoff Coefficient
Open Space 16.29 0.22
Woods 0.42 0.20

Total 16.71 0.22
Drainage Area #2
Description Acres Runoff Coefficient
Open Space 0.44 0.22
Woods 6.21 0.20

Total 6.65 0.20
Drainage Area #3
Description Acres Runoff Coefficient
Impervious 0.82 0.95
Open Space 11.48 0.22
Woods 18.72 0.20

Total 31.02 0.23
Powell Tract at Ten-Ten Rd 2 W&R Project 204028
Stormwater Management Report September 2004
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
Post Development
Drainage Area #1
Description Acres Runoff Coefficient
Onsite
Open Space 0.90 0.22
Impervious Surface 3.57 0.95
Lots 12.24 0.40
Offsite
Woods 2.5 0.20
Open Space 0.5 0.22
Impervious Surface 2.1 0.95

Total 21.81 0.51
Drainage Area #2
Description Acres Runoff Coefficient
Onsite
Open Space o.81 0.22
Impervious Surface 1.78 0.95
Lots 4.o6 0.40
Offsite
Open Space 2.6 0.22
Impervious Surface o.6 0.95

Total 9.85 o.62
Powell Tract at Ten-Ten Rd 3 W&R Project 204028
Stormwater Management Report September 2004
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
Drainage Area #3
Description Acres Runoff Coefficient
Open Space 1.82 0.22
Woods 14.37 0.20
Impervious Surface 2.95 0.95
Lots 11.88 0.40

Total 31.02 0.35
The Modified Rational Method was used to size the detention storage for the two wet ponds due to
the small drainage areas (<25 acres). The Modified Rational Method is an extension of the rational
method for rainfalls with durations greater than the time of concentration. The method was
modified so that the concepts of the rational method (peak discharge) could be used to develop
hydrographs for storage routing. The Modified Rational Method within PondPack calculates the
storage volume for hydrographs of rainfalls of various durations to determine the critical duration
for the design storm as the one requiring the greatest detention storage volume. This critical
duration is used to calculate the discharge rate and volume of water that is routed through the pond
structure. The hydrograph developed maintains the calculated volume and adjusts the peak
discharge rate accordingly. Thus, the peak discharge for the Modified Rational Method is less than
the calculated Rational Method.
The rainfall data used in this design was taken from the Intensity-Duration-Frequency Table for the
Raleigh area published in the City of Raleigh Stormwater Management Design Manual. The Kirpich
(TN) method was used to compute pre-development time of concentrations for the drainage areas.
The Kirpich (TN) equation is as follows:
Tc = 0.00013 * (Lt'-n)*(St-0.385)
Where:
Tc = Time of Concentration (hrs)
Lr - Flow Length (ft)
Sr = Slope (ft/ft)
The post-development time of concentration was set at 5 minutes for all drainage areas to account
for the piped drainage systems and small areas of sheet flow.
HYDRAULICS
Computer simulated reservoir routing of the 1-year, 5-year, 1o-year, and loo-year design storms
utilized stage-storage and stage-discharge functions. Stage-storage functions were derived from the
proposed contours for the two wet ponds. A non-linear regression relation for surface area versus
Powell Tract at Ten-Ten Rd 4 W&R Project 204028
Stormwater Management Report September 2004
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
elevation was derived for each BMP. 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 outlet
structure for the pond.
CONCLUSIONS
Based on the routing study, the post development peak discharge from the entire site is less than
the pre-development peak forthe 1-year, 5-year, and 1o-year design storms. Table 2 below
summarizes the peak attenuation results. Both ponds also contained the discharge from the 1oo-
year storm without overtopping the dam.
The resulting post development nitrogen export is 1.99 lbs/ac/yr for the site. A buy-down is not
required since the nitrogen export is less than 3.6 lbs/ac/yr. Copies of the detailed supporting
calculations for nitrogen export are provided in an appendix to this report.
TABLE 2. PEAK ATTENUATION SUMMARY FOR THE 1-YEAR, 5-YEAR, AND 10-YEAR DESIGN STORMS
1-year Qpeak 5-year Q.peak 10-year Qpeak
Pre-development
Drainage Area #1 (Onsite Only) 17.77 cfs 23.07 cfs 25.38 cfs
Drainage Area #2 (Onsite Only) 6.88 cfs 8.88 cfs 9.74 cfs
Drainage Area #3 32.90 cfs 42.90 cfs 47.26 cfs
Pre-Development Total 57.76 cfs 74.85 cfs 82.38 cfs

Post-Development
Drainage Area #1 o.16 cfs 0.19 cfs 0.20 cfs
Drainage Area #2 0.05 cfs 0.05 cfs o.o6 cfs
Drainage Area #3 55.64 cfs 71.79 cfs 78.77 cfs
Post-Development Total 55.85 cfs 72.03 cfs 79.03 cfs
Powell Tract at Ten-Ten Rd 5 W&R Project 204028
Stormwater Management Report September 2004

2'ON-SITE
DA\#
?_ ,-,t - ?
Acres

v

1;
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\ _ 31:02 Ace`s
-

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,77777-7

Project Name: Powell Tract at Ten-Ten Road
City/State: Cary, NC
Project #: 204028
Date: 13-Jul-04
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
RPmnval Fffirienrv in the Piedmont
% Impervious
Cover Permanent Pool Dept
3.0 4.0 5.0 6.0 h (feet)
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: NCULNK/UWQ Stormwater Best Management t'ractices, pg. 5, April 1999
WET POND #1 (85% TSS Reduction; 25% TN Reduction)
Total On-site Drainage Area = 16.71 acres
On-site Impervious Area = 6.63 acres
% Impervious Surface Area = 39.7 %
Surface Area of Permanent Pool:
Assumed depth - 3 4 5 feet
SA/DA ratio - 1.72 1.42 1.24 %
Minimum pond surface area (SA) - (DA * SA/DA ratio)/100
SA = 0.287 0.237 0.207 acres
12499 10325 9032 sq. ft.
Normal pool elevation 400.0 feet
Surface area provided - 0.377 acres
16442 sq. ft.
From Table 1.1
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv v 0.05 + 0.009(1) where, Rv a Runoff coefficient, in./in.
I - Percent impervious
Rv s 0.41 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.567 acre-ft
24690 cu. ft.
Stormwater BMP Calcs Powell Ten-Ten Ju104.x1s - Pond #1 12/15/2004
Project Name: Powell Tract at Ten-Ten Road Project #: 204028
Ci State: Cary, NC Date: 13-Jul-04
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Rrmnval Fffirirnrv 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: NCUENK/UWQ 5tormwater best Management rracuces, pg. 5, Apm I vvv
WET POND #2 (85% TSS Reduction; 25% TN Reduction)
Total On-site Drainage Area = 6.65 acres
On-site Impervious Area = 2.80 acres
% Impervious Surface Area = 42.0 %
Surface Area of Permanent Pool:
Assumed depth e 3 4 5 feet
SA/DA ratio e 1.81 1.50 1.31 %
Minimum pond surface area (SA) - (DA * SA/DA ratio)/100
SA = 0.120 0.100 0.087 acres
5242 4350 3787 sq. ft.
Normal pool elevation o 390.0 feet
Surface area provided m 0.141 acres
6124 sq. ft.
From Table 1.1
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0987)
Rv - 0.05 + 0.009() where, Rv - Runoff coefficient, inJin.
- Percent impervious
Rv - 0.43 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.237 acre-ft
10342 cu. ft.

Orifice Calculator
Wet Pond #1
Q =Cd*A*(2gh)^(112
Variables Constants
WQ Volume: 0.82601 Acre-ft 35981 cf g = 32.2 ft/s2
Head: 4.5 ft 2.25 ft Cd= 0.6
Draw down time: 63 hrs 226800 s
Orifice Area = 0.021966 sq. ft 3.163058 sq. in
Orifice Diameter = 2.0 in
Wet Pond #2
Q =Cd*A*(2gh)^(1/2
Variables Constants
WQ Volume: 0.332 Acre-ft 14461.92 cf g = 32.2 ft/s2
Head: 5 ft 2.5 ft Cd= 0.6
Draw down time: 95 hrs 342000s
Orifice Area = 0.005554 sq. ft 0.799831 sq. in
Orifice Diameter = 1.0 in
PRE-DEVELOPMENT
CALCULATIONS
Powell Tract at Ten-Ten Rd 6 W&R Project 204028
Stormwater Management Report September 2004
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Job File: K:\04\04-020\04028\H&H\PondPack\Rational\PRE_DAl_RATIONAL.PPW
Job File: K:\04\04-020\04028\fi&H\PondPack\Rational\PRE_DA2_RATIONAL.PPW
Job File: K:\04\04-020\04028\H&H\PondPack\Rational\PRE_DA3_RATIONAL.PPW
Rain Dir: K:\04\04-020\04028\H&H\PondPack\Rational\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Date: 9/3/2004
Project Engineer: Withers and Ravenel
Project Title: Powell Tract at Ten-Ten Rd
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT - PRE-DEVELOPMENT
Project Comments:
This report documents pre-development peak discharge rates for the drainage areas in the
Powell Tract.
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 12:52 PM
Date: 9/4/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT - PRE-DEVELOPMENT
Table of Contents i
Table of Contents
********************** RAINFALL DATA ***********************
1-year IDF......
5-year IDF......
10-year IDF.....
100-year IDF....
1 yr
I-D-F Table ........................ 1.01
5 yr
I-D-F Table ........................ 1.01
10 yr
I-D-F Table ........................ 1.02
100 yr
I-D-F Table ........................ 1.02
********************** TC CALCULATIONS *********************
DA 1............ PRE
Tc Calcs ........................... 2.01
DA 2............ PRE
Tc Calcs ........................... 2.02
DA 3............ PRE
Tc Calcs ........................... 2.03
****************** RATIONAL METHOD CALCS *******************
DA 1............ PRE
C and Area ......................... 3.01
Rational Predev. Peak Q ............ 3.02
DA 2............ PRE
C and Area ......................... 3.03
Rational Predev. Peak Q ............ 3.04
DA 3............ PRE
C and Area ......................... 3.05
Rational Predev. Peak Q ............ 3.06
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 12:52 PM Date: 9/4/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... I-D-F Table Page 1.01
Name.... 1-year IDF Tag: 1 yr Event: 1 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 1-year IDF Tag: 1 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 5.1000
.1670 4.2000
.2500 3.5000
.3330 3.0000
.5000 2.3800
1.0000 1.5000
2.0000 .8900
3.0000 .6500
6.0000 .3830
12.0000 .2330
24.0000 .1250
Type.... I-D-F Table Page 1.01
Name.... 5-year IDF Tag: 5 yr Event: 5 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 5-year IDF Tag: 5 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 6.5800
.1670 5.5400
.2500 4.7400
.3300 4.1200
.5000 3.2800
.6670 2.7700
.8330 2.3800
1.0000 2.1200
1.5000 1.5200
2.0000 1.2000
3.0000 .8900
6.0000 .5600
12.0000 .3300
24.0000 .1900
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 12:52 PM Date: 9/4/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... I-D-F Table Page 1.02
Name.... 10-year IDF Tag: 10 yr Event: 10 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 10-year IDF Tag: 10 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 7.2200
.1670 6.1300
.2500 5.2500
.3300 4.6400
.5000 3.7100
.6670 3.1500
.8330 2.7100
1.0000 2.4100
1.5000 1.7400
2.0000 1.3700
3.0000 1.0200
6.0000 .6500
12.0000 .3900
24.0000 .2200
Type.... I-D-F Table Page 1.02
Name.... 100-year IDF Tag: 100 yr Event: 100 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 100-year IDF Tag: 100 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 9.7200
.1670 8.4000
.2500 7.2400
.3330 6.4700
.5000 5.2800
.6670 4.4800
.8330 3.8800
1.0000 3.5000
1.5000 2.5300
2.0000 2.0000
3.0000 1.5000
6.0000 .9600
12.0000 .5700
24.0000 .3300
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 12:52 PM Date: 9/4/2004

® POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT - PRE-DEVELOPMENT
®
®
Type.... Tc Calcs Page 2.01
® Name.... DA 1 Tag: PRE
® File.... K:\04\04-020\04028\11&H\PondPack\Rational\PRE-DAI-RATIONAL.PPW
®
................
........................................................
...........................
® TIME OF CONCENTRATION CALCULATOR
........................................................................

® ---------------- --------------------------------------------------------

® Segment #1: Tc: Kirpich (TN)
® Hydraulic Length 1390.62 ft
Slope .047500 ft/ft
® Multiplier 1.000 (Tc Adjustment)
® Avg.Velocity 3.49 ft/sec
®
Segment #1 Time: .1106 hrs
® ----------------- -------------------------------------------------------
®
Total Tc: .1106 hrs

® Type.... Tc Calcs Page 2.01
Name.... DA 1 Tag: PRE
®
File.... K:\04\04- 020\04028\H&H\PondPack\Rational\PRE DA1 RATIONAL.PPW
-------------

® ----
Tc Equations used -------------------------------------------------------
...
----------------- -------------------------------------------------------
®
Kirpich (TN)
®
Tc = 0.00013 * (Lf**0.77) * (Sf**-0.385) * Mt

® Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
® Sf = Slope, ft/ft
Mt = Tc Multiplier (Tc adjustment)

® SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 12:52 PM Date: 9/4/2004
40
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Tc Calcs Page 2.02
Name.... PRE DA 2 Tag: PRE
File.... K:\04\04-020\04028\H&H\PondPack\Rational\PRE DA2 RATIONAL.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 682.68 ft
Slope .067400 ft/ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 3.39 ft/sec
Segment #1 Time: .0559 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0559 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------
Type.... Tc Calcs Page 2.02
Name.... PRE DA 2 Tag: PRE
File.... K:\04\04-020\04028\H&ii\PondPack\Rational\PRE DA2 RATIONAL.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== Kirpich (TN)
Tc = 0.00013 * (Lf**0.77) * (Sf**-0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft/ft
Mt = Tc Multiplier (Tc adjustment)
SIN: 22160372EiC5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 12:52 PM Date: 9/4/2004
e
e
e
NT
Pe 2. 03
e
e
e'------
e
e
e
e
e
969 hrs
or ------
e=======
w 1 69 hrs
======
2.03
e
e
e
e
e
e
e
e
e
e
e
e
e
e
Ste: 9/4/2004
e
e
•
TRACT AT TEN-TEN RD
)UTPUT - PRE-DEVELOPMENT
Page 3.02
Event: 1 yr
ick\Rational\PRE DA1 RATIONAL.PPW
1ETHOD PEAK DISCHARGES
) CONDITIONS ---
e Conversion = 43560 / (12 * 3600)
:ve
:DF
:DF
IDF
IDF
Tc = .1106 hrs
---
-
-------------
I ----
-
--
Area I
Peak Q
in/hr acres 1 cfs
•------------
1 4.8045 ----------I
16.710 1 ----------
17.77
6.2385 16.710 1 23.07
i 6.8621 16.710 1 25.38
9.2866
------------ 16.710 I
---------- 34.35
1
Ravenel
:52 PM Date: 9/4/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Job File: K:\04\04-020\04028\11&H\PondPack\Rational\DA1_RATIONAL.PPW
Rain Dir: K:\04\04-020\04028\H&H\PondPack\Rational\
JOB TITLE
Project Date: 9/3/2004
Project Engineer: Withers and Ravenel
Project Title: Powell Tract at Ten-Ten Rd
Project Comments:
This report documents the post-development peak discharge rates for the drainage area, onsite and
offsite, of Pond #1.
DESIGN SUMMARY
Pond #1 - Normal Pool = 400 ft
Bottom Elevation = 396 ft
Top of Dam = 407 ft
Required Surface Area = 0.237 Acres (10,325 ft2)
Surface Area Provided = 0.377 Acres (16,442 ft2)
Required WQ Storage Volume = 0.567 Acre-ft (24,690 ft3)
WQ Storage Volume Provided = 0.826 Acre-ft (35,981 ft3)
10-year Calculated Freeboard = 3.40 ft
100-year Calculated Freeboard = 2.21 ft
Outlet Structure:
3 ft x 3 ft Inlet Box Riser - Crest = 404.5 ft
Orifice @ 400 ft - 2 in circular
12 in RCP Culvert
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Table of Contents i
Table of Contents
++++++++++++++++++++++ MASTER SUMMARY ++++++++++++++++++++++
Watershed....... Mod. Rational Grand Summary ........ 1.01
Master Network Summary ............. 1.02
++++++++++****+++++*++ RAINFALL DATA +++++++++++++++++++++++
1-year IDF...... 1 yr
I-D-F Table ........................ 2.01
10-year IDF..... 10 yr
I-D-F Table ........................ 2.02
100-year IDF.... 100 yr
I-D-F Table ........................ 2.03
5-year IDF...... 5 yr
I-D-F Table ........................ 2.04
++++++++++++++++++++++ TC CALCULATIONS +++++++++++*+++++++++
DA 1............ POST
Tc Calcs ........................... 3.01
+++++++++++++++++++++++ POND VOLUMES +++++++++++++++++++++++
POND 10......... Vol: Elev-Area ..................... 4.01
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 5.01
SIN:
PondPack Ver: Compute Time:
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM
Date:
Date: 12/15/2004
e

® POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
®

® Table of Contents ii
®
Table of Contents (continued)
®
Composite Rating Curve ............. 5.04

® *********** ******* RATIONAL METHOD CALCS ************* ******

® DA 1....... ..... 1 yr
Mod. Rational Storm Calcs .......... 6.01

DA 1....... ..... 5 yr
6
02
Mod. Rational Storm Calcs .......... .
®
DA 1....... ..... POST
® C and Area ......................... 6.03
® DA 1....... ..... 10 yr
Mod. Rational Storm Calcs .......... 6.04
®
® DA 1....... ..... 100 yr
Mod. Rational Storm Calcs .......... 6.05

® SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Mod. Rational Grand Summary Page 1.01
Name.... Watershed
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAlRATIONAL.PPW
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
+ +
+ +
* MODIFIED RATIONAL METHOD
* ---- Grand Summary For All Storm Frequencies ----
+ +
+ +
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)

................ Area =
......... 21.810 acres
.................. Tc
............... = .0833
....... hrs
...........
................ ......... .......... ........ ............... ..................
VOLUMES
Freq. Adjusted Duration I Qpeak Allowable Inflow Storage
years 'C'
---------------- hrs
--------- in/hr
---------- cfs
-------- cfs
----------- --- ac-ft
-------- ac-ft
----------
1 .509 .3833 2.8131 31.46 30.16 .997 .415
5 .509 .4000 3.7741 42.21 39.19 1.395 .613
10 .509 .4167 4.1659 46.59 43.12 1.604 .713
100 .509 .4333 5.7550 64.36 58.40 2.305 1.058
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
s
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\04-020\04028\H&fi\PondPack\Rational\DAl_RATIONAL.PPW
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID
Return Event
------------
1 yr
5 yr
10 yr
100 yr
Rainfall
Type
---------------
I-D-F Curve
I-D-F Curve
I-D-F Curve
I-D-F Curve
Wake Co IDF Stor
IDF ID
1-year IDF
5-year IDF
10-year IDF
100-year IDF
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event ac-ft Trun
-
-----
DA 1 ------ ------ ----
AREA ------
1 ---------
.997
DA 1 AREA 5 1.395
DA 1 AREA 10 1.604
DA 1 AREA 100 2.305
*OUT 10 JCT 1 .977
*OUT 10 JCT 5 1.362
*OUT 10 JCT 10 1.557
*OUT 10 JCT 100 2.170
POND 10 IN POND 1 .997
POND 10 IN POND 5 1.395
POND 10 IN POND 10 1.604
POND 10 IN POND 100 2.305
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 10:51 AM
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
----- ------------
-
---------
.0833 --------
31.46 -
-
.0833 42.21
.0833 46.59
.0833 •64.36
.4998 .16
.4998 .19
.4998 .20
.5831 6.37
.0833 31.46
.0833 42.21
.0833 46.59
.0833 64.36
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA41 - POST-DEVELOPMENT
Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA1 RATIONAL.PPW
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node
----- ID
------ Type
------ ---- Event
------ ac-ft Trun
---------- -- hrs
--------- cfs
-------- ft
-------- ac-ft
------------
POND 10 OUT POND 1 .977 .4998 .16 402.37 .992
POND 10 OUT POND 5 1.362 .4998 .19 403.20 1.390
POND 10 OUT POND 10 1.557 .4998 .20 403.61 1.599
POND 10 OUT POND 100 2.170 .5831 6.37 404.80 2.234
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... I-D-F Table Page 2.01
Name.... 1-year IDF Tag: 1 yr Event: 1 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 1-year IDF Tag: 1 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 5.1000
.1670 4.2000
.2500 3.5000
.3330 3.0000
.5000 2.3800
1.0000 1.5000
2.0000 .8900
3.0000 .6500
6.0000 .3830
12.0000 .2330
24.0000 .1250
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... I-D-F Table
Name.... 10-year IDF Tag: 10 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 10-year IDF Tag: 10 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 7.2200
.1670 6.1300
.2500 5.2500
.3300 4.6400
.5000 3.7100
.6670 3.1500
.8330 2.7100
1.0000 2.4100
1.5000 1.7400
2.0000 1.3700
3.0000 1.0200
6.0000 .6500
12.0000 .3900
24.0000 .2200
Page 2.02
Event: 10 yr
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... I-D-F Table Page 2.03
Name.... 100-year IDF Tag: 100 yr Event: 100 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 100-year IDF Tag: 100 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 9.7200
.1670 8.4000
.2500 7.2400
.3330 6.4700
.5000 5.2800
.6670 4.4800
.6330 3.8800
1.0000 3.5000
1.5000 2.5300
2.0000 2.0000
3.0000 1.5000
6.0000 .9600
12.0000 .5700
24.0000 .3300
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... I-D-F Table Page 2.04
Name.... 5-year IDF Tag: 5 yr Event: 5 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 5-year IDF Tag: 5 yr
Rainfall-Intensity-Duration Curve
Time, hrs
----------- Intens., in/hr
-----------
.0830 6.5800
.1670 5.5400
.2500 4.7400
.3300 4.1200
.5000 3.2800
.6670 2.7700
.8330 2.3800
1.0000 2.1200
1.5000 1.5200
2.0000 1.2000
3.0000 .8900
6.0000 .5600
12.0000 .3300
24.0000 .1900
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Tc Calcs Page 3.03
Name.... DA 1 Tag: POST
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAl_RATIONAL.PPW
............................. ..
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== User Defined
------------------- -
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 10:51 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Vol: Elev-Area
Name.... POND 10
Page 4.01
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAlRATIONAL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
------------------ (acres)
----
- (ac-ft)
- (ac-ft)
-
-
400.00 ---
----- .3775 --
----------
.0000 ------
--
.000 ----------
-
.000
401.00 ----- .4126 1.1848 .395 .395
401.50 ----- .4310 1.2653 .211 .606
402.00 ----- .4490 1.3199 .220 .826
403.00 ----- .4868 1.4033 .468 1.294
404.00 ----- .5259 1.5187 .506 1.800
405.00 ----- .5663 1.6379 .546 2.346
406.00 ----- .6081 1.7612 .587 2.933
407.00 ----- .6512 1.8886 .630 3.562
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: 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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAl_RATIONAL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 400.00 ft
Increment = .05 ft
Max. Elev.= 407.00 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
Page 5.01
Inlet Box RS ---> CU 404.500 407.000
Orifice-Circular OR ---> CU 400.000 407.000
Culvert-Circular CU ---> TW 396.000 407.000
TW SETUP, DS Channel
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 10:51 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.02
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA1 RATIONAL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RS
Structure Type = Inlet Box
-----------------
# of Openings -------------
= 1 ------
Invert Elev. = 404.50 ft
orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 ft
Weir Coeff. = 3.100
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 400.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.03
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAl_RATIONAL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CU
Structure Type = Culvert-Circular
-----------------
------------------
No. Barrels -
= 1
Barrel Diameter = 1.0000 ft
Upstream Invert = 396.00 ft
Dnstream Invert = 395.50 ft
Horiz. Length = 80.00 ft
Barrel Length = 80.00 ft
Barrel Slope = .00625 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .031274
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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 = 397.16 ft ---> Flow = 2.75 cfs
At T2 Elev = 397.30 ft ---> Flow = 3.14 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.04
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAl_RATIONAL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
400.00 -------
.00
400.05 .00
400.10 .01
400.15 .02
400.20 .04
400.25 .04
400.30 .05
400.35 .05
400.40 .06
400.45 .06
400.50 .07
400.55 .07
400.60 .08
400.65 .08
400.70 .08
400.75 .09
400.80 .09
400.85 .09
400.90 .09
400.95 .10
401.00 .10
401.05 .10
401.10 .11
401.15 .11
401.20 .11
401.25 .11
401.30 .12
401.35 .12
401.40 .12
401.45 .12
401.50 .13
401.55 .13
401.60 .13
401.65 .13
401.70 .13
401.75 .14
401.80 .14
401.85 .14
-------- 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: RS, OR, CU)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
s
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POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.05.
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAl_RATIONAL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
401.90
401.95
402.00
402.05
402.10
402.15
402.20
402.25
402.30
402.35
402.40
402.45
402.50
402.55
402.60
402.65
402.70
402.75
402.80
402.85
402.90
402.95
403.00
403.05
403.10
403.15
403.20
403.25
403.30
403.35
403.40
403.45
403.50
403.55
403.60
403.65
403.70
403.75
.14
.14
.15
.15
.15
.15
.15
.15
.16
.16
.16
.16
.16
.16
.17
.17
.17
.17
.17
.17
.18
.18
.18
.18
.18
.18
.19
.19
.19
.19
.19
.19
.19
.20
.20
.20
.20
.20
SIN: 22160372E1C5
PondPack Ver. 9.0029
-------- 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
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q,: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
Withers & Ravenel
Time: 10:51 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.06
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA1 RATIONAL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
403.80
403.85
403.90
403.95
404.00
404.05
404.10
404.15
404.20
404.25
404.30
404.35
404.40
404.45
404.50
404.55
404.60
404.65
404.70
404.75
404.80
404.85
404.90
404.95
405.00
405.05
405.10
405.15
405.20
405.25
405.30
405.35
405.40
405.45
405.50
405.55
405.60
405.65
.20
.20
.21
.21
.21
.21
.21
.21
.21
.21
.22
.22
.22
.22
.22
.64
1.40
2.39
3.55
4.88
6.33
7.86
9.13
9.16
9.18
9.21
9.24
9.26
9.29
9.32
9.34
9.37
9.40
9.42
9.45
9.48
9.50
9.53
-------- 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
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
s
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POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.07
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAl_RATIONAL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
405.70
9.55
-------
405.75 9.58
405.80 9.61
405.85 9.63
405.90 9.66
405.95 9.68
406.00 9.71
406.05 9.73
406.10 9.76
406.15 9.78
406.20 9.81
406.25 9.83
406.30 9.86
406.35 9.88
406.40 9.91
406.45 9.93
406.50 9.96
406.55 9.98
406.60 10.01
406.65 10.03
406.70 10.06
406.75 10.08
406.80 10.11
406.85 10.13
406.90 10.16
406.95 10.18
407.00 10.21
SIN: 22160372E1C5
PondPack Ver. 9.0029
-------- 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
Notes
-------------------------
Contributing Structures
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
Withers & Ravenel
Time: 10:51 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.01
Name.... DA 1 Tag: 1 yr Event: 1 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAlRATIONAL.PPW
Storm... 1-year IDF Tag: 1 yr
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 1 yr -C' Adjustment = 1.000Allowable Q = 30.16 cfs
----------------------------------------------------------------------------
Hydrograph Storm Duration, Td = .3833 hrs Tc = .0833 hrs
Hydrograph File: 1 yr
................. ......... ........... ......... ............ ..................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
'Cl 'C' hrs in/hr acres cfs ac-ft ac-ft
-----------------
.509 .509 ---------
.0833 -----------
5.0968 ---------
21.810 -------- ---
57.00 ---------
.392 ---------
.183
.509 .509 .1667 4.2036 21.810 47.01 .647 .336
.509 .509 .2500 3.5000 21.810 39.14 .809 .393
.509 .509 .3333 2.9988 21.810 33.53 .924 .405
************************************************************ Storage Maximum
.509 .509 .3833 2.8131 21.810 31.46 .997 .415
****************************************************************************
.509 .509 .5000 2.3800 21.810 26.62 Qpeak < Qallow
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
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•
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•
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s
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•
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POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.02
Name.... DA 1 Tag: 5 yr Event: 5 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAl_RATIONAL.PPW
Storm... 5-year IDF Tag: 5 yr
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000Allowable Q = 39.19 cfs
----------------------------------------------------------------------------
Hydrograph Storm Duration, Td = .4000 hrs Tc = .0833 hrs
Hydrograph File: 5 yr
................. ......... ........... ........ ............. .....VOLUMES......
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
'C' Oct hrs
- in/hr acres cfs ac-ft ac-ft
--
-----------------
.509 .509 --------
.0833 -----------
6.5763 --------
21.810 --------- ---
73.54 ---------
.506 -------
.238
.509 .509 .1667 5.5441 21.810 62.00 .854 .449
.509 .509 .2500 4.7400 21.810 53.01 1.095 .555
.509 .509 .3333 4.1035 21.810 45.89 1.264 .589
******:***************************************************** Storage Maximum
.509 .509 .4000 3.7741 21.810 42.21 1.395 .613
****************************************************************************
509 .509 .5000 3.2800 21.810 36.68 Qpeak < Qallow
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 10:51 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... C and Area Page 6.03
Name.... DA 1 Tag: POST
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAlRATIONAL.PPW
RATIONAL C COEFFICIENT DATA
.........................................................................
.........................................................................
Area C x Area
Soil/Surface Description C acres acres
--------------------------------
Impervious --------
.9500 ----------
3.570 ----------
3.392
Open Space .2200 .900 .198
Lots .4000 12.240 4.896
Woods - Offsite .2000 2.500 .500
Pasture - Offsite .2200 .500 .110
Impervious - Offsite .9500 2.100 1.995
WEIGHTED C & TOTAL AREA --->
.................................
................................. .5085
............
............ 21.810
..............
.............. 11.091
..............
..............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.04
Name.... DA 1 Tag: 10 yr Event: 10 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAlRATIONAL.PPW
Storm... 10-year IDF Tag: 10 yr
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY:
----------------- 10 yr -C' Adjustment = 1.000Allowable
---------------------------------------- Q = 43.12
---------- cfs
---------
Hydrograph Storm Duration, Td = .4167 hrs Tc = .0833 hrs
Hydrograph File:
................. 10 yr
.........
...........
.........
...........
...........
........
................. ......... ........... ......... ........... ...................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
Oct
-------
-- hrs in/hr acres cfs ac-ft ac-ft
-
-------
.509 .509 ---------
.0833 -----------
7.2161 ---------
21.810 -------- ---
80.70 ----------
.556 --------
.248
.509 .509 .1667 6.1343 21.810 68.60 .945 .499
.509 .509 .2500 5.2500 21.810 58.71 1.213 .619
.509 .509 .3333 4.6218 21.810 51.68 1.424 .681
****************:************.****************************** Storage Maximum
.509 .509 .4167 4.1659 21.810 46.59 1.604 .713
.509 .509 .5000 3.7100 21.810 41.49 Qpeak < Qallow
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 10:51 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#1 - POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.05
Name.... DA 1 Tag: 100 yr Event: 100 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DAlRATIONAL.PPW
Storm... 100-year IDF Tag: 100 yr
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000Allowable Q = 58.40 cfs
----------------------------------------------------------------------------
Hydrograph Storm Duration, Td = .4333 hrs Tc = .0833 hrs
Hydrograph File:
................. 100 yr
.........
...........
........
............
..........
.........
................. ......... ........... ........ ............ ...................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
'C' Oct hrs in/hr acres cfs ac-ft ac-ft
-----------------
.509 .509 ---------
.0833 -----------
9.7153 --------
21.810 --------- --
108.64 ----------
.748 ---------
.341
.509 .509 .1667 8.4052 21.810 93.99 1.295 .691
.509 .509 .2500 7.2400 21.810 80.96 1.673 .869
.509 .509 .3333 6.4676 21.810 72.33 1.992 .987
************************************************************ Storage Maximum
.509 .509 .4333 5.7550 21.810 64.36 2.305 1.058
****************************************************************************
509 .509 .5000 5.2800 21.810 59.05 2.440 1.032
509 .509 .6667 4.4816 21.810 50.12 Qpeak < Qallow
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 10:51 AM Date: 12/15/2004
•
s
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POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Job File: K:\04\04-020\04028\H&H\PondPack\Rational\DA2_RATIONAL.PPW
Rain Dir: K:\04\04-020\04028\H&H\PondPack\Rational\
JOB TITLE
Project Date: 9/3/2004
Project Engineer: Withers and Ravenel
Project Title: Powell Tract at Ten-Ten Rd
Project Comments:
This report documents the post-development peak discharge rates for the drainage area, onsite and
offsite, of Pond #2.
DESIGN SUMMARY:
Pond #2 - Normal Pool = 390 ft
Bottom Elevation = 386 ft
Top of Dam = 397ft
Required Surface Area = 0.100 Acres (4,350 ft2)
Surface Area Provided = 0.141 Acres (6,124 ft')
Required WQ Storage Volume = 0.237 Acre-ft (24,690 ft3)
WQ Storage Volume Provided = 0.332 Acre-ft (14,462 ft3)
10-year Calculated Freeboard = 2.11 ft
100-year Calculated Freeboard = 1.80 ft
Outlet Structure:
3 ft x 3 ft Inlet Box - Crest = 395 ft
Orifice © 390 ft - 1 in circular
12 in RCP Culvert
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Table of Contents i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Mod. Rational Grand Summary ........ 1.01
Master Network Summary ............. 1.02
I
********************** RAINFALL DATA ***********************
1-year IDF...... 1 yr
I-D-F Table ........................ 2.01
10-year IDF..... 10 yr
I-D-F Table ........................ 2.02
100-year IDF.... 100 yr
I-D-F Table ........................ 2.03
5-year IDF...... 5 yr
I-D-F Table ........................ 2.04
********************** TC CALCULATIONS *********************
DA 2............ POST
Tc Calcs ........................... 3.01
*********************** POND VOLUMES ***********************
POND 2.......... Vol: Elev-Area ..................... 4.01
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 5.01
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004

® POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
® Table of Contents ii
® Table of Contents (continued)
® Composite Rating Curve ............. 5.04
****************** RATIONAL METHOD CALCS *******************

® DA 2............ 1 yr
® Mod. Rational Storm Calcs .......... 6.01
® DA 2............ 5 yr
Mod. Rational Storm Calcs .......... 6.02

® DA 2............ POST
C and Area 6.03
®
DA 2............ 10 yr
® Mod. Rational Storm Calcs .......... 6.04
® DA 2............ 100 yr
Mod. Rational Storm Calcs .......... 6.05

® SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Mod. Rational Grand Summary Page 1.01
Name.... Watershed
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
************************************************************************
************************************************************************
* *
* *
* MODIFIED RATIONAL METHOD
* ---- Grand Summary For All Storm Frequencies ----
* *
* *
************************************************************************
************************************************************************
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)

................ Area =
......... 9.850 acres
...........
....... Tc
............... = .0833
....... hrs
...........
................ ......... ........... ....... ............... ..................
VOLUMES
Freq. Adjusted Duration I Qpeak Allowable Inflow Storage
years 'C'
---------------- hrs
--------- in/hr
----------- cfs
------- cfs
----------- --- ac-ft
-------- ac-ft
----------
1 .619 .6333 2.1453 13.19 12.57 .690 .318
5 .619 .5667 3.0764 18.91 16.24 .885 .449
10 .619 .5833 3.4306 21.08 17.83 1.016 .525
100 .619 .6000 4.8010 29.51 24.04 1.463 .784
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
n
• POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
•
®
Type .... Master Network Summary Page 1.02
• Name .... Watershed
File .... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
® _
•
MASTER DESIGN STORM SUMMARY
•
® Default Network Design Storm File, ID Wake Co IDF Stor
•
® Rainfall
Return Event Type IDF ID
• ------------ --------------- -------------- --
1 yr I-D-F Curve 1-year IDF
• 5 yr I-D-F Curve 5-year IDF
10 yr I-D-F Curve 10-year IDF
• 100 yr I-D-F Curve 100-year IDF
•
®
MASTER NETWORK SUMMARY
• Modified Rational Method Network
® (*Node=Outfall; +Node=Diversion;)
• (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
• Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
• Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
-------
DA 2 ---------- ---- ------ ---------- -- --------
AREA 1 .690 .0833 - -------- -------- ------------
13.19
® DA 2 AREA 5 .885 .0833 18.91
DA 2 AREA 10 1.016 .0833 21.08

®
® *OUT 10 JCT
*OUT 10 JCT
• *OUT 10 JCT

•
*OUT
10 DA 2 AREA 100 1.463 .0833 29.51
JCT
• POND 2 IN POND
POND 2 IN POND
• POND 2 IN POND
POND 2 IN POND
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® SIN: 22160372E1C5
PondPack Ver. 9.0029
•
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1 .532 .7497 .05
5 .617 .5831 .05
10 .665 .5831 .06
100 1.091 .6664 9.92
1 .690 .0833 13.19
5 .885 .0833 18.91
10 1.016 .0833 21.08
100 1.463 .0833 29.51
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2_RATIONAL.PPW
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*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
---------
------
POND -----
2 ------
OUT ----
POND ------
1 ---
.532 .7497
POND 2 OUT POND 5 .617 .5831
POND 2 OUT POND 10 .665 .5831
POND 2 OUT POND 100 1.091 .6664
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
------------
--------
.05 --------
393.65 .688
.05 394.43 .883
.06 394.91 1.014
9.92 395.93 1.311
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
0
0
0
0
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... I-D-F Table Page 2.01
Name.... 1-year IDF Tag: 1 yr Event: 1 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 1-year IDF Tag: 1 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 5.1000
.1670 4.2000
.2500 3.5000
.3330 3.0000
.5000 2.3800
1.0000 1.5000
2.0000 .8900
3.0000 .6500
6.0000 .3830
12.0000 .2330
24.0000 .1250
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... I-D-F Table Page 2.02
Name.... 10-year IDF Tag: 10 yr Event: 10 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 10-year IDF Tag: 10 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 7.2200
.1670 6.1300
.2500 5.2500
.3300 4.6400
.5000 3.7100
.6670 3.1500
.8330 2.7100
1.0000 2.4100
1.5000 1.7400
2.0000 1.3700
3.0000 1.0200
6.0000 .6500
12.0000 .3900
24.0000 .2200
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
•
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... I-D-F Table Page 2.03
Name.... 100-year IDF Tag: 100 yr Event: 100 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 100-year IDF Tag: 100 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 9.7200
.1670 8.4000
.2500 7.2400
.3330 6.4700
.5000 5.2800
.6670 4.4800
.8330 3.8800
1.0000 3.5000
1.5000 2.5300
2.0000 2.0000
3.0000 1.5000
6.0000 .9600
12.0000 .5700
24.0000 .3300
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... I-D-F Table Page 2.04
Name.... 5-year IDF Tag: 5 yr Event: 5 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 5-year IDF Tag: 5 yr
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 6.5800
.1670 5.5400
.2500 4.7400
.3300 4.1200
.5000 3.2800
.6670 2.7700
.8330 2.3800
1.0000 2.1200
1.5000 1.5200
2.0000 1.2000
3.0000 .8900
6.0000 .5600
12.0000 .3300
24.0000 .1900
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
•
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POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Tc Calcs Page 3.01
Name.... DA 2 Tag: POST
File.... K:\04\04-020\04028\H&11\PondPack\Rational\DA2_RATIONAL.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment 41: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Vol: Elev-Area
Name.... POND 2
Page 4.01
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
--------- (sq.in) (acres)
--------------------- (acres)
----------------- (ac-ft)
--------- (ac-ft)
-------------
--
390.00 -
----- .1406 .0000 .000 .000
391.00 ----- .1659 .4592 .153 .153
391.50 ----- .1790 .5172 .086 .239
392.00 ----- .1925 .5571 .093 .332
393.00 ----- .2204 .6189 .206 .538
394.00 ----- .2497 .7047 .235 .773
395.00 ----- .2803 .7946 .265 1.038
396.00 ----- .3122 .8883 .296 1.334
397.00 ----- .3455 .9861 .329 1.663
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: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
•
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POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 390.00 ft
Increment = .05 ft
Max. Elev.= 397.00 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
Page 5.01
Inlet Box RS ---> CU 395.000 397.000
Orifice-Circular OR ---> CU 390.000 397.000
Culvert-Circular CU ---> TW 386.000 397.000
TW SETUP, DS Channel
SIN: 22160372EICS
PondPack Ver. 9.0029
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.02
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RS
Structure Type = Inlet Box
-----------------
# of Openings ------------
= 1 -------
Invert Elev. = 395.00 ft
Orifice Area = 9.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.00 ft
Weir Coeff. = 3.100
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 390.00 ft
Diameter = .0833 ft
Orifice Coeff. _ .600
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
•
e
•
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.03
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2_RATIONAL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CU
Structure Type = Culvert-Circular
------------------
No. Barrels -----------
= 1 -------
Barrel Diameter = 1.0000 ft
Upstream Invert = 386.00 ft
Dnstream Invert = 385.00 ft
Horiz. Length = 80.00 ft
Barrel Length = 80.01 ft
Barrel Slope = .01250 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .031274
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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 = 387.15 ft ---> Flow = 2.75 cfs
At T2 Elev = 387.30 ft ---> Flow = 3.14 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.04
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
390.00 -------
.00
390.05 .00
390.10 .01
390.15 .01
390.20 .01
390.25 .01
390.30 .01
390.35 .01
390.40 .02
390.45 .02
390.50 .02
390.55 .02
390.60 .02
390.65 .02
390.70 .02
390.75 .02
390.80 .02
390.85 .02
390.90 .02
390.95 .02
391.00 .03
391.05 .03
391.10 .03
391.15 .03
391.20 .03
391.25 .03
391.30 .03
391.35 .03
391.40 .03
391.45 .03
391.50 .03
391.55 .03
391.60 .03
391.65 .03
391.70 .03
391.75 .03
391.80 .03
391.85 .04
-------- 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: RS,OR,CU)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
395.95 9.93 Free Outfall RS,CU (no Q: OR)
POWE LL TRACT AT TEN-TEN RD
PONDPACK OUT PUT FOR DA#2- POST-DEVELOPMENT
•
Type....
Composite
Rating Curve
Page 5.05
• Name.... Outlet 1
• File.... K:\04\04- 020\0 4028\H&H\PondPack\R ational \DA2 RATIONAL.PPW
•
***
** COMPOSITE OUTFLOW SUMMARY
**
**
WS Elev, Total Q Notes
---------------- ----- --- Converge ------ ---- --- ------------
Elev. Q TW Elev Error
ft
-- cfs ft +/-ft Contributing Structures
--
----
391.90 -------
.04 -----
Free --- -----
Outfall -------
OR,CU ----
(no ---
Q: ------------
RS)
391.95 .04 Free Outfall OR,CU (no Q: RS)
392.00 .04 Free Outfall OR,CU (no Q: RS)
392.05 .04 Free Outfall OR,CU (no Q: RS)
392.10 .04 Free Outfall OR,CU (no Q: RS)
- 392.15 .04 Free Outfall OR,CU (no Q: RS)
392.20 .04 Free Outfall OR,CU (no Q: RS)
392.25 .04 Free Outfall OR,CU (no Q: RS)
392.30 .04 Free Outfall OR,CU (no Q: RS)
392.35 .04 Free Outfall OR,CU (no Q: RS)
392.40 .04 Free Outfall OR,CU (no Q: RS)
392.45 .04 Free Outfall OR,CU (no Q: RS)
392.50 .04 Free Outfall OR,CU (no Q: RS)
392.55 .04 Free Outfall OR,CU (no Q: RS)
392.60 .04 Free Outfall OR,CU (no Q: RS)
392.65 .04 Free Outfall OR,CU (no Q: RS)
392.70 .04 Free Outfall OR,CU (no Q: RS)
392.75 .04 Free Outfall OR,CU (no Q: RS)
392.80 .04 Free Outfall OR,CU (no Q: RS)
392.85 .04 Free Outfall OR,CU (no Q: RS)
392.90 .04 Free Outfall OR,CU (no Q: RS)
392.95 .04 Free Outfall OR,CU (no Q: RS)
393.00 .05 Free Outfall OR,CU (no Q: RS)
393.05 .05 Free Outfall OR,CU (no Q: RS)
393.10 .05 Free Outfall OR,CU (no Q: RS)
393.15 .05 Free Outfall OR,CU (no Q: RS)
393.20 .05 Free Outfall OR,CU (no Q: RS)
393.25 .05 Free Outfall OR,CU (no Q: RS)

• 393.30 .05 Free Outfall OR,CU (no Q: RS)
393.35 .05 Free Outfall OR,CU (no Q: RS)
393.40 .05 Free Outfall OR,CU (no Q: RS)
393.45 .05 Free Outfall OR,CU (no Q: RS)
• 393.50 .05 Free Outfall OR,CU (no Q: RS)
393.55 .05 Free Outfall OR,CU (no Q: RS)
• 393.60 .05 Free Outfall OR,CU (no Q: RS)
• 393.65 .05 Free Outfall OR,CU (no Q: RS)
393.70 .05 Free Outfall OR,CU (no Q: RS)
• 393.75 .05 Free Outfall OR,CU (no Q: RS)
•
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•
® SIN: 22160372E1C5
PondPack Ver. 9.0029
•
•
•
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
•
S
s
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.05
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIOIJAL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
391.90 -------
.04
391.95 .04
392.00 .04
392.05 .04
392.10 .04
392.15 .04
392.20 .04
392.25 .04
392.30 .04
392.35 .04
392.40 .04
392.45 .04
392.50 .04
392.55 .04
392.60 .04
392.65 .04
392.70 .04
392.75 .04
392.80 .04
392.85 .04
392.90 .04
392.95 .04
393.00 .05
393.05 .05
393.10 .05
393.15 .05
393.20 .05
393.25 .05
393.30 .05
393.35 .05
393.40 .05
393.45 .05
393.50 .05
393.55 .05
393.60 .05
393.65 .05
393.70 .05
393.75 .05
SIN: 22160372E1C5
PondPack Ver. 9.0029
-------- 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
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2-.POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.06
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
393.80
393.85
393.90
393.95
394.00
394.05
394.10
394.15
394.20
394.25
394.30
394.35
394.40
394.45
394.50
394.55
394.60
394.65
394.70
394.75
394.80
394.85
394.90
394.95
395.00
395.05
395.10
395.15
395.20
395.25
395.30
395.35
395.40
395.45
395.50
395.55
395.60
395.65
.05
.05
.05
.05
.05
.05
.05
.05
.05
.05
.05
.05
.05
.06
.06
.06
.06
.06
.06
.06
.06
.06
.06
.06
.06
.47
1.24
2.22
3.39
4.71
6.17
7.75
9.43
9.68
9.71
9.73
9.76
9.78
-------- 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
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
OR,CU (no Q: RS)
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,OR,CU
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
•
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.07
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
***** COMPOSITE OUTFLOW SU14MARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
395.70
395.75
395.80
395.85
395.90
395.95
396.00
396.05
396.10
396.15
396.20
396.25
396.30
396.35
396.40
396.45
396.50
396.55
396.60
396.65
396.70
396.75
396.80
396.85
396.90
396.95
397.00
9.81
9.83
9.86
9.88
9.91
9.93
9.96
9.98
10.01
10.03
10.06
10.08
10.11
10.13
10.16
10.18
10.21
10.23
10.25
10.28
10.30
10.33
10.35
10.37
10.40
10.42
10.45
SIN: 22160372E1C5
PondPack Ver. 9.0029
-------- 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
Notes
-------------------------
Contributing Structures
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
RS,CU (no Q: OR)
Withers & Ravenel
Time: 11:12 AM Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.01
Name.... DA 2 Tag: 1 yr Event: 1 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2_RATIONAL.PPW
Storm... 1-year IDF Tag: 1 yr
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY:
----------------- 1 yr 'C'
---------- Adjustment
----------- = 1.000Allowable
------------------- Q = 12.57
---------- cfs
---------
Hydrograph Storm Duration, Td = .6333 hrs Tc = .0833 hrs
Hydrograph File:
................. 1 yr
..........
...........
.......
............
..........
.........
................. .......... ........... ....... ............ ...................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
'C' 'C' hrs in/hr acres cfs ac-ft ac-ft
-----------------
.619 .619 ----------
.0833 -----------
5.0968 --------
9.850 -------- --
31.32 ----------
.216 ---------
.129
.619 .619 .1667 4.2036 9.850 25.84 .356 .226
.619 .619 .2500 3.5000 9.850 21.51 .444 .271
.619 .619 .3333 2.9988 9.850 18.43 .508 .291
.619 .619 .5000 2.3800 9.850 14.63 .604 .301
***************** ********** *********** ******************* *** Storag e Maximum
.619 .619 .6333 2.1453 9.850 13.19 .690 .318
***************** ********** *********** ******************* ********** *********
.619 .619 .6667 2.0867 9.850 12.82 .707 .317
.619 .619 .8333 1.7933 9.850 11.02 Qpeak < Qallow
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004
0
0
0
0
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.02
Name.... DA 2 Tag: 5 yr Event: 5 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2_RATIONAL.PPW
Storm... 5-year IDF Tag: 5 yr
140DIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000Allowable Q = 16.24 cfs
----------------------------------------------------------------------------
Hydrograph Storm Duration, Td = .5667 hrs Tc = .0833 hrs
Hydrograph File:
................ 5 yr
..........
............
.......
............
..........
.........
................ .......... ............ ....... ............ ...................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
'C' 'C' hrs in/hr acres cfs ac-ft ac-ft
----------------
.619 .619 ----------
.0833 ------------
6.5763 -------
9.850 --------- --
40.42 ----------
.278 ---------
.166
.619 .619 .1667 5.5441 9.850 34.07 I .469 .302
.619 .619 .2500 4.7400 9.850 29.13 .602 .378
.619 .619 .3333 4.1035 9.850 25.22 .695 .415
.619 .619 .5000 3.2800 9.850 20.16 .833 .441
*****..*******:********************************************* Storage Maximum
.619 .619 .5667 3.0764 9.850 18.91 .885 .449
****************************************************************************
.619 .619 .6667 2.7710 9.850 17.03 .938 .435
.619 .619 .8333 2.3795 9.850 14.62 Qpeak < Qallow
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 11:12 AM
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... C and Area Page.6.03
Name.... DA 2 Tag: POST
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2 RATIONAL.PPW
RATIONAL C COEFFICIENT DATA
.........................................................................
.........................................................................
Area C x Area
Soil/Surface Description C acres acres
-------------
Impervious ------------------- --------
.9500 ----------
1.780 ----------
1.691
Open Space .2200 .810 .178
Lots .4000 4.060 1.624
Pasture - Offsite .2200 .600 .132
Impervious - Offsite .9500 2.600 2.470
WEIGHTED C &
.............
............. TOTAL AREA --->
....................
.................... 6188
............
............ 9.850
..............
.............. 6.095
..............
..............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.04
Name.... DA 2 Tag: 10 yr Event: 10 yr
File.... K:\04\04-020\04028\H&11\PondPack\Rational\DA2_RATIONAL.PPW
Storm... 10-year IDF Tag: 10 yr
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000Allowable Q = 17.83 cfs
----------------------------------------------------------------------------
Hydrograph Storm Duration, Td = .5833 hrs Tc = .0633 hrs
Hydrograph File: 10 yr
................ .......... ............ ....... ............ ...................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
'C' 'C'
-------- hrs in/hr acres cfs ac-ft ac-ft
---------
.619 .619 ---------
.0833 ------------
7.2161 -------
9.850 --------- --
44.35 ----------
.305 ---------
.183
.619 .619 .1667 6.1343 9.850 37.70 .519 .335
.619 .619 .2500 5.2500 9.850 32.27 .667 .421
.619 .619 .3333 4.6218 9.850 28.41 .783 .475
.619 .619 .5000 3.7100 9.850 22.80 .942 .512
************************************************•*********** Storage Maximum
.619 .619 .5833 3.4306 9.850 21.08 1.016 .525
****************************************************************************
.619 .619 .6667 3.1511 9.850 19.37 1.067 .514
.619 .619 .8333 2.7094 9.850 16.65 Qpeak < Qallow
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 11:12 A14
Date: 12/15/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#2- POST-DEVELOPMENT
Type.... Mod. Rational Storm Calcs Page 6.05
Name.... DA 2 Tag: 100 yr Event: 100 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA2_RATIONAL.PPW
Storm... 100-year IDF Tag: 100 yr
MODIFIED RATIONAL METHOD
---- Summary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN
------ FREQUENCY:
----------- 100 yr
--------- 'C' Adjustment =
------------------ 1.000Allowable
-------------- Q = 24.04
---------- cfs
--------
Hydrograph Storm Duration, Td = .6000 hrs Tc = .0833 hrs
Hydrograph File:
................. 100 yr
.........
...........
.......
..............
..........
........
....... .......... ......... ........... ....... .............. ..................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage
'C' hrs in/hr acres cfs ac-ft ac-ft
-------
.619 ----------
.619 ---------
.0833 -----------
9.7153 -------
9.850 ---------- ---
59.71 ----------
.411 --------
.245
.619 .619 .1667 8.4052 9.850 51.66 .712 .463
.619 .619 .2500 7.2400 9.850 44.50 .919 .588
.619 .619 .3333 6.4676 9.850 39.75 1.095 .681
.619 .619 .5000 5.2800 9.850 32.45 I 1.341 .761
************************************************************ Storage Maximum
.619 .619 .6000 4.8010 9.850 29.51 1.463 .784
.619 .619
.619 .619
.6667 4.4816 9.850 27.54
.8333 3.8792 9.850 23.84
1.518 .773
Qpeak < Qallow
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 11:12 AM Date: 12/15/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DAB#3 - POST-DEVELOPMENT
Type.... Rational Postdev. Peak Q Page 3.02
Name.... DA 3 Event: 1 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA3_RATIONAL.PPW
Storm... 1-year IDF Tag: Post 1
SUMMARY OF RATIONAL METHOD PEAK DISCHARGES
--- PREDEVELOPED CONDITIONS ---
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
Tag
----- Freq
---
-- File
------
------ IDF Curve
------------
----
Post 1 -
1 1-year IDF
Post 5 5 5-year IDF
Post 10 10 10-year IDF
Post100 100 100-year ID F
Tc = .0833 hrs

Tag
Freq
C
C adj -----------
I C -------
I -----------
Area 1
Peak Q
(years) factor I final in/hr acres I cfs
-----
Post
1 ------
1 -----
.349 ------
1.000 I -----------
1 .349 --------
5.0968 ---------- I
31.0191 ----------
55.64
Post 5 5 .349 1.000 1 .349 6.5763 31.0191 71.79
Post 10 10 .349 1.000 1 .349 7.2161 31.0191 78.77
Post100 100 .349 1.000 1 .349
----------- 9.7153
-------- 31.0191
---------- 106.05
SIN: 22160372E1C5
PondPack Ver. 9.0029
Withers & Ravenel
Time: 1:31 P14
Date: 9/4/2004
APPENDIXA
NITROGEN CALCULATIONS
Powell Tract at Ten-Ten Rd 8 W&R Project 204028
Stormwater Management Report September 200
I
Nitrogen Control Plan
Residential Subdivision with no known building footprints
Project Title: Powell -Windjam
Part I. Riparian Buffers
Area includes riparian buffers? [ ] No [ X ] Yes [ ] Exempt
If yes, [ ] 50 foot [X] 100 foot
River Basin? [ X ] Neuse [ ] Cape Fear
Basis for Exemption
Show buffers on site plan.
Part 11. Nitrogen Calculation
a. Subdivision Information
Number of lots
Number of lots / acre
Total area of lots (excluding
RM and open space)
Average lot size
b. Pre-development loading:
is (Method 1, Appendix C):
78
1.43
28.18 ac
17900 sf
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
Average house size 5000 sf
Amount of Right-of-Way 7.75 ac
Percent of Right-of-Way
that is impervious area 60.77%
Total estimated impervious area 4.71 ac
TN Export
Area TN export coeff from use
(acres) (Ibs/ac/vrl (lbslvrl
54.4 0.6 32.64
0 1.2 0
0 21.2 0
54.4 32.64
Nitrogen Loading Rate (Ibs/ac/yr) = 0.60
c. Post-development loading:
Residential
Typo of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Right-of-Way (read TN export from Graph 1)
Lots (read TN export from Graph 2)
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 2.61
Proposed BMP(s) Two Wet Ponds
Nitrogen Load after BMPs = 1.99 Ibs/ac/yr
Nitrogen Load offset by Payments = 0.00
Net change in on-site N Load = 2.01
Part III. Control of Peak Stormwater Fiov
Calculated Pre-development Peak Flow:
Flow Control Method: 2 Wet Ponds
Calculated Post-development Peak Flow:
TN Export
Area TN export coeff from use
(acres) (Ihs/ac/vrl (Ihs/vrl
14.38 0.6 8.63
4.07 1.2 4.89
7.75 10.7 82.97
28.18 1.G 45.38
54.40 141.86
Ibs/ac/yr Estimated Buy Down = $0
Ibs/ac/yr
f (for 1 year, design storm)* "See Stormwater Management Plan Report
57.76 cfs
56.19 cfs
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).
Supply notes & details showing control of Nitrogen and peak stormwater runoff.

v Powell - Windjam Nitrogen Loading Calculations I
d -
Project Name: Powell - Windjam
Project #: 204028
TOTAL TRACT
Total Area:` ?,36`),664 ?sgft. = 54.40 ac.
Right-of-Way Area: 337.590 sqft. = 7.75 ac.
Right-of-Way Impervious 205,153 sqft. = 4.71 ac.
Natural Open Space Area: 626,393 sgft. = 14.38 ac.
Managed Open Space Area: 1760!0 sqft. = 4.06 ac.
Residential Lot Area: 1,227,521 sgft. = 28.18 ac.
Estimated Pre-Development TN Loading
Date: 7/14/2004
Computed by: SAH
61 % Impervious
port oe .
Type of Land Cover Acres TN EXPORT (Ibs/yr)
Ibs/ac/ r
Permanently Protected Undisturbed Area 54.40 0.6 32.64
Permanently Protected Managed Area 0.00 1.2 0.00
Totals 54.40 0.6 32.64
Estimated Post-Dovelopment TN Loading
Drainage Area 1: Wet Pond
Type of Land Cover Acres port Uoett. TN EXPORT (Ibs/yr)
Ibs
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 1.;'t3 1.2 1.53
Right-of-way 3.20 10.7 34.19
Lots 12.24 1.6 19.71
Totals 16.71 55.43
Estimated BMP Reduction for Riparian Buffer. 25 %
Estimated Drainage Area A Nitrogen Loading Reduction: 13.86 Ibs/yr
Drainage Area 2: Wet Pond
Type of Land Cover Acres xpor ce . TN EXPORT (Ibs/yr)
Ibs/ac/ r
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 0.9!; 1.2 1.14
Right-of-way 1 10.7 16.17
Lots 4 19 1.6 6.74
LL::_- Totals 6.65 17.31
Estimated BMP Reduction for Riparian Buffer: 25 %
Estimated Drainage Area A Nitrogen Loading Reduction: 4.33 Ibs/yr

0
Drainage Area 3A: Ripirfan Buffer
Type of Land Cover Acres bp rt oe . TN EXPORT (Ibs/yr)
I
Permanently Protected Undisturbed Area 0.6 8.63
Permanently Protected Managed Area 1.2 0.68
Right-of-way 0, 0 10.7 8.49
Lots 6.66 1.6 10.73
Totals 22.40 28.52
Estimated BMP Reduction for Riparian Buffer:
Estimated Drainage Area A Nitrogen Loading Reduction:
30 %
8.56 lbs/yr
Drainage Area 3B: Remaining Area of Tract
Type of Land Cover Acres por oe . TN EXPORT (Ibs/yr)
Ibs/ac/ r
Permanently Protected Undisturbed Area bc? 0.6 0.00
Permanently Protected Managed Area 1.2 1.52
Right-of-way 10.7 24.12
Lots W)
_ 1.6 8.20
Totals 8.62 33.84
Estimated BMP Reduction for Riparian Buffer: 0 %
Estimated Drainage Area A Nitrogen Loading Reduction: 0.00 lbs/yr
Estimated Project Pro-BMP TN Export: 135.10 lbs/yr
Estimated Project BMP TN Removal: 26.74 lbs/yr
Estimated Project TN Load Rate After BMPs: 1.99 Ibs/actyr
Estimated Project Composite Nitrogen Loading Rate Reduction: 19.79 %

r?
® POWELL TRACT AT TEN-TEN RD
® PONDPACK OUTPUT FOR DA##3 - POST-DEVELOPMENT
® Job File: K:\04\04-020\04028\H&H\PondPack\Rational\PRE_DA3_RATIONAL.PPW
® Rain Dir: K:\04\04-020\04028\H&H\PondPack\Rational\
® JOB TITLE
® Project Date: 9/3/2004
® Project Engineer: Withers and Ravenel
Project Title: Powell Tract at Ten-Ten Rd
® Project Comments:
® This report documents post-development peak discharge rates for the drainage area in DA#3 in
the Powell Tract.
Withers & Ravenel
Time: 1:31 PM
Date: 9/4/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#3 - POST-DEVELOPMENT
Table of Contents i
Table of Contents
********************** RAINFALL DATA ***********************
1-year IDF......
5-year IDF......
10-year IDF.....
100-year IDF....
Pre 1
I-D-F Table 1.01
Pre 5
I-D-F Table ........................ 1.01
Pre 10
I-D-F Table ........................ 1.02
Pre100
I-D-F Table ........................ 1.02
********************** TC CALCULATIONS *********************
DA 3............ POST
Tc Calcs ........................... 2.01
****************** RATIONAL METHOD CALCS *******************
DA 3............ POST
C and Area ......................... 3.01
DA 3............ Rational Predev. Peak Q ............ 3.02
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 1:31 PM Date: 9/4/2004
e
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#3 - POST-DEVELOPMENT
Type.... I-D-F Table Page 1.01
Name.... 1-year IDF Tag: Pre 1 Event: 1 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 1-year IDF Tag: Pre 1
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 5.1000
.1670 4.2000
.2500 3.5000
.3330 3.0000
.5000 2.3800
1.0000 1.5000
2.0000 .8900
3.0000 .6500
6.0000 .3830
12.0000 .2330
24.0000 .1250
Type.... I-D-F Table Page 1.01
Name.... 5-year IDF Tag: Pre 5 Event: 5 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 5-year IDF Tag: Pre 5
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830
.1670
.2500
.3300
.5000
.6670
.8330
1.0000
1.5000
2.0000
3.0000
6.0000
12.0000
24.0000
6.5800
5.5400
4.7400
4.1200
3.2800
2.7700
2.3800
2.1200
1.5200
1.2000
.8900
.5600
.3300
.1900
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 1:31 m4 Date: 9/4/2004
POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA113 - POST-DEVELOPMENT
Type.... I-D-F Table Page 1.02
Name.... 10-year IDF Tag: Pre 10 Event: 10 yr
File.... K:\04\04-020\04028\11&H\PondPack\Rational\
Storm... 10-year IDF Tag: Pre 10
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830
.1670
.2500
.3300
.5000
.6670
.8330
1.0000
1.5000
2.0000
3.0000
6.0000
12.0000
24.0000
7.2200
6.1300
5.2500
4.6400
3.7100
3.1500
2.7100
2.4100
1.7400
1.3700
1.0200
.6500
.3900
.2200
Type.... I-D-F Table Page 1.02
Name.... 100-year IDF Tag: Pre100 Event: 100 yr
File.... K:\04\04-020\04028\H&H\PondPack\Rational\
Storm... 100-year IDF Tag: Pre100
Rainfall-Intensity-Duration Curve
Time, hrs Intens., in/hr
.0830 9.7200
.1670 8.4000
.2500 7.2400
.3330 6.4700
.5000 5.2800
.6670 4.4800
.8330 3.8800
1.0000 3.5000
1.5000 2.5300
2.0000 2.0000
3.0000 1.5000
6.0000 .9600
12.0000 .5700
24.0000 .3300
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 1:31 PM Date: 9/4/2004

® POWELL TRAC T AT TEN-TEN RD
PONDPACK OUTPUT FOR DA##3 - POST-DEVELOPMENT
®
®
Type.... Tc Calcs Page 2.01
® Name.... DA 3 Tag: POST
® File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA3_RATIONAL.PPW
....................................... .................................
® TIME OF CONCENTRATION CALCULATOR
............................ .................................

® --------------------------------------- ---------------------------------

Segment #1: Tc: User Defined
®
® Segment #1 Time: .0833 hrs
--------------------------------------- ---------------------------------

Total Tc: .0833 hrs

Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------

® Type.... Tc Calcs Page 2.01
® Name.... DA 3 Tag: POST
® File.... K:\04\04-020\04028\H&H\PondPack \Rational\DA3_RATIONAL.PPW
® --------------------------------------- ---------------------------------
Tc Equations used..
---------------------------------------
---------------------------------

® User Defined
®
Tc = Value entered by user

® Where: Tc = Time of concentration

® SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 1:31 PM Date: 9/4/2004

POWELL TRACT AT TEN-TEN RD
PONDPACK OUTPUT FOR DA#3 - POST-DEVELOPMENT
Type.... C and Area Page 3.01
Name.... DA 3 Tag: POST
File.... K:\04\04-020\04028\H&H\PondPack\Rational\DA3 RATIONAL.PPW
RATIONAL C COEFFICIENT DATA
.........................................................................
.........................................................................
Area C x Area
Soil/Surface Description
- C acres acres
--------------
-----------------
Open Space --------
.2200 ----------
1.822 ----------
.401
Woods .2000 14.371 2.874
Impervious .9500 2.946 2.799
Lots .4000 11.880 4.752
WEIGHTED C & TOTAL AREA --->
.................................
................................. .3490
............
............ 31.019
..............
.............. 10.826
..............
..............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 1:31 PM Date: 9/4/2004
Robert J. Goldstein & Associates, Inc.
ENVIRONMENTAL CONSULTANTS
8480 Garvey Drive, Raleigh NC 27616
tel: [phone] fax: [phone]
email: [e-mail]
TO 91?ja
?Go(h?n t 6;6?z
-37E 4M
? Approved as submitted
? Approved as noted
? Returned for corrections
> WE ARE SENDING YOU Attached ? Under separate cover via the following items:'
? Shop drawings ? Prints ? Plans r ? Samples ? Specifications
? Copy of letter ? Change order
O• DESCRIPTION
D
200 S Tt s
1_21W e4
DE 1t.v TV QUAL

AND ST0110p

itnxil

'C
Lzao DWI

THESE ARE TRANSMITTED as checked below:
? For approval
? For your use
> . ? As requested
? For review and comment
? FOR BIDS DUE
REMARKS
ILIET SEEM (OF URRAM? ? l?` L
DATE A O JOB HO.?
ATTENTI0,'i rj

ue z?Z616

-t 611-1 Qz'

? Resubmit copies for approval
? Submit copies for distribution
? Return corrected prints
19 ? PRINTS RETURNED AFTER LOAN TO US
SIGNED:
Mox,twr ncns c,o rR s ,, If enclosures are not as noted, kindly notify us at once.
LVI
COPY TO ?A J
A
HCfR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
November 30, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. John Powell C/o Withers & Ravenel
Attn: Mr. Brad Hart
111 MacKenan Drive
Cary, NC 27511
Subject Property: Powell Tract at 1010 Road
REQUEST FOR MORE INFORMATION
DWQ Project # 04-1626
Wake County
D
DEC l 7 2004
IIETLANDHSM STS Q JAR BRANCH
On November 15, 2004, the Division of Water Quality (DWQ) received the additional information
requested. This request was to process your application dated September 28, 2004 to impact: 75 linear
feet of stream; 0.26 acres of Neuse buffers; and 0.304 acres of N?etlands for the proposed commercial
development. The DWQ has determined that the additional information was incomplete and/or provided
inaccurate information as discussed below. The DWQ will require additional information in order to
process your application to impact protected wetlands, buffers and/or streams on the subject property.
Therefore, unless we receive the additional information requested below, we will have to move toward
denial of your application as required by 15A NCAC 2H.0506 and will place this project on hold as
incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project.
• The orifice for Wet Detention Pond Number 1 is too large for a drawdown period of 2 to 5 days.
DWQ recommends an orifice of 2.25 inches diameter.
• The orifice for Wet Detention Pond Number 2 is too large for a drawdown period of 2 to 5 days.
DWQ recommends an orifice of 1.4 inches diameter.
• Please re-design the location of the inlet or outlet of the Wet Detention Basin No. 2 to eliminate
potential short-circuiting.
Please respond within three weeks of the date of this letter by sending five (5) copies this information in
writing. This letter only addresses the PCN Application review and does not authorize any impacts to
wetlands, streams, or buffers. Please call Cynthia Van Der Wiele, Ph.D. at 919-715-3473 if you have any
questions regarding this issue.
Sincerely,
Cyndi Karoly,
CB K/cvdw DWQ, Wetlands/ 401 Unit
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Sean Peffer, Robert Goldstein & Assoc., Inc., 8480 Garvey Dr., Raleigh, NC 27604
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 North Carofina
Phone: [phone] /FAX [phone] /Internet: http://h2o.enr.state.nc us/ncwetlands
An Equal Opportunity/Affirmative Action Employer -50% Recycled/10% Post Consumer Paper ;Vatimally
A V-O-YVA
'?r- M
MC ? L':? U V R
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
November 30, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. John Powell c/o Withers & Ravenel
Attn: Mr. Brad Hart
111 MacKenan Drive
Cary, NC 27511
Subject Property: Powell Tract at 1010 Road
REQUEST FOR MORE INFORMATION
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 04-1626
Wake County
On November 15, 2004, the Division of Water Quality (DWQ) received the additional information
requested. This request was to process your application dated'September 28, 2004 to impact: 75 linear
feet of stream; 0.26 acres of Neuse buffers; and 0.304 acres of Jetlands for the proposed commercial
development. The DWQ has determined that the additional info7ation was incomplete and/or provided
inaccurate information as discussed below. The DWQ will require additional information in order to
process your application to impact protected wetlands, buffers and/or streams on the subject property.
Therefore, unless we receive the additional information requested below, we will have to move toward
denial of your application as required by 15A NCAC 211.0506 and will place this project on hold as
incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project.
• The orifice for Wet Detention Pond Number 1 is too large for a drawdown period of 2 to 5 days.
DWQ recommends an orifice of 2.25 inches diameter.
• The orifice for Wet Detention Pond Number 2 is too large for a drawdown period of 2 to 5 days.
DWQ recommends an orifice of 1.4 inches diameter.
• Please re-design the location of the inlet or outlet of the Wet Detention Basin No. 2 to eliminate
potential short-circuiting.
Please respond within three weeks of the date of this letter by sending five (5) copies this information in
writing. This letter only addresses the PCN Application review and does not authorize any impacts to
wetlands, streams, or buffers. Please call Cynthia Van Der Wiele, Ph.D. at 919-715-3473 if you have any
questions regarding this issue.
Sincerely,
Cyndi Karoly,
DWQ, Wetlands / 401 Unit
CBK/cvdw
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Sean Peffer, Robert Goldstein & Assoc., Inc., 8480 Garvey Dr., Raleigh, NC 27604
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone]/FAX [phone]/Internet:http://h2o.enr.state.nc.us/ncwetiands vVatim llty
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper L/
Project Name: Powell Tract @ 1010
Project No. DW Q 04-1626
Pond 1
SUBMITTED DESIGN. REQUIRED DESIGN:
elevations 2.7 average depth status
Bottom of Basin (ft) 396
Permanent Pool (ft) 400 4 ft. depth ok
Temporary Pool (ft) 404.5 4.5 ft. depth ok
areas
Permanent Pool SA (sq ft) 16442 13488 sq. ft. ok
Drainage Area (ac) 21.81 13488, based on avg depth ok
Impervious Area (ac) 8.66 39.7 % -
volumes
Permanent Pool (cu ft) 44866
Temporary Pool (cu ft) 35981 32251 cu. ft. ok
Forebay (cu ft) 10411 23.2 % check forebc
other parameters
SA/DA 14 1.42
Mad- -
Orifice Diameter (in) 3 0.35-cfs-dra,,,vdowrL-
Z
Design n Rainfall (in) ' 1.2 day drawdown check drativa
Linear Interpolation of Correct SAIDA "*
4 ft. Permanent Pool Depth
,o m pervious SA/DA fron (Avg. Depth)
Next Lowest 30 1.08 1.08 1.03
Project Impervious 39.7 1.42 1.42 1.42
Next Highest 40 1.43 1.43 1.43
3 ft 4
Project Name: Powell Tract @ 1010
Project No. DWQ 04-1626
Pond 2
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 1.8' average depth
Bottom of Basin (ft) 386
Permanent Pool (ft) 390 4 ft. depth
Temporary Pool (ft) 395 5 ft. depth
areas
Permanent Pool SA (sq ft) 6589.5
Drainage Area (ac) 9.85
Impervious Area (ac) 4.14

volumes
Permanent Pool (cu ft) 11892
Temporary Pool (cu ft) 14462
Forebay (cu ft) 3180
6397 sq. ft.
8110 based on avg depth
42.0y %
15313 cu. ft.
26.7 %
status
ok
ok
ok
check surfac
check tempo
clheck forebc
other parameters
SA/DA 1.5 u/ ' -
Orifice Diameter (in) ' 0.17 cfs d -
Design Rainfall (in) 1 1.0 day drawdown check drawn
Linear Interpolation of Correct SAIDA***
4 ft. Permanent Pool Depth
clo Impervious SA/DA iron (Avg. Depth)
Next Lowest 40 1.43 1.848358753 1.08
Project Impervious 42.0 1.49 1.90 1.15
Next Highest 50 1.73 2.088593216 1.13
3 ft 4

Project No. DWQ D ? - l u z?_Q (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the following information):
Project Name : e. ? -vy- MCA- -VE- (611146'k S-63,
Contact Person: ?nro A U a. ?. f Phone Number. MXO( ) ?{ u ct -'3x-10
For projects with multiple basins, specify which basin this worksheet applies to: 1? A :vy 1
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
3°? t-o ft.
y oo ft.
-I C-3 %_ k . S ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SAIDA used
Diameter of Orifice
_Ila I- LkLk 2 sq. ft.
21.Ss1 ac.
K. (An ac.
'gukv cu. ft.
y
3 5 t a1g.?_ cu. ft.
y 1 cu. ft.
?.L{2
3 in
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST /-LcZI .Z,ZS it
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. 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
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A notarized site specific operation and maintenance (0&M) plan is provided.
A vegetation management/mowing schedule is provided in the 0&M plan.
Semi-annual inspections are specified in the 0&M plan.
A debris check is specified in the 0&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
A responsible party is designated in the 0&M plan.
Project No. DWQ n? - Itp Zla (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the following information :
Project Name: 2a _\\ T,r?c ?} Try ?j" (6r0Lg6v,Jk SUbd)
Contact Person: BcAA )A,?rPt? Phone Number: Aig) 14 o
For projects with multiple basins, specify which basin this worksheet applies to: _?-?,oL 27
Basin Bottom Elevation 3Slfl ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3q o ft. (elevation of the orifice invert out)
Temporary Pool Elevation -9 °) S ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
(e? 5?9 - S sq. ft. (water surface area at permanent pool elevation)
?t . F<S ac. (on-site and off-site drainage to the basin)
. I L4 ac. (on-site and off-site drainage to the basin)
$?12 cu. ft. (combined volume of main basin and forebay)
1. Ll _ Lv -Z cu. ft. (volume detained on top of the permanent pool)
?> C -cu. ft.
L . So (surface area to drainage area ratio)
y in. (draw down orifice diameter) /, `7 .
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. 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
The temporary pool controls runoff from the 1 inch storm event.
_The basin length to width ratio is greater than 3:1.
_The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
.Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
,A notarized site specific operation and maintenance (0&M) plan is provided.
A vegetation management/mowing schedule is provided in the 0&M plan.
Semi-annual inspections are specified in the 0&M plan.
A debris check is specified in the 0&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
A responsible party is designated in the 0&M plan.
Robert J. Goldstein & Associates, Inc.
ENVIRONMENTAL CONSULTANTS
8480 Garvey Drive, Raleigh NC 27616
tel: [phone] fax: [phone]
email: [e-mail]
TO M 5 _("" I/ k
I/
c) S `
Ra, k
> WE ARE SENDING YOU Attached ? Under separate cover via_
? Shop drawings ? Prints Mans
? Copy of letter ? Change order ?

DATE JOB NO.
ATTENTION
RE

7

o-

the following items:
? Samples ? Specifications
COPIES DATE NO. DESCRIPTION
S A , Q
6
+ <1 1A JAA
s

D N

DENR -WATER QUALITY '
THESE ARE TRANSMITTED as checked below:
? For approval
? For your use
> ? As requested
? For review and comment
? FOR BIDS DUE
REMARKS \ v^tv?a
? Approved as submitted
? Approved as noted
? Returned for correctior
19
? Resubmit copies for approval
? Submit copies for distribution
? Return corrected prints
? PRINTS RETURNED AFTER LOAN TO US
-,/-/ Iii __? r . l_ "X i ,1 - j
A --2 -L \
COPY TO ?/lI
SIGNED:
MAb T2407 N IR If enclosures are not as noted, kindly notify us at once.
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Wet Pond 01 - The Powell Tract at 1010 Road (DWQ Project 004-1626)
Cary, NC
The wet detention basin system is defined as the wet detention basin, pretreatment including the constructed
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 wet 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 wet 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 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 3.0 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.0 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
V Permanent Pool Elevation 400.0
Sediment moval El. 397.i4N -------------Sediment Re moval Elevation 397.0 ----- -75%
Bottom E vation 396.0 -------------------------------------------
0
FOREBAY MAIN POND
5. 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.
L5 L? iJ V L:_; ??f i t?
L:l
NOV 1 5 ?.004
Page 1 of 2
DENR - W TF.R QUALITY
WE WDS AND STORthyATER BRANCH
6. 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.
7. All components of the wet detention basin system shall be maintained in good working order.
8. 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 eight
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: e,4eelA?>
Title:
Address: ,2oi rr??.a c?xs ems • -re4r7a' j22/ .Q.>?cs'43s? .•i? . .x ?? o?
Phone: L? ,yag
Sig
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, , S c o T --T 7.") c S , a Notary Public for the State of A CQT" LA[Lc +W - ,
County of W A-kC , do hereby certify that
ikQce M, wRnrTG1)
personally appeared before me this 10 day of ilJouz--s E2 0 LA , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
OFFICIAL SEAL
Notary Public, North Ca a
County of Wake
L Scott Jones
My Commission Expires Dec. 29, 21307
SEAL
My commission expires 0 EC. z'l , Zo o
Page 2 of 2
WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Wet Pond #2 - The Powell Tract at 1010 Road (DWQ Project #04-1626)
Cary, NC
The wet detention basin system is defined as the wet detention basin, pretreatment including any constructed
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 wet 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 wet 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 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 3.0 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.0 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
Permanent Pool Elevation 390.0
Sediment moval El. 387.0175010 /o
------vation ----- 386-.0 -- ? -Sediment Removal Elevation 387.0 ---- -75%
----------------------------------------- © ------
Bottom E
,
FOREBAY
MAIN POND
5. 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.
Page 1 of 2
6. 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.
7. All components of the wet detention basin system shall be maintained in good working order.
8. 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.
acknowledge and agree by my signature below that I am responsible for the performance of the eight
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: ddgMr W. AA4r ./
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.
1, L., ScaTT -S-Q/V?5 , a Notary Public for the State of No,'ZIM CAlLo .„yA
County of wA-1=i--- , do hereby certify that 3a u r-G AA, w k a T TE N
personally appeared before me this 10 day of Neu i•t6 , 7O a'i f and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
OFFICIAL SEAL
Notary Public. North Carolina
County of Wake
L. Scott Jones
emy Cpmmisslon Expires Dec. 29, 2GO7
SEAL
My commission expires 0 Gc . 2`j , Zo0:7
Page 2 of 2
Title: ?;,.?? .c • t?,.!? ,a?u?srna..? se-
Address: ?r
_i?ai ?Y>it/?tcts'` ?rrf_?rrr?a ??? ??,o?
North Carolina Department of Environment and Natural
Division of Water Quality
Michael F. Easley, Governor
October 26, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. John Powell c/o Withers & Ravenel
Attn: Mr. Brad Hart
111 MacKenan Drive
Cary, NC 27511
Subject Property: Powell Tract at 1010 Road
REQUEST FOR MORE INFORMATION
Resources
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 04-1626
Wake County
On October 7, 2004, the Division of Water Quality (DWQ) received your application dated September 28,
2004 to impact: 75 linear feet of stream; 0.26 acres of Neuse buffers; and 0.304 acres of wetlands for the
proposed commercial development. The DWQ has determined hat your application was incomplete
and/or provided inaccurate information as discussed below. The DWQ will require additional
information in order to process your application to impact protected wetlands, buffers and/or streams on
the subject property. Therefore, unless we receive the additional information requested below, we will
have to move toward denial of your application as required by 15A NCAC 2H.0506 and will place this
project on hold as incomplete until we receive this additional information. Please provide the following
information so that we may continue to review your project.
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ). The following items were not included:
¦ Signed and notarized Operation and Maintenance Agreement for the stormwater facilities.
¦ Completed worksheet for each stormwater management facility.
BMP worksheets and sample Operations and Maintenance Agreements can be found on the 401
Oversite/Express Review Website (http://h2o.enr.state.nc.us/ncwetlands/mitresto.htnil).
Please respond within three weeks of the date of this letter by sending five (5) copies this information in
writing. This letter only addresses the PCN Application review and does not authorize any impacts to
wetlands, streams, or buffers. Please call Cynthia Van Der Wiele at 919-715-3473 if you have any
questions regarding this issue.
Sincerely,
Cyndi Karoly,
DWQ, Wetlands / 401 Unit
CBK/cvdtiv
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Sean Peffer, Robert Goldstein & Assoc., Inc., 8480 Garvey Dr., Raleigh, NC 27604
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwetlands An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10°b Post Consumer Paper

.1
oG? rPaldalei?ia?u?i?aaacialca; ?sw.
64
ENVIRONMENTAL CONSULTANTS
8480 Garvey Drive Since 1985 Tel:[phone] or [phone]
Raleigh, North Carolina 27616-3175 Fax:[phone]
e-mail: rgoldstein(a?ri4aCarolina com website: www ri4aCarolina.com
September 28, 2004
US Anny Corps of Engineers NCDENR-DWQ
Attn: Ms. Jennifer Burdette Attn: Mr. John Dorney
6508 Falls of the Neuse Rd., Ste. 120 2321 Crabtree Blvd
Raleigh, NC 27615 Parkview Building
Raleigh, NC 27604 ,,
?0
RE: Nationwide Permit 39, 401 Certification & Neuse River Buffer Compliance
Powell Tract at 1010 Road RP,@M_ o Vq
Cary, Wake County, North Carolina
RJG&A Project #2445 O C T 0 7 2004
Dear Ms. Burdette and Mr. Dorney:
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRAUCH
On behalf of Mr. John Powell (property owner) and Withers & Ravenel, Inc. (project engineer),
we are requesting authorization from the US Anny Corps of Engineers (USACE) to use
Nationwide Permit 39 for proposed permanent impacts to two streams and permanent and
temporary impacts to jurisdictional wetlands. Impacts to streams on-site will result from the
installation of rip-rap dissipator pad associated with a residential road and two utility crossings.
Floodplain and headwater wetlands will be impacted by a residential road, a greenway trail, a
utility crossing, and a stormwater detention pond. In addition, we request written concurrence
from the North Carolina Division of Water Quality (NCDWQ) that the project complies with the
Neuse Buffer Rules and the 401 Water Quality Certifications associated with NWP 39. A Pre-
construction Notification Application (PCN) is attached, which includes an agent authorization
letter.
_ The subject property is located approximately four miles east of the Town of Apex between
Kildare Farm Road (SR 1300) and Holly Springs Road (SR 1152). The site is bounded by Ten-
Ten Road (SR 1010) to the south and residential subdivisions to the north, east, and west. The
site is located in the Town of Cary's extraterritorial jurisdiction (ETJ). Please refer to the
' -_ attached map (Figure 1) for the project's location on a USGS topographic quadrangle.
The purpose of this project is to construct a residential subdivision that will meet the demand for
housing in this area. Proposed impacts associated Nvith the proposed subdivision
development will include 75 linear feet of stream channel and 0.26 acres of Neuse River
Buffers (Zone 1: 5,710 sq. ft; Zone 2: 5,728 sq. ft) associated with the channels. Permanent
wetland impacts will total 0.304 acres and temporary impacts Nvill total 0.095 acres.
Environmental Assessments •Environmental Impact Statements *Jurisdictional Wetland Delineations *Endangered Species Surveys
GIS/GPS Mapping *Reservoirs •Archaeological Surveys and Testing •Water Supply Projects *Real Estate Risk Assessments *Lake Management
Watershed Management • Instream Flow Analyses • Mitigation Plans • Stream Restoration • Municipal Solid Waste Landfills • Sewerlines
Wastewater Treatment Plants • 404 and 401 Permits • Groundwater Monitoring • Biological Assessments • Expert Witness Testimony

September 29, 2004
RJG&A Proicct I#: 2445
Page 2 of 3
No previously issued permits are known to exist for the site. RJG&A personnel
conducted a wetland delineation and Neuse buffer evaluation of the subject property on
June 3, 4, and 7, 2004. The applicant has provided a surveyed wetland delineation map
for submittal to the ACOE, but as of the writing of this application, the jurisdictional
determination has not been submitted for approval. Copies of the wetland delineation
data forms completed on-site are attached. On July 7, 2002, RJG&A personnel met with
Mr. Michael Horan of the NC-DWQ for a Neuse River Buffer determination. A copy of
Mr. Horan's letter is attached (NBRRO 904-215). Both stream features impacted by the
proposed development activities are subject to the buffer rules. In addition, these two
streams are subject to the Town of Cary's Storinwater Management Plan for Nitrogen
Control (DS00-179A), which require 100-foot buffers on all streams and ponds depicted
on the most recent printed version of the USGS map.
Buffer Compliance
The applicant proposes a roadway crossing and utility crossing along an intermittent
stream, labeled as Impact Areas 1 and 2 on the attached impact maps, respectively. The
roadway crossing will impact 5,835 square feet (0.134 acres) of riparian buffers. The
utility crossing will impact 3,105 square feet (0.071 acres) of riparian buffers. Another
utility crossing, depicted as Impact Area 4, will cross Dutchmans Branch. This line will
impact 2,498 square feet (0.057 acres) of riparian buffers. To minimize impacts to the
stream channels, the utility lines will cross at perpendicular angles. Erosion and siltation
control fences will be used during excavation and installation of the lines.
Nationwide Permit 39 & 401 Certification
Three stream impacts, totaling 75 linear feet, will result from proposed development
activities. One intermittent stream will be impacted in two separate locations (Impact
Areas 1 and 2). Stream Impact E, resulting from the installation of a rip-rap dissipator
apron, will impact 25 linear feet of channel. This dissipator is associated with a culverted
residential road. Stream Impact B, resulting from the installation of forced main sewer
line, will impact 30 linear feet of stream channel. The third stream impact, labeled Stream
Impact O, will result from a force main sewer line and will total 20 linear feet. The
applicant will employ appropriate erosion and siltation control devices during
construction and will cross the channels at a perpendicular angle.
Jurisdictional wetland impacts on-site will total 0.399 acres, with permanent impacts
totaling 0.304 acres and temporary impacts totaling 0.095 acres. The temporary impacts
will result form the aforementioned force main sewer lines. A residential road will
impact 0.075 acres of headwater wetland (Wetland Impact A). A paved greenway trail
will impact 0.147 acres of floodplain wetlands (Wetland Impacts H and 1). This trail will
be approximately 10 feet wide with four to five foot gravel shoulders on each side. The
f
September 29, 2004
R.IG&A Project it: 2445
Page 3 of 3
remaining wetland impacts, totaling 0.082 acres, will occur because of the construction of
a stormwater management pond.
The USACE's current policy requires applicants to avoid and minimize wetland and
stream channel impacts to the maximum extent practicable and may require
compensatory mitigation to offset unavoidable losses of waters of the US when impacts
exceed the thresholds for notification (0.10 acre) or if a discharge causes the loss of any
open waters. Impacts on-site have been minimized by keeping building footprints and
impervious surfaces out of wetlands and riparian buffers to the extent practical.
Typically, impacts to intermittent stream channels do not require mitigation, therefore,
we do not believe mitigation should be required by the USACE for this project. If for
some reason mitigation is required, the client proposes payment to the NC-WRP.
NC-DWQ's current policy requires mitigation for impacts of greater then 150 linear feet
per project for streams that exhibit "significant aquatic function". There are only 75 linear
feet of proposed stream impacts and less than one acre of wetland impacts, therefore,
mitigation is not proposed. DWQ also requires riparian buffer mitigation for stream
crossings resulting in greater than one-third of an acre of impacts per crossing. Because
each proposed crossing results in less than one-third of an acre of buffer impacts, no
buffer mitigation is proposed.
This project will comply with the general and regional conditions of NWP 39. We hope
the information provided with this submittal is adequate. Please do not hesitate to contact
our office if you have questions or need additional information.
Sincerely,
Sean Peffer
Environmental Scientist
Attachments:
Pre-construction (PCN) notification form
Site Location Map-USGS (Figure 1)
Site Location Map - Soil Survey (Figure 2)
Proposed Wetland Impact Maps (Sheets 1-4)
Portions of Stormwater Management Plan
Agent Authorization Letter
NC-DWQ Neuse Buffer Letter
Wetland Data Forms

Office Use Only: Form Version May
2002
USACE Action ID No. DWQ No.
(If any particular item is not appticaoic to tins project, picase enter iNot Appiicanie or ..iviti .)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is not
required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete section
VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4), and the
project is within a North Carolina Division of Coastal Management Area of Environmental Concern
(see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Mr. John Powell c/o Withers & Ravenel
Mailing Address: Attn: Mr. Brad Hart
111 MacKenan Drive
Cary, NC 27511
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: Not Available
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Mr. Sean Peffer
Company Affiliation: Robert J. Goldstein & Associates, Inc.
Mailing Address: 8480 Garvey Drive
Raleigh, NC 27604
Telephone Number: [phone] Fax number: [phone]
E-mail Address: sneffernrjgacarolina.com
III. Project Information
Pale I of9
Attach a vicinity map clearly showing the location of the property with respect to local landmarks such
as towns, rivers, and roads. Also provide a detailed site plan showing property boundaries and
development plans in relation to surrounding properties. Both the vicinity map and site plan must include
a scale and north arrow. The specific footprints of all buildings, impervious surfaces, or other facilities
must be included. If possible, the maps and plans should include the appropriate USGS Topographic
Quad Map and NRCS Soil Survey with the property boundaries outlined. Plan drawings, or other maps
may be included at the applicant's discretion, so long as the property is clearly defined. For
administrative and distribution purposes, the USACE requires information to be submitted on sheets no
larger than 11 by 17-inch format; however, DWQ may accept paperwork of any size. DWQ prefers full-
size construction drawings rather than a sequential sheet version of the full-size plans. If full-size plans
are reduced to a small scale such that the final version is illegible, the applicant will be informed that the
project has been placed on hold until decipherable maps are provided.
1. Name of project: Powell Tract at 1010 Road
2. T.I.P. Project Number or State Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): Tract 1 (24-ac) 076-140-7899
Tract 2 (30-ac) 076-151-2650
4. Location
County: Wake Nearest Town: Cary
Subdivision name (include phase/lot number): Not available at this time
Directions to site (include road numbers, landmarks, etc.): The site property is located
approximately four miles east of the Town of Apex between Kildare Farm Road (SR 1300) and Holly_
Springs Road (SR 1152). The site is bounded by Ten-Ten Road (SR 1010) to the south and
residential subdivisions to the north, east, and west. The site is located in the Town of Cary's ETJ.
5. Site coordinates, if available (UTM or Lat/Long):
Entrance to property from 1010 Road: 35.70072N / 78.78164W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): ± 54 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Dutchmans Branch
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The River
Basin map is available at http://112o.enr.state.nc.us/adniin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project at the
time of this application: The site is an undeveloped, wooded tract with areas of fallow
agricultural land.
10. Describe the overall project in detail, including the type of equipment to be used:
The proposed project is a single-family residential subdivision with the tvnical utilities (i.e.. sewer
water, electric, etc.) One intermittent, unimportant stream will be impacted by a residential road
crossing and a sewer line, each in a separate location. Dutchmans Creek a perennial stream will be
impacted by a sewer line crossing. Floodplain wetlands will be impacted by a sewer line greenway
trail, and stormwater retention pond. Typical excavating and grading equipment will be used during
Page 2 of 9
construction activities Stream channel impacts will total 75 linear feet and 0.26 acres of Neuse River
Buffers (Zone 1. 5,710 sq ft; Zone 2. 5,728 sq. ft). Permanent wetland impact will total 0.3 acres
and temporary impacts will total 0 1 acres.
11. Explain the purpose of the proposed work: This project will provide single family residential
housing for a growing are in Wake County. Residential subdivision currently abut the project site to
the east west, and north.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this project
(including all prior phases of the same subdivision) in the past, please explain. Include the USACE
Action ID Number, DWQ Project Number, application date, and date permits and certifications were
issued or withdrawn. Provide photocopies of previously issued permits, certifications or other useful
information. Describe previously approved wetland, stream and buffer impacts, along with associated
mitigation (where applicable). If this is a NCDOT project, list and describe permits issued for prior
segments of the same T.I.P. project, along with construction schedules.
No previously issued permits are known to exist for the site. RJG&A personnel conducted a wetland
delineation and Neuse buffer evaluation of the subject property on June 3, 4, and 7, 2004. The applicant
has provided a surveyed wetland delineation may for submittal to the ACOE, but as of the writing of this
application the jurisdictional determination has not been submitted for approval. Copies of the wetland
delineation data forms completed on-site are attached. On July 7, 2002, RJG& A personnel met with Mr.
Michael Horan of the NC-DWQ for a Neuse River Buffer determination. A copy of Mr. Horan's letter is
attached (NBRRO #04-215). Both stream features impacted by the proposed development activities are
subject to the buffer rules.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work, and
provide justification for the exclusion of this work from the current application.
No future impacts are expected at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to wetlands,
open water, and stream channels associated with the project. The applicant must also provide justification
for these impacts in Section VII below. All proposed impacts, permanent and temporary, must be listed
herein, and must be clearly identifiable on an accompanying site plan. All wetlands and waters, and all
streams (intermittent and perennial) must be shown on a delineation map, whether or not impacts are
proposed to these systems. Wetland and stream evaluation and delineation forms should be included as
appropriate. Photographs may be included at the applicant's discretion. If this proposed impact is strictly
for wetland or stream mitigation, list and describe the impact in Section VIII below. If additional space is
needed for listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: An intermittent, unimportant
stream will be impacted in two locations as a result of a residential road (25 l.f.) and a sewer utility
line (30 l.f.). A perennial stream will also be impacted by a sewer line crossing (20 l.f.). A total of
0.304 acres of headwater and floodplain wetlands will be permanently impacted by the construction
of a greenway trail and stormwater retention basin. A total of 0.095 acres if headwater and floodplain
wetlands will be temporarily impacted by the installation of a sewer line Neuse River buffer impacts
Page 3 of 9
will also be associated with the stream crossings These crossings will result in 0.131 acres of
impacts to Zone 1 and 0.132 acres of impacts to Zone 2.
2. Individually list wetland impacts below:
Wetland Impact Area of Located within Distance to
Site Number Type of 100-year Nearest Type of Wetland***
(indicate on Impact
acres)
(acres) Floodplain** Stream (linear
ma) (yes/no) feet)
Wetland Impact Grading/fill 0.075 No Adjacent Headwater
A (Road)
Wetland Impact Grading/fill 0.068 No Adjacent Headwater
H (Greenway
Wetland Impact Grading/fill 0.079 No Adjacent Floodplain
I (Greenway
Wetland Impact Fill/excavation
(Stormwater
0.082
No
Adjacent
Floodplain
J Pond)
Wetland Impact Temporary 0.009 No Adjacent Floodplain
K
Wetland Impact Temporary 0.024 No Adjacent Floodplain
N
Wetland Impact Temporary 0.062 No Adjacent T Floodplain
P
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to:
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams, separately list
impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood
Insurance Rate Maps (FIRM), or FEMA-approved local floodplain maps. Maps are available through the
FEMA Map Service Center at 1-800-358-9616, or online at http:/hvww.fema.gov.
***List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested
wetland, beaver pond, Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be
made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: ± l acre
Total area of wetland impact proposed: Permanent: 0.3 acres; Temporary: 0.1 acres
3. Individually list all intermittent and perennial stream impacts below:

Stream Impact Length of Average
Perennial or
Site Number Type of Impact Stream Name** Width of Intermittent?
(indicate on map) Impact* (linear Stream Before (please specify)
feet) Impact
Stream Impact B Permanent 30 UT Dutchmans 3 feet Intermittent
Branch
Stream Impact E Permanent 25 UT Dutchmans 3 feet Intermittent
Branch
Fstream Impact O Temporary 20 Dutchmans Branch 8 feet Perennial
Page 4 of 9
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts
and associated rip-rap, dams (separately list impacts due to both structure and flooding), relocation (include
linear feet before and after, and net loss/gain), stabilization activities (cement wall, rip-rap, crib wall, gabions,
etc.), excavation, ditching/straightening, etc. If stream relocation is proposed, plans and profiles showing the
linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed
tributary) to the nearest downstream named stream into which it flows. USGS maps are available through the
USGS at 1-800-358-9616, or online at www.usys.gov. Several internet sites also allow direct download and
printing of USGS maps (e.g., www.topozone.com, www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 75 linear feet
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic Ocean and
any other water of the U.S.) below:
Open Water
Impact
* Area of
Name of Waterbody Type of Waterbody

Site Number Type of Impact Impact
(if applicable) (lake, pond, estuary,
(acres) sound, bay, ocean, etc.)
(indicate on map)
NA
List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill,
excavation, dredging, flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be included
above in the wetland and stream impact sections. Also, the proposed pond should be described here
and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of draw-down
valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond, local
stormwater requirement, etc.):
Size of watershed draining to pond: NA Expected pond surface area: NA
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and financial
viability of the project. The applicant may attach drawings of alternative, lower-impact site layouts, and
explain why these design options were not feasible. Also discuss how impacts were minimized once the
desired site plan was developed. If applicable, discuss construction techniques to be followed during
construction to reduce impacts.
The applicant requested a wetland delineation on-site prior to site plan development in order to determine
the extent and location of wetlands and streams. Although iurisdictional areas were avoided to the
maximum extent practical, one unnamed tributaries to Dutchmans Branch and Dutchmans Branch flow
through the property. The UT bisects the property making it necessary to construct a road crossing over
the feature. This UT is not a continuous stream and the only channel impacts will result from the
installation of a rip-rap dissapator pad. This UT will also be impacted by a 25' utility crossing Impacts
to Dutchmans Branch will result from a 20'wide sewer easement. These utility crossings are necessary in
order to provide sanitary sewer service to the subdivision. The applicant plans to cross both channels at a
Page 5 of 9
perpendicular angle in order to minimize impact to the streams and riparian buffer. Wetlands will be
impact as a result of the afore mentioned street. Jurisdictional wetlands will also be temporarily
impacted by the utility lines. In an effort to efficiently treat stormwater on-site, it will be necessary to
construct two stormwater retention ponds. One of these ponds will impact a small amount of floodplain
wetland. This impact will be necessary in order to place the pond in the most efficient area for collecting
runoff. A geenway trail will also be constructed along the northern portion of the site property. This
trail will be a ten foot wide paved footpath with four to five feet of gavel shoulder on each side. In order
to maintain aesthetic appeal along the trails corridor, the applicant has chosen to place the trail within the
floodplain. Placement of the trail in this area will minimally impact floodplain wetlands.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC Division of
Water Quality for projects involving greater than or equal to one acre of impacts to freshwater wetlands
or greater than or equal to 150 linear feet of total impacts to perennial streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide Permits,
published in the Federal Register on March 9, 2000, mitigation will be required when necessary to ensure
that adverse effects to the aquatic environment are minimal. Factors including size and type of proposed
impact and function and relative value of the impacted aquatic resource will be considered in determining
acceptability of appropriate and practicable mitigation as proposed. Examples of mitigation that may be
appropriate and practicable include, but are not limited to: reducing the size of the project; establishing
and maintaining wetland and/or upland vegetated buffers to protect open waters such as strearns; and
replacing losses of aquatic resource functions and values by creating, restoring, enhancing, or preserving
similar functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order for
USACE or DWQ to consider the application complete for processing. Any application lacking a required
mitigation plan or NCWRP concurrence shall be placed on hold as incomplete. An applicant may also
choose to review the current guidelines for stream restoration in DWQ's Draft Technical Guide for
Stream Work in North Carolina, available at http://li2o.enr.state.nc.us/newctlands/strmr*_ide.litml.
1. Provide a brief description of the proposed mitigation plan. The description should provide as much
information as possible, including, but not limited to: site location (attach directions and/or map, if
offsite), affected stream and river basin, type and amount (acreage/linear feet) of mitigation proposed
(restoration, enhancement, creation, or preservation), a plan view, preservation mechanism (e.g., deed
restrictions, conservation easement, etc.), and a description of the current site conditions and proposed
method of construction. Please attach a separate sliect if more space is needed.
The jurisdictional areas have been avoided to the maximum extent practicable. Impacts to streams
on-site were minimized by using a rip-rap dissapator (Stream Impact E) and by placing utility lines
below the channel bottom (Impacts B and O). The utility crossings will cross the channels at
pemendicular angles. Typically, reasonable impacts to streams do not require mitigation We do not
believe mitigation should be required.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration Program
(NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at [phone]
to determine availability and to request written approval of mitigation prior to submittal of a PCN.
For additional information regarding the application process for the NCWRP, check the NCWRP
Page 6 of 9
website at http://li2o.eiir.state.ilc.iis/wrp/iiidex.litm. If use of the NCWRP is proposed, please check
the appropriate box on page three and provide the following information:
Amount of stream mitigation requested (linear feet): NA
Amount of buffer mitigation requested (square feet): NA
Amount of Riparian wetland mitigation requested (acres): NA
Amount of Non-riparian wetland mitigation requested (acres): NA
Amount of Coastal wetland mitigation requested (acres): NA
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public (federal/state)
land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the requirements of
the National or North Carolina Environmental Policy Act (NEPA/SEPA)? Note: If you are not sure
whether a NEPA/SEPA document is required, call the SEPA coordinator at [phone] to review
current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a copy of
the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to required state
and local buffers associated with the project. The applicant must also provide justification for these
impacts in Section VII above. All proposed impacts must be listed herein, and must be clearly
identifiable on the accompanying site plan. All buffers must be shown on a map, whether or not impacts
are proposed to the buffers. Correspondence from the DWQ Regional Office may be included as
appropriate. Photographs may also be included at the applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233 (Neuse), 15A
NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and Water Supply Buffer
Requirements), or other (please identify )?
Yes ® No E] If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer mitigation is
required calculate the required amount of mitigation by applying the buffer multipliers.
Residential Street Impact (Impact Area 1)
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 2,317 3 NA
2 3,518 1.5 NA
Total 5,835 NA
Page 7 of 9
Utility Crossing (Impact Area 2
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 1,890 3 NA
2 1,215 1.5 NA
Total 3,105 NA
Utility Crossing (Impact Area 4)
Zone* Impact
(square feet Multiplier Required
Mitigation
1 1,521 3 NA
2 977 1.5 NA
Total 2,498 NA
*Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation of
Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or Payment
into the Riparian Buffer Restoration Fund). Please attach all appropriate information as identified within
15A NCAC 213 .0242 or .0260.
Imnacts to rinarian buffers are less than 1/3 of an acre per impact area. We do not believe buffer
mitigation should be required.
XI. Storinwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from the
property.
Impervious acreage will be less than 30% (25.4%). Ducthmans Creek, which flows through the northern
portion of the site, is classified as a WS-11I, NSW by the NCDWQ. In order to obtain reduction of 85%
TSS, the applicant has designed two stormwater retention ponds on the site. Overland flow on-site will
be dissipated before entering into the buffers. A stormwater plan and calculations is attached for
reference.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater
generated from the proposed project, or available capacity of the subject facility.
Sewage will leave the site via force main as part of the county's sanitary sewer system A pump station
will be constructed on the northern portion of the property.
Pave 8 of 9
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ?No
Is this an after-the-fact permit application?
Yes ?No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired construction
dates to allow processing time for these permits. However, an applicant may choose to list constraints
associated with construction or sequencing that may impose limits on work schedules (e.g., draw-down
schedules for lakes, dates associated with Endangered and Threatened Species, accessibility problems, or
other issues outside of the applicant's control).
Appfcant/AgentVidnature / Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 9 of 9
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" V`J ArF Michael F Easley Governor
4U;K William G. Ross Jr , Secretary
OG Nor th Carolina Department of Environment and Natural Resources
f co Alan W. Klimek, P E Director
> Colleen H. Sullins, Deputy Director
p Division of Water Quality
7/ 15/2004
NBRRO # 04-215
Wake County
Robert F. Goldstein & Assoc., Inc. Page I of 2
8480 Garvey Dr.
Raleigh, NC 27616-3175
Subject Property: Off Ten-Test Rd, Apex, NC
Dutchmans Branch, (27-43-4.5, WS III NSW, 030402
On-Site Determination for Subjectivity to the Neuse River Riparian Area Protection Rules (15A
NCAC 2B.0233)
Dear Mr. Peffer:
On 7/07/04, at your request I conducted an on-site determination to review stream features located on the
subject property for applicability to the Neuse Buffer Rules (15A NCAC 2B .0233). The features in
question are labeled as "A, B, C, D & E" on the attached map initialed by me on 7/12/04.
During the site review it was pre-determined that feature "B" in its entirety was subject to the Neuse Buffer
Rule. Feature "A" (including the pond) downstream to flag "AT' is subject. Then below flag "A3" is flag
NBR Start Flag" continuing off property is also subject. During the site I determined feature "C" to be an
ephemeral channel, therefore not being subject. Feature "D" is not subject. Feature "E" is subject from
culvert continuing to feature "B". If a stream is located on the Soil Survey Map for that specific County
and or the USGS Topographic Map and reaches a numeric value of at least 19 points the stream is at
least intermittent and is subject to the Neuse Buffer Rule.
The Division of Water Quality (DWQ) has determined that the surface water labeled as "A, B & E"
on the attached map is Subject to the Neuse Buffer Rule. These features listed above and its
associated buffers should be identified on any future plans for this property. The owner (or future owners)
should notify the DWQ (and other relevant agencies) of this decision in any future correspondences
concerning this property. This on-site determination shall expire five (5) years from the date of this letter.
Landowners or affected parties that dispute a determination made by the DWQ or Delegated Local Authority that a
surface water exists and that it is subject to the buffer rule may request a determination by the Director. A request
for a determination by the Director shall be referred to the Director in writing c/o John Dorsey, DWQ Wetlands/401
Unit, 2321 Crabtree Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination by the DWQ or
Delegated Local Authority that "exempts" a surface water from the buffer rule may ask for an adjudicatory hearing.
You must act within 60 days of the date that you receive this letter. Applicants are hereby notified that the 60-day
statutory appeal time does not start until the affected party (including downstream and adjacent landowners) is
notified of this decision. DWQ recommends that the applicant conduct this notification in order to be certain that
third party appeals are made in a timely manner. To ask for a hearing, send a written petition, which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service
Center, Raleigh, N.C. 27699-6714. This determination is final and binding unless you ask for a hearing within 60
days.
This letter only addresses the applicability to the buffer rules and does not approve any activity within the buffers.
Nor does this letter approve any activity within Waters of the United States or Waters of the State. If you have any
additional questions or require additional information please call me at [phone].
Raleigh Regional Office 1628 Mail Service Center
Water Quality Section Raleigh, NC 27699-1628
'gCDEF phone [phone] Customer Service
facsimile [phone] 1-877-623-6748
Sean Peffer
7/12/2004
Page 2 of 2
Sincerely,
M cliacl H
Environmental Specialist
DWQ, Raleigh Regional Office
cc: DWQ 401 Wetlands Unit,
RRO Regional Office
File Copy
Central Files
Wake County
NBRRO # 04-215
7/15/04
Onc
No
rtliCarolina
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project / Site: 54 acre Ten-Ten Rd. Site Date: 06/07/04
Applicant/ Owner: John Powell County: Wake
Investigator: Sean Peffer State: NC
Do normal circumstances exist on the site? Yes x No Community ID:
Is the site significantly disturbed (Atypical situation)? Yes No x Bottamland Hardwood
Is the area a potential problem area? Yes No x Forest
(explain on reverse if needed) Transact ID: E6
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Liquidambar styraciflua tree FAC+ 9.
2. Fa_ us grandifolia tree FACU 10.
3. Carya cordiformis tree FAC 11.
4. Parthenocissus quinquefolia vine FAC 12.
5. 13.
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 75%
Remarks:
HYDROLOGY
Recorded Data (Describe In Remarks): Wetland Hydrology Indicators
Stream, Lake, or Tide Gauge
Aerial Photographs Primary Indicators:
Other _ Inundated
-Saturated in Upper 12"
_ No Recorded Data Available _ Water Marks
_ Drift Lines
Field Observations: _ Sediment Deposits
_ Drainage Patterns in Wetlands
Depth of Surface Water: 0 (in.) Secondary Indicators:

Depth to Free Water in Pit: >12 (in
) Oxidized Roots Channels in Upper 12"
. Water-Stained Leaves
Local Soil Survey Data
Depth to Saturated Soil: >12 (in.) FAC-Neutral Test
Other (Explain in Remarks)
Remarks:
SOILS
Map Unit Name
(Series and Phase): Wehadkee and Bibb Soils (0-4 percent slope)
Drainage Class: poorly drained
Taxonomy (Subgroup): Fluventic Haplaquepts Confirm Mapped Type? Yes_ No_
Profile Description:
Depth Matrix Colors Mottle Colors Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-6 10YR 3/3
6-10 10YR 5/2
10-16 10YR 5/3
Hydric Soil Indicators:
_ Histosol _ Concretions
_ Histic Epipedon _ High Organic Content in Surface Layer in Sandy Soils
_Sulfidic Odor Organic Streaking in Sandy Soils
_Aquic Moisture Regime Listed On Local Hydric Soils List
-Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
WETLAND DETERMINATION
Hydrophytic Vegetation Present? Yes X No Is the Sampling Point
Wetland Hydrology Present? Yes No X Within a Wetland? Yes_ No X
Hydric Soils Present? Yes No X
Remarks: Area not classified as a wetland based on the criteria set forth in the 1987 Army Corps of Engineers
Wetlands Delineation Manual.
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Determination Manual)
Project / Site: 54 Acre Ten-Ten Rd. Site Date: 06/07/04
Applicant / Owner: John Powell County: Wake
Investigator: Sean Peffer State: NC
Do normal circumstances exist on the site? Yes x No Community ID:
Is the site significantly disturbed (Atypical situation)? Yes No x Bottomland Harwood
Is the area a potential problem area? Yes No x Forest
(explain on reverse if needed) Transect ID: flag E6
Plot ID: Wetland
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Fa ,us grandifolia tree FACU 9.
2. Liquidambar styraciflua tree FAC+ 10.
3. Anmdinaria pigantea herb FACW 11.
4. Viburnum nudum herb FACW+ 12.
5. Airsaema triphyllum herb FAC- 13.
6. 14.
7, 15.
g 16.
Percent of Dominant Species that are OBL, FACW, or FAC excluding FAC-). 60%
Remarks:
HYDROLOGY
Recorded Data (Describe In Remarks): Wetland Hydrology Indicators
Stream, Lake, or Tide Gauge
Aerial Photographs Primary Indicators:
Other Inundated
_ x Saturated in Upper 12"
No Recorded Data Available _ Water Marks
_ Drift Lines
Field Observations: _ Sediment Deposits
_ Drainage Patterns in Wetlands
Depth of Surface Water: (in.) Secondary Indicators:
Oxidized Roots Channels in Upper 12"
Depth to Free Water in Pit: (in.) r Water-Stained Leaves
Local Soil Survey Data
Depth to Saturated Soil: 10 FAC-Neutral Test
(in.) Other (Explain in Remarks)
Remarks:
SOILS
WETLAND DETERMINATION
Map Unit Name
(Series and Phase): Wehadkee and Bibb Soils (0-4 percent slopes)
Drainage Class: poorly drained
Taxonomy (Subgroup): Fluventic Hap laquepts Confirm Mapped Type? Yes No
Profile Description:
Depth Matrix Colors Mottle Colors Mottle Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-8 l OYR 4/2
8-14+ I OYR 4/2 l OYR 4/4 few
Hydric Soil Indicators:
_ Histosol Concretions
_ Histic Epipedon _ High Organic Content in Surface Layer in Sandy Soils
_Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed On Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors _ Other (Explain in Remarks)
Remarks:
Hydrophytic Vegetation Present? Yes x No Is the Sampling Point
Wetland Hydrology Present? Yes x No Within a Wetland? Yes x No
Hydric Soils Present? Yes x No
Remarks: Location classified as a wetland based on the criteria set forth in the 1987 Army Corps of Engineers
Wetlands Delineation Manual.
02!01/1994 20:57 919-872-9214 PAGE 02
R,01 ,g ?1or!a?a?caisYCZttd?dootllx>C44f ?sta
ENVIRONMENTAL CONSULTANTS
8480 Garvey Drive Since 1985 Tcl:(919)872.1 174 or (80OH07-0NN9
Raleigh, North Carolina 27616.3175 Fas:(919)872 92114
e-mail: raoldstcin97iraCarolina.com wcbsitc w?rv jjja mintas-OW
Agent Authorization
This letter is intended to allow representatives of Robert J. Goldstein and Associates, Inc.
(Agent) to act on behalf of the client/property owner when corresponding with the U.S. Army
Corps. of Engineers (USACE). In order for the USACE to conduct correspondence with an
Agent on behalf of the property owner, the property owner must provide a signed statement
authorizing the activity. Please have the property owner sign and date this letter and return a
copy to our office.
grant representatives of Robert J. Goldstein and Associates,
Inc. the authority to act as my Agent when corresponding with the USACE regarding the
property located at 3$25 Teh Tevi 9J. .e G 2157b2
ACOE Field Office Location
ACOE Field Office County Manager
Property Owners Signature Date
O- o! - o Y-
Cc! Sean PefFef, RIGA
G/S/GPS Environmental Assessments a Environmental Impact Staterrrents 'P Jurisdictional Weiland Delineations 0 Endangered
ppCCies S'urrt t a
Mapping OReservoirs 0Archaeological Surreys and Testing W iva'!er SuPPIY Projects OReal Estate Risk Assessments Lake Mnno nr u'crrc csla d
hfanagementT•instreamPl
reatment Flow AnatYsel •Mitigation Plans 05tream Restoration 0 Municipal Solid Waste Ian ditlls • Sewer //.?I,
s
tVaslewaterants 0 404 and 401 Permits AGroundwaler Monitoring •Blological Assessments •Expert Witness T(-,tinronr
2089
WITHERS & RAVENEL, INC.
111 MACKENAN DRIVE
GARY, NC 27511
CENTRAL CAROLINA BANK
CARY, NORTH CAROLINA 27513
66-46-531
CHECK DATE October 6, 2004
PAY Two Hundred and 00/100 Dollars
TO
NCDENR
Division of Water Quality
512 N. Salisbury Street
Raleigh NC 27604
11'000 208 9 611' i:0 5 3 10046 5i: 0 105441
AMOUNT
$200.00
M
WITHERS & RAVENEL, INC. 2 0 8 9 E
Invoice Number Date Voucher Amount Discounts Previous Pay Net Amount
:
204028.1 Powell Tr 10/6/04 0019934 200.00 200.00
NCDENR
Totals 200.00 200.00
CCBChChe cki 2
L --
WITHERS R ENEL
STORMWATER MANAGEMENT PLAN
4
a
q POWELL TRACT AT TEN-TEN RD.
Cary, North Carolina
4
4 Prepared For:
4 WIND)AM DEVELOPMENT GROUP
1130 Situs Ct., Suite 250
`a Raleigh, NC 276o6
4
4
Prepared By:
WITHERS & RAVENEL, INC
4 in MacKenan Drive
Cary, North Carolina 27511
September 2004
W&R Project No. 204028
A
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
a
INTRODUCTION
The purpose of this study is to document pre- and post-development peak stormwater discharges
fl for the 1-year, 5-year, and io-year design storm events. The goal is to provide detention structures
adequate to maintain a discharge less than or equal to the pre-development peak discharges after
the site has been developed.
p The site currently has two streams with loo ft buffers, one in the center of the site and another on
the north boundary of the site. There are no ponds on the existing site. There are two stormwater
Best Management Practice (BMP) proposed for the site to meet peak attenuation requirements and
e provide reductions of 85% Total Suspended Solids (TSS) and 25% Total Nitrogen (TN). The
o proposed BMPs are designed with a normal pool depth of three feet and meet the surface area and
storage requirements as regulated by the North Carolina Department of Environment and Natural
0 Resources.
4
METHODOLOGY
q The stormwater study was conducted using the natural drainage features as depicted by the Wake
County aerial topographic information (2-ft contours), field survey data and proposed development
within the drainage areas. The Powell Tract was entered into the model as three drainage areas
q based on natural and proposed drainage patterns, to evaluate post development peak discharge
4 rates. In the proposed model, the area was subdivided with two areas routed through the BMPs and
the remaining area discharging directly to the outfall. The individual peak discharge rates from the
4 three evaluation points were summed to get total pre- and post-development peak discharge.
The scope of work included the following analyses:
4
Hydrology
o Simulation of the i-year, 5-year, io-year, and loo-year rainfall events for the Cary area
q ? Formulation of the i-year, 5-year, io-year, and ioo-year flood hydrographs for the pre-
and post-development drainage areas
A Hydraulic
? Routing the 1-year, 5-year, io-year, and iooyear flood hydrographs for post development
A runoff through the proposed stormwater BMPs
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 two wet ponds.
The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to
create a routing computer simulation model using Haestad Methods PondPack vg.o software. This
PondPack model was then used to assess the impact of the peak discharges for the design rainfall
=i events. The PondPack modeling results are provided as appendices to this report.
HYDROLOGY
The Rational Method was used to determine peak discharge rates for the 1-year, 5-year, 10-year, and
100-year design storm events for the Cary, North Carolina area. The rational formula estimates the
peak rate of runoff by using the drainage area, runoff coefficient, and mean rainfall intensity for a
duration that is equal to the time of concentration. The rational formula is calculated as follows:
Powell Tract at Ten-Ten Rd W&R Project 204028
Stormwater Management Report September 2004
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
Q=CIA
Where:
Q = Peak flow form the drainage area (cfs)
C = Coefficient of runoff
I = Rainfall intensity (in/hr)
A = Drainage area (acres)
The runoff coefficients were determined using those values developed by Dr. N.R. Malcolm, North
Carolina State University, and published in Handbook of Applied Hydrology, Chow, 1964. The
values used for each drainage area are listed below in Table 1.
4
A
A
A
A
s?
A
TABLE 1. DRAINAGE AREA SUMMARY
Pre-Development
Description
Open Space
Woods
Total
Drainage Area #1
Acres
16.29
0.42
16.71
Drainage Area #2
Runoff Coefficient
0.22
0.20
0.22
Description Acres Runoff Coefficient
Open Space 0.44 0.22
Woods 6.21 0.20
Total 6.65 0.20
Description
Impervious
Open Space
Woods
tla, Sri:. ...s _.
Total
Powell Tract at Ten-Ten Rd
Stormwater Management Report
Drainage Area #3
Acres
0.82
11.48
18.72
31.02
2
Runoff Coefficient
0.95
0.22
0.20
0.23
W&R Project 204028
September 2004
4
4
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
Post Development
Drainage Area #1
Description Acres Runoff Coefficient
Onsite
Open Space 0.90 0.22
Impervious Surface 3.57 0.95
Lots 12.24 0.40
Offsite
Woods 2.5 0.20
Open Space 0.5 0.22
Impervious Surface 2.1 0.95
t _7
Total 21.81 0.51
Drainage Area #2
Description Acres Runoff Coefficient
Onsite
Open Space 0.81 0.22
Impervious Surface 1.78 0.95
Lots 4.o6 0.40
Offsite
Open Space 2.6 0.22
Impervious Surface
t , 7
-4 k o.6
- 0.95
fi
Total 9.85 o.62
Powell Tract at Ten-Ten Rd
Stormwater Management Report
3
W&R Project 204028
September 2004

POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
Drainage Area #3
Description Acres Runoff Coefficient
Open Space 1.82 0.22
Woods 14.37 0.20
Impervious Surface 2.95 0.95
Lots 11.88 0.40

Y' t. .3. a .1 ; }I fiY} 3'1
_ii:18f.3 t.`tr i is..- ,.L 0"F "l : ?i?
. tts St1t Y` ta, N t
Total 31.02 0.35
The Modified Rational Method was used to size the detention storage for the two wet ponds due to
the small drainage areas (<25 acres). The Modified Rational Method is an extension of the rational
method for rainfalls with durations greater than the time of concentration. The method was
modified so that the concepts of the rational method (peak discharge) could be used to develop
hydrographs for storage routing. The Modified Rational Method within PondPack calculates the
storage volume for hydrographs of rainfalls of various durations to determine the critical duration
for the design storm as the one requiring the greatest detention storage volume. This critical
duration is used to calculate the discharge rate and volume of water that is routed through the pond
structure. The hydrograph developed maintains the calculated volume and adjusts the peak
discharge rate accordingly. Thus, the peak discharge for the Modified Rational Method is less than
the calculated Rational Method.
The rainfall data used in this design was taken from the Intensity-Duration-Frequency Table for the
Raleigh area published in the City of Raleigh Stormwater Management Design Manual. The Kirpich
(TN) method was used to compute pre-development time of concentrations for the drainage areas.
The Kirpich (TN) equation is as follows:
Tc = 0.00013 * (L1°.")*(Sf-0'385)
Where:
Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
The post-development time of concentration was set at 5 minutes for all drainage areas to account
for the piped drainage systems and small areas of sheet flow.
HYDRAULICS
Computer simulated reservoir routing of the 1-year, 5-year, 1o-year, and loo-year design storms
utilized stage-storage and stage-discharge functions. Stage-storage functions were derived from the
proposed contours for the two wet ponds. A non-linear regression relation for surface area versus
Powell Tract at Ten-Ten Rd 4 W&R Project 204028
Stormwater Management Report September 2004
I
:4
.4
4
4
4
4
4
4
4
4
4
4
4
rf
4
4
4
A
4
4
4
POWELL TRACT AT TEN-TEN RD
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
elevation was derived for each BMP. 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 outlet
structure for the pond.
CONCLUSIONS
Based on the routing study, the post development peak discharge from the entire site is less than
the pre-development peak for the i-year, 5-year, and to-year design storms. Table 2 below
summarizes the peak attenuation results. Both ponds also contained the discharge from the loo-
year storm without overtopping the dam.
The resulting post development nitrogen export is 1.99 Ibs/ac/yr for the site. A buy-down is not
required since the nitrogen export is less than 3.6 lbs/ac/yr. Copies of the detailed supporting
calculations for nitrogen export are provided in an appendix to this report.
TABLE 2. PEAK ATTENUATION SUMMARY FOR THE 1-YEAR, 5-YEAR, AND 10-YEAR DESIGN STORMS
1-year Qpeak 5-year Qpeak io-year QQeak
Pre-development
Drainage Area #1 (Onsite Only) 17.77 cfs 23.07 cfs 25.38 cfs
Drainage Area #2 (Onsite Only) 6.88 cfs 8.88 cfs 9.74 cfs
Drainage Area #3 32.90 cfs 42.90 cfs 47.26 cfs
Pre-Development Total 57.76 cfs 74.85 cfs 82.38 cfs
irr'. rry ti?i:1
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Post-Development
Drainage Area #1 0.35 cfs 0.41 cfs 0.44 cfs
Drainage Area ##2 0.20 cfs 0.22 cfs 0.23 cfs
Drainage Area #3 55.64 cfs 71.79 cfs 78.77 cfs
Post-Development Total 56.19 cf., 72.42 cfs 79.44 cfs
Powell Tract at Ten-Ten Rd
Stormwater Management Report
5
MR Project 2014028
September 2004
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Project Name: Powell Tract at Ten-Ten Road Project #: 204028
City/State: Cary, NC Date: 13-Jul-04
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Fffiann,-..:.. fh., Wortninnt
% 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
uuul?u. i.? -N1\/-vvkj Jtunnwdter t3esi management Practices, pg. J, April 1999
WET POND #1 (85% TSS Reduction; 25% TN Reduction)
Total On-site Drainage Area =
On-site Impervious Area =
% Impervious Surface Area =
Surface Area of Permanent Pool:
Assumed depth - 3
SA/DA ratio - 1.72
16.71 acres
6.63 acres
39.7 %
4 5 feet
1.42 1.24 % From Table 1.1
Minimum pond surface area (SA) - (DA * SA/DA ratio)/] 00
SA = 0.287 0.237 0.207 acres
12499 10325 9032 sq. ft.
Normal pool elevation - 400.0 feet
Surface area provided - 0.377 acres
16442 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I - Percent impervious
Rv - 0.41 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.567 acre-ft
24690 cu. ft.
Stornnw,'Wr BMP C-+Ics_PowelI Ten- tenJu104.xIs - Pond #1
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Project Name: Powell Tract at Ten-Ten Road 11 roiect #: 204028
City/State: Cary, NC Date: 13-Jul-04
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Effirienrv in the Piedmont
% Impervious
Cover Permanent Pool Dept
3.0 4.0 5.0 6.0 h (feet)
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: r*4t_utrvtvuvvt4 ,)tormwater best management Practices, pg. 5, April 1999
WET POND #2 (85% TSS Reduction; 25% TN Reduction)
Total On-site Drainage Area = 6.65 acres
On-site Impervious Area = 2.80 acres
% Impervious Surface Area = 42.0 %
Surface Area of Permanent Pool:
Assumed depth - 3 4 5 feet
SA/DA ratio - 1.81 1.50 1.31 % From Table 1.1
Minimum pond surface area (SA) - (DA' SA/DA ratio)/100
SA = 0.120 0.100 0.087 acres
5242 4350 3787 sq. ft.
Normal pool elevation e 390.0 feet
Surface area provided e 0.141 acres
6124 sq. ft.
1-Inch Runoff Volume Calculation
Using (lie runoff volume calculations in the "Sirnple Method" as described by Schueler 0 987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I a Percent impervious
Rv - 0.43 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.237 acre-ft
10342 cu. ft.
Robert J. Goldstein & Associates, hic.
ENVIRONMENTAL CONSULTANTS
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No. Revision Date B Designer Scale
~ 1. PER TOC 1ST REVIEW 10/23/04 BDH W&R 1"=60 GRAI GREYHAWK SUBDIVISION SRADING & STORM DRAINAGE WITHERS RAVENEL Sheet No
9 2. REV. INFLOW TO POND 2 12/16/04 ADH Drawn By Date AL 9 2 04
s Checked By Job No. BW 204028.00 WAKE COUNTY CARY NORTH CAROLINA]II NORTHERN SECTION ENGINEERS I PLANNERS I SURVEYORS 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
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i \ ~ / \ ~ ) 1 ` 1~ \ I ( ~ / O + + + + + + + + + \ Q ~ ~ I ~ ~ 30 HARD STEM BULRUSH
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iOP OF DAM 406.00 100 YR FLOOD ELEVATION o ~ 100 YR FLOOD ELEVATION o ,
TOP RISER 404,50 TOP RISER 395,00 _ \ 3 = , 00 1 `3
~ 3'X3' BOX RISE
1) 2° CIRCULAR OPENING v 400,00 0 3'X3' BOX RISER 1) 1" CIRCULAR OPENING v 390,00 ~ 0,00 ~
L - 400.00 N RMAL P L - 390.00 0.00 INV OUT = 385.00
INV OUT = 395.50
STEM STEM SUPPORT STEM SUPPORT
SUPPORT 4" NRS GATE VALVE .VE 133 LE 12" RCP @ 0.75
4" NR5 GATE VALVE 86 LF 12" RCP ® 0.58% w/ PREFABRICATED ANTI-SEEP COLLAR
w/ PREFABRICATED ANTI-SEEP COLLAR

- .
CLASS II STONE
CIASS B STONE OUTLET DISSIPATOR OUTLET OISSIPATOR
6'x6'x1.5' 3000 PSI CONCRETE 27'W x 24'L'x 22"p 6.5'x6.5'x1.5' 3000 P51 COIJCRETE- d5D=13" )0 PSI COIJCRETE 14~W x 12'L'x 22°D d50=13"
V10 = 11.0 FT/SEC V10 = 11.5 FT~SEC ~~~~""~~~4~~ 'vaRo
CTION 1 SE POND SECTION P N 2 OD
• r ~W Q o~ N,T.S. o ti 9
N.T.S. a SEAL e ;
's t 23484
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ALL CONSTRUCTION SHALL BE a EY 0~ e~.~~
I AC ORDANCE WITH N C
CURRENT TOWN OF CARY
STAN DARDS AN D
SPECIFICATIONS. l4//w(U7-
a
No. Revision Date B Designer Scale Sheet No.
1. INCLUDE AQUATIC SHELF PLANTINGS 11/12/04 BDH W&R
2. REVISE POND2 INFLOW & ORIFICE SIZES 12/16/04 BDH Drawn By Date AL 9/2/04 GREYHAWK SUBDIVISION STORMW, ~MWATER POND DESIGN DETAILS ENGINEERS I PLANNERS 1 SURVEYORS 25
~ Checked By Job No, 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.witliersravenel.coni
R BW 204028 WAKE COUNTY CARY NORTH CAROLINA

INDEX OF SHEETS
> RAW I N G S FOR EXISTING CONDITIONS SHT 1
OVERALL SUBDIVISION PLAN SHT 2
DETAILED SITE PLAN -SOUTHERN SECTION SHT 3
DETAILED SITE PLAN -NORTHERN SECTION SHT 4
UTILITY PLAN -SOUTHERN SECTION SHT 5
UTILITY PLAN -NORTHERN SECTION SHT 6
T ~a 1010 ROAD) GRADING AND STORM DRAINAGE -SOUTHERN SECTION SHT 7
GRADING AND STORM DRAINAGE -NORTHERN SECTION SHT 8
EROSION CONTROL PLAN -SOUTHERN SECTION SHT 9
TT O'T-S B-O~ ~ EROSION CONTROL PLAN -NORTHERN SECTION SHT 10
PLAN AND PROFILE - R001 STA. 10+00 - STA. 23+00 SHT 11
PLAN AND PROFILE - GREYHAWK PL. (NORTH) STA. 23+00-STA. 34+22.83 SHT 72
~ ~ ~ _ ~ ~ ~ ~ PLAN AND PROFILE - BROADWING WAY STA. 10+00-STA. 14+64.94 SHT 13
~ ~ r--- WING SPAN CT. STA. 10+00-STA. 11+71.12
IM Jg J/ ~ J ~ ~ PLAN AND PROFILE -VAN GOGH LANE STA. 10+00 - STA. 23+23.45 SHT 14
1. PERMITTED USES SHALL BE LIMITED T0:
a. SINGLE-FAMILY DETACHED RESIDENCES; I
b. PARKS & RECREATION, OPEN SPACE (PUBLIC, PRIVATE AND NONPROFIT USES); AND ~ , B LG I M R c. AMENITIES & ACCESSORY RESIDENTIAL USES. ~ \ J r- PLAN AND PROFILE -HAWKS RIDGE CT. STA. 10+00 - STA. 14+94.77 SHT 15
~ wR1YX'BS~.~o
.48 DWELLING UNITS PER ACRE). 2. MAXIMUM NUMBER OF DWELLING UNITS SHALL NOT EXCEED BO LOTS (1 ' ~ J- -I I PLAN AND PROFILE - GREYHAWK PL. (SOUTH) STA. 10+00 - STA. 13+57.55 SHT 16
MAINTAIN A MINIMUM LOT SIZE Of ~ ~ _ 3. THE LOTS LOCATED ON THE PERIMETER THAT ADJOIN DUTCHMAN DOWNS WILL J L SOARING HAWK PL. STA. 10+00-STA. 13+4037
18,000 SQUARE FEET. THE MINIMUM REAR YARD SETBACK FOR LOTS ADJACENT TO DUTCHMAN DOWNS WILL BE 30 FEET. / II
E PR VIDED ON THE SOUTH SIDE ONLY BETWEEN THE LOTS IN THE PROT~OSED 4. ASIDE YARD SETBACK OF 20 FEET WILL B 0 I- SANITARY SEWER PROFILES -LINE "C" SHT 17
DEVELOPMENT AND WAKE COUNTY PIN 0761.50.4302; AND 0761-50-1236 (3000 VAN GOGH LANE AND 3001 VAN GOGH LANE). Q - -
~ SANITARY SEWER PROFILES - LWES "A", "D", "E", "F" & "G" SHT 18
5. A 20•FEET LANDSCAPE EASEMENT ADJACENT TO THE LOTS IN DUTCHMAN DOWNS WILL BE PROVIDED. THIS EASEMENT ~
WILL BE MAINTAINED BY THE HOMEOWNER'S ASSOCIATION ASSOCIATED WITH THIS DEVELOPMENT. L SANITARY SEWER PROFILES -LINE "J" SHT 19
H EXISTING TREES AND VEGETATION ARE LIMITED, THE SITE SHALL NOT BE COMPIETELYDENUDED OR - ~ - _ 6. EVEN THOUG
GRADED. THE INITIAL GRADING AND CLEARING SHALL BE LIMITED TO THE ROADS (RIGHTS-0F-WAY AND EASEMENTS), ~ ~ I PLAN AND PROFILE - 1010 ROAD WIDENING SHT 20
FRONT YARDS, SIDE YARDS AND BUILDING ENVELOPES. SELECTIVE CLEARING AND GRADING IN REAR LOT SETBACK ~ AREA5 AND OPEN SPACE WILL OCCUR AS LOTS ARE DEVELOPED AND ON A SELECTIVE BA51S. _
W STRIPING PLAN - 1010 ROAD SHT 21 u
ENT WILL BE CONSISTENT WITH THE SKETCH PLAN SUBMITTTED A5 EXHIBIT A. EXACT LOCATIONSOF ANY 7. DEVELOPM
STREET STUBS WILL BE DETERMINED AT THE TIME OF SUBDIVISION APPROVAL. STORMWATER MANAGEMENT PLAN SHT 22
8. PENDING WRITTEN REQUEST BY THE TOWN OF CARY PARKS AND RECREATION DEPARTMENT AND REIMBURSEMENT!
CREDITS FROM THE TOWN, A 20 FOOT (MINIMUM) GREENWAY TRAIL WILL BE DEDICATED AND BUILT BY THE DEVEtl)PER. THIS GREENWAY WILL GENERALLY BE LOCATED ALONG THE ENTIRE LENGTH OF THE STREAM BUFFER. FlNAL DETERMINATION ~L,~ ~ETAI!_ED PLANTING PLAN -SOL'T'~ERN SECTION SHT 23
F THE EXACT LOCATION OF THE GREENWAY WILL BE MADE AT THE TIA4f OF SUBOMSION APPROVAL. 0
CONCENTRAT~N STORMS Will BE ATTENUATED IN ORDER
9. RUNOFF PROTECTION FOR THE 5 AND 10-YEAR TIME OF TO PROVIDE,FURTHER PROTECTION OF DOWNSTREAM PONDS. Y DETAILED PLANTING PLAN -NORTHERN SECTION SHT 24
10. PRIOR TO THE DEVELOPMENT OF THIS PROPERTY, THE EXISTING HISTORIC STRUCTURE (A SINGLEfAMILY HOME) Nllll BERELOCATED OFF-SITE BY THE OWNER. STORMWATER POND DESIGN DETAILS SHT 25
11. A PRIVATE RECREATION AREA WILL BE PROVIDED BY THE DEVELOPER ON OPEN SPACE ADJACENT TO THE STREAM BUFFEit. - ~ ~ T STORM DRAINAGE & EROSION CONTROL DETAILS SHT 26
SR j0 UTILITY DETAILS SHT 27
~ ~~0 ~ ~
~L ROADWAY DETAILS SHT 28
GREENWAY DETAILS SHT 29
GREENWAY TRAIL PROFILES SHT 30
~ -N- PUMP STATION SITE PLAN PS-1
R - - - ~0 ~R~~ \ J _ ~ PUMP STATION SECTION VIEW PS-2
.
~ - PUMP STATION PLAN VIEW PS-3
~ \ PUMP STATION SITE PLAN LAYOUT PS-4
\ ~ J CHEMICAL FEED SYSTEM BUILDING PS-5
ODOR CONTROL EQUIPMENT PS-6
ELECTRICAL DETAILS PS-7
ELECTRICAL DETAILS PS-8
ROPOSED ISTING P TION EX DESCRI P
INTERMEDIATE CONTOUR INTERVAL P
II I INDEX CONTOUR INTERVAL DEVELOPER/APPLICANT
RIGHT OFWAY LIMITS - -
ROADWAYCENTERLINE - -
WINDJAM DEVELOPMENT GROUP
CURB & GUTTER
SANITARY SEWER FACILITIES -~5 ESS- -PSSt~-
STORM SEWER FACILITIES RALEIGH, NC 27606
~4V E N E L 1130 SITUS COURT, SUITE 250
WATERLINE - P"'` -
FIRE HYDRANT ASSEMBLY E R S I S U R V E INEERS I PLANN S U R V E Y O R S TELEPHO XE~ O19)C534-17)5356-3320
ENG
FENCING STRUCTURE -o - 4 fax: [phone] MacKenan Drive Cary, North Carolina 27511 tel: [phone] :919-467-6008 www.withersravenel.com ATTN: CRAIG GLA55
~ SNNE ~Y~r'YY~\ N/A
~ ear WOOD
fi Ait .c~l~. uAw ~ ~
WATERWAYS - - N/A
+(j SILT FENCING NIA
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y$ 5 i1

SITE DATA TOWN OF CARP PROJECT # 04-SB-022
53,64 AC, TOTAL TRACT SIZE
ZONING R-12 CU
PIN'S O7b1.03-40-7898 0781.04-51-2650
TOTAL # PROPOSED LOTS 78
PROPOSED DENSITY 1,45 D,U,/AC.
MAX. # LOTS ALLOWED 80
PROPOSED MIN. LOT SIZE 12,000 SF
PROPOSED AVG, LOT SIZE 16,091 SF
OPEN SPACE PROVIDED 18,21 AC.
LF OF STREETS (PUBLIC) 5174 FL
BUILDING SETBACKS; FROM THOROUGHFARE 50'
FRONT 20'
SIDE 10' CORNER SIDE 20'
REAR 25'
ADJACENT TO DUTCHMAN'S DOWNS 30'
TOTAL LF GRAVITY SEWER 6735 LF
8" ON-SITE 5547 LF 14" ON-SITE 1188 LF
TOTAL LF WATER MAIN
6" DIP 1490 LF
8" DIP 2570 LF
12" DIP 1160 LF
TOTAL 5220 LF
TOTAL LF 8' GREENWAY TRAIL 780 LF
TOTAL LF 10' GREENWAY TRAIL 1250 LF
TOTAL LF ROAD WIDENING 1090 LF (545 LF ON BOTH SIDES) g`~A
I i~~
TOTAL ~ WATER VALVES 23
TOTAL # FIRE HYDRANTS 12
~ TOTAL # SEWER MANHOLES 41
/
IMPERVIOUS SURFACE 13.63 AC. (25.4%) IMPERVIOUS SURFACE TABULATION:
STREETS 157,500 SF
/ MILLIANS, VIOIAEL 5 ! L0:1-W SIDEWALKS 24,140 SF
o' I~,";,~;8`,T ' DEN HEIDER WA ~ PoWFIL, JAKS IFMS R AL p IJI 3n1 ~ ~ AD / (E%IST. 50 R/W, 20' EDGI DEN HEIDER WAY GREEWAY TRAILS 18,940 SF iT. So' R/w, 20' EDGE-EDGE) ~ PUMP STATION SITE 3240 SF
. ~ ' ~ . AI ~ 21504-~ N P d LAUPoE N 0700.01 H 7721-000 SOACE. JOH . A-~ 5505 OEN NEIOER WAY LOTS 390,D00 SF (500D SF/LOT X 78 LOTS)
AALEIW NC 27606-A560 OWULFZ, RICAROp A k PAfAICIA F 0707 O1 AI 9171-000 5433 DEN NCIOER WAY pAY150N, OANO SC071 d AI NE C R-b 0./17101 NC In06-8564 CNfM, OW CNI k CNINC NU 5115 OEN NFIOEA WAY ,N9 sc9n t sv NE c rAna7, RoeERr w ~ t NARr R 7rtus7 TOTAL IMPERVIOUS SURFACE 593,820 SF +El9u wAr s,be aEN xEl9EA wxr TOTAL SITE AREA 2,336,395 SF
3128 OEY MEOER WAY SOROE. JOIN P d UUgE 0701.03 11 4700-OW RKpp1 NC 27000-9584 RALEN]I NC 27609-9984 5305 pEM XBOER NAY R-10 0781.03 11 1969-000 0761.03 p 1789-000 27606-9094 RAIE19H NC 17606-0.5e1 au-~ mm.9s42s261-o0o TOTAL PERCENT IMPERVIOUS 25.4
i FpLTW, RICHARD f d SAAE E plEq, JEFF k LISA C RAlEIQ1 NC 27001-9700 R-40 ' ~ ~ r ~ ~ 351! DEx XEOEA WAY 3509 pEN XEIOEA WAY 0761.0! b 1818-000 1-10 A-,0
RAl71CH NC 17000-9580 RALEIOX NL I7000-8300 -10 PXlEq, YARN NOMESCAPE BUtONO COMPANY 0701,07 b 1377-000 0161.03 b 1088-000 5111 OEN HCI i R-b p-/p RALFIW NC PH9ER, NAAN P t IERE H 9ff(a yAY ~Y"TM01"s ScN9N OWNER DEVELOPER; WINDJAM DEVELOPMENT GROUP 9421 OEN HCIOEA WAY RAl(Y.x wC •(7,06,,,,,, / Runq+NC z76ae-s os6lm,RSSZ,_o~ 1130 SITUS COURT, SUITE 250
1013 YILLENS BAY Ci. NMA 0161.03 q N APf%NC 27531-Sla _ _ - - ,~..~.!Ti~. RIV 9no+15311 E----, 7 ~ r--- TE LANDS "'`'F. A-b 97x1.97 a 49e7.9oo 6.40 ror LDT RALEIGH, NC 27606 R-,9
R!0 ~ 47; C ~ ~ 1 f ~ - ~ PRN I N I I I I a r/ A V I I ~ ~ l ~ l ~ l H ~ ,~I f l ~ 1 2--=ATE IAND,~C 2_PRNATE LAND,S~CAP F,~MT,__ .~'r ATTN. CRAIG GLASS
I f l l 01 1 1 I I I I I I I I I I I I / I I i t I r -l f Q, \ y. / to/ II II II II I ~ ~ I I 1 L___ B I I I I I I I I ~ i i I 30 GREENWAY k - ~ : ~ ~ PH; 919_ 256_ 3320 I ~ ~ i J I m ~ sA~ taRr sEwER EsMk , ; , , . FAX: [phone]
( 'ti ~ ~ (rJ i t I ~ : ~ I I W I I I I N I I 1 I ~ ~ 1 1 I I I I I I I I I I I I ~ I ~ I N I I I I I I I l I I 1 I I I I I O ~•,y!*
II ~ I v ~ ~ \ N\~ I I I I I I I I I I I I I I I I l~ I I I 3D' G ENWAY I 11 I I _ J L___J ~ _ ,__J L____J 1 II I II l ^ L---- L-- ----a i ~
wArWNS1u7Dwpwc __LI _ / t \ _ _ ~ A, ~ S4NIT~ ~€W€ 1011 YLLEN$ BAY Ci, L - r - ~ , • , / \ \ ~ ~ ~ NOTES:
IPE11 NC In,W-61W ~ / ~ ~ i - 07R0/97350 ~ l / 1 . ~ ~~~Yw~AN,IANNRJItEILE 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT TOWN OF . 9212 IflOEN LN
I - - -1 ---1 r-- --r r--, r-- I I ~ f-___~ ~ ~ U1 I I I I I I~ ` I ~ i t ~ N I I I I N ~ I I I I I I 1 1 ~ ~,I r--, - RAtFi9HN9 27696-9967 CARP STANDARD SPECIFICIATIONS AND DETAILS, I I I I N I I N ~ ~ mm.97 42 mn-999
I ~ I / ,'1 1 I I I I ° I I U I I LR I I N I I ~ ~ 1 ~ U11 I I In I ( N I I lA ~ J l 1 ~ ~ (P I Ci) I I v l l ~ I f0 ~ ~ pl J I ~ L----~ J h. I I I I N k ~ 6.40 . ~ I I I i i _ , I, 2. LAYOUT SHOWN IS FROM PRELIMINARY LAYOUT BY ELAM, TODD
xfLSa+,waaAenY V ~ / •w'•' :~~~n ~ li A ~ I I ~ I ~ I I I I I E~~~ ~ r•---~ ~ I I 4eawu.FWSeArcr ~ ~ / .;`R`", G~. / r,~ ~ 1 N \ ~ I I I r ~ \ ~ ~ I \ i \ ~ ~ 1:) D AMBROSI AND WITHERS &RAVENEL, INC. ~ Ii v i.
~ v v 1 (v+ A~ I I A~ I N ~ I I _ y APaNCnaw-314 v I r y: i I I (r 1 1 ~ \ I I I I ~ _ f~ \ v W v ~ ~ ~ ) onalm ~ f ~ :'0:~' ~ fA I I ~ 1 V I I I N I - V CA \ v ~ 1 ~ ~ i„ J \ / \ ~ ~ ~ / VAUGHAN, IRNN R t EIIFEN 0 ~ . 3. EXISTING TOPOGRAPHY SHOWN IS FROM PRELIMINARY SURVEY
A-s0 I I 6T / ~'~h,.' (P I I I S I I I I I~ I r-- ~ ~ ~ I W I / i ~ ! L----~ rn I ~ ~ ~ , ~ ~ i i ' \ ~ : • ' ~ ~ . ~ RAlEN91 NC 77606-9967 ~ j). ~ ~i0S1z0,,,_~ BY WITHERS &RAVENEL, .INC.
O: P N--- - r------I [n n ~ \ 1 , i N / . ST:~ MV I I _ , v ~ , ;~r N i.;ST~ MWAT~R,'~~,;;; :~'~U ~~r'' ~ 4. WETLANDS SHOWN ARE FROM DELINEATION BY ROBERT J. GOLDSTEIN &
.1 MAPLES, NANCY J d O1NY R ApIEY / ~ O1 \ \ ~ . ~ N 1V Ilv,wcpcxLU1E `I / ~ ~ V I'.• \ - ~ ~ ASSOCIATES, INC. AND MAPPED BY WITHERS &RAVENEL, INC.
1 101111 OII~I a i NC 17639-6n1 JWES RQULD p k LnW AWE ~ D ~ ~ w . ~ ~,r . ` \ 10101 altl 1116 /M r IF a 1962 sulm, LeuLS w k AYXA 3aoo vAN COW w[ r _ _ _ _ _ ~ _ _ ~ r ~ I : ~'~::r' : ' "~M' ~ f.::.:.
N1 au f- 3008 NAx COW LAME MER NC 27339-0n1 1 / \ 5/x t17e1 s 1 -aop ADEN Nc 27531-sn1 m6150123e I A I ~ - I N / ~ \ ~0:. ~ ~ ~ - NOK I7101~ I R-pLX I V I OI \ / / W \ ~ n / •:,t~;~~.•, ::..:.:~:'".•.:.,•:::.1 RODEm4,1RleAtlIICN 5. THE DEVELOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COSTS r--~ :-fie ::ca• 6aobenauu9n ASSOCIATED WITH STREET LIGHTING ALONG PROPOSED STREETS, ADJACENT
/ s k~Ob ~ if-ko1R pn smov I I ~ \ ~ I i / Lp \ ~ , "i ~ I 11 - -100 I ~ L _ ,i k. E~ . ~ l; RAlENI1 NC nea-n71 ~ N ~ • • ;I; STREETS AND THOROUGHFARES AS REQUIRED PER TOWN OF CARP
' '•~'•°•'X•'•" • I R-'° POLICY STATEMENT N0. 13, THE DEVELOPER SHALL CONTACT CAROLINA i i N \ ,;,;~{~.J;i;' ::I POWER AND LIGHT COMPANY AFTER PLAN APPROVAL AND PRIOR TO
v' ~ ' ~ I i `0 ' ~ ~"'°f;'"' ~ ~I CONSTRUCTION IN ORDER TO DEVELOP A STREET LIGHTING PLAN FOR THE
~ 1 ~ y:~' ~ V~ r--~ r r r ~ r--- - \ STORM:WgTEFt,:': ~ I ~ ~ r---~ r- II I . SITE SUBDIVISION PLANS. C .~1 / I ~
~ ~ . y3. _ A I \ Il 1 O ,1:~...•. • . , ( { NATME9a4w~Nwxtsxa+9 ` 6. ALL SIGHT TRIANGLES OUTSIDE OF THE STREET RIGHT-OF-WAY SHALL BE
N I I ~ 1 Q- W _p BOC G d ,P'J- I vw cpcx uwE ~ I I I I I i t I I I I 1 1 _ • / Np m31-m4 I I I I i I I I 1~ \ ~ • • RA619H N0 =7696 977, ~ RECORDED A I HT DISTANCE EASEMENTS ON THE SUBDIVISION PLAT AND ARE m SSG F ~ ~ ' D7fi1,W 92 7891-900 x
~ ~y~ 1804412 L.~--~ ~ L_____~' ` _ ION --'f P~IVA7~ ~S`ZA~E-E T--- T:-r+~;.+`~T~-~ j; I R-,9 ~ SUBJECT TO USE RESTRICTIONS IN THOSE AREAS. V A om
SM0.ETART, ROBERI C 0 LISA M , fNIM .
BII7 Nf01ENW1D5 W POW[lL. MAM flAlIXi1 NL 27908-9605 LLWi, MICMALL C d A XE F PDWY, YOAI65 FONIEST d OR111A B LOYBARO, JOWNNE$ 5 k SWJA ba IEM lw W' 0161.4 50 5555-000 6103 NEINERUN05 Oq 8213 NFiNERUYDS W 8111 NETIERVN05 W A 7. SIGNAGE IS A SEPARATE APPROVAL PROCESS AND HAS NOT BEEN REVIEWED 5,16 ANSIIRDAYw0. f~ OR APPROVED AS A PART OF THIS DEVELOPMENT PLAN.
RP15WN NC 27006-9850 AP[T YC 17505 -p ALCNp1 NC 17606-99 R,~ICILY NC I78p6-B6 NASPfA, PfER l k MN+Y f D7/0.01 0171-OW 07BI.Ot 50 580D-000 0761.4 51 5180-OOD R76wa 57 5331-p00 Sys NEI1ERUx09 M i t Marc E RAIEWI xc em96-979e ~ a9s 9R 97s1.o, s2 atu-a99 yp6,,, ~ 9Aw9 k uli ~ pp
\ -bN A-/0 R-b AAM:IOX NC 77008-9859 0761.4 91 9771-000 R-b 7e0°-9°g' A-'°W ens~ouN9R ~ 8. ALL ABOVE GROUND UTILITY EQUIPMENT AND FACILITIES ASSOCIATED WITH '2-ppp RAIFICH xC 27696-9729 m'
7CXELW, IUN O k l ETiF M \ 07 IF7NCRLAN05 OR ASON, UW7f11C[ F 5 d DW NC 27800-98 Y NC, JASW E d SNA A ARY JO NASON 6761,946706„_600 ~ ON-SITE ELECTRIC, CABLE, TELEPHONE, GAS OR SIMILAR SHALL BE LOCATED A-10 IN THE SIDE OF REAR YARD AREA OF THE SITE AND SCREENED, TO THE
0781.4 50 5713-000 809 NE7NEAlPN05 OR 17 NERIFIkAN05 OR _10 R EN11 NC 27AOB-9658 uEIW NC 17808-985 EXTENT POSSIBLE, WITH EVERGREEN PLANTINGS, PLANTINGS SHALL ALLOW
\ qNt, EDWN Y k OOL07HY L 61.4 5t 5084000 7kl.a 31 5381-000 i 011! xERfERUN05 OR 40 -b \ pALEMJI NC 1]008-9805 FOR A MINIMUM OF 5' CLEARANCE AROUND THE STRUCTURE TO ALLOW FOR
0701.4 30 0179-000 R-b ACCESS. ADDITIONALLY, ANY .SIDE OF THE STRUCTURE HAVING A DOOR OR LOCK, THE PLANTINGS SHALL ALLOW FORA 10' CLEARANCE. THE AMOUNT
\ NETHERLANDS DRIVE (E%I5T. 60' R/W, 20' EDGE-EDGE) OF CLEARANCE SHALL ACCOUNT FOR THE SIZE OF THE PLANT MATERIAL AT
MATURITY,
PEACOOL, ASEDX T 37 d 9. NO TREE SHALL BE LOCATED WITHIN THE RIGHT-OF-WAY OR WITHIN 5'
CATIERME 5 \ 8109 N7INFRLANDS DR RALL19N NC 2n06-9009 OF A SIDEWALK,
\ onl.a so 9seo-ooo A-b
10. TWO BENCHES WITH CONCRETE PADS AND ONE TRASH RECEPTACLE WILL BE
REQUIRED TO BE INSTALLED BY THE DEVELOPER ALONG THE GREENWAY TRAIL. THE LOCATIONS WILL BE SITED BY TOWN OF GARY PARKS & RECREATION
J DEPARTMENT. PLEASE CONTACT JOE GODFREY AT 462-3863 TO REVIEW
TRAIL ALIGNMENT PRIOR TO PAVING AND SITING THE BENCH LOCATIONS,
11. A REQUEST FOR A DEVELOPER AGREEMENT BETWEEN THE DEVELOPER AND THE TOWN OF CARY MUST BE SUBMITTED FOR THE TEN-TEN ROAD WIDENING
PORTION OF THIS PROJECT. THIS REQUEST MUST BE SUBMITTED TO THE TOWN
OF CARY PRIOR TO BIDDING OF THE ROAD WIDENING PROJECT OR THE
DEVELOPER FORFEITS THEIR REQUEST FOR A DEVELOPER AGREEMENT.
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GRID NoRrH (NAD's3) ALL CONSTRUCTION SHALL BE
PB 160, PG 63 IN ACCORDANCE WITH
GRAPHIC SCALE CURRENT TOWN OF CARY
zoo o ,oo zoo aoo STANDARDS AND
G R SPECIFICATIONS,
h
I inch = 200 it.
e
a
No. Revision Date B Designer Scale Sheet No.
1. PER TOC 1ST REVIEW 10/23/04 BDH W&R =zi)a WITHERS R"ENEL OVERALL SUBDIVISION PLAN ENGINEERS I PLANNERS I SURVEYORS
2. PER TOC 2ND REVIEW 12/6/04 BDH Drawn By Date GREYHAWK SUBDIVISION OVE
7 Al 4-7-04
a Checked By lob No. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
WAKE COUNTY CARY NORTH CAROLINA BW 204028.00

i /I ~ ~
o° I/ / SORGE, JOHN P & LAURIE K
\ I I I 5505 DEN HEIDER WAY RALEIGH NC 27606-9560
\ \ ~ ~ / / , ~ ~I Q 0761.03 41 4111-000
i / I / ( / I / R-40 GONZALEZ, RICARDO A & PATRICIA F 5433 DEN HEIDER WAY
I ~ / l RALEIGH NC 276D6-9584
~ ~ / POWELL, JAMES LEWIS ET AL j/ ~ GRID NORTH NAD'I 0761.03 41 4308-000 ID NORTH (NAD'83) SORGE, JOHN P & LAURIE K R-40
/ ~ 3724 TEN TEN RD APEX NC ,P ~ i ~ 27502-7181 / PB 160, PG 63 / a - / / PB 160, PG 63 5505 DEN HEIDER WAY
HOMESCAPE B ILDING (`r~MPANY 0760.01 49 3721 000 / ~ v , RALEIGH NC 27606-9560 ~ ~
4813 MILLENS BAY ~J.~ R-30 ~ 7 I/ S ~ FULTON, RICHARD E & JANE APEX NC~275 9 5194 ~ / / E 5513 DEN HEIDER WAY 0761.03 40 4846-000 ~ RIDER, JEFF & LISA C R-40 i ;1
0760495361 ~ / ~ ~ ~ i RALEIGH NC 27606-9560 5509 DEN HEIDER WAY I
R-30 , ~ / ~ / \ ~ ~ 0761.03 40 4373-000 - / I I / A / R-40 RALEIGH NC 27606-9560 ~ I 0761.03 40 4688-000 ~ II
/ ~ I V ~ ~ / ~ - R-40 ~ , - I
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/ ~ / / 2 \ \ ~ \ ~ WATKINS BUILD~I G INC o D7 / / / _ ~ w ~ ~ -f- E
4817 MILLENS AY CT. / ~ /j / / ' ~ / / ~ ~ ~ ~ \ I
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NELSON, MARK J 1/ ~ ~ ~ A ~ / I / 4821 MILLENS B Y C~ 8 ~ ~ ~ = ~ A \ I / ; I / ~ ~ ~ / ~o ~ ao 1 A ' cb ~ ~ ~ ~ ~ ~ ~ I 1 1 ~ ~ 1
APEX NC 27539 51;94 I ~ 2~ / ~ l ~ ~ ~ ~ ~ ~ 1 1 ~ l ~ 0 1,~ A CI7 ~ ~ - / ~ 1 \ ~ 2 , , ~
0760499227 ~ - ~ ~ ~ I ~ ~ / ~ I , ~ - 53 ~ / R-30 ~ Q - - ~ ~ / i 1 ~ l r l ~ ~ ~ 1 1 a F ~
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Z ~oI / L~ POWELL, WILLIAM M JR I \ ~ 4004 TEN TEN RD / ao I ~ I I 1 ~ 8 A \ - ~ ~ I 1 I \ ~7 \ ~ a ~ 1 -L
o APEX NC 27502 / c4 oz`s NAPLES, NANCY J &TIIvIOTHY R
0760,02 59 1570 000 REMLEY 3012 VAN GOGH LANE SMITH, LOUIS W & ANNA M JONES, RONALD G & LEIGH ANNE ~ ~
R-40W / s ^ / APEX NC 21539-5774 3008 VAN GOGH LANE 3000 VAN GOGH LANE z e \ 7 1 _ w / 0 6059 982 APEX NC 27539-5774 APEX NC 27539 5774 ~ ~ ~ ~ ~ ear ~ ~ ~ ~
/ ~ -40W 0161501047 00 1 \ 0761501238 J ~
R-40W R-40W ~ ~ HATCHED AREA, IS STOP AT~R
/ .°p / / / ~ ~ \ ~ ~ I ~ r . - NT CE SMT, ~ I 1 , ~ ~ ~ ~ ~ I 1 - ~ 6~ S 39 ~ ~ 1
/ / , 1 1 ~ ~ I ~ ~ } ` ~ I ~ ~ °j ~ i 1 ~ ~ `~1 I I ~ 20 ~DRAIt~' GE `'0 1 ~-I' -
POWE ,JAMES LEWIS TRUSTE ETAL / q STORM DRAINAGE CHART I 24 TEN TEN RD / ! & / 1 1 A 1 ~ SEMENT D I ~ m
/ Pipe Flowing Pipe Pipe I APEX NC 27502-7181 / I I o I ~ ~ 0 1 ~ ~ 1 I I ~
4760.02 58 4553-000 f / 1 Upetreom Drainage Discharge Full Dameter Length Pipe _ _ I / / / Rim Inlet Areo Q1D Capocity D L Upper Inv, lower Inv, SI e _ - - - _ I I 1 ~ 68 ~ ~ ~ ~ \ N I - \ I ~ 1 ~ '':-I ~ \ \ _ ~ ' _ - 1 \ 1 ~ 63 J ~ ~ 1 I Z G~ ~ A \ I
R-30 From To IMP at wPo) C (ac) (c1s) (cfe) (in) (ft) Ekvotion Elevation (X~ _ - _ - - _ J ~ ' ' CB-1 CB-2 CB-1 452.46 0.62 0.29 1.30 11.37 15" 42 447.80 446.50 3.10 ~ - - - _ m; \ I ~ \ \ l ~ 1 I rn A \ ~ \ I I I
CB-2 CB-3 CB-2 451.02 0.62 0.60 3.58 5.56 15" 27 44630 446.10 0.74 ~ , ~'i \ T- ~ ~8 .a,;. ~ ~ I 11 I I I I j i ~ I ~ ~ ~ ~ 'I I I 1`
CB-3 CB-3A CB-3 451.02 0.75 1,01 4.71 13,16 15° 135 44590 440.30 4.15 23+00 22+00 2i+04 \ xe` I I~ I; V I I I-~ ~i+oo ~o+oo I a oo +;ao 1 ~ ~ I I I ~@~ ~ I ( I I
CB-3A FES-3B CB-3A 444.05 OJp 1.27 6.62 11.09 15" B6 440.20 439.30 1.05 / ~ / ~j \ \ w a I 1}~k00 M1.6~fP n, I Vf ~ w w _w o ~ ~ y l l l I
\ ~ I
CB-4 CB-5 CB-4 460.10 0.75 0.12 0,65 4.92 15° 60 455.70 455.30 0,58 ~ - i ~ CB-5 CB-6 CB-5 459.75 0.85 0.26 1.51 7.59 15" 58 455.20 454.40 1,38 / ~ ~ - ~ I ~ : I I . . , . I , ~ ~ ~I I I I . .
CB-6 CB-7 CB-6 458.40 0.90 0,34 2.03 10.52 15" 151 454,30 450.30 2.65 ~ ~ / / I ~ 1 I I I I I I 1 ~ I I I I I I
~ / CB-7 FES-8 CB-7 454.35 0.90 0.52 3.20 5.33 15" 44 450.20 449.90 0.68 / l \ I m 1 ~ 1 ~ I I~ I I I ~ ~ / I 1 1 I 1 I ~ ~ 1 I 1 1 `.I I I`~ I I I 1 ~ N ~
J CB-9 CB-10 CB-9 453.43 0.75 0.18 0.97 14.44 15" 132 449.00 442.40 5.00 / ~ I I 1 1 \ I ~ ~ I I ~ I I l I 1 I / 1 1 I
OUTLET PROTECTION SUMMARY CB-10 CB-11 CB-10 446,83 0.80 1.96 6,89 8.34 15" 45 439,50 438.75 1.67 ~ ~ ~ 1 1 1 \ 1 I I ~ I I I I~~ I I I ~ / I I ( 1 1 I ~I \ I I ~ IV I I ,I l l\ I ~ j 1 1 I ~ I 1 t I I~ I I I I I I ~
CB-11 CB-12 CB-11 442.98 0.60 2.07 7.37 12.84 15' 129 438,60 433.50 3.95 W ~ I \ I I I I I I 1 l~ I I I ~I I I I 1
F -3 FES-8 FES-21 CB-12 CB-13 C8-12 437,96 0.50 2,67 9.53 12.64 18" 76 433.10 432.00 1.45 v ES „ CB-13 CB-13A CB-13 436.72 0.43 3,80 13.04 16,61 18" 8 431.90 431.70 2.50 / ~ 1 ~ I ~ I I I I I~ I I I C I I I I i~ I ~ ~ ~ I I I I I ~ I I I ~I I I I I~ C' 45 ~ l I I I ~ I I ~I 1~1 1 ICI
8'LX8'WX22 D 5'LX1'WX9°p 30'LX34'WX22°D - IP-RAP W CLASS 2 RIP-RAP W CB-13A CB-14 CB-13A 436.72 0.43 5.38 18.35 21.82 24° 27 431.20 430.95 0.93 ~ CLASS B RIP RAP W/ CLASS A R / / _ 7 4 1 7 70 LINNEY, ERIC G & SANDRA J \ ~ ~ ~ / I / I ~ / I I I 4Q I I~ ~l I ~I
FABRIC LINER FABRIC LINER FABRIC LINER CB-14 YI-15 CB 14 436.72 0.65 5.63 19.52 59,94 24' 129 430 5 2 . 0 2 3001 VAN GOGH LANE ~ 4h / ~ ~4 ( 43~ I 142 ~ ~ / I I I i 1 ~ I ~ ~ 1 ~ ~ \ I / \ / / / ~ _ - I 1~ I
d50=6" d50=3" d50=23" YI-15 CB-16 YI-15 425.50 0.50 5,95 20.68 35.55 24" 97 421.80 419.30 2.47 V10=9.08 FPS V10=4,54 FP5 V10=19.66 FPS CB-16 CB-17 CB-i6 424.30 0.59 6,58 23.36 27.05 24" 49 419.10 418.40 1.43 APEX NC 27539-5774 I I~ ~ / l / / l I--- ~ ~ 1 I / ~ ~ I ~ ~ I , ~ `f .I
CB-17 YI-18A CB-17 425.60 0.67 6.92 25.10 45.19 24" 138 418.20 412.70 3.99 0761504302 ~ I A ~ ~ ~ ~ ~ I ° / P 1 /
YI-18A CB-18 YI-18A 417.00 0.49 8,92 32.17 36.45 30" 101 412.20 411.40 0.79 R-40W FES-37 FES-40 FES-44 ~ CB-18 CB-19 CB-18 418.29 0.70 9.00 32.58 38.26 30'~ 126 410.90 409.80 0.87 \ ~ ~ ~ ~ ~ ~ ~ ORMWATER MGMT. - I ~ I I ~ I / 7 ~ ~ ~ ~
5'LXTWX9"D 8'LX10'WX22"D 16'LX18'WX22"0 CB-19 CB-20 CB-19 415.33 0.51 1206 45.50 57.37 36" 27 409.10 408.90 0.74 \ ti / OND~1 _ - ~ ( l ~ i / o ~ ~ - I
CLASS ARIP-RAP W/ CIASS B RIP-RAP W/ CLASS BRIP-RAP W/ CB-20 FES-21 CB-20 415.33 0.70 12,53 47.88 158.67 36" 83 408.70 404.00 5.66 FABRIC LINER FABRIC LINER FABRIC LINER 1 1 l ~ ~ ~ ~ i ~ l ~ EE DETAIL ON SIB: 2-5.- I ~ 1 I I, ~1 ~ I ~ ~ ~ r ~ ~ ~ ~ ~ I Iv. I I h1-1`g I T I 1
d50=3" d50=6" d50=13" YI-22 CB-23 YI-22 443.50 0.45 1.28 4.16 4.83 15° 161 441.30 440.10 0.56 V10=3.98 FPS V10=12.07 FP5 V10=12.63 FP5 CB-23 CB-10 CB-23 445.54 0.75 1.70 6,43 6,71 15" 37 440.00 439.60 1.08 ~ ~ ~ I _ -
C8-24 CB-13A C8-24 437.63 0.55 0,46 1.83 8.35 15° 72 433.20 432.00 1.67
CB-25 CB-26 CB-25 431,78 0.75 0.19 1.03 5.56 t5° 27 427.35 427.15 0.74 FES-34 FES-31 (INLET PROTECTION) CB-26 CB-17 C8-26 431.78 0.65 0.27 1.40 11.88 15" 133 425.60 421.10 3.38
28'LX12'WX22"D 15'LX12'WX22"D CB-27 CB-28 CB-27 425.54 0.60 1.41 6,11 6.36 15° 31 421.20 420.90 0.97 ,~~,~,Ne1pq,~b
CLA55 B RIP-RAP W/ CLASS BRIP-RAP W/ CB-28 C8-29 CB-28 426.25 0.80 1.61 7,27 8.57 15° 119 420.70 418.60 1.76 . ~N CARO y. SINGLETARY, ROBERT G & LISA M ~ GILLIAM, MICHAEL E & ANNE F
FABRIC LINER FABRIC LINER CB-29 CB-30 CB-29 422.97 0.70 1,78 8,12 10.85 15" 181 418,30 41320 2,82 d50=13" d50=13" CB-30 C8-19 CB-30 417.90 0.55 2,08 9.32 13,65 18" 118 412,90 41090 1.69 PURDY, MORRIS FORREST & DONNA t'~F.SS~D 9 8117 NETHERLANDS DR RALEIGH ~ ~ N E 8205 NETHERLANDS DR 8213 NETHERLANDS DR RALEIGH NCB y • ;
V10=1360 FPS NC 27606-9605 BATCHELOR, ALAN D & LYNETTE M RALEIGH NC 27606-9659 ~ ~ t
FES-31 C8-32 - 0.40 13.48 38.93 73.93 42'~ 37 409.00 408.80 0.54 \ 0761.04 50 5535-000 NTH RLANDS DR RALEIGH YOUNG, JASON E & SHANNON R 27606-9659 ~ SEAS g 8201 E E 0761.04 50 5899-000 I H 0761.04 51 5188 000 R-40 NC 27606-9659 R-40 8209 NETHERLANDS DR RALE G ~ 284 ;
CB-32 CB-33 CB-32 416.37 0.80 13.76 40.55 86.54 42" 27 408.10 408 5D 0.74 CB-33 FES-34 CB-33 416,37 0,75 14,02 41.96 153,57 42'~ 60 408.00 406.60 2,33 \ NC 27606 9659 R-40 0761,04 50 5773-000 _ • ,t~~~ ~
0761.04 51 5084 000 . a~ R-40 _ S `n(i R 40 • I~•'
- - CB-35 421,04 0.70 0,20 1.01 5,56 15" 27 416.90 41670 0,74 CB 35 CB 36 P 1 eY o
CB-36 FES-31 CB-36 42104 0.80 0.32 1.70 5,56 15" 27 416,60 416,40 0.74 \ NN, „N •
YI-41A CB-41 YI-41A 41150 0.42 3,79 11,49 22,77 18° 134 408.00 401.70 4,70 _ ~ I i
CB-41 CB-42 CB-41 406.14 0.48 5.13 16.13 17.26 18" 37 401.60 400.60 2.70 CB-42 YI-43 CB-42 405.36 0.15 6.01 19.78 22.58 18" 143 39810 39150 4.62 r2 r6 0~
YI-43 JB-44 YI-43 395.00 0.50 6.21 20.50 - 24"* 118 391.00 388.70 1.95
JB-44 FES-45 JB-44 400.00 0.50 6.21 20.50 - 24"~ 87 388,50 386,10 2,16
CB-47 CB-42 CB-47 402.92 0.50 0.62 2.24 4.88 15" 106 398.90 398.30 0.57 KING, EDWIN M ALL CONSTRUCTION SHALL BE KING, EDWIN M & DOROTHY L
- 9 FES-40 CB-39 411.30 0.73 069 4.69 14,44 15° 82 407,10 403.00 5,00 8113 NETHERLAI CB 3 RALEIGH NC 2' a113 NETHERLANDS DR GRAPHIC SCALE IN ACCORDANCE WITH RALEIGH NC 27606-9605
0761.04 50 647 so o so so 1zo CURRENT TOWN OF CARY 0761.04 50 6479-000
a_an a_an STAN>7ARnS ANn
NOTES4
1. ALL PIPE SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. I inch = 60 ft. SPECIFICATIONS.
u 2 SHOWN IN PIPE SIZE COLUMN DENOTES 0-RING GASKET PIPE SHALL BE USED.
w d
No. Revision Date B Designer W&R Scale 1n=60 Sheet No.
~ 1. PER TOC 1ST REVIEW 10/23/04 BDH Drawn By Date GRA GRADING & STORM DRAINAGE WITHERS 6r RAVENEL SOUTHERN SECTION ENGINEERS I PLANNERS i SURVEYORS
7 AL 4-7-04 GREYHAWK SUBDIVISION
$ Checked By Job No.
s B W 204028.00 WAKE COUNTY CARY NORTH CAROLINA 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
$ ii

i ~ vv~ L V L.V \JL LV\JI_~
I I ~ ~
i I ~ ~ ~ ~
~ ~ ~ ~
I ~ ~
1 ~ ~
SORGE, JOHN P ~ LAURIE K GONZALEZ, RI AROO A & PATRICIA F TAYLOR, ROBERT W JR & MARY R JR & MARY R TRUST ~
5505 DEN HEIDE WAY 5433 DEN HEI E'R WAY DA1flSON, DAVID SCOTT & SUZANNE C ~ 5425 DEN HEIDER WAY 5409 DEN HEIDER WAY RALEIGH NC 2 606-9560 RALEIGH NC 26\06-9584 VAY ~ \ -9584 ~ ~
41 430-000 RALEIGH NC 27606-9584 RALEIGH NC 27606-9584 0761,03 41 411 -000 0761,03 \ 0761,03 41 4789-000 R-40 0761.03 42 5201 000 00 ~ ~ ~ ~
R-40 I \ R-40 R-40 I 11
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I RALEIGH NC 27606-9584 RALEIGH NC 27606-9584 ~ \ ~
i I I 0761,03 41 4569-000 PHIFER, MARK P & TERESA ( J I R-40 M 5421 DEN HEIDER WAY 0761.03 42 5424-000 R-40
\ \ / / RALEIGH NC 27606-9584
\ ` _ _ _ _ _ _ _ =-t~AT~ktEl1 AREA REPRESENTS 0761.03 41 4987-000 \ \
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I _ I I v v ~ , A f f f f f r E E f E f r E /E f E < E E 0761.04 52 3687-000 f E R-4O X
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I FORREST & DONNA B I / PUROY, MORR S - - - SEAL s
8213 NETHERLANDS DR LOMBARD, JOHANNES S & I~ ~ 23484 • - !
RALEIGH NC 27606-9659 SONJA 8221 NETHERLANDS DR 0761.04 51 5188-000 RALEIGH NC 27606-9659 1'1 o e I Ne ~
R-40 0761,04 51 5531-000 / tree q0 aP1,• ~ 0• ~
R-40 N~ 1 IIINIII WiLLIAMS, KAY MARIE
KASPER, PETER L & MARY NCI E 8225 NETHERLANDS DR 54 5416 AMSTERDAM PL N
RALEIGH NC 27606-9659 RA RALEIGH NC 2760b-9708 MOUNT, J DAVID & GAIL L ~ r-- - - -
0761.04 51 5772-000 07 NASON, LAWRENCE FRANCIS & / 0761,04 52 8141-000 - 8113 BELGIUM DR ~ ~2 /~p ~ R 40W RALEIGH NC
YOUNG, JASON E & SHANNON R R-40 R 8209 NETHERLANDS DR MARY JO NA50N 27606-9729 ~ ° ALL CONSTRUCTION SHALL BE
8217 NETHERLANDS DR RALEIGH NC 27606-9659 RALEIGH NC 27606-9659 0761.04 52 5697-000
0761.04 51 5084-000 0761.04 51 5384-000 R-40 R-40 R-40 O IN ACCORDANCE WITH
G~ CURRENT TOWN OF CARY
~ i ~ I~l STANDARDS AND
m ~ / ~ SPFCIFICATIONS.
n a
a
No. Revision Date B Designer Scale Sheet No.
W&R 1 °=60- 1. PER TOC 1ST REVIEW 10/23/04 BDH GRAI ""RADING & STORM DRAINAGE WITHERS RAVENEL NORTHERN SECTION ENGINEERS I PLANNERS I SURVEYORS
a 2. REV. INFLOW TO POND 2 12/16/04 BDH Drawn By Date Gr"4REYHAWK SUBDIVISION y AL 9/2/04
~ Checked By Job No.
~ ew 204028.00 WAKE COUNTY CARY NORTH CAROLINA 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.with ersravenel.coIn
r

INDEX OF SHEETS
I DRAWINGS FOR EXISTING CONDITIONS SHT 1
OVERALL SUBDIVISION PLAN SHT 2
I DETAILED SITE PLAN -SOUTHERN SECTION SHT 3
DETAILED SI1~E PLAN -NORTHERN SECTION SHT 4
UTILITY PLAN -SOUTHERN SECTION SHT 5
~ UTILITY PLAN -NORTHERN SECTION SHT 6
I CT ~a 1010 ROAD) GRADING AND STORM DRAINAGE -SOUTHERN SECTION SHT 7
i
GRADING AND STORM DRAINAGE -NORTHERN SECTION SHT 8
EROSION CONTROL PLAN -SOUTHERN SECTION SHT 9
T ~ O~1'-S B'O~ ~ EROSION CONTROL PLAN -NORTHERN SECTION SHT 10
~~q,-~ 62~j PLAN AND PROFILE - k001 STA. 10+00-STA. 23+00 SHT 11
PLAN AND PROFILE - R001 STA. 23+00-STA. 34+22.83 SHT 12
m ~ ~ _ ~ ~ ~ ~ PLAN AND PROFILE - R002 STA. 10+00-STA. 14+64.94 SHT 13
- e
~ r-- ~ R004 STA. 10+ 00 - STA. 11 + 71.7 2
1. PERMITTED USES SHALL BE LIMITED T0: I PLAN AND PROFILE -VAN GOGH LANE STA. 10+00 -STA. 23+23.45 SHT 14
a. SINGLE-FAMILY DETACHED RESIDENCES; ~ b. PARKS & RECREATION, OPEN SPACE (PUBLIC, PRIVATI: AND NON-PROFIT USES); AND )
c. AMENITIES & ACCESSORY RESIDENTIAL USES. / \ B LGI M R. -~I I ~JL~
~ J - ~ r- PLAN AND PROFILE - R005 STA. 10+00-STA. 14+94.77 SHT 15
2. MAXIMUM NUMBER OF DWELLING U NITS SHALL NOT tXCEED 80 LOTS (1.48 DWELUNG UNITS PER ACRE). ~ \ i ITT T
3. THE LOTS LOCA I ED ON THE PERIMETER THAT ADJOIN I DUTCHMAN DOWNS ~1~ILL MAINTAIN A MINIMUiv1 LOT SIZE OF b~- ~1 r PLAN AND PROFILE - R006 STA. 10+00-STA. 13+57.55 SHT 16
18,000 SQUARE FEET. THE MINIMUM REAR YARD SETBACK FOR LOTS ADJACENT TO DUTCHMAN DOWNS WILL BE 30 FEET. i / J L R007 STA. 10+00 -STA. 13+40.37
Y. A 51DE YARD SETBACK OF 20 FEET WILL BE PROVIDED ON THE SOUTH SIDE ONLY BETWEEN THE LOTS IN THE PRO?OSEC } II
DEVELOPMENT AND WAKE COUNT`! PIN 0761-50-4302, AND 0161 501238 (3000 VAN GOGH LANE AND 3001 VAN GOGH LANE). Q _ _ ~ ~ I SANITARY SEWER PROFILES -LINE "C' SHT 17
I 5. 0- 1 S IN DUTCHMAN DOWNS WILL BE PROVIDED. THIS EASEMENT A 2 FEET LANDSCAPE EASEMENT ADJACENT TO THE LO I
WILL BE MAINTAINED BY THE HOMEOWNER'S ASSOCIATION ASSOCIATED WITH THIS DEVELOPMENT. ~ 'Y ~ SANITARY SEWER PROFILES - LWES "J", "D", "E", "F" & "G" SHT 18
6. EVEN THOUGH EXISTING TREES AND VEGETATION ARE I IMITED, THE SITE SHALL NOT BE COMPLETELY DENUDED OR ~ ~ . GRADED. THE INITIAL GRADING AND CLEARING SHALL II[ LIMITED TO THE ROADS (RIGHTS-0F-WAY AND EASEMENTS), - L ~ PLAN AND PROFILE - PSS "A" (OFFSITE SEWER) SHT 19
FRONT YARDS, SIDE YARDS AND BUILDING ENVELOPES. SELECTIVE CLEARING AND GRADING IN REAR LOT SETBACK ~ I
AREAS AND OPEN SPACE WILL OCCUR AS LOTS ARE DEVELOPED AND ON A SELECTIVE BASIS. R ~ ~ ~ PLAN AND PRQFILE - 1010 ROAD WIDENING SHT 20
W - 7. DEVELOPMENT WILL BE CONSISTENT WITH THE SKETCH PLAN SUBMITTTED AS EXHIBIT A. EXACT LOCAl10NS OF A.NY Q U
STREET STUBS WILL BE DETERMINED AT fHE TIME OF SUBDIVISION APPROVAL. ~ STRIPING PLAN - 1010 ROAD SHT 21
8. PENDING WRITTEN RE E T BY THE T W F ARY PARKS AND RECREATION DEPARTMENT AND REIMS i ~
QU S 0 NO C URSEMEN~I . CREDITS FROM THE TOWN, A 20 FOOT (MINIMUM) GREENWAY TRAIL WILL BE DEDICATED AND BUILT BY THE DEVfI OPER \ ~ STORMWATER MANAGEMENT PLAN SHT 22
THIS GREENWAY WILL GENERALLY BE LOCATED ALONG THE ENTIRE LENGTH OF THE STREAM BUFFER. FlNAL DETERMINATION f-
i OF THE EXACT LOCATION OF THE GREENWAY WILL BE MADE AT THE TWIE OF SUBDMSION APPROVAL. I' 9 DETAILED PLANTING PLAN -SOUTHERN SECTION SHT 23
9. RUNOFF PROTECTION FOR THE 5 AND 10-YEAR TIME OF CONCENTRATION STORMS WILL BE ATTENUATED IN ORDER i 1
TO PROVIDE FURTHER PROTECTION OF DOWNSTREAM PONDS. ~
1 10. PRIOR TO THE DEVELOPMENT OF THIS PROPE2TY, THE EXISTING HISTORIC STRUCTURE (A SINGLE-FAMILY HOME) WILL ~ DETAILED PLANTWG PLAN -NORTHERN SECTION SHT 24
BE RELOCATED OFf-SITE BY THE OWNER.
11. A PRIVATE RECREATION AREA WILL BE PROVIDED BY THE DEVELOPER ON OPEN SPACE ADJACENT TO THE STREAM BUFFER. STORMWATER POND DESIGN DETAILS SHT 25 - L~
- ~ ~ T STORM DRAINAGE & EROSION CONTROL DETAILS SHT 26
SR Ip -
~ X10 UTILITY DETAILS SHT 27
i
' J~ I' ~ ~L ROADWAY DETAILS SHT 28

GREENWAY DETAILS SHT 29
~ h00b 5 i AON GREENWAY TRAIL PROFILES SHT 30
-N- OQapp~]9~J~ PUMP STATION SITE PLAN PS-1
R - - - - ~o
~O ~ I PUMP STATION SECTION VIEW PS-2
- - - ~ \ P PUMP STATION PLAN VIEW PS-3
I PUMP STATION SITE PLAN LAYOUT PS-4
~ ~ J CHEMICAL FEED SYSTEM BUILDING PS-5
ODOR CONTROL EQUIPMENT PS-6
ELECTRICAL DETAILS PS-7
ELECTRICAL DETAILS PS-8
DESCRIPTION EXISTING PROPOSED
INTERMEDIATE CONTOUR INTERVAL ~
J
INDEX CONTOUR INTERVAL
II_ I DEVELOPER/APPLICANT
RIGHT OF WAY LIMITS - - -
ROADWAY CENTERLINE -
CURB & GUTTER _
SANITARY SEWER FACILITIES -ESS Es5- -ass-I-PSS- WINDJAM DEVELOPMENT GROUP
STORM SEWER FACILITIES a
~ WATERLINE -~-Be-~- PW~ PW-
E N E L 1130 SITUS COURT, SUITE 250 RALEIGH, NC 27606
~ FIRE HYD ~ RANT ASSEMBLY
ENGINEERS I PLANNER I S SURVE FENCING STRUCTURE -0 0- • U ~ V E R $ TELEPHONE: OFFICE [phone]
FAX: [phone]
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone]-6008 www.withersravenel.com ATTN: CRAIG GLASS
WOODSLINE N/A
" WATERWAYS - - NIA
SILT FENCING N/A X " -X
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I
SITE DATA TOWN OF CARP PROJECT ~ 04-SB-022
TOTAL TRACT SIZE 53,64 AC. ZONING R-12 CU
PIN'S 0761,03-40-7699
078L04-51-2650
TOTAL # PROPOSED LOTS 78
PROPOSED DENSITY 1,45 D.U./AC.
MAX. # LOTS ALLOWED 80
PROPOSED MIN. LOT SIZE 12,000 SF
PROPOSED AVG. LOT SIZE 16,091 SF
OPEN SPACE PROVIDED 1821 AC, LF OF STREETS (PUBLIC) 5174 FL
BUILDING SETBACKS.
FROM THOROUGHFARE 50'
FRONT 20'
SIDE 10' CORNER SIDE 20'
REAR 25'
ADJACENT TO DUTCHMAN'S DOWNS 30'
TOTAL LF GRAVITY SEWER 7083 LF
8" ON-SITE 5283 LF 8° OFF-SITE 428 LF
14" ON-SITE 1188 LF
TOTAL LF WATER MAIN
6" DIP 1490 LF
8" DIP 2570 LF
12" DIP 1160 LF
TOTAL 5220 LF
TOTAL LF 8' GREENWAY TRAIL 780 LF
/ ' i TOTAL LF 10' GREENWAY TRAIL 1250 LF
i ' TOTAL LF ROAD WIDENING 1090 LF (545 LF ON BOTH SIDES)
~ ~ r&pP y~
~ i TOTAL # WATER VALVES 23
/ ' ~ `1 ~ l ~ TOTAL # FIRE HYDRANTS 12
~ ~ ~ TOTAL # SEWER MANHOLES 41
I, ~ ~ i / I i1 i'
, 1~ ~ I ~ IMPERVIOUS SURFACE 13.63 AC. (25.4%) IMPERVIOUS SURFACE TABULATION:
I ~ ~ ~ /r e ~J / wulAUS, uICHaCI S a MEI-nu STREETS 157,500 SF
4809 ~LENS BAY Cr, ~ i ~ ~ APEx 1(L z753B-s19+ i A 1 OEN HEIDER W. SIDEWALKS 24,140 SF OEN HEIDER WAY GREEWAY TRAILS 18,940 SF
C76 95258 POU9LL, Jaf6 IEw6 Er u / ~ 17z4 1EH rEN RD (EXIST. 50' R/W, 20' EDf 1 . R APIX NC 27504-7181 / ST. 50' R/W, 20' EDGE-EDGE) PUMP STATION SITE 3240 SF
0]60.01 49 J731-000 $OALE. JOHN v d LAL46E K R ~ / 5505 OEN NFJDER wAY I , RA61IG03 du; g1276 9560 GCdr2ALEZ, RICnR00 A d PaiRICIA F CxEx, DON CHI d CHS1L xUl LOTS 390,000 SF (5000 SF/LOT X 78 LOTS]
/ / 5433 DCN HE10ER WAY OAVISCK OAMD 6COR d SV NE C / ~ RALEIGH NC 27608-9584 5425 DEN HEIDER riAY DAND scam a su NE c TOTAL IMPERVIOUS SURFACE 593,820 SF iAriOR, ROBERT W JR a NARY R IR087 uEIDER WAY 5108 DEN NDDm WAP TOTAL SITE AREA 2,336,395 SF
SCRGE. JOnN P d LAURE 5429 OEN HEtiEA WAY 0)61,03 41 1308-000 RALCICH NC 27608-9584 RALCKiI NC 27606-9984 ~ / / 5545 DEN HEIDER WAY R-40 0]67.03 41 4189-000 A/ NLrON, RICNARD E d JANE E 0761.0! 41 4569-000 RIDER, ~fF k L,SA C RALEIGn NC 2760fi-95fi0 R-40 IC 27606-9564 RAIERiI NC 27606-9584 lees-tea m67.03425201-aoa TOTAL PERCENT IMPERVIOUS 25.4
• \ , _ . ~ ~ 5517 DENT HEDER wAT 9509 DEN nEwER wAY 0761.07 40 4846-000 R-40 RAfE1CH NC 2]fi06-9580 RALEIGH NC 21606-9560 -d0 PHIFER, MAF R-4o scuaN, aRECDRY E a BE2sY a rNaNAS s167,DN N R WNDJAM DEVELOPMENT GROUP R"'reR, MaR"' ° TER` N >aDJ DEU ttElOEq WAY OWE /DEVELOPER:
HOxESCAPE BUILDING COWANY I 7 0781.05 b 4375-000 0]61.03 40 4688-000 1 4813 NILLEN9 BAY Gi 4yL A-d0 R-d0 5421 DEN H RALEIgi NC 1 APEX NC 27539-5194 ~ I~ 0761.03 41 Sa21 DEx HEIDER WAY RalE10N NC 27806_g.,r94 1130 SITUS COURT, SUITE 250 RALEIgi NC 27608-95 0761.°3 42 5414-DOa
Q7eo49s361 20_PRIV TE LANDS ~ ESMT. ~,,,,y,; R-+o A-30 - I Ir---~ r--- ~ - '-~,-j - - ~ I - mg1.DJ a ase7-aaD A-4D RALEIGH, NC 27606 R-40
r ~ f ~ ~ ~ ~ i ~ l 20 PRIVATE LANDS R: 1 ~ ~ ~~e / I I I ~ I I I ~ ~ Q ~ I r r 20 PRIVATE LANDSCAPE ESMT.__ _ _ ATTN; CRAIG GLASS i r=-=-~ r-=-- r--- ---30, ~REENwAY & ~ PH; 919-256-3320
A I _ I II Q ''1 I I P ~r. ~ ~ ~ O6 / ~ I I I ~ o ~ _ _ SSA 1ARY SEWER ESMk/~;~;.:1"".~'~'~~'~~''~:-;.'; i it ~ i i ~ i ~I rv ; FAX: [phone]
I ~ a. t 1 , i l i I ~ ~ i N I I I I I I l o ~ ~ ~~1 ~ A I I I 1 1 I I I I I I I I \ A I 0' G ~ENW Y 3 E I~ i `0 I I a / lii /
O N ' I 4 - _ I wamxs fiCCaNO we ~ ;,h'." .1 1 i ~ ~ _ yI - '---''I ~----J S L---' -SANIT~. K~EW~R~1 ~ -J L---J L-- I b ~ ~ I 1 1811 NLLCNS BAY ~i (3'. ~ i ~ as 4~ ~
APE% N: 27539-5194 L l 0760497350 . .
~ ~ 1 ' VAUCnAN, IRNN fl Wt a 0.E 5212 D7aENW r--_~ r___, E_-___ ~ .'.~;i,..~.`~ FAIEICH NC 2 760 6-6353
I I I I I ~ ' 4 . III ~ 1~ ~ I U CP ~ ~ ' w I I N I I N I A ~ I I~ N I I N V ~ II a1ei.D3 a7 e6n-a°D I I I N I ~ I l N v ~I. `I:~, R-a0 NOTES:
'r~U~' N N I I m i l V I ~ i ~ 1 1", m J I I Ol I 1 V N L_-__J ~ ~I W I I -P L___.J I I I I 1 ! ----I ~ I I NELSON. MARK A d ,qY ~ ~ .(rtw~, Q' . _ - I - - ~ - ~ ~ - ~ ~ ~ t-. -p l , ~ - ~ 1. ALL „ON..TRUCTION SHALL BE IN ACCORDANCE WITH CURRENT TOWN OF
7 a6n N+uENS Sa c- \ ~,Q-.. .~Q: -1 N r--- ~ ~ I \ I I APIX NC 215!9-51 S4 - 1 1 i Q7fio49R2v ~ ~ Cn 1 A I~ - ~ W E' ~ N ) _ 1 .0:.., :•W. A c0 ~ '.i, i ~ I i.' ~ ~ „ ~ ~ :I CARY STANDARD SPECIFICIATIONS AND DETAILS,
t ~ ~ m I - rn _ ` R 3D / ~ U W O \ 2~' I h - ~i i i I ti i fi ` I' I y / VAUGNAN, IANN R a ?LEEN 0 .'I.; 5212 LEIDEN UI ~ RALENRi NC 2 780 6-9 55J 2. LAYOUT SHOWN S FROM PRELIMINARY LAYOUT BY ELAM, TODD
_ _ Ut ~ 1~ O' - r I PRNA 11 ~ ~ N ~~TQ M ' ~ / . ~ ~ ~ ~ ' ~ 0761.03 42 OAS6-000 ~ , , ;;I A-ao D AMBROSI AND WITHERS &RAVENEL, INC. N i~STQ.MFNATE~,~,
i _ , ~ W ,1 ~,a, v 1 / ~ ;t~, - wRLES xu[~ J t B IIFIIEY U (n 1 N p N~`~7 . ~ y 3. EXISTING TOPOGRAPHY SHOWN IS FROM PRELIMINARY SURVEY
I i v A sD z Au WDIY Luc J 1 I U44LE8 ~ Ppwfiy q:/111 y F ~ JONES RONALD C k LEIGN ANNE J ~ ~ 4. i d NC 17539-5774 ~ ~ ~ LS ~ ~ 1 BY WITHERS &RAVENEL, INC. s l m :r~
4(p4 lE9L iFY 9D 3000 4AN COQI LANE ~ ~ \ EiK / 91962 9NI1H. LWIS W k ANNA APE% NC 27579-5774 - - - ~ - - _ - ~ I J 1 ~ \ SiH ~ ~ ~ _ YOI K t1b1 R-4 ]008 vAN COCK IANE ~ I . _ _ <A / I ~ p v~, ~ PJ O_~ , ~ 09pOt 81 1~~ / APE% NC 27579-5774 0161501238 ~ r r. ~ . ~1..~ .a .,~:~f: .1. _ ~'~:~:,::/'~.i~": :f: •,~•::'::1 „~.,,,t„~M 4. WETLANDS SHOWN ARE FROM DELINEATION BY ROBERT J. GOLDSTEIN &
nnc rr9oa-naM ~-.or Dr61sma7 R-4aw ~i v I o7 ~ ~ W ~ ~ ~ ~I ~ 0710.@ S! assS-a08 % ~ ~ ~'y i 1_p ~ row ~ - - ~ W ~ 1 I ~ 7 b~: ~ a ~ ~ ~ ~ v ! ~ ~ .1r~:~:~:~;~1~ O0°°0A1i°' ASSOCIATES, INC. AND MAPPED BY WITHERS &RAVENEL, 1NC,
\ %,.r;,;;+;.:'~~'~~ 5. `HE ~_\-ELOPER WILL BE RES ONSIBLE FOR ALL INSTALLATION COSTS i
~0 ~ IF`9: o\.. C \ ~ I N ~U I I I ~ ~ 1.;..;~.;.: • A~SC~.A~~D WITH STREET LIGHTING ALONG PROPOSED STREETS, ADJACENT : I
i ~ r--- ~STORMWAT~R~ .~~~~'1 I ~ ~~'r~~~''~'~~~`';~i~~'~~>''~~~~~~~'~~~~~~~~~~~~~:~~~:.:;:;::;:',:;. ~ S~REETS AND THOROUGHFARES AS REQUIRED PER TOWN OF CARY ~ I i r.! I. / / POUC`' STATEMENT N0. 13. THE DEVELOPER SHALL CONTACT CAROLINA
I ~ ~ ti° I ~ Pt~NO 1 F ~ ~ ~ I ~ J':: I: ~ AMNa~ E POWER AND LIGHT COMPANY AF-fER PLAN APPROVAL AND PRIOR TO
I P`. Q' L CT. EMC G d SAIDR e ~ W I ^7 ~ r 0 ~~~4 ' d O I vAx WCx LANE I ~ I , I ~ I:62D,aE`~DA CONSTRUCTION IN ORDER TO DEVELOP A STREET I HTIN PLAN FOR THE • RRLE10x NC 27606-91JI L G G _
/ ~ ~ NC 27579-5774 I ~ I i I _ _ , \ N Et`t, ~r' ~::I:~ O767A4527687-D00 X SITE/SUBDIVISION PLANS.
\J~~ V4. 20 PRIVATE lA DS~APE E MT. ~ / SINQE3ARY, ROBEAi G d LISA N ~ ~ u ~u~ - ~ ~ 6. ALL SIGHT TRIANGLES OUTSI OF TH STRE T RI HT- F-WAY HA PRIV``- . om DE E E G 0 S LL BE
6117 NETHERLANDS OR nRL' ' POWELL. W411AN M JA / RAfEIGH NC 17606-%05 ILLaH, MICHAEL C d 0. N'E F PUROY, MORMS FOARE57 k DONNA B LOMBARO, JOH4NNE6 5 d SONJA 4004 (EN lEN RD / ~ 0761.01 50 5515-ODD 8221 NEIHERLAN98 DR A~ RECORDED AS SIGHT DISTANCE EASEMENTS ON THE SUBDIVISION PLAT AND ARE WWaNS KAY MARIE
APEx NC 2]502 / 8205 NEIHEFLANOS OR ~ 121! NETHERLANDS OR RAEIGH NC Z]605-9659 -b RALEIGH NC 21806-96 RAL[IGH NC t]60fi-96 KASPER, PETER L d MANY E 1 0160.02 39 SZ78-COQ / I 0781.04 50 5998-000 ~ 0161.04 51 5188-000 0]61.64 51 5531-C00 6225 NEiHERlAN05 OR 5q6 AN67ERDaM% ~c SUBJECT TO USE RESTRICTIONS IN THOSE AREAS. R L a MANY E RAIEIOH NC 17808-9708
R-40W A-AO R-40 R ~ FALEICx NC 27606-9659 .ANDS OR 0761.01 52 8141-ODO (\7 27606-s65B fl-'OW Mouxi,~DANDac4lEE o0 7. SIGNAGE IS A SEPARATE APPROVAL PROCESS AND HAS N07 BEEN REVIEWED ,I2_OW 8113 BEIpaN DR a]
j1 ~ ~ II i R?40~ 51 91)2-000 / AfLHELOR. PLAN 0 & L EiIE M / / ~ 6201 tEiH[RLAND6 OR ASON, LAWRENLE fRAN S N AALDOH N[ 27606-8720 m' D76,.64 J256B7_D00 ~ OR APPROVED AS A PART OF THIS DEVELOPMENT PLAN, R-/0 m
/ ALEICH NL 27 Y NC, JASOx E d SHAN CN q ARY JO NASON ' / / / 606-96 / I 0761.04 50 57]7-000 tl 09 NEINEALFN08 OR 21] NETHER4AN06 OR I _4p q LEIGH NC 27606-9659 ICU NC 2]600-965 I rn
/ RING, EDWIN M k OCAOrHY L 61,04 51 SOfid-000 ]6L0/ 57 5364-000 7 7 ~ 8113 NEINERLAxO$ DR R~40 _40 ~ RALEIGH wC 21808-9805 ~ 8. ALL ABOVE GROUND UTILITY EQUIPMENT AND FACILITIES ASSOCIATED WITH m ON-SITE ELECTRIC, CABLE, TELEPHONE, GAS OR SIMILAR SHALL BE LOCATED
0]61,04 50 8419-000 I I 1 R-4D NETHERLANDS DRIVE IN THE SIDE OF REAR YARD AREA OF THE SITE AND SCREENED, TO THE
i j I (EXIST. 60 R/W, ZO' EDGE-EDGE EXTENT POSSIBLE, WITH EVERGREEN PLANTINGS. PLANTINGS SHALL ALLOW
it j ~ FOR A MINIMUM OF 5' CLEARANCE AROUNDTHE STRUCTURE TO ALLOW FOR ACCESS. ADDITIONALLY, ANY SIDE OF THE STRUCTURE HAVING A DOOR OR
I PEACOCR. JOSEPH i .R d LOCK, THE PLANTINGS SHALL ALLOW FORA 10' CLEARANCE. THE AMOUNT
~I ~ LA1NEMxE 5 ~ ~ 6109 NEINEALUIDS DR 7 ~ RALEIWI NC 21606-%CS OF CLEARANCE SHALL ACCOUNT FOR THE SIZE OF THE PLANT MATERIAL AT
0761.04 50 8560-000 l/ I R-40 I MATURITY.
1 I T ~ I 9. NO TREE SHALL BE LOCATED WITHIN THE RIGHT-OF-WAY OR WITHIN 5'
I I OF A SIDEWALK.
~ ~ 1 1 I
1 ~ ' ~ 11 10. TWO BENCHES WITH CONCRETE PADS AND ONE TRASH RECEPTACLE WILL BE REQUIRED TO BE INSTALLED BY THE DEVELOPER ALONG THE GREENWAY TRAIL.
~ 1 / 1 THE LOCATIONS WILL BE SITED BY TOWN OF CARP PARKS & RECREATION
i I 1 i ~ ~ DEPARTMENT. PLEASE CONTACT JOE GODFREY AT 462-3863 TO REVIEW
Y ~ TRAIL ALIGNMENT PRIOR TO PAVING AND SITING THE BENCH LOCATIONS.
~I / I 11. A REQUEST FOR A DEVELOPER AGREEMENT BETWEEN THE DEVELOPER AND
I I / I THE TOWN OF CARP MUST BE SUBMITTED FOR THE TEN-TEN ROAD WIDENING
PORTION OF THIS PROJECT. THIS REQUEST MUST BE SUBMITTED TO THE TOWN OF CARY PRIOR TO BIDDING OF THE ROAD WIDENING PROJECT OR THE
DEVELOPER FORFEITS THEIR REQUEST FOR A DEVELOPER AGREEMENT.
GARO
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APPROVED
TOWN OF CARY
/2 Approved by Dote GRID NORTH (NAD'83)
PB 160 Pc 63 ALL CONSTRUCTION SHALL BE Plonning Date ,
En ineerin Date IN ACCORDANCE WITH 9 9
GRAPHIC SCALE CURRENT TOWN OF CARY
zoo 0 10o zoo 40o STANDARDS AND
a rnr~ErB~,ETEn?1r
6 artk-irm./,%i noiNa
1 inch = 200 ft.
a
9 No. Revision Date B Designer Scale 1. PER TOC 15T REVIEW 10/23/04 8DH W&R 1 "=200'
_ Drawn By Date GRAYHAWK SUBur IVISION WITHERS RAVENEL Sheet Na.
AL 4-7-04 OVE OVERALL SUBDIVISION PLAN ENGINEERS I PLANNERS I SURVEYORS
Checked By Job No. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
eW 204028.00 WAKE COUNTY CARY NORTH CAROLINA

i ~ i ~o ~ ~ ~i
I I! SORGE, JOHN P & LAJriE K
/ 5505 DEN HEIDER WAY RALEIGH NC 27606-9`.•i;0
~ ~ ~ ~ 0761.03 41 4111-000
R-40 GONZALEZ, RICARDO A & PATRICIA F 5433 DEN HEIDER WAY
RALEIGH NG 27606-9584
POWELL GAMES LEWIS ET AL ~ 3724 FEN TEN RD APEX NC • ~ ~ ~ ,Q GRID NORTH (NAD'83) 0761.03 41 4308-000 'TH (NAD'83) 50RGE, JOHN P & LAURIE K R-40
27502-7181 / ~ / PB 160, PG 63 ~ / ~ 0, PG 63 5505 DEN HEIDER WAY
HOMESCAPE B ILDIN C`~MPANY 0760.01 49 3721-000 ~ v 4813 MILLENS BAY T:' R-30 ~ EULTON, RICHARD E & JANE RALEIGH NC 27606-9560 i 0761.03 40 4846-000 I
- ~i APEX NC275 91--51 4 ~ E 5513 DEN HEIDER WAY RIDER, JEFF & LISA C R-40
0760495361 / ~ ` 'Q RALEIGH NG 27606-9560 55D9 DEN HEIDER WAY
R-30 V ~ i;` `y / 0761,03 40 4373-000 R- 40 7 -9560 ~ I RALEIGH NC 2 606 0761,03 40 4688-000
\ T ~ _ _ V ~ ~ R-40 ~ ~ ~
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~ ~ _ ~ ~ ~ , t 1 ~ ~ 1 ~ _ ~'D~ ~ ~ ~ I I I o i o ,,~o o lw o~
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WATKINS BUILD~(G INC ~ n ~ ~ ~ ~ l~~ ~ ~ L ~ ~ ~ ~ ~ W I ~
4817 MP~LENS AY CT. c1 x~ / ~ - ~ ~ APEX NC 2753 194 'N / ; !i xoo _ / i / i ~ ~ ~ i ~ ` _ . e
- ~ V ~ •r 0760497350 ~ ti i % ~ ~ ~ ~ ~ / _ ~ / ,1s~9o - is o .p ~ ~ i o ~ h o / ,.:I . - Q~ i,;~„1 , __41400 ' 22 ~ 3+ 0 24t -85+ / ~ ~ 00 ,
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n ~ - ~ ~ ' W C7 . ~ _ ~ ~ ~ / mac. , i m i ~ y , ~ / 1 ~ / ~ ,
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r ` o° ~ ~ _ _ - } dart ~ ~ I r / / ~ / , EASEtv1ENT ~ ~ w ~ / ~ ~ / / ~ ~ j / ~ ~ A W m~ ~ gyp,
a ~ g~ ~ ~ ~ , 50 ~ / / / ~ i , ~ ~ u> ~ / ~ ~ ~ I '
T 1 _ f ~ / ~ ~ I ~ ~ I / ~ , o~ ~ / ~ I i ~ _ 1 ~ ~ 'A
i ~ ! ~ I / / i ; ~ / i ~5 i 59 k~ \ ~ I ~ ~ ~ I 1 ! ~ ~ , ~ / 1 ~ ~ ~ ~ 1 v' 1 ~ ~ . ~
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a, .i ~ ~ ~W N ~ ~ ~ ~ ~ ~ ~ ~ 'i~ - / ~ 1 ~ ~ F ~ ~ ~ ~ ~ ~
I 4 NELSON, MARK & JbY I a so - ! J ' / ~ ~ ~ 1 ~O \ 7. ~
4821 MILLENS B Y Cl( ~ ~ ~ x` ~ ~ ~ ~V I I ~ / ~ ~ l ~ , ~ ~ ~ I a ~ ~ 1 ~ 1
APEX NC 27539 5194 ~ ~ ~ ~ i ~ r_ J / / 0760499227 ~ ~ ~ - z, ~ ; I ~ 1 ~ / I 1 / 1 / ~ ~ ro ~D 1. ~ ~ ~ / / / / ~ ~a ~ ~ C~ I I 01 ,
R-30 ~ ~S ~ - - _ _ _ ~ ~ ~ - _ ~ I ~ / ~ ~ ~ i / ~ / ~ , A ~ ~ I - ~ - ~ ~ ~ ~ 1 ~ ~ F1 1 ~ _ I o 1
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w ~ - - - i ~ ~ MT / _ ~5 j I I I I 1
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I I L ~ ~ ~ I 1 48 ' l ~ - ~ I - - 9 `o i I I I I i I 1 ~ ~ \ I _ = cis - - I
' a~ I 1 POWELL, WILLIAM M JR ~ ~ I ~ 1 ~ ~ ~ ~ (e , - - ~ 1 ~ w ~ ~ ~ ~ a I ~ 1
I \ ~ 4004 TEN TEN RD x~ w I I I ~ I o ~ ~ ~ ~ ~ I _ _ - / ~ I 1 ~o ~ - - i 1 ~ ~ ~ ~7 ~ 1 ~ - I 1
APEX NC 27502 0° z`' MAPLES NANCY J &TIMOTHY R ~ I I ~ 0760.02 59 1570-000 ' ° REMLEY 3012 VAN GOGH LANE SMITH, LOUiS W & ANN;1 M I, ~ I I ~ ~ ~ \ ~ A \ ~ ~ ~ ~ ~ ~ ~ ~ I 1
R-40W ' ~ ~ JONES, RONALD G & LEIGH ANNE ~ APEX NC 27539-5774 3008 VAN GOGH LAhE I~ A V ~ ~ ~ ~ ~ ~ ~ _ , - ~s _ , ~ ~ ~ ~ ~ a~~ l I ~.'1
~ ~ 3000 VAN GOGH LANE z 0760591982 APEX NC 27539 5774 APEx NC 27539-5774 ~ ~
-40W 0761501047 0761501238 w 1 i R-40W R-40W ~ ~ V A I' ~ ~ 4~ T~ - l 1 _ ~ I~ ~ ~ ~ ~
~ ~ O ~ ~ ~ ~ ~ ~ \ ~ ~ i ~ ~ ~ ~ ~ ~ ~ HATCHED AREA( IS STOP AT~R ~
I ~ ~1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ m ~ ~ - _ - -AECES~ & MAINTF,,,NA'~tCE SM . ~ ~ ~ C ~ ~ ~ ~ ~ i ,6~) o ~3~) 1
PoWE~~, JAMES LEWIS TRUSTEE ETAL - ~ STORM DRAINAGE CHART 1 V ~ 1 ~ I ~ ~ y ~ o ~ ~ ~,1 1 ~ ~ ~ 20 ~DRAI~AGE ao 1 , - 1 I ~ ~ - ~ ~ ~ I ~ ~ - - --rr
372A TEN TEN RD ~ ~ !~0 1 ~ ~ ~ / ° Plpe Flowing Pipe Pipe APEX NC 27502-7181 ~ / I ! + ~ ` ~ ~ ~ EASEMENT D ~ ~
i / Upstroam Drainage Discharge Full Diameter Length pipe li D760 02 58 4553-000 / _ I Rim Inbt Aroa Q10 Capacity D L Upper Inv. .Lower Inv. Slo - i \ V ~ I I i ~ 1 ~ 68 ~ ~ ~ ~ N I
R-30 From To (iop of curb) C (oc) (cfs) (cfs) (in) (ft) Elevation Elevation (9~ - _ I 1, ~ ~ ~ 1 ~ (6., ~ ~ I \ I ~ ~ ~ I ~ I N I ~
CB-1 ~ CB-2 ICB-1 452.46 !0.62 0.29 1.30 11.37 15" 42 ~Ds 446.50 3 10 t ~ - - ' - - _ _ - - ~T.- - - -
~ CB-2 451.02 0.62 0.80 3.58 5,56 15° I 27 ~ 446.30 I 446.10 0 74 I ~ - CB-2 , CB-3 I _ ~ I CB-3 'CB-3A ICB-3 457.02 0.75 1.01 4.71 13,16 15" 135 44590 ! 440.30 ~ 4,15 - - ~ ~ . 9 ~ ~ „ ~ I ~ I i ~~I -~ilr
CB-3A ;FES-38 tC8-3A~444_05 0.70 1.27 6.62 11,09 15" 86 ~ 440,2D ~ 439.30 1.05 ~ ~ ~z2+oo ~_;,~I_- ;~~+AO_.___ ~ rt ~ ~ ~ A V ` f, I I 1 I I I~ I- L" ~ wok I I l ~ ~ ~ ° ~zQ+ao. ~ -.,~;~+oo_ r,y4,_ . ' ` I I 14~ I I I
I ~ ' - --r-- - _ -I - 1 ~ , ~ _ r.. D.~.00- . . - ar, ~ _ _ - - -
- 4 - - ~CB 4 ' C9_5 ~ CB a 460.10 0.7~! 0.12 D.65 4.92 15" 60 55.70 455.30 0,58 I . _ - - - ~ \ti ~ ~ ~ I I I I' I I I I
sue- - - 58 455. ~ 3 ~ - _ ~ r +.a., CB ICB 6 CB 5 459.75 10.85 ; 0.26 1.51 7.59 15" I 20 454.40 1. ,8 - - I t`r ICB-6 ' CB-7 ICB-6 458.40 0.90 ~ 0.34 i 2.03 I 10,52 15" 151 454,30 450.30 2,65 ~ / ~ ~ ~I I I I I I
I CB-7 FES-8 CB-7 454.35 0.90 0.52 3.20 ' 5.33 15" 44 i 450.2D 449.90 0,68 I ~ ~ / 1 ~ ~ I I I I~ I I / I 1 / \ I ~ ~ ~ 1 I I ~I I I ~
- - - ~ J i 1 / 1 1 I 1~ I I~I I~, I~ J i ' i ~ ~ N ~ ~ ~ I ( lp I i / ~ p~ ~ ~ ~ I ~ ~ 1 I 'O W~ ~ I
CB-9 _ CB-10 CB-9 453.43 0.75 0.18 0.97 14.44 15" 132 449.00 442.40 5 OC__ OUTLET PROTECTION SUMMARY Ice-~o ~s-i ~ ca-1o aas.a3 o.eo 1.96 ss9 8.34 1s" 45 I a39so a36.7s I ~.6~ c,, ~ ~ ~ ~ ~ I ~ ~ i ~ I t ~ 1 ~I V I I I I l I l l
--~!I I - v, CB-11 CB-12 CB-1i 442.98 0.60 2.07 7.37 12,84 15" ~ 129 a38.60 _ 433.50 3,95 ~ W -i _ ~ / l I ~ I I ~ ~ ~ I I, Iv I I I I I\ I / ~ I ~ 1 I I I I~ I~ I I I 1 1~~
FES-3 FES-8 EES-21 ~ CB-12 ~CB-13 !CB-12 437.96 0.50 2.67 9,53 12.64 18" 76 _ I 433.10 432.DO i_ 1.45' v i ~ I \ I I I I I 1 1 IIIII~II ~ / ~ ~ I / I I I I I~ I I\ I l~ I I I ~ ~ l / l I I I I I ~ 1 I I C I I'~ I I I ~ r
CB-13 CB-13A .,8-13 436.72 0.43 3.80 13.04 16.61 18" 8 431,90 431.70 I 2.50 I ~ 8'LX8'WX22"D 5LX7'Wx9"D 30'LX34'WX22"D ~ - CB-13a ICB-14 ICB-13A 436.72 0.43 5.38 18.35 21.82 24" 27 431.20 430.95 0.93 ~ ~ C1ASS B RIP-RAP W/ CLASS ARIP-RAP W/ CLASS 2 RIP-RAP W/ / 45 ~ ~ I / 1 i ~ I~ i I I I ICI I ICI ~ ~ ~ I I ~ ~G! I I I ~ ~I I ~I
I I ! LINNEY, ERIC G & SANDRA J ~ ~ FABRIC LINER FABRIC LINER FABRIC LINER ~ ~ CB-14 FYI-15 CB-i4 436.72 0.65 5.63 19.52 59.94 ~ 24" 129 ~I 430,75 421.70 ~ 7.02 „ G___ 3001 vAN cocH JANIF ~ 146 ~ ~ 4 ( 43 I 4~ ~ ~ ~ j 141y ~ j I I I
d50=6' d50=3 d50=23" YI-15 _ICB-16 IYI-15 425.50 0.50 5.95 20.68 35.55 24 97__~_429.5D 479.30 2__2.7 _ U V10=9.08 FPS V10=4,54 FPS V10=19.66 FPS ; CB-16 1CE-17 '~C9-76 424,30 0.59 6.58 23.36 27.05 24" 49 ~ 419.10 418.40 I 1,4~ APEX NC 27539-5774 / ~ ~ / f \ I / ~ ~ / ? ~ _ I ~ i / j 1,
- - -r-- 0761504302 ~I CB-17 ~ Y1-18A I C8-17 425.60 0.67 6.92 i 25.10 45.19 24" 138 418.20 _ 412.70 3,99 _ / ~ ~ ~ ~ i / / ~ ~ / ~ ~ ~ I ~_I
_ _ YI-18A CB-18 IYI-18A 417.00 0.49 6.92 1 32.17 36.45 30" 101 412,20 1 411.40 0,79 R-40W i EES 37 FES 40 LES-44 - - ~ / ~ I I ~ / 1 ~ I ~ ~ I ~ / ~ ~ ~ ~ ' ~TORMWATER MGMT. - I
CB-18 ICB-19 lCB-18 418.29 0.70 9.00 32.58 38,26 30° 126 41090 409.80 i _0.87 ~ 5'LX7'WX9"0 8'LX10'WX22"p 16'LX18'VJX22"0 ti ~ON0~1- - ~ ~ ~ ~ l ~ i / o I
GLASS ARIP-RAP W CLA55 8 RIP-RAP W/ CLASS BRIP-RAP W/ CB-19_ CB-20 ! CC_B_-19 441_5.33 0.51 12.06 45.50 57.37 36" 27 409.10 _ 408.90 0,74 _ ! ~ F I FABRIC LINER FABRIC LINER FABRIC LINER ~ CB_-20 ES-21 CB-20/415.33 0.70 12.53 47.88 158.67 36" 83 4D8.70 404.OO S.fi6_ ~ ~ I ~ ~ i ~ ~ ~ / ~ ~ ~ ' EE DETAIL ON ANT. 2§.- - I ~ 1 I _ I
d50=3" d50=6" d50-13" IYI-~ ~ ' IYI-22 443.5D 0.45 1.28 4.16 4,83 15" 161 441.30 i 440.10 0.56 V1D=3.98 FPS V10=12,07 FPS v10=12.63 FPS ICB-23 '~~_10 ICB-23 445.54 0.75 1.70 6.43 ~ 6,71 ~ 15" 37_ 440,00 439.60 1,08 ! ~ ~ ~ ~ / ~ ~ _ _ - I I I I I 1' I T ~ ~i 7
~'~CB-2a ICB-13A ICB-24 437.63 0.55 D.46 1.83 8.35 15°~_ 72 433,20 ; 432.00 1,67 I - - A ~ ~ ~ , ~ ~ 1 i i _ . ' ~ ' ~ ~ ~ ,
CB-25 CB-_26 ~_CB-25 431.78 0.75 0.19 1,03 5,56 15" i 27 427.35 ! 427.15 ~ 0,7a FES-34 FES-31 (INLET PROTECTION) ' CB-26 ~~ce 17 !ca 26 a31.78 o.6s D:v 1.ao 11.aa 1s" 133 a25~so ? 421.1a ~ 3.38
- - i - - - 28'LX12'WX22"D ~ 15'LX12'WX22"0 ~ CB-27 IICB-28 ~~8-27 425.54 0.60 1.41 6.11 6,36 15" 31 421,20 J 420.90 I 0,97 111111111/Nq/~??
r----1~ I CLASS BRIP-RAP W~ CLASS BRIP-RAP W~ ICB-28~ 29 , CB-28 426.25 0.80 1.61 7.27 8.57 15" ! 119 420.70 ~ 418.60 ~ _1.76 - . '~N CARO 1~1 ~ N°'°°°°° eie
FABRIC LINER FABRIC LINER ~ CB 29 GCB 30 .C9 29 422.97 0.70 1.78 8.12 10.85 15" 181 418,3D 413,20 __2,82 d50=13° d50=13" C n B-3~ ICB-19yCB-30 417.90 0.55 2.08 9.32 13,65 18" 118__ 412,90 ~ 410.90 1,69 SINGLETARY, R08ERT G & LISA M GIU_IAM, MICHAEL E & ANNE F ti,~ •
V10=13.60 FP5 ~ - --T- - - 8117 NETHERLANDS DR RALEIGH PURDY, MORRIS FORREST & DONNA Q~°°~ ~ NC 27606-9605 Y TT M 8205 NETHERLANDS DR 8213 NETHERLANDS DR RALEIGH NCy QQ~ 9~ i
i FES-31 CB-32 ' - 0.40 13.48 38.93 73,93 42" 37 409,00 0 0 G,54 ~I i \ ~I C8-32 ' CB-33 ICB-32 416.37_ 0.80 13.76 40.55 86.54 42° , 27 408,70 408.50 ~ 0.74 I D761.04 50 5535-DOD BATCHELOR, ALAN D & L NE E RALEIGH NC 27606 9659 YOUNG, JA50N E & SHANNON R 27606-9659 ~ SEAL
-`L-- r---- CB-33 ~ FES-34 ! CB-33 416.37 OJ5 ~ 14.02 41.96 153.57 42" 60 408.00 406.60 I 2.33 R-40 8201 NETHERLANDS DR RALEIGH 0761.04 50 5899-000 8209 NETHERLANDS DR RALEIGH 0761.04 51 5188-000 NC 27606-9659 R-40 NC 27606-9659 R--40 ; 234$4 ;
---~---fib- ~ ~ ~ 0761.04 50 5773-000 0761.04 51 5084-000 % ~ ;e R-40 ? . ~1
CB-35 ICB-36 iCB-35 421.04 X0.70 0.20 ~ 1.01 5.56 t5" 27 416.90 I 416.70 I 0.74 I -r- -1 - _ -I ~ CB-36 ',FES-37 iC8-36 421.04 '0.80 0.32 1.70 5.56 15" I 27 41660 416.40 I 0.74 qp~ ~ 111
- ~ I rt-- i I I I - - I---7 --r------ -i ,ti EY D / ~ +~u1111 ~
Y - ~ - - II 40 4 1 7 141A CB 4. Y~ 41A 411.50 0,42 3.79 11.49 22.77 18" 134 ~ 800 ' 0 . 0 4,70 ~ ~L \ - - --r---~;
CB-41 ICB-42 !CB-41/406.14 0.48 _5.13 16.13 17.26 18" 37 401.60 400.60 2.70 CB-42~YI-43 ~~CB-42 405.36 !0.75 6.01 I, 19.78 22.58 18" 143 398.1D 391.50 4.62 I_
~ YI-43-_~iJa-44 ''.'r!-43 395.00 X0.50 ~ 6.2t_~ 20.50 24.78 24" 75 _391.00 390.10 i _1.20__ PPROVED A ~
JB 44 _ FES 44A ~ JB-44 394.D0 0.50 _7.10 25.19 27,89 24;'» 33~ 389.90 389.40 1 52 _ I~~ CB-45 ICB-42 ICa-45 402.92 0.50 0.62 2.24 a.88 ~ 15 106 398.90 ~ 308.30 ~ D57 _ TOWN OF CARP TION SHALL BE
_ ~ ~ ~ ~ - KING, EDWIN M & DOR CB-39 I J8-40 CB-39 411.30 0.73 0.89 4.69 5.13 15" 143 4D7.10 406.20 0 63 I =DwiN M & DOROTHY L ALL CO STRUC
~ - -"r - 8113 NETHERLANDS DF ~ JB_40 IJB 44 JB-4o/411.50 0.43 0.89 4.69 6.16 15" 143 405,20 391.00 9.93 ' ~ - j ~ ~I RALEIGH NC 27606-5 IETHERLANDS DR Approved by -Date GRAPHIC SCALE IN ACCORDANCE WITH H NC 27606-9605 Plnnninn ante en n 3n an »n ('I IRRFNT TnWN nF CARY
U/b1U4 JU b4/y-UVU - R-40 4 Ou b4 y-uuu Engineering Date STANDARDS AND
8 $ NOTES:
Q 1. ALL PIPE SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. 2. SHOWN IN PIPE SIZE COLUMN DENOTES 0-RING GASKET PIPE SHALL BE USED, 1 inch = 60 it. SPECIFICATIONS.
a
v - No. Revision Date B Designer Scale
1. PER TOC 15T REVIEW 10/23/04 BDH W&R 1"=60' Sheet No. n 1 7
Drawn By Date GRA[ 7 1 GRAYHAWK SUBDIVISION
L 4-7-04 A -4 Checked By Job No.
9 SOUTHERN SECTION ENGINEERS 1 PLANNERS I SURVEYORS 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
BW 204028,00 MAKE COUNTY CARY NORTH CAROLINA j

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SORGE, JOHN P ~ LAURIE K ~ GONZALEZ, RI~ARDO A & PATRICIA F ~ \ ~ N JR & MARY R TRUST ~
N HEIDE WAY 5433 DEN HEIDER WAY DAVISON, DAVID SCOTT & SUZANNE C I TAYLOR, ROBERT W JR & MARY R 5505 DE R 5425 DEN HEIDER WAY ~ 5409 DEN HEIDER WAY WAY ~ ~
RALEIGH NC 2 606-9560 RALEIGH NC 27606-9584 ~ ~ 1 _ D761,03 41 430 -000 RALEIGH NC 27606-9584 I RALEIGH NC 276D6-9584 0761,03 41 41 000 )6-9584 \ \ 000 ~
R-40 R-40 ~ I 0761.03 41 4789-000 i 0761,03 42 5201-000 R-40 R 40 I ~ ~
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5429 DEN HEIDER WAY RALEIGH NC 27606-9584 5405 DEN HEIDER WAY \ \
0761,03 41 4569-000 RK P & TER SA I / R-40 PHIfER, MA E RALEIGH NC 27606-9584 0761.03 42 5424-000 ~
M 5421 DEN HEIDER WAY ~ R-40
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L \ ~ t t < r e E t e e ~ L 1 / • ! e f f c f f t f ~ ( c f OPOSED STORbIW~T I ~ I.y I ~ ~ ~ ~ , f f f < E < < E 0761.04 52 3687-000 ~ 60 0 30 60 120
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PURDY, MORRIS FORREST & DONNA B I I~ 8213 NETHERLANDS DR IOMBARD, JOHANNES S & .Q ~s SEAL
il~ RALEIGH NC 27606-9659 SONJA 8221 NETHERLANDS OR I - - - • $ 23484
0761.04 51 5188-000 RALEIGH NC 27606-9659 R-40 0761,04 51 5531-000 s ~ • ~ :
R-40 / '~.~I ~P •~»..a~P~ 4e,'44( r•
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I I I E 8225 NETHERLANDS DR 5~ 5416 AMSTERDAM PL ~ ~
/ RA IHN Ri LEG C 27606-9659 RALEIGH NC 27606-9708 0761.04 52 8141-000 MOUNT, J DAVID & GAIL L ~ ~ - -
YOUNG JASON E & SHANNON R NASON, LAWRENCE FRANCIS & ~ / 0761.04 51 5772-000 0. ' MARY JO NASON R-40 R• R-40W 8113 BELGIUM DR i ~
8209 NETHERLANDS DR 8217 NETHERLANDS DR I ~ ~ RALEIGH NC 27606-9659 RALEIGH NC 27606-9729
RALEIGH NC 27606-9659 ~ 0761.04 51 5084-000 0761.04 51 5384-000 R-40 ~ 0761.04 52 5697-000 ~ E ALL CONST UCTION SHALL BE
R-40 ~ ~ R-4o O IN ACCORDANCE WITH
Ta ( , ' C~ RRE T TOWN OF CARY CU N
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I/ 11 14L-11 % I \V ll I \ I N11-1
I SPECIFICATIONS. m
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a
No. Revision Date B Designer Scale
PER TOC 1ST REVIEW 0/23/04 BDH W&R 1 =6G'
Drawn By Date GRA[ GRADING & STORM DRAINAGE WITHERS RAVENEL Sheet No.
AL 92G4 GRAYHAWK SUBDIVIS10"N Checked By Job No.
a WAKE COU CARY ew zoan ~2s.GO NTY NORTH CAROLINA NORTHERN SECTION ENGINEERS I PLANNERS I SURVEYORS 8 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com

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MAXIMUM OPENING SIZE 12'~ HORIZONTAL)~~, ~ z N z ~ - M TOP OF DAM 396.0
- 100 YR FLOOD ELEVATION v TCP OF DAM 406.00 ~
100 YR FLOOD ELEVATION v -
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\ ~ ~ (1) 2" CIRCULAR OPENING v 390,00 390,00 Q 3'X3' BOX RISE ~
(1) 3" CIRCULAR OPENING v 400.00 __Q 3'x3' Box RISER ~ N MAL L 39D.oD 39D.DD
N MAL OL " 400.00 INV DUT = 385,00
INV OUT = 395.50
STEP STEM
STEM I SUP SUPPORT 4" NRS GATE VALVE SUPPORT VALVE 150 LF 12" RCP Q 0.67%
4" NRS GATE VALVE 86 Ll- 12" RCP ®0.58% w~ PREFABRICATED ANTI-SEEP COLLAR
w/ PREFABRICATED ANTI-SEEP COLLAR
r i i i r - ,Yv;
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CLASS II STONE OUTLET DISSIPATOR
CLASS B STONE ~ OUTLET DISSIPATOR 3000 PSI CONC F.': i = PSI ~OPICEEiE 2TW x 24'L~x 22~~D 6,~'~6 5x1.5 14'W x 12'L'x 22"D 3000 PSI CONCP,ETE d50=13"
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N.T.S. ~ ~ 9~ • . . Q AL •
N.T.S. • ~ ~ ~ i e
s 23484 . ~ •
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APPROVED P ALL CONSTRUCTION SHALL BE EY
TOWN OF CARY IN ACCORDANCE WITH
NT TOWN OF CARY A roved b Date - CURRE pp y
STANDARDS AND Planning Date
SPECIFICATIONS. Engineering uote -
a
I a
No. Revision Date B Designer W&R Scale
L INCLUDE AQUATIC SHELF PLANTINGS 11/12/04 BQH WITHERS RAVENEL Sheet No.
Drawn By Date GRAYHAWK SUBDIVISION STORM\ )RMWATER POND DESIGN DETAILS ENGINEERS I PLANNERS I SURVEYORS 25
AL 9204 7 Checked By Job No. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
CARY NORTH CAROLINA
° ew 204028 WAKE COUNTY

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\ 9 I ~ / / EL.-390.Ot~POND2 9 I /
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Z N ~ TOP OF OAM 396,0
TOP OF DAM 406.00 100 YR FLOOD ELEVATION v . 100 YR FLOOD ELEVATION o .
395.00
TOP RISER 404,50 TOP RISER 395.00 _ = 1 ~
1 ~ ~ 3'X3' AOX RISE
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- 400.00 N RMAL P L - 390.00 390.00 INV OUT = 385.00
INV OUT = 395.50
STEM STEM SUPF STEM SUPPORT
SUPPORT VALUE 133 LF 12" RCP ~ 0.75%
4" NRS GATE VALVE 4" NR5 GATE VALUE 86 LF 12" RCP ~ 0.58% w/ PREFABRICATED ANTI-SEEP COLLAR
w/ PREFA9RICATED ANTI-SEEP COLLAR ,
CIASS B STONE ' CLASS II STONE OUTLET DISSIPATOR
OUTLET DISSIPATOR 3000 P51 CONCRETE 14'W x 12'L'x 22°D
6'x6'z1,5' 3000 PSl CONCRETE 27'W x 24'L'x 22"p 6.5'x6.5'x1.5' 3000 P51 CONCRE d50=13" d50=13" V10 = 11.5 FT/SEC ~~••~""~~~4~,
V1D = II.D FT/5EC ~aRp 2 SECTION ~ ~ . POND 0~ 'k~ ~
SECTION POf~D 1
N.T.S. 0 N'~ N,T.S, QQ` 9(
~ ; SEAL
's t 23484 8 • r
Sti R B
~I..~,°Q••
ALL CONSTRUCTION SHALL BE y EY 0~
RDA E WITH ~ IN ACCO NC
CURRENT TOWN OF CARY
cTnr,lne~nc e~in
J I/-%IN nv~ nivv U
8 IZ~D SPECIFICATIONS. /
N
w d
No. Revision Date B Designer Scale 1. INCLUDE AQUATIC SHELF PLANTINGS 11/12/04 BOH W&R
a 2. REVISE PON02 INFLOW & ORIFICE SIZES 12/16/04 BDH Drawn By Date WITHERS RAVENEL Sheet No 25
y AL 9204 GREYHAWK SUBDIVISION STORMV )RMWATER POND DESIGN DETAILS ENGINEERS I PLANNERS I SURVEYORS
Checked By Job No. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.witliersravenel.coni
BW 204028 WAKE COUNTY CARY NORTH CAROLINA

INDEX OF SHEETS
RAW I N G S FOR EXISTING CONDITIONS SHT 1
OVERALL SUBDIVISION PLAN SHT 2
DETAILED SITE PLAN -SOUTHERN SECTION SHT 3
DETAILED SITE PLAN -NORTHERN SECTION SHT 4
UTILITY PLAN -SOUTHERN SECTION SHT 5
UTILITY PLAN -NORTHERN SECTION SHT 6
T ~a 1010 ROAD) GRADING AND STORM DRAINAGE -SOUTHERN SECTION SHT 7
GRADING AND STORM DRAINAGE -NORTHERN SECTION SHT 8
EROSION CONTROL PLAN -SOUTHERN SECTION SHT 9
TT O~i'-S B-O~ ~ EROSION CONTROL PLAN -NORTHERN SECTION SHT 10
PLAN AND PROFILE - R007 STA. 10+00 -STA. 23+00 SHT 11
PLAN AND PROFILE - GREYHAWK PL. (NORTH) STA. 23+00 -STA. 34+22.83 SHT 12
_ ~ ~ ~ ~ PLAN AND PROFILE - BROADWING WAY STA. 10+00-STA. 14+64.94 SHT 13
~ / WING SPAN CT. STA. 10+00-STA. 11 +71.12

1. PERMITTED USES SHALL BE LIMITED T0: J PLAID AND PROFILE -VAN GOGH LANE STA. 10+00 - STA. 23+23.45 SHT 14
a. SINGLE-FAMILY DETACHED RESIDENCES; ~ I~~~ JL
b. PARKS & RECREATION, OPEN SPACE (PUBLIC, PRIVATE AND NON-PROFIT USES); AND \ B LGI M R. r- PLAN AND PROFILE -HAWKS RIDGE CT. STA. 10+00 -STA. 14+94.77 SHT 15
c. AMENITIES & ACCESSORY RESIDENTIAL USES. ~ J
L T EXCEED 80 LOTS (1.48 DWELLING UNITS PER ACRE). ~ \ T 2. MAXIMUM NUMBER OF DWELLING UNITS SHAL NO PLAN AND PROFILE - GREYHAWK PL (SOUTf D STA. 70+00- STA. 13+57.55 SHT 16
AT AD OIN DUTCHMAN DOWNS WILL MAINTAIN A MINIMUM LOT SIZE OF 3. THE LOTS LOCATED ON THE PERIMETER TH 1 J- I ~ SOARING HAWK PL. STA. 10+00-STA. 13+40.37
18,000 SQUARE FEET. THE MINIMUM REAR YARD SETBACK FOR LOTS ADJACENT TO DUTCHMAN DOWNS WILL BE 30 FEET. /
I SANITARY SEWER PROFILES -LINE "C" SHT 17
4. ASIDE YARD SETBACK OF 20 FEET WILL BE PROVIDED ON THE SOUTH SIDE ONLY BETWEEN THE LOTS IN THE PROPOSED ~ DEVELOPMENT AND WAKE COUNTY PIN 0761.50.4302; AND 0761-50-1238 (3000 VAN GOGH IANE AND 3001 VAN GOGH LANE). Q -
~ SANITARY SEWER PROFlLES -LINES "A", "D", "E", "F' & "G" SHT 18
5. A 20-FEET LANDSCAPE EASEMENT ADJACENT TO THE L01 S IN DUTCHMAN DOWNS WILL BE PROVIDED. THIS EASEMENT ~ (
WILL BE MAINTAINED BY THE HOMEOWNER'S ASSOCIATION ASSOCIATED WITH THIS DEVELOPMENT, Q .g L SANITARY SEWER PROFILES -LINE "J" SHT 19
6. EVEN THOUGH EXISTING TREES AND VEGETATION ARE LIMITED, THE SITE SHALL NOT BE COMPLETELY DENUDED OR - ~ _
GRADED. THE INITIAL GRADING AND CLEARING SHALL BE LIMITED TO THE ROADS (RIGHTS-0F-WAY AND EASEMENTSI, ` ~ ~ I ""~~~=a SCAN AND PROFILE - 1010 ROAD WIDENING SHT 20
IL I ENVELOPES. SELECTIVE CLEARING AND GRADING IN REAR LOT SETBACK = A FRONT YARDS, SIDE YARDS AND BU D NG AREA AND OPEN SPACE WILL OCCUR AS LOT$ ARE DEVELOPED AND ON A SELECTIVE BA515. ~ _ 5
W u y~V~ ~ ~ STRIPING PLAN - 1010 ROAD SHT 21
7. DEVELOPMENT WILL BE CONSISTENT WITH THE SKETCH PLAN SUBMITTTED AS EXHIBIT A. EXACT LOCATIONS OF ANY Q
STREET STUBS WILL BE DETERMINED AT THE TIME OF SUBDIVISION APPROVAL. a~p~~~~1~J STORMWATER MANAGEMENT PLAN SHT 22
8. PENDING WRITTEN REQUEST BY THE TOWN OF CARY PARKS AND RECREATION DEPARTMENT AND REIMBURSEMENTi
CREDITS FROM THE TOWN, A 20 FOOT (MINIMUM) GREENWAY TRAIL WILL BE DEDICATED AND BUILT BY THE DEVELG~'ER. THIS GREENWAY WILL GENERALLY BE LOCATED ALONG THE ENTIRE LENGTH OF THE STREAM BUFFER FINAL DETERMINATION
OF THE EXACT LOCATION OF THE GREENWAY WILL BE MADE AT THE TIME OF SUBDMSION APPROVAL. ~ _ ~L,~ DETAfLED PLAiJiiNG PLAN -SOUTHERN SECTION SHT 23
9. RUNOFF PROTECTION FOR THE 5 AND 10-YEAR TIME OF CONCENTRATION STORMS WILL BE ATTENUATED IN ORDER TO PROVIDE FURTHER PROTECTION OF DOWNSTREAM PONDS. 'i ~ - ~ ~ DETAILED PLANTING PLAN -NORTHERN SECTION SHT 24
10. PRIOR TO THE DEVELOPMENT OF THIS PROPERTY, THE EXISTING HISTORIC STRUCTURE IA SINGLEfAMILY HOME) WILL BE RELOCATED OFF-SITE BY THE OWNER. STORMWATER POND DESIGN DETAILS SHT 25
11. A PRIVATE RECREATION AREA WILL BE PROVIDED BY THE DEVELOPER ON OPEN SPACE ADJACENTTO THE STREAM BIJFFER. ~ STORM DRAINAGE & EROSION CONTROL DETAILS SHT 26
s R -
~0 > >o UTILITY DETAILS SHT 27
~ J ROADWAY DETAILS SHT 28
GREENWAY DETAILS SHT 29
GREENWAY TRAIL PROFILES SHT 30
/ -~j- PUMP STATION SITE PLAN PS-1
\ J _ I PUMP STATION SECTION VIEW PS-2
- - ~0
\ I p PUMP STATION PLAN VIEW PS-3
_ ~ -
\ PUMP STATION SITE PLAN LAYOUT PS-4
~ CHEMICAL FEED SYSTEM BUILDING PS-5
ODOR CONTROL EQUIPMENT PS-6
ELECTRICAL DETAILS PS-7
ELECTRICAL DETAILS PS-8
ISTING PROPOSED DESCRIPTION EX
INTERMEDIATE CONTOUR INTERVAL P
INDEX CONTOUR INTERVAL _ ~ DEVELOPER/APPLICANT
RIGHT OF WAY LIMITS - -
ROADWAYCENTERLINE - -
CURB & GUTTER WINDJAM DEVELOPMENT GROUP i
SANITARY SEWER FACILITIES -E55 E5s- -PSS--~'~s-' ~ ~ ~ ~ 1130 SITUS COURT, SUITE 250
STORM SEWER FACILITIES ¦
RALEIGH, NC 27606
WATERLINE -Pw~--1/-PWL-
FIRE HYDRANT ASSEMBLY R S I S U R V E
ENGINEERS I PLANNE U R V E Y O R S TELEPHONE: OFFICE [phone] FAX: [phone]
FENCING STRUCTURE -0 0- 111 MacKenan Drlve Cary, North Carolina 27511 tel: [phone] fax: [phone]-6008 www.withersravenel.com ATTN: CRAIG GLASS
~ WOODSLINE NIA
e
N/A WATERWAYS ~ ,
SILT FENCING N/A a a
q7
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Q a d
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WILLIAMS, IWICHAEL S 8 MI
./ 4809 JOLLENS BAY CT.
• APEX IIC 27539-5194
976&238
. �.4 �• R
•-N. r te• /
HOMESCAPE BLALDING COMPANY
4813 MILLEN$ BAY CT.
APEX NC 27539-5194
0780495361
Date
- T
R-50
10/23/04
V
2. PER TOC 2ND REVIEW
12/6/04
N
204028,00
L___J
/
0704 52 5696 0007p
24,140 SF
GREEWAY TRAILS
5505 DEN HEIDER WAY
I
I
ASON. LAWRENCE FRAN S k
R-40
m
WATKINS BUILDING INC
/
L
4817 MILLENS BAY CT.
L
APEX NC 27539-5194
0761.04 50 5773-000
0760497350
R-30
O9 NE7HEfllAN05 OR
217 NETHERLANDS OR
NELSON, MARK A 6 JOY
4821 MILLENS BAY CT
APEX NC 27539-5194
0760409227
R -SO
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I � ,
` roEL. AWES :fr6 TI6J$1E(/'
\T
C K /
/ 3724 it T1Dr 4n
f-30
/ 1I
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I A004 TEN RD
75V /
�I
APEX NL 27502
I r 0760.Ox 52367
No. Revision
Date
B
1. PER TOC 1ST REVIEW
10/23/04
8DH
2. PER TOC 2ND REVIEW
12/6/04
6DH
204028,00
STREETS
/
0704 52 5696 0007p
24,140 SF
GREEWAY TRAILS
5505 DEN HEIDER WAY
PUMP STATION SITE
3240 SF
POWELL, JA ES LEWIS ET AL
3724 TEN TEN RD
APEX NC 27502-7181
0780.01 49 3721-000
R-30
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94 /
4TEN TEN
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Scale
1"=200'
Drawn By
Date
AL
4-7-04
Checked By
job No.
BW
204028,00
1
DEN HEIDER WAY
(EXIST. 50' R/W, 20' EDGE-
/
23
TOTAL # FIRE HYDRANTS
12
SORGE, JOHN P 6 LAURIE K
6113 BELGIUM DR
Q•
13.63 AC, (25.4%)
ATCHELOR. HEWN D k l ETTE M
STREETS
/
0704 52 5696 0007p
24,140 SF
GREEWAY TRAILS
5505 DEN HEIDER WAY
PUMP STATION SITE
3240 SF
ASON. LAWRENCE FRAN S k
R-40
m
593,820 SF
/
Y
NO. JASON E f SHAN ON fl
ANY JO NASON
RALEIGH NL 27606-95fi0
CONZALEZ. RICAR'0 A 8 PATRICIA F
0761.04 50 5773-000
8
O9 NE7HEfllAN05 OR
217 NETHERLANDS OR
ATTN: CRAIG GLASS
m0
PH: 919-256-3320
-40
076103 47 4111-000
5433 DEN HEIDER WA
CH N. DON CHI k CHINO NUI
DAVISON,'AAD SCOTT k SU
NE C
TAYLOR, ROBERT W .R k NARv R TRUST
61.04 51 5084-000
761.04 51 5354-000
R-40
584
RALEIGH NC 2 7808-8 584
5429 OEN HEIDER WAY
S42, DEN HEIDER w4v
5408 GEN HIDER war
SCRGE. JOHN P k LAURIE
0761.03 41 4306-000
RALEIGH NC 27806-9584
RALEIGH NC 27606-9564
RALEIGH NC 27606-9584
R-40
5505 DEN HEIDER war
R-40
0761.03 41 4559-000
0761,03 041 4789-000
0761.03 42 5201-000
NETHERLANDS
1
FULTON, RICHARD E k JANE E
RCER, JEFF k uSn C
RALEKii NC 27806-9580
R-40
R-40
R-40
5513 DEN HEIDER WAY
5509 DEN HEIDER WAY
0761.03 40 4646-000
- GMON GREGORY L k BETSY A THOMAS
RALEIGH NC 27606-9560
RALEIGH NC 27606-9560 -40
PHIFER, NARK P k TERE
N
SIGMON
5405 DEN HEIDER WAY
0781.03 40 4373-000
0761.03 40 4668-000
5421 DEN HEIDER WAY
RALEIGH NC 27606-9564
1
R-40
R-40
IIINiI'
y
RALEIGH NC 27606-95
0761.03 41 4987-000
R -4o
0761.03 42 5424-000 TOT LOT
R-40
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C� ,I I -�. �..• I N I I I I N I I N V �:.I,
i �\ O iJt CT1 ! CP CP ', :.`` U1 N LrI N \ 8710 3 42 66x9-000
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RALE NC SS3
ti
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3012 VAN GOON LANE\, • O t.
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Ex NC 27639--6774 30005VAN�GOGH LANE ,Ar- _ -l�\ . . �� • �_ a T j - I:.:
0 91982 SMITH, LOUIS W k ANNA I- - __ - - -I r \ > \ \ . - j
APEX NC 27539-5774 I _ ! pOD(pLs, 115 D k AK N JIII
R-4 3006 VAN COON LANE - f A r I. am Q LOM OR
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0761501047 R -40W I V \ /l I //J / \ • .T `'. - - / / ^ % T RALE" Nc 77006-9731-40W ( % % : I : om.o4 52 2808-000
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,�• A � � I \ � \ •` ^ �' � MATHESON, NLLIAM K k SHARD L
1 + O \ •�•L `r A 8201 BELGIUM OR
\ F. �.
it Q1 N I. .
Y G k SAAOR
ERIC y
-0731
\ I 7606
R GH NC 2
P � r�: ALE
I x1111 GOGN UtE r I \ - - - `. �•\ .:'r;' :: I : m
NC 2iM-5774 _ _ - - - - - - \ 4 1 R7604 410 52 3887-000 x
\yA6151214302 L-- _--_ --_-- ---_ - -- - - - - -
,
`�i 4or PRIVAT-C DS�ATE-E T --- `--- _ - 7 -- -
SING. TARY, ROBERT G A USA W R VA om
8117 NETHERLANDS OR „ r
LOW 2218 NE, JOHERLANDS S k SONJA I
RALEIGH NC 27606 -%OS LLWM, MICHAEL E 6 A HE F PURDY, MORRIS FIXiREST k DONNA B NLU 41$ KA+' MARIE
0761.04 50 5535-ODO 6205 NETHERLANDS DR 8213 NETHERLANDS DR 8221 NETHERLANDS OR 5416 AMSTERDAM PL
_40 RALEIGH NC 27808-98 RALEIGH NC 27606-96 RALEIGH NC 27606-9659 NASPER, PETER L k MARY E RALEIGH NC 27606-9706
51 5531-000 0761 .
0761.04 50 5899-0000761.04 51 5188-000 6225 NE THERlAN05 DR 0]61.04 51 6141-000 N
R-40 R-40 R-�04 RALEIGH NC 27608-9859 R -4
0r MOUNT J DAVID O k GAIL L
PEACOCK. JOSEPH T JR k
CATHERINE 5
8109 NETHERLANDS DR
RALEIGH NC 27608-9505
0761.04 50 8560-000
R-40
GREYHAWK SUBDIVISION
WAKE COUNTY CARY
NORTH CAROLINA
OVERALL SUBDIVISION PLAN
SITE DATA TOWN OF CARY PROJECT # 04 -SB -022
TOTAL TRACT SIZE
ZONING
PIN'S
TOTAL # PROPOSED LOTS
PROPOSED DENSITY
MAX. # LOTS ALLOWED
PROPOSED MIN, LOT SIZE
PROPOSED AVG, LOT SIZE
OPEN SPACE PROVIDED
LF OF STREETS (PUBLIC)
BUILDING SETBACKS;
FROM THOROUGHFARE
FRONT
SIDE
CORNER SIDE
REAR
ADJACENT TO DUTCHMAN'S DOWNS
TOTAL LF GRAVITY SEWER
8" ON-SITE
14" ON-SITE
TOTAL LF WATER MAIN
6" DIP
8" DIP
12" DIP
TOTAL
TOTAL LF 8' GREENWAY TRAIL
TOTAL LF 10' GREENWAY TRAIL
TOTAL LF ROAD WIDENING
53,64 AC,
R-12 CU
0761.03-40-7899
0761.04-51-2650
78
1.45 D.U,/AC.
80
12,000 SF
16,091 SF
18,21 AC.
5174 FL
50'
20'
10'
20'
25'
30'
6735 LF
5547 LF
1188 LF
1490 LF
2570 LF
1 160 LF
5220 LF
780 LF
1250 LF
1090 LF (545 LF ON BOTH SIDES)
TOTAL # WATER VALVES
23
TOTAL # FIRE HYDRANTS
12
0761.04 51 5772 -DDD
6113 BELGIUM DR
Q•
13.63 AC, (25.4%)
ATCHELOR. HEWN D k l ETTE M
STREETS
R-40
0704 52 5696 0007p
24,140 SF
GREEWAY TRAILS
201 NEINCRLANDS 004
PUMP STATION SITE
3240 SF
ASON. LAWRENCE FRAN S k
R-40
m
593,820 SF
ALEIGH NC 27606-955
Y
NO. JASON E f SHAN ON fl
ANY JO NASON
OWNER/ DEVELOPER:
WINDJAM DEVELOPMENT GROUP
0761.04 50 5773-000
8
O9 NE7HEfllAN05 OR
217 NETHERLANDS OR
ATTN: CRAIG GLASS
m0
PH: 919-256-3320
-40
R
EIGH NC 27606-9659
ALEIGH NC 27606-985
KING, EDWIN M k DOROTHY L
61.04 51 5084-000
761.04 51 5354-000
O
8113 NETHERLANDS OR
40 -40
RALEIGH NC 27806-9805
0781.04 50 6479-000
R-40
NETHERLANDS
DRIVE
(EXIST.
60' R/W, 20' EDGE -EDGE)
PEACOCK. JOSEPH T JR k
CATHERINE 5
8109 NETHERLANDS DR
RALEIGH NC 27608-9505
0761.04 50 8560-000
R-40
GREYHAWK SUBDIVISION
WAKE COUNTY CARY
NORTH CAROLINA
OVERALL SUBDIVISION PLAN
SITE DATA TOWN OF CARY PROJECT # 04 -SB -022
TOTAL TRACT SIZE
ZONING
PIN'S
TOTAL # PROPOSED LOTS
PROPOSED DENSITY
MAX. # LOTS ALLOWED
PROPOSED MIN, LOT SIZE
PROPOSED AVG, LOT SIZE
OPEN SPACE PROVIDED
LF OF STREETS (PUBLIC)
BUILDING SETBACKS;
FROM THOROUGHFARE
FRONT
SIDE
CORNER SIDE
REAR
ADJACENT TO DUTCHMAN'S DOWNS
TOTAL LF GRAVITY SEWER
8" ON-SITE
14" ON-SITE
TOTAL LF WATER MAIN
6" DIP
8" DIP
12" DIP
TOTAL
TOTAL LF 8' GREENWAY TRAIL
TOTAL LF 10' GREENWAY TRAIL
TOTAL LF ROAD WIDENING
53,64 AC,
R-12 CU
0761.03-40-7899
0761.04-51-2650
78
1.45 D.U,/AC.
80
12,000 SF
16,091 SF
18,21 AC.
5174 FL
50'
20'
10'
20'
25'
30'
6735 LF
5547 LF
1188 LF
1490 LF
2570 LF
1 160 LF
5220 LF
780 LF
1250 LF
1090 LF (545 LF ON BOTH SIDES)
TOTAL # WATER VALVES
23
TOTAL # FIRE HYDRANTS
12
TOTAL # SEWER MANHOLES
41
IMPERVIOUS SURFACE
13.63 AC, (25.4%)
IMPERVIOUS SURFACE TABULATION:
STREETS
157,500 SF
SIDEWALKS
24,140 SF
GREEWAY TRAILS
18,940 SF
PUMP STATION SITE
3240 SF
LOTS.390,000
SF (5000 SF/LOT X 78 LOTS
TOTA_ IMPERVIOUS SURFACE
593,820 SF
TOTAL SITE AREA
2,336,395 SF
TOTA_ PERCENT IMPERVIOUS
25.4 %
OWNER/ DEVELOPER:
WINDJAM DEVELOPMENT GROUP
1130 SITUS COURT, SUITE 250
RALEIGH, NC 27606
ATTN: CRAIG GLASS
PH: 919-256-3320
FAX: [phone]
N0TFS:
�� �STRU' CTION SHALA BE IN ACCORDANCE WITH CURRENT TOWN OF
NDARD SPEC FICIATONS AND DETAh S.
SHOWN IS FROM? PRELIMINARY LAYOUT BY ELAM, TODD
J AMBR; SI AND WITHERS & RAVENEL, INC.
3. EXISTIN TOPOGRAPHY SHOWN IS FROM PRELIMINARY SURVEY
BY WITHERS & RAVENEL, INC.
4. WETLAN2S SHOWN ARE FROM DELINEATION BY ROBERT J. GOLDSTEIN &
ASSOCIA- ES, INC. AND MAPPED BY WITHERS & RAVENEL, INC.
5. THE DE, :-LOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COSTS
4SSOCI \ ,_D WITH STREET LIGHTING ALONG PROPOSED STREETS, ADJACENT
S RrET qND THOROUGHFARES AS REQUIRED PER TOWN OF CARY
rATEMENT NO. 13. THE DEVELOPER SHALL CONTACT CAROLINA
�C''_R ',ND LIGHT COMPANY AFTER PLAN APPROVAL AND PRIOR TO
ti T= , TION IN ORDER TO DEVELOP A STREET LIGHTING PLAN FOR THE
S_ :;DIVISION PLANS.
a. HALL BE S �. �T TRIANGLES OUTSIDE OF THE STREET RIGHT-OF-WAY 5
RECGR'__'t D AS SIGHT DISTANCE EASEMENTS ON THE SUBDIVISION PLAT AND ARE
SUBJEC TO USE RESTRICTIONS IN THOSE AREAS,
7. SIGNAGE IS A SEPARATE APPROVAL PROCESS AND HAS NOT BEEN REVIEWED
OR APPROVED AS A PART OF THIS DEVELOPMENT PLAN.
8. ALL ABOVE GROUND UTILITY EQUIPMENT AND FACILITIES ASSOCIATED WITH
ON-SITE ELECTRIC, CABLE, TELEPHONE, GAS OR SIMILAR SHALL BE LOCATED
IN THE SIDE OF REAR YARD AREA OF THE SITE AND SCREENED, TO THE
EXTENT POSSIBLE, WITH EVERGREEN PLANTINGS. PLANTINGS SHALL ALLOW
FOR .A MINIMUM OF 5' CLEARANCE AROUND THE STRUCTURE TO ALLOW FOR
ACCESS. ADDITIONALLY, ANY SIDE OF THE STRUCTURE HAVING A DOOR OR
LOCK, THE PLANTINGS SHALL ALLOW FOR A 10' CLEARANCE. THE AMOUNT
OF CLEARANCE SHALL ACCOUNT FOR THE SIZE OF THE PLANT MATERIAL AT
MATURITY.
9. NO TREE SHALL BE LOCATED WITHIN THE RIGHT-OF-WAY OR WITHIN 5'
OF A SIDEWALK.
10, TWO BENCHES WITH CONCRETE PADS AND ONE TRASH RECEPTACLE WILL BE
REQUIRED TO BE INSTALLED BY THE DEVELOPER ALONG THE GREENWAY TRAIL.
THE LOCATIONS WILL BE SITED BY TOWN OF CARY PARKS & RECREATION
DEPARTMENT. PLEASE CONTACT JOE GODFREY AT 462-3863 TO REVIEW
TRAIL ALIGNMENT PRIOR TO PAVING AND SITING THE BENCH LOCATIONS,
11. A REQUEST FOR A DEVELOPER AGREEMENT BETWEEN THE DEVELOPER AND
THE TOWN OF CARY MUST BE SUBMITTED FOR THE TEN -TEN ROAD WIDENING
PORTION OF THIS PROJECT. THIS REQUEST MUST BE SUBMITTED 10 THE TOWN
OF CAR`' PRIOR TO BIDDING OF THE ROAD WIDENING PROJECT OR THE
DEVELOPER FORFEITS THEIR REQUEST FOR A DEVELOPER AGREEMENI
GRID NORTH (NAD'83)
PB 160, PG 63
GRAPHIC SCALE
200 0 100 200 400
1 inch = 200 ft.
91- BARD( �''•.
SIp�
s SEAL
23484 s
0
•••••;AGI Nt�;;,.•P
:01%.N EY.O x:00
I// (rteCT �"� '
1z1/610 '
ALL CONSTRUCTION SHALL BE
IN ACCORDANCE WITH
CURRENT TOWN OF CARY
STANDARDS AND
SPECIFICATIONS.
WITHERS & RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
Sheet No.
2

f '+m ~X
~ o I/ SORGE, JOHN P & LAUi~iE K
1 1 5505 DEN HEIDER WAl
~ ~ RALEIGH NC 27606-[~'~ti0 0761.03 41 4111-000
/ , > / p ~ _ ~ I ~ I R-40 GONZALEZ, RICARDO A & PATRICIA F
l ~ ~ i ~ ~ , 5433 DEN HEIDER WAY RALEIGH NC 27606-9584
~ A ; 1 ~ ~ POWELL, JAMES LEWIS ET L / 0761.03 41 4308-D00
/ ~ 3724 TEN TEN RD APEX NC ,Q GRID NORTH (NAD'83) RTH (NAD'83) SORGE, JOHN P & LAURIE K R-40 i0, PG 63 5505 DEN HEIDER WAY
~ ~ 27502-7181 / PB 160, PG 63 HOMESCAPE B ILDING (`r~MPANY 0760.01 49 3721 000 + v RALEIGH NC 27606-9560 I
4813 MILLENS BAY ~T.~ R-30 ~ $ ~ EULTON, RICHARD E & JANE 0761.03 40 4846-000 I
r ~ i APEX NC 1275 95194 / 0760495361 ~ E 5513 DEN HEIDER WAY RIDER, JEFF & LISA C R-40 ~
/ ~ ~ RALEIGH NC 27606-9560 R-30 , ~ ~ / ~ ` 0761.03 40 4373-000 5509 DEN HEIDER WAY ~ RALEIGH NC 27606-9560 ~
' / / i ~ V / R-40 / / ~ ~ V 0761.03 40 4688-000 ~
/ ~ / - ~J~ / ~ R-40 )
~ - - ~ - - ~ -
~ ~ ,1 / f I 1 1 ~ -
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r ~ ~ o I e / ~ / / ~ ~ ~ c,°~
~ ~ ~ ~ j i ~ I ~
/ i / - ~ ~ / / ~ 39 SANITARX~ SEWER & i ~ ~ / / 1 ~ ~ i 1 ~ I
DRAINAGE E/SMT. ~ / / ~ / _ ~ - ~ _ ~ ~ i I ~ ~ w ~ ~ ~ N / ~ W • N J l 1
~ 'n i 1 ~ ~ ~ _ ~-450 ~ /2 / / - ~ / / / / 1 l / ~ ~ ~ i ~ I p ~ I 1 ~ ~ o
~ ~ / 1 / / ~ A ~ - _ - ~ N ~ I i ' ~ ~Z ~ - Z ~ N ~ I i ~ 1 ~ ~ ~ ~ ~ I ~ I
/ ~ ~ ~ VARIABC'E WTDT / 69 ~ ~ - ~ - ~ ~ ~ / ~ DRAINAG E,~fv~l , ~ ti ~ ~
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~ I ~ / ~ 1 ~ --I ~ 8, 1 ~ ~ 1 ~ 10 / OF4~3,1'7~~ I I za Iql z
i i i ~ ' A i \ i ~ ~ / / ~ \I I ~ ~ I ~ ' ~ L~ N ~
/ ~ ~ ~ ~ . / ~ ~ \ ~ ~ ~ ' ~ / i i ~ 'I
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i ~ ~ ~ A / i ~ ~I I i ~
/ / a ~ - - - 9 V ~ ~ I I ~I ~ / ~ ~ ~ / ~ 'I I - N N ~ ~ ~ ~ ~ Cd r
WATKINS BUILDI G INC o / ~ ~ 4817 MILLENS AY CT, ~ ~ i . ~ I 1 ~ i i~ I l I
APEX NC 2753 194 ~ i~ (DD / y °o ~ / ~ 1
0760497350 ~ ~ ~ V / 1 / ors' ~ ~ ,a -~o ~ le+ o / 16+ O ~ ~ ~ 17+00 1©+ 0 i 19+Q0 ~ ~ 20 i0 ~ 21nOG ~ 22 ~ ( 3+ 0 ~ 24t ~ "SHOO I ~ 1. 7 I ~ ~ ~ N ~ ~ ~
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I. ~ ~ i / ~ / i / d 1 ~ ~ ~ i
~ / ~ I ~ \ ~ ~ I ~ 1 m ~ 1 / 5Q / ~ I i i i
I ® ~ I I ~ d o I / I bra I V ~ \ / l ~ ~ ~ ~ i _ \ ; \ ~ ~ o' ~ I 1 / 56 ~ ~9 x ~ ~ V A ~
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4821 MILLENS B Y C~ ) ~ ~ - - ~ ~ ~ f ~ l i i / ~ c'
A X NC 27539 5 ;9 ~ ~ 4s2, ~ I ~ / ~ ~ PE 1 ~ ~ 076049922 ~ ~ ~ ~ 53 / i~ I ~ / ~ ~ 1 ~ ~ A0 ~ 01 \ ~ ~ ~ ~ , , ~ ~ ~ ~ ti ' l ~ ~
R-30 Q ~ ~ ~ ~ ~ l / r ~ ~ ~ ~ 1 ~ ~ ~ / ~ ~ _ ~ y ~
1 75 s ~ _ - I ~ ~QSO i I l ~ ~ I ~ / ~ ~ ( ~ ~ 1
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76 ~ I ~ I ~ I ~ ~ ~ / I ~ I~~ I
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~ DR AGE~ESMT./ / ~ 6-5 ~ I I I \ ~ i ~ ~ _ i I I
X17 co ~ ~ ! ~ ~ ~ , ~ ~ / I ~ I 1 ~ i ~ i I I I I
td ~ ~ ~5 ~ n ~ \ _ ~ ~ . ~ c ~ ~ - - - - , ~ ~ ~ I ~ 1 ~ \ i ~ y I ~c~- ti++ ~.,u i I ~ ~ ~ ~.A
~Z~ r~ ~ ,51' ~ I 1 ~ 1 ~ ~ a 61 - ~ u I ~ ~ ~ ~ ~ A -7 i _ - - - 9i o ( ~ I
Sao / ~ ~ ~ v?m~ I v ~ ~~8 ~ ~ - - - o I ~ ~ ~ j , ~ ~ ~ ~ \ I _ ate- A 1 ~ 1 rn ~ ~ ~ _ ; ~ I ~
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~ >o~ POWELL, WILLIAM M JR / I ~ i ~ 4004 TEN TEN RD / x~ w I ' 1 I ~ ~ o ~ _ _ _ ~ 1 V 7 ~ 1~- ; ~ ~ '
o APEX NC 27502 / ~ or`' MAPLES, NANCY J &TIMOTHY R I ~ V I ~ ~ ~ i \ ~ ~ \ ~ A - - ~ I
076002 59 1570 000 / REMLEY 3012 VAN GOGH LANE SMITH, LOUIS W & ANNA M JONES, RONALD G & LEIGH ANNE ~ ~ R-40W ~ / APEX NC 27539-5774 3008 VAN GOGH LANE ~ ~ ~ ~ a~a ~ ' ~ .
\ 3000 VAN GOGH LANE z ~ \ 7 1 8 _ o0 _ / 0 6059 9 2 APEX NC 27539-5774 APEX NC 27539 5774 ~ ~ ~
/ ~ -40W 0761501047 0761501238 w _ ~ ~ ~ \ \ - - 1 \ 1 ~ ~ ~ v v 1 ~ ~ ,
R-40W R 40W / o ~ ~ ~ ~ HATCHED,.ARE~( IS STOf~ AT~R
i I ~ I ,~a ,A ~ ~ ~ m ~ \ { ~ - _ _ , -A£Cf"S~ & MAINTNCE SMT, I ~ ~ ~ ~ ~ m o ~9 r
1 , ! P WE JAMES LEWIS TRUSTE ETAL ~~9 ~ / T RM RAINAGE CHART ~ 1 ~ ~ , ~ 1 ~ ~ ~ 20' DRAINAGE a ! ~ ~ ~ V o A ~ ~ _ _-rr'%
o Aso 0 24 TEN TEN RD ~ ~ ~ ~ / $ Pipe Flowing Pipe Pipe I ~ ~ ~ ~ ~1 1 \ ~ SE~IENT ~ I ~ W m I o ~v ~ ~ ~
APEX NC 27502-7181 j / Upstream Orainoge Discharge Full Diameter Length Plpe ~ ~ ~ v~ ~ ~ 1 ~ ~ v I ~ ~ ~ ~ _ -
0760.02 58 4553-000 / / ~ /i Rim Inlet area 01o Copaciry D L upper Inv, Lower Inv, Sloe _ _ _ _ _ R-30 From To (top of curb) D (ac) (cfs) (cfs) (in) (1t) Ekvotion Elevation - - _ J ~ ~ \ \ ~ ~ b~ V ~ ~ = ` 1 I I Z V ~ / I
/ ~ - - ' CB-1 C8-2 CB-1 452.46 0.62 029 1,30 11.37 15" 42 447.80 44650 3.10 ~ - _ I ~ ~ \I ~ \ ?e , , \ \ \ i I ,1 I I I I I I
CB-2 CB-3 CB-2 451.02 0.62 0.80 3.58 5.56 15" 27 446.30 446.10 0.74 , % 1 \ ~ ~ I~ IE ~ 1 I h_
CB-3 CB-3A CB-3 451.02 0.75 1.01 4,71 13,16 15° 135 445.90 440,30 4.15 / sa+oo CB-3A FES-38 CB-3A 444.05 0.70 1.27 6,62 11,09 15" 86 440.20 439,30 1.05 ~ ~ /22+00 ~ ~,,p~ ~ i. \ " y~ I i L~ I I I I I ~ 1 0~" I I I n I I I I ~?OrOO ~ .t tr' 00 1 +00.. 1 ~
~ ~ ~ a ~ ~ i i~~oo ~ as+ p rn I I I I J w w ~ v ~ I I 1 ~ I -
CB-4 CB-5 CB-4 460.10_ 0.75 0.12 065 4.92 15° 60 455.70 455.30 OS8 ~ _ ~ ~ ~ , I a N pw ~ ~ ~ 1 ati ti V w ~ ~ I I I I~ I I I\ 1
- - ~ - 459.75 0.85 0.26 1.51 7.59 15" 58 455.20 454.40 1.38 / - - - ~c-~ GB 5 CB 6 CB 5 ~ ~I I I I I I V, 1 I `I
CB-6 CB-7 CB-6 458.40 0.90 0.34 2.03 1052 15" 151 454.30 450,30 265 ~ ~ ~ / / I ~ I I 1 I I ~ / I 1 m 1 \ , I I l ~I I~ I - ~ I \ I I I l l w I h -I
CB-7 FES-8 GB-7 454.35 0.90 0.52 3.20 5.33 15° 44 450.20 449.90 0.68 / _ ~ ~ ~ N 1 ~ ~ A \ I I I . I I f~, I I I I ~
CB-9 CB-10 GB-9 453.43 0.75 0.18 0.97 14.44 15" 132 449.00 442.40 5.00 _ ~ / ~ ~ \ 1 ~ ~ I ~ 1 \ I \ ~ I I i I I I I I / 1 1 1 V 1 ~ ~ 1 I .I 1 I I~ t 1 1 1 / ~ ~ I 1~ ~ \I \ i I~ I'. I~ I I `~I I I\ I
OUTLET PROTECTION SUMMARY CB-10 CB-11 GB-10 44683 0.80 1.96 6,89 8.34 15" 45 439.50 438.75 1.67 - ~ l I ~ j t I 1 1 ~ ~ / l I ~ 1 ~ I I~ ~ I ~I I , I I ~ ~
CB-11 CB-12 CB-11 442.98 0.60 2.07 7.37 12.84 15" 129 438.60 433.50 3.95 W FES-3 FES-8 FES-21 CB-12 CB-13 CB-12 43796 0.50 2.67 9.53 12,64 18" 76 433.10 432,00 1.45 v i / ~ I I I ~ ~ I i 1 1 I~ V I I I i I I ~ I ~ ~ ~ 1 I ~ ~ I ~ I~ l~ I I\ I I~ I I I~~ I ~
CB-13 C8-13A CB-13 436.`/2 0.43 3.80 13.04 16.61 18° 8 431,90 431.70 250 ~ B'LX8'WX22°D 5'LX7'WX9°p 30'LX34'WX22'b ~ ~ / I I I I I - ~ I 11 1~ I I l I~ i' i 4 1 ~ I I I I ~ ~ ~I~ 1 ~ / 5) ~ I I / I I ~ I I I I~ I
- RIP-RAP W CLASS 2 RIP-RAP W CB-13A C8-14 CB-13A 436.72 0.43 5.38 18.35 21.82 24;' 27 431.20 430.95 0.93 _ CIASS B RIP RAP W/ CLASS A / / t 7 02 LINNEY, ERIC G & SANDRA J ~ ~ ~ ~ I l I I~ I I ~I 46 / ~ l 43 I l 42 ~ l ~ i I`--~ i ~ I ~ ) ~ 1 }l
FABRIC LINER FABRIC LINER FABRIC LINER CB-14 YI-15 CB-14 436.72 0.65 5.63 19.52 59,94 24' 129 430,75 42 70 - = d50=23" YI-15 CB-16 YI-15 425.50 0.50 5.95 20.68 35.55 24" 97 42150 419,30 2,47 3001 VAN GOGH-LANE d50-6" d50 3' - APEX NC 27539 5774 I f I, / \ / ~ ~ ~ ~ I ~ I 1 ~ ~ - ~ I ~ 1 I
V10=9.08 FP5 V10=4.54 FPS V1D=19.66 FPS CB-16 CB-I7 CB-16 424.30 0.59 6.58 23,36 27.05 24" 49 419.10 41840 1.43 ` / ~
CB-17 YI-i8A C8-17 425.60 0.67 6.92 25,10 45.19 24" 138 41820 412.70 3,99 0761504302 YI-18A CB-18 YI-18A 417.00 0.49 8.92 32.17 36.45 30" 101 412,20 411.40 _0.79 R-40W ~ ~ ~ ~ ~ fl~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~TORMWATER MGMT. - I
FES-37 FES-40 FES-44 ~ CB-18 CB-19 CB-18 418.29 0.70 9.00 32.58 38.26 30" 126 410.90 409.80 0.87 \ ~ l ~ ~ ~ / ~ / ' i ti ; POND~1 -
5'LXTWX9"D 8'LX10'WX22"D 16'LX18'WX22'b Cg-19 CB-20 CB-19 415.33 0.51 12.06 45.50 57,37 36" 27 409.10 408.90 OJ4_ RIP-RAP W CLASS BRIP-RAP W CLASS 8 RIP-RAP W/ \ CLASS A / / CB-20 FES-21 CB-20 41533 0.70 12.53 47.88 15867 36" 83 40870 404.00 5.66 ~ ~ I / ~ ~ ~ ° - / - I 1 l i ~ - , ~ , ~ / I ~ ~ EE DETAIL ON Sf~T: 2~.- - I ~l I I _ ~ 1
FABRIC LINER FABRIC LINER FABRIC LINER 1 V I \ \ ~ ~ ~ I ~h, I I ~I~I-r~l I I _F- I ~ I ~ ~ V L ~ I, x.1_1 I i I, I I ~ ~ ,
d50=3" d50=6" d50=13" YI-22 CB-23 YI-22 443.50 0.45 1.28 4.16 4.83 15" 161 441.30 440.10 0.56 ~ V10=3.98 FPS V10=12.07 FPS V10=12.63 FPS CB-23 CB-10 CB-23 445.54 0.75 1.70 6.43 6.71 15" 37 440.00 439.60 1.08 ~ I ~ - ~ ~ ~
CB-24 CB-13A C8-24 437.63 0.55 0.46 1.83 8.35 15" 72 433.20 432.00 1.67 CB-25 GB-26 CB-25 431.78 0.75 0,19 1.03 5.56 15" 27 42735 427.15 0.74 1 ~ - - ~ ~ - ~ ~ , ,
FES-34 FES-31 (INLET PROTECTION) ce-26 ce-n C8-26 431.78 0.65 0.27 1.40 11.88 15" 133 425.60 _421.10 3.38 eee~~a~unq•••°
CB-27 CB-28 CB-27 425.54 O.fiO 1.41 6.11 6.36 15" 31 421,20 420.90 0.97 28'LX12'WX22"D 15'LX12'WX22°D . ~N CARO
CLASS BRIP-RAP W/ CLASS BRIP-RAP W/ C8-28 GB-29 CB-28 426.25 0.80 1.67 7.27 8.57 15" 119 420,70 418.60 1.76 FABRIC LINER FABRIC LINER CB-29 CB-30 CB-29 422.97 0.70 1,78 8.12 10.85 15" 181 418.30 413.20 2.82 _ SINGLETARY, ROBERT G & LISA M GILLIAM, MICHAEL E & ANNE F PURDY MORRIS FORREST & DONNA t'~~$~ y' ~9
d50=13" d50=13° CB-30 CB-19 CB-30 417.90 0.55 2,08 9.32 13,65 18" 118 412.90 410.90 1.69 8117 NETHERLANDS DR RALEIGH ~ • Q~ ~Nti. 8205 NETHERLANDS DR 8213 NETHERLANDS DR RALEIGH NQ q • ;
V10=13,60 FPS _ FES-3t CB-32 - 0.40 13.48 38.93 73.93 42" 37 409A0 408.80 0.54 NC 27606-9605 BATCHELOR, ALAN D & LYNETTE M RALEIGH NC 276D6-9659 YOUNG JASON E & SHANNON R 27606-9659 t ~ ~ a 0761.04 50 5535-000 8201 NETHERLANDS DR RALEIGH _ ~ SEAL •
CB-32 CB-33 CB-32 416.37 0.80 1376 40.55 86.54 42" 27 408.70 408.50 0.74 R-40 0761,04 50 5899-000 8209 NETHERLANDS DR RALEIGH 0761.04 51 5188 D00 NC 27606-9659 R-40 R-40 : 284 o
CB-33 FES-34 CB-33 416.37 0.75 1402 41.96 153.57 42" 60 408.Op 406.60 233 \ 0761.D4 50 5773-000 NC 27606-9659 ~ ~ 0761.04 51 5084-000 • • ~ ee
- 5 CB-36 CB-35 421.04 0.70 020 L01 5.56 15" 27 416.90 416.70 0,74 CB 3 R-40 4 ~ • R-40 • a IN ~ e P •
CB-36 FES-37 CB-36 421.04 0.80 0.32 1.70 5.56 15" 27 416.60 416.40 0.74 • ~ ~ X00 f Y 0' ,e•
I
YI-41A C8-41 YI-41A 411.50 0.42 3.79 11.49 22.17 18" 134 408.OD 401.70 4.70 _ _ _ ~ CB-41 CB-42 CB-41 406.14 0.48 5.13 16.13 17.26 18" 37 401.60 400.60 2.70
CB-42 YI-43 CB-42 405.36 0.75 6.01 19.78 22.58 18" 143 398.10 391.50 4.62 X216 0~-
YI-43 JB-44 YI-43 395.00 0.50 6.21 20.50 - 24"M 118 391.00 388.70 1.95
JB-44 FES-45 JB-44 400.00 0.50 621 20.50 - 24"* 87 388.50 386.10 2.76 CB-47 CB-42 CB-47 402.92 0.50 0.62 2.24 4.88 15" 106 398.90 398.30 0.57 ALL CONSTRUCTION SHALL BE
KING, EDWIN M & DOF EDWIN M & DOROTHY L NETHERLANDS DR GRAPHIC SCALE IN ACCORDANCE WITH
CB-39 FES-40 CB-39 411.30 0.73 0.89 4.69 14.44 15" 82 407.10 403.00 5.00 8113 NETHERLANDS 0 RALEIGH NC 27606- ;H Nc 27606-9605 so 0 3o so ,so CURRENT TOWN OF CARY
~ I17F1 f14 5fl F47Q-flfll ~a 5n Fa~a-nnn
a T R-40 STANDARDS AND
s NOTES; i inch = 60 ft. SPECIFICATIONS.
1. ALL PIPE SHALL BE CLASS III RCP UNLESS OTHERWISE NOTED. 2. SHOWN IN PIPE SIZE COLUMN DENOTES 0-RING GASKET PIPE SHALL BE USED.
a Sheet No,
No. Revision Date B Designer Scale 1"=60' N 1. PER TOC IST REVIEW 10/23/04 BDH W&R
Drawn By Date GRAI 0 GRADING & STORM DRAINAGE WITHERS R"ENEL SOUTHERN SECTION I PLANNERS I SURVEYORS
AL 4-7-04 GREYHAWK SUBDIVISION
s Checked By Job No. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] tax: 919-467-6008 www.withersravenel.com
0o WAKE COUNTY CARY NORTH CAROLINA s BW 204028,
Y