20000109 Ver 1_COMPLETE FILE_20000211

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PROJECT:
OWNER:
POWELL DRIVE OFFICE BUILDING
RALEIGH, NORTH CAROLINA
NEOMONDE ASSOCIATES
3817 BERYL ROAD
RALEIGH, NC 27607
DESIGN ELEMENT:
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EXTENDED DETENTION
STORMWATER WETLAND
DESIGNER:
Sungate Design Group, P.A.
915A Jones Franklin Road
Raleigh, NC 27606
SDG

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State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
L GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
NEOMODE ASSOCIATES
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Sam Saleh, General Mahager
3. Mailing Address for person listed in item 2 above: y y
Neomode Associates,?3817-Bery1 Road
city:_ Raleigh State: NC Zip: 27607
Telephone Number: (q14 ) SUN • 3 t1'r
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Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, spec fi'cations, letters, operation and maintenance agreements, etc.):
Powell Driret ffice Building
Location of Project (street-address):
719 Pnwp11 DriVP ,
City: Raleigh County: Wake
6. Directions to project (frgm nearest major intersection
600 feet south of intersection of-Hillsborough Street and Powell Drive
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7. Latitude: 78 - 42' Longitude: . 350 - 47 of project
8. Contact person who can answer questions about the project:
Name: Frank Braxton * Telephone Number. 919 i 859-2243
II. PERMIT INFORMATION: . .
1. Specify whether project is (chgclc one): New Renewal. .
modification
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Form SWU-101 Version'3.99 '
Page 1 of 4
7. How was the off-site impervious area listed above derived?-,'. GiS data. from the City of
Raleigh and--field inspection
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listirti .,each lot number, size and the allowable built-upon area for each lot must be provided as an
attachmeFtt
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1. The fD"ing covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwafer management permit ermit niodi cation Prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below4 you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and
persons claiming under them, that they will run with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms. `
Form SM-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground infiltratioriTrench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

STORMWATER TREATMENUMANAGEMENT NARRATIVE
POWELL DRIVE OFFICE BUILDING
Neomonde Associates
3817 Beryl Road
Raleigh, NC 27607
The subject property is a 2.734 acre parcel, located in the City of Raleigh, and zoned for
industrial use. As part of the planning process, the Owner was granted (by the
Environmental Management Commission, 7/9/98) a conditional variance from the Neuse
River Riparian Area rule. As a condition, a Stormwater Management Plan acceptable to
the Division of Water Quality is required. The proposed Stormwater Plan for the Powell
Drive Office Building will consist of a subsurface conveyance system connected to an
Extended Detention Stormwater Wetland. Additionally, the site development will
embrace approximately 264 LF of stream relocation and restoration. Due to the site's
landscape position, contributing off-site drainage will be included in the calculated
designs.
NITROGEN LOADING
The site's estimated nitrogen loading calculations were obtained from the "Town of
Chapel Hill, Stormwater Impact Statement Guidelines" and submitted as an attachment.
The estimated nitrogen load for a 2.734 acre industrial use is calculated to be 30.62 lb/yr.
The removal efficiency of a detention pond/wetland is estimated to be 30%. The
resulting nitrogen load with BMP is calculated to be 21.43 lb/yr.
STORMWATER PLAN
The site's proposed drainage system will capture the off-site drainage as it enters the site
via a catch basin or sheet flow directly into the BMP's forebay. The on-site drainage will
be directed toward a series of drop inlets and catch basins and outlet into the BMP's
forebay. The culvert outlet will be armored with Class B rip rap to serve as velocity
dissipater and scour protection. The forebay will serve as a stilling basin and sediment
basin. The pool and forebay shall require routine inspection and maintenance to prevent
sediment build up. The forebay is separated from the permanent pool by a small
dam/weir and is included in the surface and storage calculations. The permanent pool is
designed with varying depths to allow shallows for wetland planting and temporary
detention of stormwater runoff. The proposed BMP is an Extended Detention
Stormwater Wetland as outlined in the NCDENR "Stormwater Best Management
Practices". The base elevation is 288.0, the permanent pool surface elevation is 292.0
with a surface area of 5,006 SF. The required permanent pool surface area based on an
SA/DA ratio of 2.61 and a drainage area of 4.15 acres is 4.700 SF. The permanent pool
surface area is subdivided 1,749 SF at 0-9" depth, 1,752 SF at 9"-18" depth, 750 SF
Forebay and 755 SF Outlet Pool. The storage volume from the 1" rain depth is 10,394 CF
and calculated to a surface elevation of 293.75 = primary outlet weir crest. The top of
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POWELL DRIVE OFFICE BUILDING
NARRATIVE, PAGE 2
dam elevation is 294.75. A 11/2" galvanized pipe will be installed through the dam and
set with inlet invert at elevation 292.0. The draw down time of the 1" rain depth storage
is calculated to be 4.91 days. A routing of the post development rainfall events indicated
that the proposed weir will handle the 10 and 100 year storm and not overtop the dam.
The primary outlet is a 25 feet long weir with Class I rip rap on the backside slope.
Manning's with an n-value of 0.104, Z= 3:1, b=25', d=1', s=20%, Td=5.0 calculated to a
d10=0.33', V10=2.95fps and a T = 4.12. The rip rap will serve to spread the runoff and
reduce the velocity prior to entering the stream.
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Guidelines Page l of5
Town of Chapel Hill
Stormwater Impact Statement Guidelines
(Effective January 1, 1997)
INTRODUCTION
All applications for developments or- subdivisions which create four (4) or more lots and all
Special Use Permit applications within the Town of Chapel Hill planning jurisdiction must
include a Stormwater Impact Statement. Stormwater Impact Statements submitted to the Town
of Chapel Hill shall comply with the Stormwater Impact Statement guidelines. We encourage
each applicant to.arrange a pre=application meeting with Town staff to clarify any issues afld to
determine -the scope of the analysis. Affirmative exemption to all or part of the requirements
of the Stormwater Impact Statement -may be granted by the Town Manager.
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SITE ANALYSV?
A. site analysis 'shall be. provided with the submittal of a Stormwater Impact Statement.
Characteristics of the existing site and proposed development shall include the following:
-A. Land use and density;
B. Location;
C. Phasing and timing of project; and
D. Delineation of Resource Conservation Districts, wetlands, Federal/State wildlife
lands, and any designated FEMA floodplain/floodway areas.
A map or maps shall be included in the Stormwater Impact Statement detailing site location,.
existing and .proposed stormdrainage system(s); stormwater detention structures, and Resource
Conservation District location(s). The maps must present these existing and proposed
conditions at a scale and quality suitable to include all impacted areas (on and off-site) as
agreed upon in the initial consultation meeting with Town staff.
,
Guidelines Page 2 of S
IMPACT STATEMENT ANALYSES
A. SCOPE OF IMPACTED AREA
A pre-application meeting with Town staff is encouraged to determine upstream and
downstream limits of study to be included in the Stormwater Impact Statement, and to define
study elements required. Possible study elements of concern may include, but are not limited
to:
1. Backwater impacts;
-2: Effects on-existing- upstream and/or downstream drainage conveyance facilities;
3. Upstream and/or downstream flow volumes;
4. Ability of natural drainage channel to handle additional volumes and velocities;
5. Potential mitigation measures; and
6. Site-specific considerations.
B. "HYDROS" STORM-WATER MODEL
Acoepted engineering -practice ? e.: "HYDROS", Rational, or SCS Method) will be required
with the Stormwater Impact Statement to generate both pre-development and post-development
stormwater flow data. Final "HYDROS" calculations and a detailed stormwater management
plan must be submitted and approved before a Zoning Compliance Permit (ZCP) for any phase
of the proiact will be issued.
C. POLLUTANT LOADING
Pollutant. loading calculations shall be provided with the - Stormwater Impact Statement.
Nonpoint pollution monitoring studies have indicated that annual "per acre" - discharges of
urba4, stormwater pollution (nutrients, metals, toxic organic compounds, etc.) are directly
related'to the density of impervious surfaces and types of land uses. Because receiving waters
such as creeks and ponds are affected by stormwater pollutant. loads, it is important to monitor
and inventory the impacts created by new' development. Yearly loads are calculated by
multiplying the area of each land .use by the appropriate loading coefficient as provided in
Table 1... Required calculations shall include the pollutant loading of total nitrogen, total
phosphorus, zinc, and lead.
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Guidelines Page 3 of 5
'T'ABLE 1
Chapel Hill Pollutant Loading Coefficients <ib/acre/yr) *
LAND USE TYPE
w Density esidenual
(< 12% impervious or < 1 unit/acre) TOTAL N

5.2 TOTAL P

0.7 ZINC (Zn)..

0.2 LEAD.(Pb)
( 2
Moderate/High Density Residential
(> 12% impervious or > 1 unit/acre)
7.4
1.2
0.5
0.5
Office/institutional 8.8 1.6 0.4 5
Commercial 13.2 1.6 2.1
2.6
Industrial 11.2 1.4 1.6 2.0
Undeveloped/Forest/Open 0.6 0.08 0 0
Pasture _2.6 0.5 0 0
* Values calibrated for the Town of Chapel Hill and based on data from Hartigan (1983), CDM (1989), Haith
(1992), and Schueler (1987).
In order to perform these loading calculations, the land use types and relative acreage. must
first be determined. For example, a proposed development contains 100 residential half acre
lots (moderate d&nsity). A 20 acre commercial district is also planned. The remaining tracts
(15 acres) will remain undeveloped open space. The total nitrogen loading calculations for
this proposed development would be as follows:
Moderate Residential - 100 lots x 1/2 acre ......... '
50 acres. x 7.4 ................................................... ........................... ..... 50 acres
- 3701b/yr
?gmmercial - 20 acres x 13.2 .......................................:........ 264 lb/yr
Undeveloped - 15 acres x 0.6 ............. ..... 9 lb/yr
Total Nitrogen Load ... ................................................................643 lb/yr
Reductions in these loading rates can be achieved with various. stormwater Best Management
Practices (BMPs). These BMPs include, but are not limited to, detention/retention ponds,
stormwater wetlands, grassed swales., filter strips, and natural vegetative buffers.. Previous
studies have reported a wide range of pollutant removal efficiency rates for each BMP. Table
2provides a summary of these rates to be used for pollutant reduction calculations. The
,appropriate rate selected for each .calculation 'should reflect design, operation, maintenance
plans, and best judgment.
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Guidelines Page 4 of 5
TABLE 2
Pollutant Removal Efficiency of Urban Stormwater BMPs (Percent Reduction)*.
Stormwater BMPs Total N Total P Lead (Pb) Zinc'(Zn)
Retention Ponds 40 - 70 50 - 80 60 = 95 30-70
Detention Ponds 10 - 40 40 - 60 50-90., 30 - 60
Wetlands 20 - 30 40 - 60 30 -'790 30 - 80
Grassed Swales 10 - 20 20 - 40 20 - 40 20 - 40
Filter Strip/Buffers 10 - 20 20 - 40 F20-40 20 - 40
* Efficiency rates are approximated from Urtimas and Stahre (1993), Schueler (1987), and Field (1993).
For example, grassed swales in sequence with a detention pond have been proposed. for the
-previous development scenario. Without stormwater BMPs, the nitrogen loading rate was
determined to be 643 lb/year. The proposed detention pond has been designed with asediment
forebay; extended detdntion (five days) for the first inch of rainfall, additional storage for
runoff from the 10 year storm, a 4:1 length to width ratio, and a comprehensive scheduled
maintenance and inspection plan. The grassed swales are designed with less than five (5%)
percent slopes, concrete check darns, and a routine mowing and inspection plan. The total
nitrogen reduction -rate for the detention pond and grassed swales are selected from Table 2
and estimated to be 35 and 20 percent, respectively. The new projected load for the
development -is,*, culated as follows:
Total N Reduction with Swaies 643 lb/yr x-0.20 .................................:......129 lb/yr
643 - 129 ................................................. 514 lb/yr
Total N Reduction with Detention - 514 lb/yr x 0.35 ................................... ..... 1801b/yr
514 - 180 .......................................334 lb/yr

Total N Reduction without BMPs ...............................................................643 Ib/yr
Total N Load with BMPs .........................................................................334 lb/yr
D. EROSION AND SEDIMENT MANAGEMENT
The Stormwater Impact Statement must include a description of the proposed erosion and
sediment control measures. This description should include a list of control devices and
placements necessary to comply with the requirements of the Chapel Bill Erosion and
Sedimentation Control Ordinance which is enforced by the Orange County Sedimentation and
Erosion Control Officer. A phasing schedule for construction and/or removal of -proposed.
control devices will also be 'required to ensure adequate protection for all--phases of the
development.

Guidelines Poge 5 of 5
E. MITIGATION MEASURES
If calculations indicate that post-development rate of runoff exceeds predevelopment rate,
mitigation measures will be recommended. Mitigation measures may also be recommended
for those developments that would significantly impact water quality based--on the Stormwater
Impact Statement findings. According to the location of the proposed development, trdtigation
measures. may include, but are not limited to inlet/outlet control, reinforced channels,
stormwater outfalls to open land, curb cuts, grassed swales,, detention facilities, and/or
retention facilities. r
F. MAINTENANCE AND INSPECTION PLAN
The Stormwater Impact Statement for developments proposing stormwater control facilities
shall include a maintenance and inspection plan. This plan should detail the types and
frequency of inspection and maintenance operations (major and minor), equipment necessary
to perform maintenance activities, access to the stormwater control facility, and' disposal
methods for contaminated materials should they occur. The parry or parties responsible for
maintenance.and details of all bonds, letters of credit, etc., must be placed on record with the
Town.
If you have any questions regarding these guideline, contact Mr. Michael Neal in the Town
Engineering Department at [phone]. '
REFERENCES. CITED
CDM. 1989. Watershed Management Study: Lake Michie and Little River Reservoir Studies.
Field, Richard, M.L. O'Shea and K.K. Chin. 1993. Integrated Stormwater Management.
Lewis Publishers. Boca Raton, FL.
Haith, D.A., et al. 1992. Generalized Watershed Loading Functions: User's Manual.
NY.
Hartigan, J.P., et al. 1983. Calibration of NPS Model Loading Factors. Journal of
Environmental Engineering Division. 109: no. 6 pp. 1259-1272.
Schueler, Thomas R. 1987. Controlling Urban' Runoff: A Practice Manual for Planning
and Designing Urban BMPs. Metropolitan Washington Council of Governments,
Washington, DC.
Urbonas, Ben, and P. Stahre. 1993. Stormwater Best Management Practices and
Detention. Prentice Hall. Englewood Cliffs, NJ.
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STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Thu form may be photocopied for use as an original
GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual., etc. who owns the project):
NEOMODE ASSOCIATES
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Sam Saleh, General Mafiager
3. Mailing Address for. person listed in item 2 above: V
Neomode Associates, 3817 Beryl Road
City:_ Raleigh
State: NC Zip: 27607
Telephone Number. ( q I q ) X32%
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, spe%fications, letters, operation and maintenance agreements, etc.):
Powell Dr retOffice Buildin .
S. Location of Project•(street.address)*:
217 PnwPll nrivs
City y, _ Bale i h - County: Wake
6. Directions to project (frgm nearest major intersection):
600 feet south of intersection of'Hillis borough Street and Powell Drive
7. Latitude: 780 - 42' Longitude: 350 - 47R of project
8. Contact person who can answer questions about the project:
Name: Frank Braxton ' 919 859-2243
Telephone Number.
11. PERMIT INFORMATION:
1. . Specify whether project is (check one--!-New
.
Renewal..
Form SWU-101 Versionr3.99 '
Page 1 of 4
Modification
'•t
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
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7. How was the off-site impervious area listed above derived? ;. GIS data . from the City of
•Rale•igh and-field inspection i
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. if lot sizes vary significantly, a
table Listu .each lot number, size and the allowable built-upon area for each lot must be provided as an
attachmeF
I. The fgfoowing covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwpter management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. 73tese . connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature befo%W you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and
persons claiming under therm that they will lira with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
44J
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stornwater and General Permits Unit at [phone] for the
status and availability of these forms. `
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Stipplenient
Underground Infiltratidn Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99
Page 3 of 4
STORMWATER TREATMENT/MANAGEMENT NARRATIVE
POWELL DRIVE OFFICE BUILDING
Neomonde Associates
3817 Beryl Road
Raleigh, NC 27607
The subject property is a 2.734 acre parcel, located in the City of Raleigh, and zoned for
industrial use. As part of the planning process, the Owner was granted (by the
Environmental Management Commission, 7/9/98) a conditional variance from the Neuse
River Riparian Area rule. As a condition, a Stormwater Management Plan acceptable to
the Division of Water Quality is required. The proposed Stormwater Plan for the Powell
Drive Office Building will consist of a subsurface conveyance system connected to an
Extended Detention Stormwater Wetland. Additionally, the site development will
embrace approximately 264 LF of stream relocation and restoration. Due to the site's
landscape position, contributing off-site drainage will be included in the calculated
designs.
NITROGEN LOADING
The site's estimated nitrogen loading calculations were obtained from the "Town of
Chapel Hill, Stormwater Impact Statement Guidelines" and submitted as an attachment.
The estimated nitrogen load for a 2.734 acre industrial use is calculated to be 30.62 lb/yr.
The removal efficiency of a detention pond/wetland is estimated to be 30%. The
resulting nitrogen load with BMP is calculated to be 21.43 lb/yr.
STORMWATER PLAN
The site's proposed drainage system will capture the off-site drainage as it enters the site
via a catch basin or sheet flow directly into the BMP's forebay. The on-site drainage will
be directed toward a series of drop inlets and catch basins and outlet into the BMP's
forebay. The culvert outlet will be armored with Class B rip rap to serve as velocity
dissipater and scour protection. The forebay will serve as a stilling basin and sediment
basin. The pool and forebay shall require routine inspection and maintenance to prevent
sediment build up. The forebay is separated from the permanent pool by a small
dam/weir and is included in the surface and storage calculations. The permanent pool is
designed with varying depths to allow shallows for wetland planting and temporary
detention of stormwater runoff. The proposed BMP is an Extended Detention
Stormwater Wetland as outlined in the NCDENR "Stormwater Best Management
Practices". The base elevation is 288.0, the permanent pool surface elevation is 292.0
with a surface area of 5,006 SF. The required permanent pool surface area based on an
SA/DA ratio of 2.61 and a drainage area of 4.15 acres is 4.700 SF. The permanent pool
surface area is subdivided 1,749 SF at 0-9" depth, 1,752 SF at 9"-18" depth, 750 SF
Forebay and 755 SF Outlet Pool. The storage volume from the I" min depth is 10,394 CF
and calculated to a surface elevation of 293.75 = primary outlet weir crest. The top of
POWELL DRIVE OFFICE BUILDING
NARRATIVE, PAGE 2
dam elevation is 294.75. A 11/2" galvanized pipe will be installed through the dam and
set with inlet invert at elevation 292.0. The draw down time of the 1" rain depth storage
is calculated to be 4.91 days. A routing of the post development rainfall events indicated
that the proposed weir will handle the 10 and 100 year storm and not overtop the dam.
The primary outlet is a 25 feet long weir with Class I rip rap on the backside slope.
Manning's with an n-value of 0.104, Z= 3:1, b=25', d=1', s=20%, Td=5.0 calculated to a
d l 0=0.3 3', V 10=2.95fps and a T = 4.12. The rip rap will serve to spread the runoff and
reduce the velocity prior to entering the stream.
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Guidelines Page / of 5
Town of Chapel Hill
Stormwater Impact Statement Guidelines
(Effective January 1, 1997) "
INTRODUCTION
All applications for developments or- subdivisions which create four (4) or more lots and all
Special Use Permit applications within the Town of Chapel Hill planning jurisdiction must
include a Stormwater Impact Statement. Stormwater Impact Statements submitted to the Town
of Chapel Hill shall comply with the Stormwater Impact Statement guidelines. We encourage
each applicant to arrange a pre-application meeting with Town staff to clarify any issues and to
determine "the scope of the analysis. Affirmative exemption to all or part of the requirements
of the Stormwater Impact Statement may be granted by the Town Manager.
SITE ANALYSIS
A. site analysis shall be. provided with the submittal of a Stormwater Impact Statement.
Characteristics of the existing site and proposed development shall include the following:
A. Land use and density;
B. Location;
C. Phasing and timing of project; and
D. Delineation of Resource Conservation Districts, wetlands, Federal/State wildlife
lands, and any designated FEMA floodplain/floodway areas.
A map or maps shall be included in the Stormwater Impact Statement detailing site location,.
existing and "proposed stormdrainage system(s), stormwater detention structures; and Resource
Conservation District location(s). The maps must present these existing and proposed
conditions at a scale and quality suitable to include all impacted areas (on and off-site) as
agreed upon in the initial consultation meeting with Town staff.

Guidelines Page 2 of5
IMPACT STATEMENT ANALYSES
A. SCOPE OF IMPACTED AREA
A pre-application meeting with Town staff is encouraged to determine upstream and
downstream limits of study to be included in the Stormwater Impact Statement, and to define
' study elements required. Possible study elements of concern may include, but are not limited
to:
1. Backwater impacts;
2: Effects on existing- upstream and/or downstream drainage conveyance facilities;
' 3. Upstream and/or downstream flow volumes;
4. Ability of natural drainage channel to handle additional volumes and velocities;
5. Potential mitigation measures; and
' 6. Site-specific considerations.
B. "HYDROS" STORMWATER MODEL
Acoepted engineering practice {i.e.: "HYDROS", Rational, or SCS Method will be required
with the Stormwater Impact Statement to generate both pre-development and post-development
stormwater flow data. Final "HYDROS" calculations and a detailed stormwater management
plan must be submitted and approved before a Zoning Compliance Permit (ZCP) for any phase
of the project will be issued.
C. POLLUTANT LOADING
Pollutant. loading calculations shall be provided with the Stormwater Impact Statement.
Non int pollution monitoring studies have indicated that annual "per acre"*- discharges of
urba#•. stormwater pollution (nutrients, metals, toxic organic compounds, etc.) are directly
related'to the density of impervious surfaces and types of land uses. Because receiving waters
such as creeks and ponds are affected. by stormwater pollutant loads, it is important to monitor
' and inventory the impacts created by new' development. Yearly loads are calculated by
multiplying the area of each land use by the appropriate loading coefficient as provided in
Table 1. Required calculations shall include the pollutant loading of total nitrogen, total
phosphorus, zinc, and lead.

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Guidelines Page 4 of S'
TABLE 2
Pollutant removal Efficiency of Urban Stotmwater BMPs (Percent Reduction)*.
Stormwater BMPs Total N Total P Lead (Pb) Zinc-(Zn)
Retention Ponds 40 - 70 50 - 80 60 = 95 30 - 70
Detention Ponds i0 - 40 40 - 60 50-.901., 30 - 60
Wetlands 20 - 30 40 - 60 30 - 90 30 - 80
Grassed Swales 110-20 20 - 40 20 - 40 20 - 40
Filter Strip/Buffers 10-210 20 - 4,0 20 - 40 20 - 40
Efficiency rates are approximated from Urbonas and Stahre (1993), Schueler (1987), and Field (1993).
For example, grassed swales in sequenoe with a detention pond have been proposed, for the
-previous development scenario. Without stormwater BMPs, the nitrogen loading rate was
determined to be 643 lb/year.. The proposed detention pond has been designed with a sediment
forebay; extended detdntion (five days) for the first inch of rainfall, additional storage for
runoff from the 10 year storm, a 4:1 length to width ratio, and a comprehensive scheduled
maintenance and inspection plan. The grassed swales are designed with less than five (5 %)
percent slopes, concrete check dams, and a routine' mowing and inspection plan. The total
nitrogen reduction rate for the detention pond and grassed swales are selected from Table 2
and estimated to be 35 and 20 peroent, respectively. The new projected load for the
development is calculated as follows:
Total N Reduction with Swa'les -643 lb/yr x-0.20 .........................................129 lb/yr
643 - 129 ................................................. 5141b/yr
Total N Reduction with Detention - 5141b/yr x 0.35 .........................................180 lb/yr
514 - 180 ....................................... 334 lb/yr
Total N Reduction without BMPs ...............................................................643 lb/yr
Total N Load with BMPs .........................................................................334 lb/yr
D. EROSION AND SEDIMENT MANAGEMENT
The Stormwater Impact Statement must include a description of the proposed erosion and
sediment control measures. This description should include a list of control devices and
placements necessary to comply with the requirements of the Chapel Hill Erosion and
Sedimentation Control Ordinance which is enforced by the Orange County Sedimentation and
Erosion Control Officer. A phasing schedule for construction and/or removal of proposed
control devices will also be required to ensure adequate protection for atl - phases of the
development.

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Guidelines Page 5 of 5
E. MITIGATION MEASURES
If calculations indicate that post-development rate of runoff exceeds predevelopment rate,
mitigation measures will be recommended. Mitigation measures may also be recommended
for those developments that would significantly impact water quality basedbn the Stormwater
Impact Statement findings. According to the location of the proposed development, mitigation
measures. may include, but are not limited to inlet/outlet control, reinforced channels,
stormwater outfalls to open land, curb cuts, grassed swales,. detention facilities, and/or
retention facilities.
F. MAINTENANCE AND INSPECTION PLAN
The Stormwater Impact Statement for developments proposing stormwater control facilities
shall include a maintenance and inspection plan. This plan should detail the types and
frequency of inspection and maintenance operations (major and minor), equipment necessary
to perform maintenance activities, access to the stormwater control facility, and disposal
methods for contaminated materials should they occur. The party or parties responsible for
maintenance. and details of all bonds, letters of credit, etc., must be placed on record with the
Town.
If you have any questions regarding these guidelines, contact Mr. Michael Neal in the Town
Engineering Department at [phone]. '
REFERENCES CITED
CDM. 1989. Watershed Management Study: Lake Michie and Little River Reservoir Studies.
Field, Richard, M.L. O'Shea and K.K. Chin. 1993. Integrated Stormwater Management.
Lewis Publishers. Boca Raton, FL.
Haith, D.A., et al. 1992. Generalized Watershed Loading Functions: User's Manual.
NY.
Hartigan, J.P., et al. 1983. Calibration of NPS Model Loading Factors. Journal of
Environmental Engineering Division. 109: no. 6 pp. 1259-1272.
Schueler, Thomas R. 1987. Controlling Urban'Runoff: A Practice Manual for Planning
and Designing Urban BMPs. Metropolitan Washington Council of Governments,
Washington, DC.
Urbonas, Ben, and P. Stahre. 1993. Stormwater Best Management Practices and
Detention. Prentice Hall. Englewood Cliffs, NJ.
H. REQUIRED ITEMS CHECKLIST
II.a. This BMP is an Extended Detention Stormwater Wetland and the depth of pool is
limited to 3 feet with a larger area designed to be at a depth of 0-1.5'.
II.b. Forebay volume is approximately 20% of the calculated permanent pool volume.
In this particular case, the BMP is receiving flow from the adjacent properties and site
constraints limited the available area for the total 20% forebay of the designed total basin
volume.
II.c. The temporary pool provides little storage of the 10 year storm event and is
neither designed nor required (by local code) to serve as a runoff control.
II.e. A 30-foot vegetative filter is not provided due to site limitations. The primary
outlet device is a 25 feet weir with the backside armored with rip-rap to reduce the flow
velocity and serve to spread the flow prior to entering the stream.
II.f. The basin length to width ratio is 2:1 due to site limitations.
II.g. The side slopes above the permanent pool to the top of dam are 3:1. The side
slopes above the dam elevation are 2:1 and 3:1 where space allows.
II.k. The BMP is located on a single lot that will remain under one ownership.
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WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Powell Drive office Building
Contact Person: Frank Braxton Phone Number: (919 ) 859-2243
For projects with multiple basins,. specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation 288 ft.
Permanent Pool Elevation 292 ft.
Temporary Pool Elevation 293.75 ft.
areas

Permanent Pool Surface Area
i
A 5 ., 0 0 6
4
15 sq. ft.
,.. pra
nage
rea . ac.
Impervious 4pm 2.67 ac.

volumes
Permanent Pool Volume -6, 887 cu. ft.
Temporary Pool Volume 11, 2 3 7 cu. ft.
Forebay Volume 1, 300 Cu. ft.
Other parameters
SAIDA1 2.61
Diameter of Orifice 1.5 in.
Design Rainfall 5.6 in..
...:.Design TSS Remoyal ? .•:. $5 %
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice 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 above the permanent pool)
(approximately 20% of i@fabvv1=e)
PP. V o Lu Vrl c. ,
(surface area to drainage area ratio from DWQ table)
(2 to 5 day temporary . pool draw-down required)
10 yr. SCS
(minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
1
Maintenance activities :;hall be performed as follows:
1. After every signific4 nt 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 imm,:diately, 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, nprap, 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 originid 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 e'etermine 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 feet in the main pond, the sediment shall be removed.
When the permanent,pool depth reads 3 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation 292
Sediment Re oval El. 289 75 :.
-------------- - Sediment Removal Elevation 289
--
Bottom Ele gion 2.88 96 --------------------------------------------- L25%j
Bottom Elevation 288 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.
6. -If.the.basin must.be.drained for an emergency or to..:perforrn maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
Form SWU402 Rev 3.99 Page 3 of '4
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SCS
UNIT
HYDROGRAPH
10 YEAR
Type.... SCS Unit Hyd. (HYG output) Page 6.10
Name.... DEVELOPED-POST Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 5.6000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = C:\HAESTAD\PPKW\SAMPLE\
HYG File - ID = POWELLDR.HYG - DEVELOPED-POST Dev.10
Tc = .1000 hrs
Drainage Area = 4.050 acres Runoff CN= 93
Calc.Increment= .01333 hrs Out.Incr.= .0833 hrs
HYG Volume = 1.611 ac-ft
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- -------
2.4157 ----------
.00 -----------
.00 ---------
.01 ---------------
.01 ----------
.01
2.8322 .02 .02 .03 .03 .04
3.2487 .04 .04 .05 .05 .06
3.6652 .06 .06 .07 .07 .08
4.0817 .08 .09 .09 .09 .10
4.4982 .10 .11 .11 .12 .12
4.9147 .13 .13 .14 .14 .15
5.3312 .15 .16 .16 .17 .17
5.7477 .18 .18 .19 .20 .20
6.1642 .21 .21 .22 .22 .23
6.5807 .23 .24 .24 .25 .25
6.9972 .26 .26 .27 .27 .28
7.4137 .28 .29 .30 .30 .31
7.8302 .31 .32 .32 .33 .34
8.2467 .36 .37 .39 .41 .42
8.6632 .44 .46 .47 .49 .51
9.0797 .52 .53 .54 .54 .54
9.4962 .55 .56 .58 .60 .63
9.9127 .66 .69 .72 .76 .80
10.3292 .84 .88 .93 .98 1.04
10.7457 1.10 1.17 1.25 1.32 1.43
11.1622 1.56 1.72 1.89 2.06 2.25
11.5787 3.74 6.67 10.80 16.40 26.98
11.9952 23.23 11.68 4.95 3.74 3.23
12.4117 2.80 2.35 2.04 1.86 1.75
12.8282 1.66 1.56 1.46 1.37 1.31
13.2447 1.26 1.21 1.16 1.10 1.05
13.6612 1.01 .98 .94 .90 .86
14.0777 .84 .82 .80 .79 .78
14.4942 .76 .75 .74 .73 .71
14.9107 .70 .68 .67 .66 .65
15.3272 .64 .62 .61 .59 .58
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08 :50:55 Date: 06-15-2000

Type.... SCS Unit Hyd. (HYG output) Page 6.11
Name.... DEVELOPED-POST Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------
15.7437 - ------------
.57 ---------------------
.56 ------------
.54 ----
.53 -------------
.52
16.1602 .51 .51 .50 .50 .49
16.5767 .49 .48 .48 .47 .47
16.9932 .46 .46 .46 .45 .45
17.4097 .44 .44 .43 .43 .42
17.8262 .42 .41 .41 .40 .40
18.2427 .40 .39 .39 .38 .38
18.6592 .37 .37 .36 .36 .35
19.0757 .35 .34 .34 .34 .33
19.4922 .33 .32 .32 .31 .31
19.9087 .30 .30 .29 .29 .29
20.3252 .29 .29 .29 .29 .29
20.7417 .29 .28 .28 .28 .28
21.1582 .28 .28 .28 .28 .28
21.5747 .28 .27 .27 .27 .27
21.9912 .27 .27 .27 .27 .27
22.4077 .27 .27 .26 .26 .26
22.8242 .26 .26 .26 .26 .26
23.2407 .26 .26 .26 .25 .25
23.6572 .25 .25 .25 .25 .25
24.0737 .12 .02 .00 .00
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
1
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POND
VOLUME
Type.... Vol: Elev-Volume Page 1.01
Name.... POND
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Title... Powell Drive Pond Volume
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac-ft)
288.00 .000
289.00 .009
290.00 .024
291.00 .067
292.00 .096
293.00 .224
293.75 .354
294.00 .434
294.75 .524
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 09:37:18 Date: 06-15-2000
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L'
COMPOSITE
OUTFLOW
SUMMARY
Type.... Composite Rating Curve
Name.... OUTLET
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
292.00 -------
.00
292.50 .03
293.00 .03
293.25 .03
293.50 .04
293.75 .04
294.00 9.42
294.50 48.76
294.75 75.05
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall None contributing
Free Outfall P
Page 2.06
Free Outf all P
Free Outfall P
Free Outfall P
Free Outfall P +ES
Free Outfall P +ES ?5 = 2r7IG1?.
Free Outfall P +ES
Free Outfall P +ES
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 09:38:38 Date: 06-15-2000
Type.... Individual Outlet Curves Page 2.04
Name.... OUTLET
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
RATING TABLE FOR ONE OUTLET TYPE
n
Structure ID = P (Culvert-Circular) IyL ??1
--------- -- - - ------------------
Mannings open channel maximum capacity: .03 cfs 1
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
---------
WS Elev. -------
Q --------------- -------
TW Elev Converge ----------- --------
ft cfs ft +/-ft Computation Messa ges
--------
292.00 -------
.00 -------- ----- -------
Free Outfall ----------- --------
Upstream HW & DNstream TW < Inv.El
292.50 .03 Free Outfall
FULL FLOW ...Lfull=42.51ft Vh=.080ft HL=1.341ft
293.00 .03 Free Outfall
FULL FLOW...Lfull=43.84ft Vh=.109ft HL=1.872ft
293.25 .03 Free Outfall
FULL FLOW ...Lfull=43.91ft Vh=.123ft HL=2.123ft
293.50 .04 Free Outfall
FULL FLOW ...Lfull=43.82ft Vh=.138ft HL=2.370ft
293.75 .04 Free Outfall
FULL FLOW ...Lfull=43.96ft Vh=.152ft HL=2.623ft
294.00 .04 Free Outfall
FULL FLOW ...Lfull=43.99ft Vh=.167ft HL=2.875ft
294.50 .04 Free Outfall
FULL FLOW...Lfull=43.99ft Vh=.195ft HL=3.374ft
294.75 .05 Free Outfall
FULL FLOW ...Lfull=43.99ft Vh=.210ft HL=3.625ft
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 09:38:38 Date: 06-15-2000
Type.... Individual Outlet Curves
Name.... OUTLET
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
RATING TABLE FOR ONE OUTLET TYPE
WS Elev,Device Q
----------------
WS Elev. Q
ft cfs
292.00 .00
292.50 .00
293.00 .00
293.25 .00
293.50 .00
293.75 .00
294.00 9.38
294.50 48.71
294.75 75.00
Structure ID = ES (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
Tail Water
--------------
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Page 2.05 Notes
--------------------------
Computation Messages
HW & TW below Inv.E1.=293.750
HW & TW below Inv.E1.=293.750
HW & TW below Inv.E1.=293.750
HW & TW below Inv.E1.=293.750
HW & TW below Inv.El.=293.750
H=.00; Htw=.00; Qfree=.00;
H=.25; Htw=.00; Qfree=9.38;
H=.75; Htw=.00; Qfree=48.71;
H=1.00; Htw=.00; Qfree=75.00;
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 09:38:38 Date: 06-15-2000
1
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NETWORK
SUMMARY
10 YEAR
Type.... Executive Summary (Nodes) Page 2.05
Name.... Watershed Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = MYSTORMS.RNQ WakeCounty
Storm Tag Name = Dev.10
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm SCSTYPES.RNF TypeII 24hr
10 yr
5.6000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
DEVELOPED-POST AREA
Outfall OUTFALL-STREAM JCT
POND IN POND
POND OUT POND
HYG Vol Qpeak
ac-ft Trun. hrs
---------
1.611 - -- ---------
11.9119
1.508 11.9119
1.611 11.9119
1.508 11.9119
Qpeak Max WSEL
cfs ft
-------- ---------
26.98
25.97
26.98
25.97 294.21
T,y z: f VAM - 19 4.7S
V440- C??Sr V6,715
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
1
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NETWORK
SUMMARY
100 YEAR
Type.... Executive Summary (Nodes) Page 2.11
Name.... Watershed Event: 100 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = MYSTORMS.RNQ WakeCounty
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.1000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
-----------------
DEVELOPED-POST ----
AREA ----------
2.443 -- ---------
11.9119 -------- ---------
40.02
Outfall OUTFALL-STREAM JCT 2.340 11.9952 37.76
POND IN POND 2.443 11.9119 40.02
POND OUT POND 2.340 11.9952 37.76 294.36
1a? of -Dbm -- V14 .15-7
\XUV. 61V_eb _ :_ t9$.77
S/N: A21BO1706ABC SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
y
y
POND ROUTED
HYDROGRAPH
10 YEAR
Type.... Pond Routed HYG (total out) Page 12.92
Name....
File.... POND OUT Tag: Dev.10
C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW Event: 10 yr
Storm... TypeII 24hr Tag: Dev.10
POND ROUTED TOTAL OUTFLOW HYG...
HYG file = C:\HAESTAD\PPKW\SAMPLE\POWELLDR.HYG
HYG ID = POND OUT ?l

HYG Tag = Dev.10 ?,
2 p `
----------------
Peak Discharge = --------------
25.97 -----
cfs
2C>? Li,.
Time to Peak = 11.9119 hrs
HYG Volume =
---------------- 1.508
-------------- ac-ft
-----
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- I
2.4157 ----------------
.00 --------------
.00 ------------
.00 -------
.00 -------------
.00
2.8322 .00 .00 .00 .00 .00
3.2487 .00 .00 .00 .00 .00
3.6652 .00 .00 .00 .00 .00
4.0817 .00 .00 .00 .00 .00
4.4982 .00 .00 .00 .00 .00
4.9147 .00 .00 .00 .00 .00
5.3312 .00 .00 .00 .00 .00
5.7477 .00 .00 .00 .00 .00
6.1642 .00 .00 .00 .00 .00
6.5807 ( .00 .00 .00 .00 .00
6.9972 .00 .00 .00 .00 .00
7.4137 .00 .00 .00 .00 .00
7.8302 .00 .00 .00 .00 .00
8.2467 .00 .00 .00 .00 .00
8.6632 .00 .00 .00 .00 .00
9.0797 .00 .01 .01 .01 .01
9.4962 .01 .01 .02 .02 .02
9.9127 .02 .02 .03 .03 .03
10.3292 .03 .03 .03 .03 .03
10.7457 .03 .03 .03 .03 .03
11.1622 .03 .03 .03 .04 .04
11.5787 .04 .04 4.93 10.62 25.97
11.9952 24.78 14.63 7.95 5.88 4.50
12.4117 3.65 3.03 2.55 2.20 1.97
12.8282 1.82 1.70 1.59 1.49 1.41
13.2447' 1.34 1.28 1.22 1.17 1.12
13.6612 1.07 1.03 .99 .95 .91
14.0777 .88 .85 .83 .81 .79
14.4942 .78 .77 .75 .74 .73
14.9107 .72 .70 .69 .68 .66
15.3272 .65 .64 .62 .61 .60
15.7437 .58 .57 .56 .55 .53
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
1
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Page 12.93
Event: 10 yr
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on left represent s time for first value in each row.
--------- -
16.1602 -------------
.52 ------------
.52 ----------------
.51 ---------
.50 -----------
.50
16.5767 .49 .49 .49 .48 .48
16.9932 .47 .47 .46 .46 .45
17.4097 ( .45 .44 .44 .43 .43
17.8262 .42 .42 .42 .41 .41
18.2427 .40 .40 .39 .39 .38
18.6592 .38 .37 .37 .36 .36
19.0757 .35 .35 .35 .34 .34
19.4922 ( .33 .33 .32 .32 .31
19.9087 .31 .30 .30 .30 .29
20.3252 .29 .29 .29 .29 .29
20.7417 .29 .29 .28 .28 .28
21.1582 .28 .28 .28 .28 .28
21.5747 .28 .28 .28 .27 .27
21.9912 .27 .27 .27 .27 .27
22.4077 .27 .27 .27 .26 .26
22.8242 .26 .26 .26 .26 .26
23.2407 .26 .26 .26 .26 .25
23.6572 .25 .25 .25 .25 .25
24.0737 .21 .13 .06 .04 .04
24.4902 .04 .04 .04 .04 .04
24.9067 .04 .04 .04 .04 .04
25.3232 .04 .04 .04 .04 .04
25.7397 .04 .04 .04 .04 .04
26.1562 .04 .04 .04 .04 .04
26.5727 .04 .04 .04 .04 .04
26.9892 .04 .04 .04 .04 .04
27.4057 .04 .04 .04 .04 .04
27.8222 .04 .04 .04 .04 .04
28.2387 .04 .04 .04 .04 .04
28.6552 .04 .04 .04 .04 .04
29.0717 .04 .04 .04 .04 .04
29.4882 .04 .04 .04 .04 .04
29.9047 .04 .04 .04 .04 .04
30.3212 .04 .04 .04 .04 .04
30.7377 .04 .04 .04 .04 .04
31.1542 .04 .04 .04 .04 .04
31.5707 .04 .04 .04 .04 .04
31.9872 .04 .04 .04 .04 .04
32.4037 .04 .04 .04 .04 .04
32.8202 .04 .04 .04 .04 .04
33.2367 .04 .04 .04 .04 .04
33.6532 .04 .04 .04 .04 .04
34.0697 .04 .04 .04 .04 .04
34.4862 .04 .04 .04 .04 .04
34.9027 .04 .04 .04 .04 .04
35.3192 .04 .04 .04 .04 .04
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000

Type.... Pond Routed HYG (total out) Page 12.94
Name.... POND OU T Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE- POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
HYDROGRAPH ORDINAT ES (cfs)
Time Output Time increm ent = .0833 hrs
hrs Ti me on l eft represents time for first value in each row.
--------- ------
35.7357 -------
.04 --------------------
.04 -----------
.04 -----
.04 -------------
.04
36.1522 .04 .04 .04 .04 .04
36.5687 .04 .04 .04 .04 .04
36.9852 .04 .04 .04 .04 .04
37.4017 .04 .04 .04 .04 .04
37.8182 .04 .04 .04 .04 .04
38.2347 .04 .04 .04 .04 .04
38.6512 .04 .04 .04 .04 .04
39.0677 .04 .04 .04 .04 .04
39.4842 .04 .04 .04 .04 .04
39.9007 .04 .04 .04 .04 .04
40.3172 .04 .04 .04 .04 .04
40.7337 .04 .04 .04 .04 .04
41.1502 .04 .04 .04 .04 .04
41.5667 .04 .04 .04 .04 .04
41.9832 .04 .04 .04 .04 .04
42.3997 .04 .04 .04 .04 .04
42.8162 .04 .04 .04 .04 .04
43.2327 .04 .04 .04 .04 .04
43.6492 .04 .04 .04 .04 .04
44.0657 .04 .04 .04 .04 .04
44.4822 .04 .04 .04 .04 .04
44.8987 .04 .04 .04 .04 .04
45.3152 .04 .04 .04 .04 .04
45.7317 .04 .04 .04 .04 .04
46.1482 .04 .04 .04 .04 .04
46.5647 .04 .04 .04 .04 .04
46.9812 .04 .04 .04 .04 .04
47.3977 .04 .04 .04 .04 .04
47.8142 .04 .04 .04 .04 .04
48.2307 .04 .04 .04 .04 .04
48.6472 .04 .04 .04 .04 .04
49.0637 .04 .04 .04 .04 .04
49.4802 .04 .04 .04 .03 .03
49.8967 .03 .03 .03 .03 .03
50.3132 .03 .03 .03 .03 .03
50.7297 .03 .03 .03 .03 .03
51.1462 .03 .03 .03 .03 .03
51.5627 .03 .03 .03 .03 .03
51.9792 .03 .03 .03 .03 .03
52.3957 .03 .03 .03 .03 .03
52.8122 .03 .03 .03 .03 .03
53.2287 .03 .03 .03 .03 .03
53.6452 .03 .03 .03 .03 .03
54.0617 .03 .03 .03 .03 .03
54.4782 .03 .03 .03 .03 .03
54.8947 .03 .03 .03 .03 .03
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Da te: 06-15-2000
1
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Type.... Pond Routed HYG (total out) Page 12.95
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on left represent s time for first value in each row.
--------- -
55.3112 -------------
.03 ------------
.03 ----------------
.03 ---------
.03 -----------
.03
55.7277 .03 .03 .03 .03 .03
56.1442 .03 .03 .03 .03 .03
56.5607 ( .03 .03 .03 .03 .03
56.9772 .03 .03 .03 .03 .03
57.3937 .03 .03 .03 .03 .03
57.8102 .03 .03 .03 .03 .03
58.2267 .03 .03 .03 .03 .03
58.6432 .03 .03 .03 .03 .03
59.0597 .03 .03 .03 .03 .03
59.4762 .03 .03 .03 .03 .03
59.8927 .03 .03 .03 .03 .03
60.3092 .03 .03 .03 .03 .03
60.7257 .03 .03 .03 .03 .03
61.1422 .03 .03 .03 .03 .03
61.5587 .03 .03 .03 .03 .03
61.9752 .03 .03 .03 .03 .03
62.3917 .03 .03 .03 .03 .03
62.8082 .03 .03 .03 .03 .03
63.2247 .03 .03 .03 .03 .03
63.6412 .03 .03 .03 .03 .03
64.0577 .03 .03 .03 .03 .03
64.4742 .03 .03 .03 .03 .03
64.8907 .03 .03 .03 .03 .03
65.3072 .03 .03 .03 .03 .03
65.7237 .03 .03 .03 .03 .03
66.1402 .03 .03 .03 .03 .03
66.5567 .03 .03 .03 .03 .03
66.9732 .03 .03 .03 .03 .03
67.3897 .03 .03 .03 .03 .03
67.8062 .03 .03 .03 .03 .03
68.2227 .03 .03 .03 .03 .03
68.6392 .03 .03 .03 .03 .03
69.0557 .03 .03 .03 .03 .03
69.4722 .03 .03 .03 .03 .03
69.8887 .03 .03 .03 .03 .03
70.3052 .03 .03 .03 .03 .03
70.7217 .03 .03 .03 .03 .03
71.1382 .03 .03 .03 .03 .03
71.5547 .03 .03 .03 .03 .03
71.9712 .03 .03 .03 .03 .03
72.3877 .03 .03 .03 .03 .03
72.8042 .03 .03 .03 .03 .03
73.2207 .03 .03 .03 .03 .03
73.6372 .03 .03 .03 .03 .03
74.0537 .03 .03 .03 .03 .03
74.4702 .03 .03 .03 .03 .03
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
Type.... Pond Routed HYG (total out) Page 12.96
Name.... POND OU T Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW \SAMPLE\POWELLD RIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
HYDROGRAPH OR DINATES (cfs)
Time Output Time i ncrement = .0833 hrs
hrs Time on l eft represents time for first value in each row.
--------- I---
74.8867 ----------
.03 ---------------
.03 ----------------
.03 -----
.03 -------------
.03
75.3032 .03 .03 .03 .03 .03
75.7197 .03 .03 .03 .03 .03
76.1362 .03 .03 .03 .03 .03
76.5527 .03 .03 .03 .03 .03
76.9692 .03 .03 .03 .03 .03
77.3857 .03 .03 .03 .03 .03
77.8022 .03 .03 .03 .03 .03
78.2187 .03 .03 .03 .03 .03
78.6352 .03 .03 .03 .03 .03
79.0517 .03 .03 .03 .03 .03
79.4682 .03 .03 .03 .03 .03
79.8847 .03 .03 .03 .03 .03
80.3012 ( .03 .03 .03 .03 .03
80.7177 .03 .03 .03 .03 .03
81.1342 .03 .03 .03 .03 .03
81.5507 .03 .03 .03 .03 .03
81.9672 .03 .03 .03 .03 .03
82.3837 .03 .03 .03 .03 .03
82.8002 .03 .03 .03 .03 .03
83.2167 .03 .03 .03 .03 .03
83.6332 .03 .03 .03 .03 .03
84.0497 .03 .03 .03 .03 .03
84.4662 .03 .03 .03 .03 .03
84.8827 .03 .03 .03 .03 .03
85.2992 .03 .03 .03 .03 .03
85.7157 .03 .03 .03 .03 .03
86.1322 .03 .03 .03 .03 .03
86.5487 .03 .03 .03 .03 .03
86.9652 .03 .03 .03 .03 .03
87.3817 .03 .03 .03 .03 .03
87.7982 .03 .03 .03 .03 .03
88.2147 .03 .03 .03 .03 .03
88.6312 .03 .03 .03 .03 .03
89.0477 .03 .03 .03 .03 .03
89.4642 ( .03 .03 .03 .03 .03
89.8807 ( .03 .03 .03 .03 .03
90.2972 .03 .03 .03 .03 .03
90.7137 .03 .03 .03 .03 .03
91.1302 .03 .03 .03 .03 .03
91.5467 .03 .03 .03 .03 .03
91.9632 .03 .03 .03 .03 .03
92.3797 .03 .03 .03 .03 .03
92.7962 .03 .03 .03 .03 .03
93.2127 .03 .03 .03 .03 .03
93.6292 .03 .03 .03 .03 .03
94.0457 .03 .03 .03 .03 .03
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Da te: 06-15-2000
Type.... Pond Routed HYG (total out) Page 12.97
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- --------------------------------------------------------------
94.4622 .03 .03 .03 .03 .03
94.8787 .03 .03 .03 .03 .03
95.2952 .03 .03 .03 .03 .03
95.7117 03 .03 .03 .03 .03
96.1282 ( .03 .03 .03 .03 .03
96.5447 .03 .03 .03 .03 .03
96.9612 .03 .03 .03 .03 .03
97.3777 03 .02 02 .02 .02
97.7942 .02 .02 .02 .02 .02
98.2107 .02 .02 .02 .02 .02
98.6272 .02 .02 .02 .02 .02
99.0437 .02 .02 .02 .02 .02
99.4602 .02 .02 .02 .02 .02
99.8767 .02 .02 .02 .02 .02
100.2932 .02 .02 .02 .02 .02
100.7097 .02 .02 .02 .02 .02
101.1262 .02 .02 .02 .02 .02
101.5427 .02 .02 .02 .02 .02
101.9592 .02 .02 .02 .02 .02
102.3757 .02 .02 .02 .02 .02
102.7922 .02 .02 .02 .02 .02
103.2087 .02 .02 .02 .02 .02
103.6252 .02 .02 .02 .02 .02
104.0417 .02 .02 .02 .02 .02
104.4582 .02 .02 .02 .02 .02
104.8747 .02 .02 .02 .02 .02
105.2912 02 .02 .02 .02 .02
105.7077 .02 .02 .02 .02 .02
106.1242 .02 .02 .02 .02 .02
106.5407 .02 .02 .02 .02 .02
106.9572 02 .02 .02 .02 .02
107.3737 .02 .02 .02 .02 .02
107.7902 .02 .02 .02 .02 .02
108.2067 ( .02 .02 .02 .02 .02
108.6232 02 .02 .02 .02 .02
109.0397 ( .02 .02 .02 .02 .02
109.4562 .02 .02 .02 .02 .02
109.8727 .02 .02 .02 .02 .02
110.2892 02 .02 .02 .02 OZ
110.7057 .02 .02 .02 .02 .02
111.1222 .02 .02 .02 .02 .02
111.5387 .02 .O1 .01 .O1 .O1
111.9552 .01 .01 .01 .01 .01
112.3717 .O1 .O1 .01 .01 .O1
112.7882 .O1 .01 .01 .O1 .O1
113.2047 .01 .01 .01 .01 .01
113.6212 .01 .01 .01 .01 .01
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
y
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Type.... Pond Routed HYG (total out) Page 12.98
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on
----------- left represent
- s time for first value in each row.
--------- -
114.0377
.01 -------------
.01 -------------------
.01 -----------
.01 ------
.01
114.4542 .01 .O1 .01 .O1 .O1
114.8707 .01 .O1 .01 .01 .01
115.2872 .01 .O1 .01 .O1 .O1
115.7037 .01 .O1 .01 .01 .O1
116.1202 .O1 .O1 .01 .O1 .01
116.5367 ( .O1 .O1 .01 .O1 .O1
116.9532 .01 .O1 .O1 .O1 .O1
117.3697 .O1 .01 .01 .01 .01
117.7862 .O1 .O1 .01 .O1 .O1
118.2027 .01 .01 .01 .01 .01
118.6192 .01 .01 .O1 .01 .01
119.0357 .01 .O1 .01 .O1 .O1
119.4522 .01 .O1 .01 .O1 .O1
119.8687 .01 .O1 .01 .01 .O1
120.2852 .O1 .O1 .O1 .01 .O1
120.7017 .01 .01 .01 .01 .01
121.1182 .O1 .O1 .O1 .01 .O1
121.5347 .01 .O1 .O1 .01 .01
121.9512 .O1 .O1 .01 .O1 .O1
122.3677 .O1 .01 .01 .O1 .O1
122.7842 .01 .01 .O1 .O1 .O1
123.2007 .01 .01 .01 .01 .O1
123.6172 .01 .01 .01 .O1 .O1
124.0337 .01 .O1 .01 .O1 .O1
124.4502 .O1 .O1 .01 .O1 .O1
124.8667 .O1 .O1 .01 .01 .O1
125.2832 .O1 .O1 .O1 .O1 .01,
125.6997 .O1 .O1 .01 .O1 .O1
126.1162 .O1 .O1 .O1 .01 .O1
126.5327 .O1 .01 .01 .O1 .O1
126.9492 .01 .01 .01 .01 .01
127.3657 .01 .01 .01 .01 .O1
127.7822 .01 .O1 .O1 .O1 .O1
128.1987 .01 .O1 .O1 .01 .O1
128.6152 .O1 .O1 .01 .01 .O1
129.0317 .O1 .01 .01 .01 .O1
129.4482 .O1 .O1 .01 .01 .01
129.8647 .O1 .O1 .01 .O1 .O1
130.2812 .O1 .O1 .O1 .O1 .01
130.6977 .01 .O1 .O1 .O1 .O1
131.1142 .01 .01 .01 .01 .O1
131.5307 .01 .01 .01 .O1 .O1
131.9472 .01 .01 .01 .01 .01
132.3637 .O1 .O1 .01 .01 .O1
132.7802 .01 .01 .01 .01 .01
133.1967 .01 .01 .01 .O1 .01
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
1
1
Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
Page 12.99
Event: 10 yr
Time
hrs
133.6132
134.0297
134.4462
134.8627
135.2792
135.6957
136.1122
136.5287
136.9452
137.3617
137.7782
138.1947
138.6112
139.0277
139.4442
139.8607
140.2772
140.6937
p 141.1102
141.5267
141.9432
L.1CM 142.3597
142.7762
143.1927
??. 67 ,143.6092
144.0257
144.4422
144.8587
145.2752
145.6917
146.1082
146.5247
146.9412
147.3577
147.7742
148.1907
148.6072
149.0237
149.4402
149.8567
150.2732
150.6897
151.1062
151.5227
151.9392
152.3557
152.7722

y
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HYDROGRAPH ORDINATES (cfs)
Output Time increment = .0833 hrs
Time on left represents time for first value in each row.
--------------------------------------------------------------
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .01 .01
.01 .01 .01 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000

ti
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ti
ti
ti
h
Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
Time
hrs
153.1887
153.6052
154.0217
154.4382
154.8547
155.2712
155.6877
156.1042
Page 12.100
Event: 10 yr
HYDROGRAPH ORDINATES (cfs)
Output Time increment = .0833 hrs
Time on left represents time for first value in each row.
------------
.00 ---------------
.00 ---------
.00 --------------------
.00 ------
.00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00 .00
.00 .00 .00 .00
S/N: A21BO1706ABC SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
}
POND ROUTED
HYDROGRAPH
10 YEAR
TIME vs ELEV.
ti
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Type.... Time-Elev
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
TIME vs. ELEVATION (ft)
Page 8.18
Event: 10 yr
Time ( Output Time increment = .0833 hrs
hrs ( Time on left represents ti me for first value in each row.
--------- -
2.4157 ---------------
288.00 --------------
288.00 -------
288.00 --------------
288.01 -----------
288.02
2.8322 288.03 288.05 288.07 288.09 288.11
3.2487 288.14 288.17 288.21 288.25 288.29
3.6652 288.33 288.38 288.43 288.49 288.54
4.0817 288.60 288.67 288.74 288.81 288.88
4.4982 288.96 289.02 289.08 289.13 289.19
4.9147 289.24 289.30 289.37 289.43 289.50
5.3312 289.57 289.64 289.71 289.79 289.87
5.7477 289.95 290.01 290.04 290.07 290.10
6.1642 290.14 290.17 290.20 290.24 290.27
6.5807 290.31 290.35 290.39 290.43 290.47
6.9972 290.51 290.55 290.59 290.64 290.68
7.4137 290.73 290.77 290.82 290.87 290.91
7.8302 290.96 291.02 291.10 291.17 291.25
8.2467 291.34 291.43 291.52 291.61 291.71
8.6632 291.81 291.92 292.01 292.03 292.06
9.0797 ( 292.09 292.12 292.14 292.17 292.20
9.4962 292.23 292.26 292.29 292.32 292.35
9.9127 292.38 292.42 292.46 292.49 292.53
10.3292 292.58 292.62 292.67 292.72 292.77
10.7457 292.83 292.89 292.95 293.01 293.07
11.1622 293.12 293.19 293.26 293.34 293.42
11.5787 293.54 293.74 • 293.88 294.02 294.21
11.9952 294.20 294.07 Cgf-5f293.96 293.91 293.87
12.4117 293.85 293.83,M7g 293.82 293.81 293.80
12.8282 293.80 293.79 293.79 293.79 293.79
13.2447 293.78 293.78 293.78 293.78 293.78
13.6612 293.78 293.78 293.78 293.77 293.77
14.0777 293.77 293.77 293.77 293.77 293.77
14.4942 293.77 293.77 293.77 293.77 293.77
14.9107 293.77 293.77 293.77 293.77 293.77
15.3272 293.77 293.77 293.77 293.77 293.76
15.7437 293.76 293.76 293.76 293.76 293.76
16.1602 293.76 293.76 293.76 293.76 293.76
16.5767 293.76 293.76 293.76 293.76 293.76
16.9932 293.76 293.76 293.76 293.76 293.76
17.4097 293.76 293.76 293.76 293.76 293.76
17.8262 293.76 293.76 293.76 293.76 293.76
18.2427 293.76 293.76 293.76 293.76 293.76
18.6592 293.76 293.76 293.76 293.76 293.76
19.0757 293.76 293.76 293.76 293.76 293.76
19.4922 293.76 293.76 293.76 293.76 293.76
19.9087 293.76 293.76 293.76 293.76 293.76
20.3252 293.76 293.76 293.76 293.76 293.76
20.7417 293.76 293.76 293.76 293.76 293.76
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55
Date: 06-15-2000
Type.... Time-Elev Page 8.19
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
TIME vs. ELEVATION (ft)
Time I Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
--------- I--------------------------------------------------------------
21.1582 I 293.76 293.76 293.76 293.76 293.76
21.5747 I 293.76 293.76 293.76 293.76 293.76
21.9912 I 293.76 293.76 293.76 293.76 293.76
22.4077 I 293.76 293.76 293.76 293.76 293.76
22.8242 I 293.76 293.76 293.76 293.76 293.76
23.2407 I 293.76 293.76 293.76 293.76 293.76
23.6572 I 293.76 293.76 293.76 293.76 293.76
24.0737 JJJWIL 293.75 293.75 293.75 293.75 293.75
24.4902 ICS 2-93.75 293.74 293.74 293.74 293.74
24.9067 (--,?r'?93.74 293.74 293.74 293.73 293.73
25.3232 I IP?''1 293.73 293.73 293.73 293.73 293.72
25.7397 IAftp 293.72 293.72 293.72 293.72 293.72
26.1562 IOwn 293.72 293.71 293.71 293.71 293.71
26.5727 I 293.71 293.71 293.71 293.70 293.70
26.9892 I 293.70 293.70 293.70 293.70 293.69
27.4057 I 293.69 293.69 293.69 293.69 293.69
27.8222 ( 293.69 293.68 293.68 293.68 293.68
28.2387 i 293.68 293.68 293.68 293.67 293.67
28.6552 I 293.67 293.67 293.67 293.67 293.66
29.0717 i 293.66 293.66 293.66 293.66 293.66
29.4882 I 293.66 293.65 293.65 293.65 293.65
29.9047 I 293.65 293.65 293.65 293.64 293.64
30.3212 I 293.64 293.64 293.64 293.64 293.63
30.7377 I 293.63 293.63 293.63 293.63 293.63
31.1542 I 293.63 293.62 293.62 293.62 293.62
31.5707 I 293.62 293.62 293.62 293.61 293.61
31.9872 ( 293.61 293.61 293.61 293.61 293.60
32.4037 I 293.60 293.60 293.60 293.60 293.60
32.8202 I 293.60 293.59 293.59 293.59 293.59
33.2367 I 293.59 293.59 293.59 293.58 293.58
33.6532 I 293.58 293.58 293.58 293.58 293.58
34.0697 I 293.57 293.57 293.57 293.57 293.57
34.4862 I 293.57 293.56 293.56 293.56 293.56
34.9027 I 293.56 293.56 293.56 293.55 293.55
35.3192 I 293.55 293.55 293.55 293.55 293.55
35.7357 ( 293.54 293.54 293.54 293.54 293.54
36.1522 ( 293.54 293.54 293.53 293.53 293.53
36.5687 ( 293.53 293.53 293.53 293.53 293.52
36.9852 I 293.52 293.52 293.52 293.52 293.52
37.4017 I 293.52 293.51 293.51 293.51 293.51
37.8182 I 293.51 293.51 293.51 293.50 293.50
38.2347 I 293.50 293.50 293.50 293.50 293.49
38.6512 I 293.49 293.49 293.49 293.49 293.49
39.0677 I 293.49 293.48 293.48 293.48 293.48
39.4842 I 293.48 293.48 293.48 293.47 293.47
39.9007 I 293.47 293.47 293.47 293.47 293.47
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
Type.... Time-Elev
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
TIME vs. ELEVATION (ft)
Page 8.20
Event: 10 yr
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- -
40.3172 ---------------
293.46 -----------
293.46 ----------
293.46 --------------
293.46 -----------
293.46
40.7337 293.46 293.46 293.45 293.45 293.45
41.1502 293.45 293.45 293.45 293.45 293.44
41.5667 293.44 293.44 293.44 293.44 293.44
41.9832 ( 293.44 293.43 293.43 293.43 293.43
42.3997 293.43 293.43 293.43 293.42 293.42
42.8162 293.42 293.42 293.42 293.42 293.42
43.2327 293.41 293.41 293.41 293.41 293.41
43.6492 293.41 293.41 293.40 293.40 293.40
44.0657 293.40 293.40 293.40 293.40 293.39
44.4822 293.39 293.39 293.39 293.39 293.39
44.8987 293.39 293.38 293.38 293.38 293.38
45.3152 293.38 293.38 293.38 293.37 293.37
45.7317 293.37 293.37 293.37 293.37 293.37
46.1482 293.36 293.36 293.36 293.36 293.36
46.5647 293.36 293.36 293.35 293.35 293.35
46.9812 293.35 293.35 293.35 293.35 293.35
47.3977 293.34 293.34 293.34 293.34 293.34
47.8142 293.34 293.34 293.33 293.33 293.33
48.2307 293.33 293.33 293.33 293.33 293.32
48.6472 293.32 293.32 293.32 293.32 293.32
49.0637 293.32 293.31 293.31 293.31 293.31
49.4802 293.31 293.31 293.31 293.30 293.30
49.8967 293.30 293.30 293.30 293.30 293.30
50.3132 293.29 293.29 293.29 293.29 293.29
50.7297 293.29 293.29 293.29 293.28 293.28
51.1462 293.28 293.28 293.28 293.28 293.28
51.5627 293.27 293.27 293.27 293.27 293.27
51.9792 293.27 293.27 293.26 293.26 293.26
52.3957 293.26 293.26 293.26 293.26 293.25
52.8122 293.25 293.25 293.25 293.25 293.25
53.2287 293.25 293.25 293.24 293.24 293.24
53.6452 293.24 293.24 293.24 293.24 293.23
54.0617 293.23 293.23 293.23 293.23 293.23
54.4782 293.23 293.22 293.22 293.22 293.22
54.8947 293.22 293.22 293.22 293.22 293.21
55.3112 293.21 293.21 293.21 293.21 293.21
55.7277 293.21 293.20 293.20 293.20 293.20
56.1442 293.20 293.20 293.20 293.19 293.19
56.5607 293.19 293.19 293.19 293.19 293.19
56.9772 293.19 293.18 293.18 293.18 293.18
57.3937 293.18 293.18 293.18 293.17 293.17
57.8102 293.17 293.17 293.17 293.17 293.17
58.2267 293.17 293.16 293.16 293.16 293.16
58.6432 293.16 293.16 293.16 293.15 293.15
59.0597 293.15 293.15 293.15 293.15 293.15
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
Type.... Time-Elev Page 8.21
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
TIME vs. ELEVATION (ft)
Time Output Time increment = .0833 hrs
hrs ( Time on left represents time for first value in each row.
--------- I-
59.4762 ( ---------------
293.15 ------------
293.14 -----------
293.14 -------------
293.14 ----------
293.14
59.8927 293.14 293.14 293.14 293.13 293.13
60.3092 293.13 293.13 293.13 293.13 293.13
60.7257 293.13 293.12 293.12 293.12 293.12
61.1422 293.12 293.12 293.12 293.11 293.11
61.5587 293.11 293.11 293.11 293.11 293.11
61.9752 293.11 293.10 293.10 293.10 293.10
62.3917 293.10 293.10 293.10 293.09 293.09
62.8082 293.09 293.09 293.09 293.09 293.09
63.2247 293.09 293.08 293.08 293.08 293.08
63.6412 293.08 293.08 293.08 293.07 293.07
64.0577 293.07 293.07 293.07 293.07 293.07
64.4742 293.07 293.06 293.06 293.06 293.06
64.8907 293.06 293.06 293.06 293.06 293.05
65.3072 293.05 293.05 293.05 293.05 293.05
65.7237 293.05 293.04 293.04 293.04 293.04
66.1402 293.04 293.04 293.04 293.04 293.03
66.5567 293.03 293.03 293.03 293.03 293.03
66.9732 1 293.03 293.03 293.02 293.02 293.02
67.3897 293.02 293.02 293.02 293.02 293.01
67.8062 293.01 293.01 293.01 293.01 293.01
68.2227 293.01 293.01 293.00 293.00 293.00
68.6392 293.00 293.00 293.00 293.00 292.99
69.0557 292.99 292.99 292.99 292.99 292.99
69.4722 292.98 292.98 292.98 292.98 292.98
69.8887 292.97 292.97 292.97 292.97 292.97
70.3052 292.97 292.96 292.96 292.96 292.96
70.7217 292.96 292.96 292.95 292.95 292.95
71.1382 292.95 292.95 292.95 292.94 292.94
71.5547 292.94 292.94 292.94 292.94 292.93
71.9712 1 292.93 292.93 292.93 292.93 292.92
72.3877 292.92 292.92 292.92 292.92 292.92
72.8042 292.91 292.91 292.91 292.91 292.91
73.2207 292.91 292.90 292.90 292.90 292.90
73.6372 ( 292.90 292.90 292.89 292.89 292.89
74.0537 292.89 292.89 292.89 292.88 292.88
74.4702 292.88 292.88 292.88 292.88 292.87
74.8867 292.87 292.87 292.87 292.87 292.87
75.3032 292.86 292.86 292.86 292.86 292.86
75.7197 292.86 292.85 292.85 292.85 292.85
76.1362 292.85 292.85 292.84 292.84 292.84
76.5527 292.84 292.84 292.84 292.83 292.83
76.9692 292.83 292.83 292.83 292.83 292.82
77.3857 292.82 292.82 292.82 292.82 292.82
77.8022 292.81 292.81 292.81 292.81 292.81
78.2187 292.81 292.80 292.80 292.80 292.80
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
y
ti
y
ti
y
ti
y
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
Type.... Time-Elev Page 8.22
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
TIME vs. ELEVATION (ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- -
78.6352 ---------------
292.80 -----------
292.80 ------------
292.79 ------------
292.79 -----------
292.79
79.0517 292.79 292.79 292.79 292.78 292.78
79.4682 292.78 292.78 292.78 292.78 292.77
79.8847 292.77 292.77 292.77 292.77 292.77
80.3012 292.76 292.76 292.76 292.76 292.76
80.7177 292.76 292.75 292.75 292.75 292.75
81.1342 292.75 292.75 292.75 292.74 292.74
81.5507 292.74 292.74 292.74 292.74 292.73
81.9672 292.73 292.73 292.73 292.73 292.73
82.3837 292.72 292.72 292.72 292.72 292.72
82.8002 ( 292.72 292.71 292.71 292.71 292.71
83.2167 292.71 292.71 292.70 292.70 292.70
83.6332 292.70 292.70 292.70 292.70 292.69
84.0497 292.69 292.69 292.69 292.69 292.69
84.4662 292.68 292.68 292.68 292.68 292.68
84.8827 292.68 292.67 292.67 292.67 292.67
85.2992 292.67 292.67 292.67 292.66 292.66
85.7157 292.66 292.66 292.66 292.66 292.65
86.1322 292.65 292.65 292.65 292.65 292.65
86.5487 292.64 292.64 292.64 292.64 292.64
86.9652 292.64 292.64 292.63 292.63 292.63
87.3817 292.63 292.63 292.63 292.62 292.62
87.7982 292.62 292.62 292.62 292.62 292.61
88.2147 292.61 292.61 292.61 292.61 292.61
88.6312 292.61 292.60 292.60 292.60 292.60
89.0477 292.60 292.60 292.59 292.59 292.59
89.4642 292.59 292.59 292.59 292.59 292.58
89.8807 292.58 292.58 292.58 292.58 292.58
90.2972 292.57 292.57 292.57 292.57 292.57
90.7137 292.57 292.57 292.56 292.56 292.56
91.1302 292.56 292.56 292.56 292.55 292.55
91.5467 292.55 292.55 292.55 292.55 292.55
91.9632 292.54 292.54 292.54 292.54 292.54
92.3797 292.54 292.53 292.53 292.53 292.53
92.7962 292.53 292.53 292.53 292.52 292.52
93.2127 292.52 292.52 292.52 292.52 292.52
93.6292 292.51 292.51 292.51 292.51 292.51
94.0457 292.51 292.50 292.50 292.50 292.50
94.4622 292.50 292.50 292.50 292.49 292.49
94.8787 292.49 292.49 292.49 292.49 292.49
95.2952 292.48 292.48 292.48 292.48 292.48
95.7117 292.48 292.48 292.47 292.47 292.47
96.1282 292.47 292.47 292.47 292.47 292.46
96.5447 292.46 292.46 292.46 292.46 292.46
96.9612 292.46 292.45 292.45 292.45 292.45
97.3777 292.45 292.45 292.45 292.45 292.44
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000
Type.... Time-Elev Page 8.23
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
TIME vs. ELEVATION (ft)
1
f
1
1
y
y
y
y
y
Time I Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- -
97.7942 ---------------
292.44 -----------
292.44 ----------
292.44 ---------------
292.44 ----------
292.44
98.2107 292.44 292.43 292.43 292.43 292.43
98.6272 292.43 292.43 292.43 292.43 292.42
99.0437 292.42 292.42 292.42 292.42 292.42
99.4602 292.42 292.42 292.41 292.41 292.41
99.8767 292.41 292.41 292.41 292.41 292.41
100.2932 292.40 292.40 292.40 292.40 292.40
100.7097 292.40 292.40 292.40 292.39 292.39
101.1262 292.39 292.39 292.39 292.39 292.39
101.5427 292.39 292.39 292.38 292.38 292.38
101.9592 292.38 292.38 292.38 292.38 292.38
102.3757 292.38 292.37 292.37 292.37 292.37
102.7922 292.37 292.37 292.37 292.37 292.37
103.2087 292.36 292.36 292.36 292.36 292.36
103.6252 292.36 292.36 292.36 292.36 292.35
104.0417 292.35 292.35 292.35 292.35 292.35
104.4582 ( 292.35 292.35 292.35 292.34 292.34
104.8747 292.34 292.34 292.34 292.34 292.34
105.2912 292.34 292.34 292.34 292.33 292.33
105.7077 292.33 292.33 292.33 292.33 292.33
106.1242 292.33 292.33 292.33 292.32 292.32
106.5407 292.32 292.32 292.32 292.32 292.32
106.9572 ( 292.32 292.32 292.32 292.32 292.31
107.3737 ( 292.31 292.31 292.31 292.31 292.31
107.7902 292.31 292.31 292.31 292.31 292.31
108.2067 292.30 292.30 292.30 292.30 292.30
108.6232 292.30 292.30 292.30 292.30 292.30
109.0397 292.30 292.29 292.29 292.29 292.29
109.4562 292.29 292.29 292.29 292.29 292.29
109.8727 292.29 292.29 292.28 292.28 292.28
110.2892 292.28 292.28 292.28 292.28 292.28
110.7057 292.28 292.28 292.28 292.28 292.27
111.1222 292.27 292.27 292.27 292.27 292.27
111.5387 292.27 292.27 292.27 292.27 292.27
111.9552 292.27 292.26 292.26 292.26 292.26
112.3717 292.26 292.26 292.26 292.26 292.26
112.7882 292.26 292.26 292.26 292.26 292.25
113.2047 292.25 292.25 292.25 292.25 292.25
113.6212 292.25 292.25 292.25 292.25 292.25
114.0377 292.25 292.25 292.25 292.24 292.24
114.4542 292.24 292.24 292.24 292.24 292.24
114.8707 292.24 292.24 292.24 292.24 292.24
115.2872 292.24 292.24 292.23 292.23 292.23
115.7037 292.23 292.23 292.23 292.23 292.23
116.1202 292.23 292.23 292.23 292.23 292.23
116.5367 292.23 292.22 292.22 292.22 292.22
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55
Date: 06-15-2000
f
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
ti
Type.... Time-Elev Page 8.24
Name.... POND OUT Tag: Dev.10 Eve nt: 10 yr
File.... C:\HA ESTAD\PPKW\SA MPLE\POWELLDRIVE-POST2.PPW
Storm... TypeI I 24hr Tag : Dev.10
TIME vs. ELEVATION (ft)
Time Output Time increment = .0 833 hrs
hrs Time on left represents time for first value in each row.
--
--------- ---
116.9532 -------------
292.22 ------------
292.22 --------------
292.22 ----------
292.22 --------
292.22
117.3697 292.22 292.22 292.22 292.22 292.22
117.7862 292.22 292.21 292.21 292.21 292.21
118.2027 292.21 292.21 292.21 292.21 292.21
118.6192 292.21 292.21 292.21 292.21 292.21
119.0357 292.21 292.21 292.20 292.20 292.20
119.4522 292.20 292.20 292.20 292.20 292.20
119.8687 292.20 292.20 292.20 292.20 292.20
120.2852 292.20 292.20 292.20 292.20 292.19
120.7017 292.19 292.19 292.19 292.19 292.19
121.1182 292.19 292.19 292.19 292.19 292.19
121.5347 292.19 292.19 292.19 292.19 292.19
121.9512 ( 292.19 292.18 292.18 292.18 292.18
122.3677 292.18 292.18 292.18 292.18 292.18
122.7842 292.18 292.18 292.18 292.18 292.18
123.2007 292.18 292.18 292.18 292.18 292.18
123.6172 292.17 292.17 292.17 292.17 292.17
124.0337 292.17 292.17 292.17 292.17 292.17
124.4502 292.17 292.17 292.17 292.17 292.17
124.8667 292.17 292.17 292.17 292.17 292.17
125.2832 292.16 292.16 292.16 292.16 292.16
125.6997 ( 292.16 292.16 292.16 292.16 292.16
126.1162 292.16 292.16 292.16 292.16 292.16
126.5327 292.16 292.16 292.16 292.16 292.16
126.9492 292.15 292.15 292.15 292.15 292.15
127.3657 292.15 292.15 292.15 292.15 292.15
127.7822 292.15 292.15 292.15 292.15 292.15
128.1987 292.15 292.15 292.15 292.15 292.15
128.6152 292.15 292.15 292.15 292.14 292.14
129.0317 292.14 292.14 292.14 292.14 292.14
129.4482 292.14 292.14 292.14 292.14 292.14
129.8647 292.14 292.14 292.14 292.14 292.14
130.2812 292.14 292.14 292.14 292.14 292.14
130.6977 292.14 292.13 292.13 292.13 292.13
131.1142 292.13 292.13 292.13 292.13 292.13
131.5307 292.13 292.13 292.13 292.13 292.13
131.9472 292.13 292.13 292.13 292.13 292.13
132.3637 292.13 292.13 292.13 292.13 292.13
132.7802 292.13 292.13 292.12 292.12 292.12
133.1967 292.12 292.12 292.12 292.12 292.12
133.6132 292.12 292.12 292.12 292.12 292.12
134.0297 292.12 292.12 292.12 292.12 292.12
134.4462 292.12 292.12 292.12 292.12 292.12
134.8627 292.12 292.12 292.12 292.12 292.12
135.2792 292.11 292.11 292.11 292.11 292.11
135.6957 292.11 292.11 292.11 292.11 292.11
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000

Type.... Time-Elev Page 8.26
Name....
File.... POND OUT Tag: Dev.10
C:\HAESTAD\PPKW\SAMPLE\POWELLD
RIVE-POST2.PPW Event: 10 yr
Storm... TypeII 24hr Tag: Dev.10
TIME vs. ELE VATION (ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------
155.2712 - ------------
( 292.06 ----------------
292.06 ---------------------
292.06 292.06 -------------
292.06
155.6877 ( 292.06 292.05 292.05 292.05 292.05
156.1042 292.05 292.05 292.05 292.05
S/N: A21801706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:50:55 Date: 06-15-2000

iJ

LMAY 8
W NDS Gt
WATE v .?cl?,?N??
PROJECT: '.
OWNER:
POWELL DRIVE OFFICE BUILDING
RALEIGH, NORTH CAROLINA
NEOMONDE ASSOCIATES
3817 BERYL ROAD
RALEIGH, NC 27607
DESIGN ELEMENT:
I
CA .10
?;.
'DS
n
n 47 ?i
ro 1La
•
Gv
G ?S
EXTENDED DETENTION
STORMWATER WETLAND
DESIGNER:
Sungate Design Group, P.A.
915A Jones Franklin Road
Raleigh, NC 27606
x.
S D G
,a?<??3f; _`zL1 sC C CJSEnNi 1 ,?" ??s? •,.a
Date Received Fee Paid Permit Number _
State of North Carolina
Department of Environmentand Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
1
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
NEOMODE ASSOCIATES
' 2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Sam Saleh, General Manager
V V
3. Mailing Address for person listed in item 2 above:
i
Neomode Associates, 3817 Beryl Road
City: Raleigh State: NC Zip: 27607
' Telephone Number: x'11 Z t3 _ 3 Z-L6,
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, spe5 ications, letters, operation and maintenance agreements, etc.):
Powell Drive*Office Building
5. Location of Project (street address):
?., 212 Pownil nrivp
City:_ Raleigh - County: Wake
' 6. Directions to project (frgm nearest major intersection):
600 feet south of intersection of'Hil'lsborough Street and Powell Drive
°
7. Latitude: 78 - 42' Longitude: 35° - 47,1 of project
8. Contact person who can answer questions about the project:
Name: ?1 Frank Braxton ' Telephone Number: ( 919 1 859-2243
II. PERMIT INFORMATION:
1. Specify whether project is (che(* one): R New Renewal Modification
r
Form SWU-101 Version`3.99 `
' Page 1 of 4
7. How was the off-site impervious area listed above derived? ,-. GIS data. from the City of
Raleigh and-field inspection
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
s4divisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
' table listing each lot number, size and the allowable built-upon area for each lot must be provided as an
attachmertt:
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
' Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
' 4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature belov4 you certify that the recorded deed restrictions and protective covenants for this project
' shall include. all the applicable items required above, that the covenants will be binding on all parties and
persons claiming under them, that they will nut with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
Jy J
' The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms. -
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU406 Off-Site System Supplement
Form SWU-107 Underground Infiltratiori Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
1

Form SWU-101 Version 3.99 Page 3 of 4
1

'
STORMWATER TREATMENT
/MANAGEMENT NARRATIVE
' POWELL DRIVE OFFICE BUILDING
Neomonde Associates
3817 Beryl Road
Raleigh
NC 27607
,
The subject property is a 2.734 acre parcel, located in the City of Raleigh, and zoned for
industrial use. As part of the planning process, the Owner was granted (by the
Environmental Management Commission, 7/9/98) a conditional variance from the Neuse
River Riparian Area rule. As a condition, a Stormwater Management Plan acceptable to
the Division of Water Quality is required. The proposed Stormwater Plan for the Powell
Drive Office Building will consist of a subsurface conveyance system connected to an
Extended Detention Stormwater Wetland. Additionally, the site development will
embrace approximately 264 LF of stream relocation and restoration. Due to the site's
landscape position, contributing off-site drainage will be included in the calculated
designs.
NITROGEN LOADING
The site's estimated nitrogen loading calculations were obtained from the "Town of
Chapel Hill, Stormwater Impact Statement Guidelines" and submitted as an attachment.
The estimated nitrogen load for a 2.734 acre industrial use is calculated to be 30.62 lb/yr.
The removal efficiency of a detention pond/wetland is estimated to be 30%. The
' resulting nitrogen load with BMP is calculated to be 21.43 lb/yr.
STORMWATER PLAN
1 '
The site
s proposed drainage system will capture the off-site drainage as it enters the site
via a catch basin or sheet flow directly into the BMP's forebay. The on-site drainage will
be directed toward a series of drop inlets and catch basins and outlet into the BMP's
forebay. The culvert outlet will be armored with Class B rip rap to serve as velocity
dissipater and scour protection. The forebay will serve as a stilling basin and sediment
basin. The pool and forebay shall require routine inspection and maintenance to prevent
sediment build up. The forebay is separated from the permanent pool by a small
dam/weir and is included in the surface and storage calculations. The permanent pool is
designed with varying depths to allow shallows for wetland planting and temporary
detention of stormwater runoff. The proposed BMP is an Extended Detention
Stormwater Wetland as outlined in the NCDENR "Stormwater Best Management
"
Practices
. The base elevation is 288.0, the permanent pool surface elevation is 292.0
with a surface area of 4,570 SF. The storage volume from the 1" rain depth is 9,430 CF
and calculated to a surface elevation of 293.75 = primary outlet weir crest. The top of
"
I dam elevation is 294.75. A 11/2
galvanized pipe will be installed through the dam and
set with inlet invert at elevation 292.0. The draw down time of the 1" rain depth storage
is

t
1
i
1
1
1
POWELL DRIVE OFFICE BUILDING
NARRATIVE, PAGE 2
hmt o be 4.4 days. A routing of the post development rainfall events indicated that
the proposed weir will handle the 10 and 100 year storm and not overtop the dam. The
primary outlet is a 25 feet long weir with Class I rip rap on the backside slope.
Manning's with an n-value of 0.104, Z= 3:1, b=25', d=1', s=20%, Td=5.0 calculated to a
d10=0.33', V+0=2.95fps and aA The rip rap will serve to spread the runoff and
reduce the velocity prior to entering the stream.
I
11 1:1
t
1

Town of Chapel Hill
Stormwater Impact Statement Guidelines
(Effective January 1, 1997)
Guidelines Page / of S
INTRODUCTION
' All applications for developments or subdivisions which create four (4) or more lots and all
Special Use Permit applications within the Town of Chapel Hill planning jurisdiction must
include a Stormwater Impact Statement. Stormwater Impact Statements submitted to the Town
of Chapel Hill shall comply with the Stormwater Impact Statement guidelines. We encourage
each applicant to arrange a pre-application meeting with Town staff to clarify any issues and to
' determine the scope of the analysis. Affirmative exemption to all or part of the requirements
of the Stormwater Impact Statement may be granted by the Town Manager.
SITE ANALYSIS
A. site analysis shall be. provided with the submittal of a Stormwater Impact Statement.
Characteristics of the existing site and proposed development shall include the following:
?. Land use and density;
B. Location;
C. Phasing and timing of project; and
' D. Delineation of Resource Conservation Districts, wetlands, Federal/State wildlife
lands, and any designated FEMA Iloodplain/floodway areas.
A map or maps shall be included in the Stormwater Impact Statement detailing site location,.
existing and proposed stormdrainage system(s), Stormwater detention structures, and Resource
Conservation District location(s). The maps must present these existing and proposed
' conditions at a scale and quality suitable to include all impacted areas (on and off-site) as
agreed upon in the initial consultation meeting with Town staff.

' Guidelines Page 2 of 5
IMPACT STATEMENT ANALYSES
A. SCOPE OF IMPACTED AREA
' A pre-application meeting with Town staff is encouraged to determine upstream and
downstream limits of study to be included in the Stormwater Impact Statement, and to define
study elements required. Possible study elements of concern may include, but are not limited
to:
' 1. Backwater impacts;
-2. Effects on existing upstream and/orriownstrearri drainage conveyance facilities;
3. Upstream and/or downstream flow volumes;
' 4. Ability of natural drainage channel to handle additional volumes and velocities;
5. Potential mitigation measures; and
6. Site-specific considerations.
B. "HYDROS"
STORMWATER MODEL
Accepted engineering practice {i.e.: "HYDROS", Rational, or SCS Method) will be required
with the Stormwater Impact Statement to generate both pre-development and post-development
' stormwater flow data. Final "HYDROS" calculations and a detailed Stormwater management
plan must be submitted and approved before a Zoning Compliance Permit (ZCP) for any phase
of the project will be issued.
f
C. POLLUTANT LOADING
Pollutant loading calculations shall be provided with the 'Stormwater Impact Statement.
' Noupoint pollution monitoring studies have indicated that annual acre d
? per tscharges of
urba4. stormwater pollution (nutrients, metals, toxic organic compounds, etc.) are directly
related'to the density of impervious surfaces and types of land uses. Because receiving waters
such as creeks and ponds are affected by stormwater pollutant loads, it is important to monitor
and inventory the impacts created by new' development. Yearly loads are calculated by
' multiplying the area of each land use by the appropriate loading coefficient as provided in
Table 1. Required calculations shall include the pollutant loading of total nitrogen, total
' phosphorus, zinc, and lead. T

1

'J

1

1

11

Guidelines Page 3 of 5
TABLE 1
Chapel Hill Pollutant Loading Coefficients (lb/acre/yr)*
LAND USE TYPE
Low Density esidenu
(<12% impervious or < 1 unit/acre) TOTAL N

5.2 TOTAL P

0.7 ZINC (Zn).

0.2 LEAD.(Pb)
2
Moderate/High Density Residential
(> 12% impervious or > I unit/acre)
7.4
1.2
0.5
0.5
Office/institutional 8.8 1.6 0.4 0.5
Commercial 13.2 1.6 2.1 2.6
Industrial 11.2 1.4 1.6 2.0
Undeveloped/Forest/Open 0.6 0.08 0 0
Pasture _2.6 0.5 0 0
* Values calibrated for the Town of Chapel Hill and based on data from Hartigan (1983), CDM (1989), Haith
(1992), and Schueler (1987).
In order to perform these loading calculations, the land use.types _and relative acreage must
first be determined. For example, a proposed development contains 100 residential half acre
lots (moderate density). A 20 acre commercial district is also planned. The remaining tracts
(15 acres) will remain undeveloped open space. The total nitrogen loading calculations for
this proposed development would be as follows:
Moderate Residential - 100 lots x 1/2 acre
- 50 acres x 7.4 ................................................. 370 lb/yr
-Commercial - 20 acres x 13.2 ................................................ 264 lb/yr
Undeveloped - 15 acres x 0.6 .................................................... 9 lb/yr
Total Nitrogen Load .....................................................................643 lb/yr
Reductions in these loading rates can be achieved with various stormwater Best Management
Practices (BMPs). These BMPs include, but are not limited to, detention/retention ponds,
stormwater wetlands, grassed swales., filter strips, and natural vegetative buffers. Previous
studies have reported a wide range of pollutant removal efficiency rates for each BMP. Table
2 provides a summary of these rates to be used for pollutant reduction calculations. The
appropriate rate selected for each calculation should reflect design, operation, maintenance
{Mans, and best judgment.

1

?I
t

1

Guidelines Page 4 of 5
TABLE 2
Pollutant Removal Efficiency of Urban Stormwater BMPs (Percent Reduction)*.
Stormwater BMPs Total N Total P Lead (Pb) Zinc-(Zn)
Retention Ponds 40 - 70 50 - 80 60 - 95 30 - 70
Detention Ponds 10 - 40 40 - 60 50 - 90 30 - 60
Wetlands 20 - 30 40 - 60 30 - 190 30 - 80
Grassed Swales W - 20 20 - 40 20 - 40 20 - 40
Filter Strip/Buffers 10 - 20 20 _-4- 20 - 40 20 - 40
• Efficiency rates are approximated from Urbonas and Stahre (1993), Schueler (1987), and Field (1993).
For example, grassed swales in sequence with a detention pond have been proposed. for the
previous development scenario. Without stormwater BMPs, the nitrogen loading rate was
determined to be 643 lb/year. The proposed detention pond has been designed with a sediment
forebay, extended detdntion (five days) for the first inch of rainfall, additional storage for
runoff from the 10 year storm, a 4:1 length to width ratio, and a comprehensive scheduled
maintenance and inspection plan. The grassed swaies are designed with less than five (5%)
percent slopes, concrete check dams, and a routine mowing and inspection plan. The total
nitrogen reduction -rate for the detention pond and grassed swaies are selected from Table 2
and estimated to be 35 and 20 percent, respectively. The new projected load for the
development is calculated as follows:
Total N Reduction with Swales 643 lb/yr x-0.20 .............. ....129 lb/yr
1643- 129 ................................................. 514 lb/yr
Total N Reduction with Detention - 514 lb/yr x 0.35 ........................................180 lb/yr
514- 180 ............. . 334 lb/yr
Total N Reduction without BMPs ..............................................................643 Ib/yr
Total N Load with BMPs .........................................................................334 lb/yr
D. EROSION AND SEDIMENT MANAGEMENT
The Stormwater Impact Statement must include a description of the proposed erosion and
sediment control measures. This description should include a list of control devices and
placements necessary to comply with the requirements of the Chapel Hill Erosion and
Sedimentation Control Ordinance which is enforced by the Orange County Sedimentation and
Erosion Control Officer. A phasing schedule for construction and/or removal of proposed
control devices will also be required to ensure adequate protection for all phases of the
development.

IJ
Guidelines Page S of S
E. MITIGATION MEASURES
If calculations indicate that post-development rate of runoff exceeds predevelopment rate,
mitigation measures will be recommended. Mitigation measures may also be recommended
' for those developments that would significantly impact water quality based 'on the Stoririwater
Impact Statement findings. According to the location of the proposed development, mitigation
measures may include, but are not limited to inlet/outlet control, reinforced channels,
' stormwater outfalls to open land, curb cuts, grassed swales, detention facilities, and/or
retention facilities. r
F. MAINTENANCE AND INSPECTION PLAN
The Stormwater Impact Statement for developments proposing stormwater control facilities
' shall include a maintenance and inspection plan. This plan should detail the types and
frequency of inspection and maintenance operations (major and minor), equipment necessary
to perform maintenance activities, access to the stormwater control facility, and disposal
methods for contaminated materials should they occur. The party or parties responsible for
maintenance and details of all bonds, letters of credit, etc., must be placed on record with the
Town.
If you have any questions regarding these guidelines, contact Mr. Michael Neal in the Town
Engineering Department at [phone].
' REFERS
NCES CITED
' CDM. 1989. Watershed Management Study: Lake Michie and Little River Reservoir Studies.
Field, Richard, M.L. O'Shea and K.K. Chin. 1993. Integrated Stormwater Management.
Lewis Publishers. Boca Raton, FL.
' Haith, D.A., et al. 1992. Generalized Watershed Loading Functions: User's Manual.
NY.
' Hartigan, J.P., et al. 1983. Calibration of NPS Model Loading Factors. Journal of
Environmental Engineering Division. 109: no. 6 pp. 1259-1272.
' Schueler, Thomas R. 1987. Controlling Urban' Runoff: A Practice Manual for Planning
and Designing Urban BMPs. Metropolitan Washington Council of Governments,
Washington, DC.
' Urbonas, Ben, and P. Stahre. 1993. Stormwater Best Management Practices and
Detention. Prentice Hall. Englewood Cliffs, NJ.

i

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
' I• GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
NEOMODE ASSOCIATES
' 2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Sam Saleh, General Manager
' 3. Mailing Address for person listed in item 2 above: y
i
Neomode Associates, 3817 Bervl Road

r
City: Raleigh State: NC Zip: 27607
Telephone Number: L-`? N ) O ti? .,; L25
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, sp"tions, letters, operation and maintenance agreements, etc.):
Powell DrivP40ffice Buildin
5. Location of Project (street address):
71 7 Pnc.,o ? i nr i va
City: Raleigh - County: Wake
6. Directions to project (frgm nearest major intersection):
600 feet south of intersection of Hillsborough Street and Powell Drive
°
7. Latitude: 78 - 42' Longitude: 35° - 471, of project
8. Contact person who can answer questions about the project:
Name: ?l Frank Braxton ' Telephone Number: ( 919 ) 859-2243
II. PERMIT INFORMATION:
1. Specify whether protect is (check one.
Form SWU-101 Version" 3.99
X. r
New Renewal Modification
Page 1 of 4
.r

?I

7. How was the off-site impervious area listed above derived? ;<_ GIS data. from the City of
Raleigh and-field inspection
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
sufbdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listimit each lot number, size and the allowable built-upon area for each lot must be provided as an
attachmeftt
1. The fWf1wing covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants ntay
riot be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature belpv4 you certify that the recorded deed restrictions and protective covenants for this project
shall include. all the applicable items required above, that the covenants will be binding on all parties and
persons claiming under them, that they will run with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
V./ J
u

The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms. `
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWUA06
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltratiori.Trench Supplement
Meuse River Basin Supplement
Innovative Best Management Practice Supplement
I Form SWU-101 Version 3.99 . Page 3 of 4

C

STORMWATER TREATMENUMANAGEMENT NARRATIVE
POWELL DRIVE OFFICE BUILDING
Neomonde Associates
3817 Beryl Road
Raleigh, NC 27607
The subject property is a 2.734 acre parcel, located in the City of Raleigh, and zoned for
industrial use. As part of the planning process, the Owner was granted (by the
Environmental Management Commission, 7/9/98) a conditional variance from the Neuse
River Riparian Area rule. As a condition, a Stormwater Management Plan acceptable to
the Division of Water Quality is required. The proposed Stormwater Plan for the Powell
Drive Office Building will consist of a subsurface conveyance system connected to an
Extended Detention Stormwater Wetland. Additionally, the site development will
embrace approximately 264 LF of stream relocation and restoration. Due to the site's
landscape position, contributing off-site drainage will be included in the calculated
designs.
NITROGEN LOADING
The site's estimated nitrogen loading calculations were obtained from the "Town of
Chapel Hill, Stormwater Impact Statement Guidelines" and submitted as an attachment.
The estimated nitrogen load for a 2.734 acre industrial use is calculated to be 30.62 lb/yr.
The removal efficiency of a detention pond/wetland is estimated to be 30%. The
resulting nitrogen load with BMP is calculated to be 21.43 lb/yr.
STORMWATER PLAN
The site's proposed drainage system will capture the off-site drainage as it enters the site
via a catch basin or sheet flow directly into the BMP's forebay. The on-site drainage will
be directed toward a series of drop inlets and catch basins and outlet into the BMP's
forebay. The culvert outlet will be armored with Class B rip rap to serve as velocity
dissipater and scour protection. The forebay will serve as a stilling basin and sediment
basin. The pool and forebay shall require routine inspection and maintenance to prevent
sediment build up. The forebay is separated from the permanent pool by a small
dam/weir and is included in the surface and storage calculations. The permanent pool is
designed with varying depths to allow shallows for wetland planting and temporary
detention of stormwater runoff. The proposed BMP is an Extended Detention
Stormwater Wetland as outlined in the NCDENR "Stormwater Best Management
Practices". The base elevation is 288.0, the permanent pool surface elevation is 292.0
with a surface area of 4,570 SF. The storage volume from the 1" rain depth is 9,430 CF
and calculated to a surface elevation of 293.75 = primary outlet weir crest. The top of
dam elevation is 294.75. A 11/2" galvanized pipe will be installed through the dam and
set with inlet invert at elevation 292.0. The draw down time of the 1" rain depth storage
is
P

POWELL DRIVE OFFICE BUILDING
' NARRATIVE, PAGE 2
calculated to be 4.4 days. A routing of the post development rainfall events indicated that
the proposed weir will handle the 10 and 100 year storm and not overtop the dam. The
primary outlet is a 25 feet long weir with Class I rip rap on the backside slope.
Manning's with an n-value of 0.104, Z= 3:1, b=25', d=1', s=20%, Td=5.0 calculated to a
' d10=0.33', V10=2.95fps and a T =4.12. The rip rap will serve to spread the runoff and
reduce the velocity prior to entering the stream.
1

0

0
7
t

INTRODUCTION
Town of Chapel Hill
Stormwater Impact Statement Guidelines
(Effective January 1, 1997)
Guidelines Page 1 of 5
' All applications for developments or subdivisions which create four (4) or more lots and all
Special Use Permit applications within the Town of Chapel Hill planning jurisdiction must
include a Stormwater Impact Statement. Stormwater Impact Statements submitted to the Town
of Chapel Hill shall comply with the Stormwater Impact Statement guidelines. We encourage
each applicant to arrange a pre-application meeting with Town staff to clarify any issues and to
determine the scope of the analysis. Affirmative exemption to all or part of the requirements
' of the Stormwater Impact Statement may be granted by the Town Manager.
' SITE ANALYSIS'
A site analysis 'shall be. provided with the submittal of a Stormwater Impact Statement.
Characteristics of the existing site and proposed development shall include the following:
A. Land use and density;
B. Location;
C. Phasing and timing of project; and
D. Delineation of Resource Conservation Districts, wetlands, Federal/State wildlife
' lands, and any designated FEMA floodplain/floodway areas.
' A map or maps shall be included in the Stormwater Impact Statement detailing site location,
existing and proposed stormdrainage system(s), stormwater detention structures, and Resource
Conservation District location(s). The maps must present these existing and proposed
' conditions at a scale and quality suitable to include all impacted areas (on and off-site) as
agreed upon in the initial consultation meeting with Town staff.

Guidelines Page 2 of 5
' IMPACT STATEMENT ANALYSES
A. SCOPE OF IMPACTED AREA
' A pre-application meeting with Town staff is encouraged to determine upstream and
downstream limits of study to be included in the Stormwater Impact Statement, and to define
' study elements required. Possible study elements of concern may include, but are not limited
to :
' 1. Backwater impacts;
.-2. Effects on existing upstream and/or downstream drainage conveyance facilities;
3. Upstream and/or downstream flow volumes;
' 4. Ability of natural drainage channel to handle additional volumes and velocities;
5. Potential mitigation measures; and
6. Site-specific considerations.
' B. "HYDROS" STORMWATER MODEL
' Accepted engineering .practice {i.e.: "HYDROS", Rational, or SCS Method) will be required
with the Stormwater Impact Statement to generate both pre-development and post-development
stormwater flow data. Final "HYDROS" calculations and a detailed stormwater management
plan must be submitted and approved before a Zoning Compliance Permit (ZCP) for any phase
of the project will be issued.
' C. POLLUTAN'T' LOADING
Pollutant loading calculations shall be provided with the 'Stormwater Impact Statement.
Nonpoint pollution monitoring studies have indicated that annual "per acre" discharges of
urbat}. stormwater pollution (nutrients, metals, toxic organic compounds, etc.) are directly
' related'to the density of impervious surfaces and types of land uses. Because receiving waters
such as creeks and ponds are affected by stormwater pollutant loads, it is important to monitor
and inventory the impacts created by new' development. Yearly loads are calculated by
' multiplying the area of each land use by the appropriate loading coefficient as provided in
Table 1. Required calculations shall include the pollutant loading of total nitrogen, total
' phosphorus, zinc, and lead.

1 0.

F1

TABLE 1
Chapel Hill Pollutant Loading Coefficients (lb/acre/yr)*
Guidelines Page 3 of 5
LAND USE TYPE
Low Density Residential
(< 12% impervious or < 1 unit/acre) TOTAL N

5.2 TOTAL P

0.7 ZINC (Zn)

0.2 LEAD (Pb)
2
Moderate/High Density Residential
(> 12% impervious or > 1 unit/acre)
7.4
1.2
0.5
0.5
Office/Institutional 8.8 1.6 0.4 0.5
Commercial 13.2 1.6 2.1 2.6
Industrial 11.2 1.4 1.6 2.0
Undeveloped/Forest/Open 0.6 0.08 0 0
P 2.6 0.5
-1 0
1 0
:
* Values calibrated for the Town of Chapel Hill and based on data from Hartigan (1983), CDM (1989), Haith
(1992), and Schueler (1987).
In order to perform these loading calculations, the land use types _and relative acreage must
first be determined. For example, a proposed development contains 100 residential half acre
lots (moderate density). A 20 acre commercial district is also planned. The remaining tracts
(15 acres) will remain undeveloped open space. The total nitrogen loading calculations for
this proposed development would be as follows:
' Moderate Residential 100 lots x 1/2 acre .....................
50 acres
_ .......................
.
50 acres x 7.4 .........................
370

b/yr
1
........................
" Commercial - 20 acres x 13.2.......... .................. 264 lb/yr
Undeveloped 15 acres x 0.6 .................................................... 9 lb/yr

Total Nitrogen Load .. ....................................................................643 lb/yr
Reductions in these loading rates can be achieved with various stormwater Best Management
Practices (BMPs). These BMPs include, but are not limited to, detention/retention ponds,
' stormwater wetlands, grassed swales, filter strips, and natural vegetative buffers. Previous
studies have reported a wide range of pollutant removal efficiency rates for each BMP. Table
2 provides a summary of these rates to be used for pollutant reduction calculations. The
' appropriate rate selected for each calculation should reflect design, operation, maintenance
plans, and best judgment.

1

Guidelines Page 4 of S
TABLE 2

u
C

Pollutant removal Efficiency of Urban Stormwater BMPs (Percent Reduction)*.
Stormwater BMPs Total N Total P Lead (Pb) Zinc -(Z- n)
Retention Ponds 40 - 70 50 - 80 60 - 95 30 - 70
Detention Ponds 10 - 40 40 - 60 50 - 90 ; 30 - 60
Wetlands 20 - 30 40 - 60 30 - 90 30 - 80
Grassed Swales 1-0 - 20 20 - 40 20 - 40 20 - 40
Filter Strip/Buffers 10 - 20 20-4-0 20 - 40 20 - 40
* Efficiency rates are approximated from Urbonas and Stahre (1993), Schueler (1987), and Field (1993).
For example, grassed swales in sequence with a detention pond have been proposed. for the
-previous development scenario. Without stormwater BMPs, the nitrogen loading rate was
determined to be 643 lb/year. The proposed detention pond has been designed with a sediment
forebay, extended detdntion (five days) for the first inch of rainfall, additional storage for
runoff from the 10 year storm, a 4:1 length to width ratio, and a comprehensive scheduled
maintenance and inspection plan. The grassed swaies are designed with less than five (5 %)
percent slopes, concrete check darns, and a routine- mowing and inspection plan. The total
nitrogen reduction -rate for the detention pond and grassed swaies are selected from Table 2
and estimated to be 35 and 20 percent, respectively. The new projected load for the
development is calculated as follows:
Total N Reduction with Swales 643 lb/yr x-0.20 ........................................ 1291b/yr
643 - 129 ................................................. 514 lb/yr
Total N Reduction with Detention - 514 lb/yr x 0.35 ........................................ 1801b/yr
514- 180 ..................................... 334 lb/yr
Total N Reduction without BMPs ..............................................................643 lb/yr
Total N Load with BMPs .................,.......................................................334 lb/yr
D. EROSION AND SEDIMENT MANAGEMENT
The Stormwater Impact Statement must include a description of the proposed erosion and
sediment control measures. This description should include a list of control devices and
placements necessary to comply with the requirements of the Chapel Hill Erosion and
Sedimentation Control Ordinance which is enforced by the Orange County Sedimentation and
Erosion Control Officer. A phasing schedule for construction and/or removal of proposed
control devices will also be required to ensure adequate protection for allphases of the
development.

o
' .MITIGATION MEASURES Guidelines Page S f S
' If calculations indicate that post-development rate of runoff exceeds predevelopment rate,
mitigation measures will be recommended. Mitigation measures may also be recommended
for those developments that would significantly impact water quality based -on the Stormwater
Impact Statement findings. According to the location of the proposed development, mitigation
measures may include, but are not limited to inlet/outlet control, reinforced channels,
stormwater outfalls to open land, curb cuts, grassed swales, detention facilities, and/or
retention facilities.
' F. MAINTENANCE AND INSPECTION PLAN
The Stormwater Impact Statement for developments proposing stormwater control facilities
' shall include a maintenance and inspection plan. This plan should detail the types and
frequency of inspection and maintenance operations (major and minor), equipment necessary
to perform maintenance activities, access to the stormwater control facility, and disposal
' methods for contaminated materials should they occur. The party or parties responsible for
maintenance and details of all bonds, letters of credit, etc., must be placed on record with the
Town.
' If you have any questions regarding these guidelines, contact Mr. Michael Neal in the Town
Engineering Department at [phone].
t 11 REFERENCES CITED
' CDM. 1989. Watershed Management Study: Lake Michie and Little River Reservoir Studies.
Field, Richard, M.L. O'Shea and K.K. Chin. 1993. Integrated Stormwater Management.
Lewis Publishers. Boca Raton, FL.
Haith, D.A., et al. 1992. Generalized Watershed Loading Functions: User's Manual.
' NY.
' Hartigan, J.P., et al. 1983. Calibration of NPS Model Loading Factors. Journal of
Environmental Engineering Division. 109: no. 6 pp. 1259-1272.
' Schueler, Thomas R. 1987. Controlling Urban' Runoff: A Practice Manual for Planning
and Designing Urban BMPs. Metropolitan Washington Council of Governments,
Washington, DC.
' Urbonas, Ben, and P. Stahre. 1993. Stormwater Best Management Practices and
Detention. Prentice Hall. Englewood Cliffs, NJ.

WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Powell Drive Office Building
Contact Person: Frank Braxton Phone Number: (919 ) 859-2243
For projects with multiple basins, specify which basin this worksheet applies to:
' elevations
Basin Bottom Elevation 288 ft.
Permanent Pool Elevation 292 ft.
Temporary Pool Elevation 293.75 ft.

ar
eas
Permanent Pool Surface Area 4,570 sq. ft.
• Drainage Area 4.15 ac.
Impervious AKea 2.6 7 ac.

volumes
' Permanent Pool Volume 9,535 cu. ft.
Temporary Pool Volume 19 , 59 7 cu. ft.
Forebay Volume 1 , 31 2 cu. ft.
'
Other parameters
SA/DA1 2.59
Diameter of Orifice 1.5 in.
Design Rainfall 5.6 in.
Design TSS Removal 2 .. 85 %

Form SWU-102 Rev 3.99

Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice 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 above the permanent pool)
(approximately 20% of 4f=e)
P. 9. vot_uv,c_.
(surface area to drainage area ratio from DWQ table)
(2 to S day temporary pool draw-down required)
10 yr. SCS
(minimum 85% required)
Page 1 of 4

fl
0
n

II. REQUIRED ITEMS CHECKLIST
Il.a. This BMP is an Extended Detention Stormwater Wetland and the depth of pool is
limited to 3 feet with a larger area designed to be at a depth of 0-1.5'.
II.b. Forebay volume is approximately 20% of the calculated permanent pool volume.
In this particular case, the BMP is receiving flow from the adjacent properties and site
constraints limited the available area for the total 20% forebay of the designed total basin
volume.
' Il.c. The temporary pool provides little storage of the 10 year storm event and is
neither designed nor required (by local code) to serve as a runoff control
.
II.e. A 30-foot vegetative filter is not provided due to site limitations. The primary
outlet device is a 25 feet weir with the backside armored with rip-rap to reduce the flow
velocity and serve to spread the flow prior to entering the stream.
' II.f. The basin length to width ratio is 2:1 due to site limitations.
' II.g. The side slopes above the permanent pool to the top of dam are 3:1. The side
slopes above the dam elevation are 2:1 and 3:1 where space allows.
I II.k. The BMP is located on a single lot that will remain under one ownership.

0

' 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, nprap, 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 feet in the main pond, the sediment shall be removed.
When the permanenfrpool depth reads 3 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
' Permanent Pool Elevation 292
Sediment Re \Ele al El. 289 75 0
' ---- -------- -- Sediment Removal Elevation 289 75%
Bottom fit-- 288 % --------------------------------------------- -------
Bottom Elevation 288 25%
' FOREBAY MAIN POND
I 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.
' 6. If the basin must be drained for an emergency or toPerform maintenance the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
t
Form SWU-102 Rev 3.99 Page 3 of 4

LOCATION
DATA

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SCS
UNIT
HYDROGRAPH
10 YEAR

Type.... SCS Unit Hyd. (HYG output)
Name.... DEVELOPED-POST Tag: 10yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST.PPW
SCS UNIT HYDROGRAPH METHOD

rl

STORM EVENT: 10 year storm
Page 5.08
Event: 10 yr
Duration = 24.0000 hrs Rain Depth = 5.6000 in
Rain Dir = C:\HAESTAD\PP KW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeII 24h r
Unit Hyd Type = Default Curvi linear
HYG Dir = C:\HAESTAD\PP KW\SAMPLE\
HYG File - ID = WORK _PAD.HYG - DEVELOPED-P OST 10yr
Tc = .1000 hrs
Drainage Area = 4.050 acres Runoff CN= 93
Calc.Increment= .01333 hrs Out.Incr.= .0500 hrs
HYG Volume = 1.616 ac-ft
HYDROGRAPH ORDINA TES (cfs)
Time Output Time incre ment = .0500 hrs
hrs Time on left represents time for first va lue in each row.
--------- I-
2.4500 ----------------
.00 ---------------
.00 -------------
.00 ------------
.01 -----
.01
2.7000 .01 .01 .02 .02 .02
2.9500 .02 .03 .03 .03 .03
3.2000 .04 .04 .04 .04 .05
3.4500 .05 .05 .05 .06 .06
3.7000 .06 .06 .07 .07 .07
3.9500 .07 .08 .08 .08 .08
4.2000 .09 .09 .09 .10 .10
4.4500 .10 .10 .11 .11 .11
4.7000 .12 .12 .12 .12 .13
4.9500 ( .13 .13 .14 .14 .14
5.2000 .15 .15 .15 .15 .16
5.4500 .16 .16 .17 .17 .17
5.7000 .18 .18 .18 .19 .19
5.9500 .19 .20 .20 .20 .20
6.2000 .21 .21 .21 .22 .22
6.4500 .22 .23 .23 .23 .24
6.7000 .24 .24 .25 .25 .25
6.9500 .26 .26 .26 .27 .27
7.2000 .27 .27 .28 .28 .28
7.4500 .29 .29 .29 .30 .30
7.7000 .30 .31 .31 .31 .32
7.9500 .32 .32 .33 .33 .34
8.2000 .35 .36 .37 .38 .39
8.4500 .40 .41 .42 .43 .44
8.7000 .45 .46 .47 .48 .49
8.9500 ( .50 .51 .52 .53 .53
9.2000 .53 .54 .54 .54 .54
9.4500 .55 .55 .55 .56 .57
9.7000 .59 .61 .62 .64 .66
9.9500 .67 .69 .71 .73 .75
10.2000 .78 .80 .83 .85 .88
' S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 17:12:59
r

Date: 04-27-2000

Type.... SCI Unit Hyd. (HYG output) Page 5.09
Name.... DEVELOPED-POST Tag: 10yr Event: 10 yr
' File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST.PPW
HYDROGRAPH ORDINATES (cfs)
Time
hrs
i
Time on Output Time
left represents increment = .0500 hrs
time for first value
in each row.
--
-
---
10.4500 -
.90 ---------------
.93 ---------------
.96 -------
.99 -------------
1.03
10.7000 1.07 1.11 1.15 1.19 1.24
' 10.9500 1.28 1.33 1.38 1.45 1.53
11.2000 1.64 1.73 1.84 1.93 2.05
11.4500 2.14 2.26 2.97 4.20 5.97
11.7000 8.54 11.15 14.49 19.29 26.17
11.9500 26.48 22.95 17.15 8.62 5.34
12.2000 4.18 3.70 3.35 3.11 2.84
12.4500 2.60 2.33 2.15 1.97 1.88
12.7000 1.80 1.75 1.68 1.63 1.57
12.9500 1.51 1.45 1.41 1.36 1.32
13.2000 1.29 1.26 1.22 1.20 1.16
13.4500 1.13 1.10 1.07 1.04 1.02
13.7000 1.00 .98 .95 .93 .91
' 13.9500 .89 .86 .85 .83 .82
14.2000 .81 .80 .79 .79 .78
14.4500 .77 .76 .76 .75 .74
14.7000 .73 .72 .72 .71 .70
14.9500 .69 .68 .68 .67 .66
15.2000 .65 .65 .64 .63 .62
15.4500 .61 .61 .60 .59 .58
' 15.7000 .58 .57 .56 .55 .54
15.9500 .54 .53 .52 .52 .51
16.2000 .51 .51 .50 .50 .50
16.4500 .50 .49 .49 .49 .48
' 16.7000 .48 .48 .48 .47 .47
16.9500 .47 .46 .46 .46 .46
17.2000 .45 .45 .45 .45 .44
17.4500
17.7000 .44
.43 .44
.42 .43
.42 .43
.42 .43
.41
17.9500 .41 .41 .41 .40 .40
18.2000 .40 .39 .39 .39 .39
18.4500 .38 .38 .38 .38 .37
' 18.7000 .37 .37 .36 .36 .36
18.9500 .36 .35 .35 .35 .34
19.2000 .34 .34 .34 .33 .33
19.4500 .33 .33 .32 .32 .32
' 19.7000 .31 .31 .31 .31 .30
19.9500 .30 .30 .29 .29 .29
20.2000 .29 .29 .29 .29 .29
20.4500 .29 .29 .29 .29 .29
' 20.7000 .29 .29 .28 .28 .28
20.9500 .28 .28 .28 .28 .28
21.2000 .28 .28 .28 .28 .28
21.4500 .28 .28 .28 .28 .27
21.7000 .27 .27 .27 .27 .27
21.9500 .27 .27 .27 .27 .27
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
' PondPack Ver: 7.0 (325) Compute Time: 17:12:59 Dat e: 04-27-2000

Type.... SCS Unit Hyd. (HYG output) Page 5.10
Name.... DEVELOPED-POST Tag: 10yr Event: 10 yr
File.... C:\HAESTAD\PPK W\SAMPLE\POWELL DRIVE-POST.PPW
HYDROGRAPH O RDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs i
Time on left represents time for first value in each row.
-
--
22.2000 -
----
-
.27 ---------------
.27 ---------------
.27 -------
.27 -------------
.27
22.4500 .27 .27 .27 .26 .26
22.7000 I .26 .26 .26 .26 .26
22.9500 I .26 .26 .26 .26 .26
23.2000 .26 .26 .26 .26 .26
23.4500 I .25 .25 .25 .25 .25
23.7000 .25 .25 .25 .25 .25
23.9500 I .25 .25 .18 .06 .02
24.2000 I .01 .00 .00
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 17:12:59 Date: 04-27-2000

1

?I

1

COMPOSITE
OUTFLOW
SUMMARY

Type.... Composite Rating Curve
Name.... OUTLET
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Page 2.06
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft cfs
- ft +/-ft Contributing Structures
--------
292.00 ------
.00 ------
Free -- -----
Outfall --------------------------
None contributing
292.50 .03 Free Outfall P
293.00 .03 Free Outfall P
293.25
293.50 .03
.04 Free
Free Outfall
Outfall P
P
293.75 .04 Free Outfall P +ES
294.00 9.42 Free Outfall P +ES
294.50 48.76 Free Outfall P +ES ?S s 2x71 ?."t. fL
294.75 75.05 Free Outfall P +ES

S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:44:52 Date: 04-28-2000

Type.... Executive Summary (Nodes) Page 2.05
Name.... Watershed Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = MYSTORMS.RNQ WakeCounty
Storm Tag Name = Dev.10
-------------------
Data Type, File, ID ---------
= Synthe -----------
tic Storm -------------
SCSTYPES.RNF ----------------
TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.6000 in
Duration Multiplier = 1
Resulting Duration = 24.000 0 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs En d= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs
ft
-----------------
DEVELOPED-POST -
----
AREA -- -
1.611 - ---------
11.9119 ---
---------
26.98
Outfall OUTFALL-STREAM JCT 1.386 11.9952 25.28
POND IN POND 1.611 11.9119 26.98
POND OUT POND 1.386 11.9952 25.28 294.20 4---
TI
*EgL C'L55-r= 29315

S/N: A21601706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Date: 04-28-2000

1

J

t

POND
VOLUME
J

Type.... Vol: Elev-Volume Page 1.01
' Name....
File.... POND
C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Title... Powell Drive Pond Volume
' USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) ----(ac_ft)-
288.00 .000
289.00 .027
' 290.00 .069
291.00 .130
292.00 .219
293.00 .337
' 293.75 .450
294.00 .489
294.75 .616

' S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 08:19:55 Date: 05-05-2000

Il

I

NETWORK
SUMMARY
10 YEAR
1

t

1

NETWORK
SUMMARY
100 YEAR

Type.... Executive Summary (Nodes) Page 2.11
Name.... Watershed Event: 100 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW ----
Storm... TypeII 24hr Tag: Dev100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = MYSTORMS.RNQ WakeCounty
Storm Tag Name = Dev100
--------------------
Data Type, File, ID ---------
= Synthet ----------
ic Storm -------------
SCSTYPES.RNF ----------------
TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.1000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 h rs Step= .1000 hrs En d= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac_ft
Trun. hrs cfs
ft
-
----
DEVELOPED-POST -
----
AREA -
--
-
2.443 - ---------
11.9119 -
---------
40.02
Outfall OUTFALL-STREAM JCT 2.218 11.9952 37.71
POND IN POND 2.443 11.9119 40.02
POND OUT POND 2.218 11.9952 37.71 294.36
Tb'P ?OF i?AM = 2G+-7s
?Ej R Gncq - 293. 5

S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Date: 04-28-2000

11

t

I
J

POND ROUTED
HYDROGRAPH
10 YEAR

I .''
Type.... Pond Routed HYG (total out)
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10

1

POND ROUTED TOTAL OUTFLOW HYG...
HYG file = C:\HAESTAD\PPKW\SAMPLE\POWELLDR.HYG
HYG ID = POND OUT
HYG Tag = Dev.10
-----------------------------------
Peak Discharge = 25.28 cfs
Time to Peak = 11.9952 hrs
HYG Volume = 1.386 ac-ft
-----------------------------------
Page 12.90
Event: 10 yr
4&v.?'1
25 ? ?.+. ??L1 R
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs
-- - Time on
----------- left represents
--
- time for first value in each row.
-------
2.4157
.00 -
-
----------
.00 ---------
.00 -------------
.00 -------------
.00
2.8322 .00 .00 .00 .00 .00
3.2487 .00 .00 .00 .00 .00
3.6652 .00 .00 .00 .00 .00
4.0817 .00 .00 .00 .00 .00
4.4982 .00 .00 .00 .00 .00
4.9147 .00 .00 .00 .00 .00
5.3312 .00 .00 .00 .00 .00
5.7477 .00 .00 .00 .00 .00
6.1642 .00 .00 .00 .00 .00
6.5807 .00 .00 .00 .00 .00
6.9972 .00 .00 .00 .00 .00
7.4137 .00 .00 .00 .00 .00
7.8302 .00 .00 .00 .00 .00
8.2467 .00 .00 .00 .00 .00
8.6632 .00 .00 .00 .00 .00
9.0797 ( .00 .00 .00 .00 .00
9.4962 .00 .00 .00 .00 .00
9.9127 .00 .00 .00 .00 .00
10.3292 .00 .00 .00 .00 .00
10.7457 .00 .00 .00 .01 .01
11.1622 .01 .02 .03 .03 .03
11.5787 .03 .03 .04 8.01 24.33
11.9952 25.28 15.67 7.35 4.62 3.59
12.4117 3.06 2.62 2.23 1.97 1.82
12.8282 1.72 1.62 1.52 1.42 1.35
13.2447 1.29 1.24 1.19 1.13 1.08
13.6612 1.04 1.00 .96 .93 .89
14.0777 .85 .83 .81 .80 .79
14.4942 .77 .76 .75 .73 .72
14.9107 .71 .69 .68 .67 .65
15.3272 .64 .63 .62 .60 .59
15.7437 58 .56 .55 .54 .52
' S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55

Date: 04-28-2000

Type.... Pond Routed HYG (total out) Page 12.91
Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- --------------------------------------------------------------
16.1602 .52 .51 .51 .50 .50
16.5767 .49 .49 .48 .48 .47
16.9932 .47 .46 .46 .45 .45
17.4097 ( .44 .44 .44 .43 .43
17.8262 .42 .42 .41 .41 .40
18.2427 .40 .39 .39 .38 .38
18.6592 .37 .37 .37 .36 .36
19.0757 .35 .35 .34 .34 .33
19.4922 .33 .32 .32 .31 .31
19.9087 .31 .30 .30 .29 .29
20.3252 .29 .29 .29 .29 .29
20.7417 .29 .28 .28 .28 .28
21.1582 .28 .28 .28 .28 .28
21.5747 .28 .28 .27 .27 .27
21.9912 .27 .27 .27 .27 .27
22.4077 .27 .27 .27 .26 .26
22.8242 .26 .26 .26 .26 .26
23.2407 .26 .26 .26 .25 .25
23.6572 .25 .25 .25 .25 .25
' 24.0737 .19 .08 .04 .04 .04
24.4902 .04 .04 .04 .04 .04
24.9067 .04 .04 .04 .04 .04
25.3232 .04 .04 .04 .04 .04
25.7397 ? .04 .04 .04 .04 .04
26.1562 .04 .04 .04 .04 .04
f 26.5727 .04 .04 .04 .04 .04
26.9892 .04 .04 .04 .04 .04
27.4057 .04 .04 .04 .04 .04
27.8222 .04 .04 .04 .04 .04
28.2387 .04 .04 .04 .04 .04
28.6552 .04 .04 .04 .04 .04
' 29.0717 .04 .04 .04 .04 .04
29.4882 .04 .04 .04 .04 .04
29.9047 .04 .04 .04 .04 .04
30.3212 .04 .04 .04 .04 .04
30.7377 .04 .04 .04 .04 .04
31.1542 .04 .04 .04 .04 .04
31.5707 .04 .04 .04 .04 .04
31.9872 .04 .04 .04 .04 .04
' 32.4037 .04 .04 .04 .04 .04
32.8202 .04 .04 .04 .04 .04
33.2367 .04 .04 .04 .04 .04
33.6532 ( .04 .04 .04 .04 .04
' 34.0697 .04 .04 .04 .04 .04
34.4862 .04 .04 .04 .04 .04
34.9027 .04 .04 .04 .04 .04
35.3192 .04 .04 .04 .04 .04
' S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Date: 04-28-2000

Type.... Pond Rou ted HYG (total out) Page 12.92
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-
POST2.PPW Event: 10 yr
Storm... TypeII 24hr T ag: Dev.10

Time HYDROGRAPH ORDINATES (cfs)
Output Time increment = .0833
hrs
hrs Ti me on le ft represents time for first va lue in each row.
--------- ------
35.7357
36.1522 --------
.04
.04 -------------------
.04
.04 ------------
.04
.04 ----
.04
.04 -------------
.04
.04
36.5687 .04 .04 .04 .04 .04
36.9852 .04 .04 .04 .04 .04
' 37.4017
37.8182 .04
.04 .04
.04 .04
.04 .04
.04 .04
.04
38.2347 .04 .04 .04 .04 .04
38.6512 .04 .04 .04 .04 .04
39.0677 .04 .04 .04 .04 .04
39.4842 ( .04 .04 .04 .04 .04
39.9007 .04 .04 .04 .04 .04
40.3172 .04 .04 .04 .04 .04
40.7337 .04 .04 .04 .04 .04
41.1502 .04 .04 .04 .04 .04
41.5667 .04 .04 .04 .04 .04
41.9832 .04 .04 .04 .04 .04
42.3997 .04 .04 .04 .04 .04
42.8162 .04 .04 .04 .04 .04
43.2327 .04 .04 .04 .04 .04
43.6492
44.0657 .04
.04 .04
.04 .04
.04 .04
.04 .04
.04
44.4822 .04 .04 .04 .04 .04
44.8987 .04 .04 .04 .04 .04
45.3152
45.7317 .04
.04 .04
.04 .04
.04 .04
.04 .04
.04
46.1482 .04 .04 .03 .03 .03
46.5647 .03 .03 .03 .03 .03
' 46.9812
47.3977 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
47.8142 .03 .03 .03 .03 .03
48.2307 .03 .03 .03 .03 .03
' 48.6472
49.0637 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
49.4802 .03 .03 .03 .03 .03
49.8967 .03 .03 .03 .03 .03
50.3132
50.7297 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
51.1462 .03 .03 .03 .03 .03
51.5627 .03 .03 .03 .03 .03
51.9792
52.3957 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
52.8122 .03 .03 .03 .03 .03
53.2287 .03 .03 .03 .03 .03
53.6452 .03 .03 .03 .03 .03
' 54.0617 .03 .03 .03 .03 .03
54.4782 .03 .03 .03 .03 .03
54.8947 .03 .03 .03 .03 .03
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Dat e: 04-28-2000

11

Type.... Pond Routed HYG (total out) Page 12.93
' Name....
File.... POND OUT Tag: Dev.10
C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-
POST2.PPW Event: 10 yr
Storm... TypeII 24hr Tag: Dev.10
'
Time HYDROGRAPH ORDINATES (cfs)
Output Time increment = .0833
hrs
hrs Time on l
- eft represents time for first v alue in each row.

' --------
55.3112
55.7277 - -
-----------
.03
.03 --------------------
.03
.03 -----------
.03
.03 -----
.03
.03 -------------
.03
.03
56.1442 .03 .03 .03 .03 .03
56.5607 .03 .03 .03 .03 .03
56.9772 .03 .03 .03 .03 .03
57.3937 .03 .03 .03 .03 .03
57.8102 .03 .03 .03 .03 .03
58.2267 .03 .03 .03 .03 .03
58.6432 .03 .03 .03 .03 .03
' 59.0597 .03 .03 .03 .03 .03
59.4762 .03 .03 .03 .03 .03
59.8927 .03 .03 .03 .03 .03
60.3092 .03 .03 .03 .03 .03
60.7257 .03 .03 .03 .03 .03
61.1422 .03 .03 .03 .03 .03
' 61.5587
61.9752 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
62.3917 .03 .03 .03 .03 .03
62.8082 .03 .03 .03 .03 .03
63.2247
63.6412 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
64.0577 .03 .03 .03 .03 .03
64.4742 .03 .03 .03 .03 .03
64.8907
65.3072 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
65.7237 .03 .03 .03 .03 .03
66.1402 .03 .03 .03 .03 .03
' 66.5567
66.9732 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
67.3897 .03 .03 .03 .03 .03
67.8062 .03 .03 .03 .03 .03
68.2227
68.6392 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
69.0557 ( .03 .03 .03 .03 .03
69.4722 .03 .03 .03 .03 .03
69.8887
70.3052 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
70.7217 .03 .03 .03 .03 .03
71.1382 .03 .03 .03 .03 .03
71.5547 .03 .03 .03 .03 .03
71.9712 .03 .03 .03 .03 .03
72.3877 .03 .03 .03 .03 .03
72.8042 .03 .03 .03 .03 .03
73.2207 .03 .03 .03 .03 .03
73.6372 .03 .03 .03 .03 .03
74.0537 .03 .03 .03 .03 .03
74.4702 .03 .03 .03 .03 .03
' S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Dat e: 04-28-2000

Type.... Pond Routed HYG (total out) Page 12.94
' Name....
File.... POND OUT
C:\HAESTAD\PPKW\ Tag: Dev.10
SAMPLE\POWELLDRIVE-
POST2.PPW Event: 10 yr
Storm... TypeII 24hr T ag: Dev.10
'
Time HYDROGRAPH ORDINATES (cfs)
Output Time increment = .0833 hrs
hrs Time on le ft represents time for first value in each row.
--------
74.8867
75.3032 - --------------
.03
.03 -------------------
.03
.03 ----------
.03
.03 ------
.03
.03 -------------
.03
.03
75.7197 .03 .03 .03 .03 .03
76.1362 .03 .03 .03 .03 .03
76.5527
76.9692 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
77.3857 .03 .03 .03 .03 .03
77.8022 .03 .03 .03 .03 .03
78.2187 .03 .03 .03 .03 .03
' 78.6352 .03 .03 .03 .03 .03
79.0517 .03 .03 .03 .03 .03
79.4682 .03 .03 .03 .03 .03
79.8847 .03 .03 .03 .03 .03
' 80.3012 .03 .03 .03 .03 .03
80.7177 .03 .03 .03 .03 .03
81.1342 .03 .03 .03 .03 .03
81.5507 .03 .03 .03 .03 .03
81.9672 .03 .03 .03 .03 .03
82.3837 .03 .03 .03 .03 .03
82.8002
83.2167 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
83.6332 .03 .03 .03 .03 .03
84.0497 .03 .03 .03 .03 .03
' 84.4662
84.8827 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
85.2992 .03 .03 .03 .03 .03
85.7157 .03 .03 .03 .03 .03
' 86.1322
86.5487 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
86.9652 .03 .03 .03 .03 .03
87.3817 .03 .03 .03 .03 .03
' 87.7982
88.2147 .03
.03 .03
.03 .03
.03 .03
.03 .03
.03
88.6312 .03 .03 .03 .03 .03
89.0477 .03 .03 .03 .02 .02
89.4642
89.8807 .02
.02 .02
.02 .02
.02 .02
.02 .02
.02
90.2972 .02 .02 .02 .02 .02
90.7137 .02 .02 .02 .02 .02
91.1302
91.5467 .02
.02 .02
.02 .02
.02 .02
.02 .02
.02
91.9632 .02 .02 .02 .02 .02
92.3797 .02 .02 .02 .02 .02
92.7962 .02 .02 .02 .02 .02
' 93.2127 .02 .02 .02 .02 .02
93.6292 .02 .02 .02 .02 .02
94.0457 .02 .02 .02 .02 .02
' S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Dat e: 04-28-2000

Type.... Pond Routed HYG (total out) Page 12.95
' Name....
File.... POND OUT Tag: Dev.10
C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-
POST2.PPW Event: 10 yr
Storm... TypeII 24hr Tag: Dev.10

Time HYDROGRAPH ORDINAT
Output Time increm ES (cfs)
ent = .0833
hrs
hrs Time on l
----------- eft represents time for first v alue in each row.
--------
94.4622
94.8787 -
--
.02
.02 --------------------
.02
.02 -----------
.02
.02 -----
.02
.02 -------------
.02
.02
95.2952 .02 .02 .02 .02 .02
95.7117 .02 .02 .02 .02 .02
' 96.1282
96.5447 .02
.02 .02
.02 .02
.02 .02
.02 .02
.02
96.9612 .02 .02 .02 .02 .02
97.3777 .02 .02 .02 .02 .02
97.7942 .02 .02 .02 .02 .02
' 98.2107 .02 .02 .02 .02 .02
98.6272 .02 .02 .02 .02 .02
99.0437 .02 .02 .02 .02 .02
99.4602 .02 .02 .02 .02 .02
' 99.8767 .02 .02 .02 .02 .02
100.2932 .02 .02 .02 .02 .02

' 100.7097
101.1262 ( .02
.02 .02
.02 .02
.02 .02
.02 .02
.02
101.5427 .02 .02 .02 .02 .02
101.9592 .02 .02 .02 .02 .02
' 102.3757
102.7922 .O1
.01 .01
.O1 .01
.01 .01
.O1 .O1
.O1
103.2087 ( .O1 .01 .01 .O1 .O1
103.6252 .01 .O1 .O1 .O1 .01
' 104.0417
104.4582 .O1
.01 .O1
.01 .01
.01 .O1
.O1 .O1
.O1
104.8747 .01 .01 .01 .01 .01
105.2912 .01 .01 .01 .01 .01
' 105.7077
106.1242 .01
.O1 .01
.O1 .01
.01 .01
.O1 .01
.01
106.5407 .01 .01 .01 .01 .01
106.9572 .O1 .01 .O1 .01 .01
107.3737
107.7902 .O1
.01 .O1
.01 .01
.01 .01
.O1 .01
.O1
108.2067 .01 .01 .01 .01 .01
108.6232 .01 .O1 .01 .O1 .O1
' 109.0397
109.4562 .O1
.01 .O1
.O1 .01
.O1 .01
.O1 .O1
.O1
109.8727 .O1 .01 .O1 .O1 .O1
110.2892 .O1 .O1 .O1 .01 .O1
110.7057
111.1222 .O1
.01 .O1
.01 .O1
.01 .O1
.01 .01
.01
111.5387 .O1 .01 .O1 .01 .O1
111.9552 .O1 .01 .01 .01 .O1
112.3717 .01 .O1 .01 .O1 .O1
' 112.7882 .01 .O1 .O1 .O1 .O1
113.2047 .O1 .O1 .O1 .01 .O1
113.6212 .O1 .01 .01 .O1 .O1
' S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Dat e: 04-28-2000

Type.... Pond Routed HYG (total out) Page 12.96
Name....
File.... POND OUT Tag: Dev.10
C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-
POST2.PPW Event: 10 yr
Storm... TypeII 24hr Tag: Dev.10
'
Time HYDROGRAPH ORDINATES (cfs)
Output Time increment = .0833
hrs
hrs Time on l eft represents time for first v alue in each row.

1 --------
114.0377
114.4542 - -------------
.01
.O1 --------------------
.01
.O1 -----------
.01
.O1 -----
.01
.01 -------------
.01
.01
114.8707 .O1 .O1 .O1 .01 .01
115.2872 .O1 .O1 .O1 .01 .O1
' 115.7037
116.1202 .01
.01 .01
.O1 .O1
.01 .O1
.O1 .01
.01
116.5367 .O1 .O1 .01 .O1 .O1
116.9532 .O1 .01 .O1 .O1 .O1
117.3697 .O1 .01 .O1 .O1 .O1
' 117.7862 .01 .O1 .O1 .O1 .01
118.2027 .O1 .O1 .01 .01 .01
118.6192 .O1 .O1 .O1 .01 .O1
119.0357 .O1 .O1 .O1 .01 .O1
' 119.4522 .01 .O1 .O1 .O1 .01
119.8687 .O1 .O1 .O1 .O1 .01
120.2852 .O1 .O1 .O1 .01 .01
' 120.7017 .01 .O1 .O1 .01 .01
121.1182 .O1 .O1 .01 .O1 .O1
121.5347 .O1 .O1 .O1 .01 .O1
121.9512
122.3677 .O1
.01 .O1
.O1 .O1
.O1 .01
.O1 .01
.O1
122.7842 .O1 .O1 .O1 .01 .01
123.2007 .01 .O1 .O1 .01 .01
123.6172
124.0337 .O1
.O1 .01
.O1 .01
.O1 .01
.01 .O1
.01
124.4502 .01 .01 .01 .01 .01
124.8667 .01 .O1 .01 .O1 .O1
125.2832
125.6997 .01
.O1 .O1
.O1 .O1
.01 .O1
.O1 .01
.O1
126.1162 .O1 .O1 .01 .O1 .01
126.5327 .O1 .01 .01 .01 .01
' 126.9492
127.3657 .O1
.01 .O1
.O1 .O1
.O1 .01
.O1 .O1
.O1
127.7822 .O1 .01 .O1 .O1 .01
128.1987 ( .O1 .O1 .O1 .01 .01
6D,o,4 AJL 128.6152 .01 .01 .O1 .O1 .01
l
rm&
Dpi3J 129.0317
129.4482 .O1
.O1 .01
.01 .O1
.01 .O1
.01 .O1
.O1
129.8647 .O1 .01 .01 .01 .O1
0.7'x- 130.2812 .O1 .O1 .O1 .00 .00
¦
???`? 30.6977 .00 .00 .00 .00 .00
¦
`DRAW 131.1142
131.5307 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00
v44 131.9472 .00 .00 .00 .00 .00
132.3637 .00 .00 .00 .00 .00
132.7802 .00 .00 .00 .00 .00
133.1967 .010 .00 .00 .00 .00
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Dat e: 04-28-2000

Type.... Pond Routed HYG (total out) Page 12.97
Name....
File.... POND OUT Tag: Dev.1
C:\HAESTAD\PPKW\SAMPLE\POWELL 0
DRIVE-POST2.PPW Event: 10 yr
Storm... TypeII 24hr Tag: Dev.10

Time HYDROGRAPH O
Output Time RDINATES (cfs)
increment = .0833
hrs
hrs Time on l
-----
---- eft represents time for first va lue in each row.
--------
133.6132
134.0297 - ---
-
.00
.00 --------------
.00
.00 -----------------
.00
.00 -----
.00
.00 -------------
.00
.00
134.4462 .00 .00 .00 .00 .00
134.8627 .00 .00 .00 .00 .00
135.2792
135.6957 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00
136.1122 .00 .00 .00 .00 .00
136.5287 .00 .00 .00 .00 .00
136.9452 .00 .00 .00 .00 .00
' 137.3617 .00 .00 .00 .00 .00
137.7782 .00 .00 .00 .00 .00
138.1947 .00 .00 .00 .00 .00
138.6112 .00 .00 .00 .00 .00
' 139.0277 .00 .00 .00 .00 .00
139.4442 .00 .00 .00 .00 .00
139.8607 .00 .00 .00 .00 .00
' 140.2772 .00 .00 .00 .00 .00
140.6937 .00 .00 .00 .00 .00
141.1102 .00 .00 .00 .00 .00
1 141.5267
141.9432 .00
.00 .00
.00 .00
.00 .00
.00 .00
.00
142.3597 .00 .00 .00 .00 .00
142.7762 .00 .00 .00 .00 .00
' 143.1927 .00 .00 .00 .00 .00

1

S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Date: 04-28-2000

r?

POND ROUTED
HYDROGRAPH
10 YEAR
TIME vs ELEV.

Type.... Time-Elev
' Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10

Time
hrs
TIME vs. ELEVATION (ft)
Page 8.17
Event: 10 yr
t
25 I Li
Output Time increment = .0833 hrs
Time on left represents time for first value in each row.

J

2.4157
2.8322
3.2487
3.6652
4.0817
4.4982
4.9147
5.3312
5.7477
6.1642
6.5807
6.9972
7.4137
7.8302
8.2467
8.6632
9.0797
9.4962
9.9127
10.3292
10.7457
11.1622
11.5787
11.9952
12.4117
12.8282
13.2447
13.6612
14.0777
14.4942
14.9107
15.3272
15.7437
16.1602
16.5767
16.9932
17.4097
17.8262
18.2427
18.6592
19.0757
19.4922
19.9087
20.3252
20.7417 I
288.00 288.00 288.00 288.00 288.01
288.01 288.02 288.02 288.03 288.04
288.05 288.06 288.07 288.08 288.10
288.11 288.13 288.15 288.17 288.18
288.21 288.23 288.25 288.27 288.30
288.33 288.35 288.38 288.41 288.44
288.48 288.51 288.55 288.58 288.62
288.66 288.70 288.74 288.79 288.83
288.88 288.92 288.97 289.01 289.05
289.08 289.11 289.15 289.18 289.22
289.26 289.29 289.33 289.37 289.41
289.45 289.49 289.54 289.58 289.63
289.67 289.72 289.77 289.81 289.86
289.91 289.96 290.01 290.05 290.09
290.13 290.17 290.21 290.26 290.30
290.35 290.40 290.46 290.51 290.57
290.63 290.69 290.75 290.81 290.87
290.93 290.99 291.04 291.09 291.13
291.18 291.24 291.29 291.35 291.41
291.47 291.54 291.61 291.68 291.76
291.84 291.93 292.02 292.09 292.17
292.26 292.35 292.46 ?Nk, 292.57 292.70
292.87 293.13 293.53 •
? 293.96 294.19
294.20 294.08 293.95cYP"' 293.87 293.84
293.83 293.82 293.81 293.80 293.80
293.79 293.79 293.79 293.79 293.79
293.78 293.78 293.78 293.78 293.78
293.78 293.78 293.77 293.77 293.77
293.77 293.77 293.77 293.77 293.77
293.77 293.77 293.77 293.77 293.77
293.77 293.77 293.77 293.77 293.77
293.77 293.77 293.77 293.77 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
293.76 293.76 293.76 293.76 293.76
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55

Date: 04-28-2000

Type.... Time-Elev Page 8.18
' Name.... POND OUT Tag: Dev.10 Event: 10 yr
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
' TIME vs. ELEVATION (ft)
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- --------------------------------------------------------------
21.1582 293.76 293.76 293.76 293.76 293.76
21.5747 293.76 293.76 293.76 293.76 293.76
21.9912 293.76 293.76 293.76 293.76 293.76
22.4077 293.76 293.76 293.76 293.76 293.76
22.8242 293.76 293.76 293.76 293.76 293.76
23.2407 293.76 293.76 293.76 293.76 293.76
23.6572 293.76 293.76 293.76 293.76 293.76
' 24.0737 293.75 ,k 293.75 293.75 293.75 293.75
24.4902 293.74 293.74 293.74 293.74 293.74
24.9067 293.73 293.73 293.73 293.73 293.73
25.3232 293.73 293.72 293.72 293.72 293.72
25.7397 293.72 293.72 293.71 293.71 293.71
26.1562 293.71,N;e 293.71 293.71 293.70 293.70
26.5727 293.70 293.70 293.70 293.69 293.69
26.9892 293.69 0abW 293.69 293.69 293.69 293.68
27.4057 293.68 9pw N 293.68 293.68 293.68 293.68
27.8222 293.67 293.67 293.67 293.67 293.67
28.2387 293.67 293.66 293.66 293.66 293.66
28.6552 293.66 293.66 293.65 293.65 293.65
29.0717 293.65 293.65 293.64 293.64 293.64
29.4882 293.64 293.64 293.64 293.63 293.63
29.9047 293.63 293.63 293.63 293.63 293.62
' 30.3212 293.62 293.62 293.62 293.62 293.62
30.7377 ( 293.61 293.61 293.61 293.61 293.61
31.1542 293.61 293.60 293.60 293.60 293.60
31.5707 293.60 293.60 293.59 293.59 293.59
31.9872 293.59 293.59 293.59 293.58 293.58
32.4037 293.58 293.58 293.58 293.58 293.57
32.8202 ( 293.57 293.57 293.57 293.57 293.56
33.2367 293.56 293.56 293.56 293.56 293.56
' 33.6532 293.55 293.55 293.55 293.55 293.55
34.0697 293.55 293.54 293.54 293.54 293.54
34.4862 293.54 293.54 293.53 293.53 293.53
34.9027 293.53 293.53 293.53 293.52 293.52
' 35.3192 ( 293.52 293.52 293.52 293.52 293.51
35.7357 293.51 293.51 293.51 293.51 293.51
36.1522 293.50 293.50 293.50 293.50 293.50
36.5687 293.50 293.49 293.49 293.49 293.49
' 36.9852 293.49 293.49 293.48 293.48 293.48
37.4017 293.48 293.48 293.48 293.47 293.47
37.8182 293.47 293.47 293.47 293.47 293.46
38.2347 293.46 293.46 293.46 293.46 293.46
38.6512 293.45 293.45 293.45 293.45 293.45
39.0677 293.45 293.44 293.44 293.44 293.44
39.4842 293.44 293.44 293.43 293.43 293.43
39.9007 293.43 293.43 293.43 293.43 293.42
S/N: A21B01706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Date: 04-28-2000

Type.... Time-Elev
' Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10

J

Lr]

1
TIME vs. ELEVATION (ft)
Page 8.19
Event: 10 yr
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- -
40.3172 -----------
293.42 ----------------
293.42 ---------
293.42 --------------
293.42 -----------
293.42
40.7337 293.41 293.41 293.41 293.41 293.41
41.1502 293.41 293.40 293.40 293.40 293.40
41.5667 293.40 293.40 293.39 293.39 293.39
41.9832 293.39 293.39 293.39 293.38 293.38
42.3997 293.38 293.38 293.38 293.38 293.37
42.8162 293.37 293.37 293.37 293.37 293.37
43.2327 293.36 293.36 293.36 293.36 293.36
43.6492 293.36 293.36 293.35 293.35 293.35
44.0657 293.35 293.35 293.35 293.34 293.34
44.4822 293.34 293.34 293.34 293.34 293.33
44.8987 293.33 293.33 293.33 293.33 293.33
45.3152 293.32 293.32 293.32 293.32 293.32
45.7317 293.32 293.31 293.31 293.31 293.31
46.1482 293.31 293.31 293.31 293.30 293.30
46.5647 293.30 293.30 293.30 293.30 293.29
46.9812 293.29 293.29 293.29 293.29 293.29
47.3977 293.28 293.28 293.28 293.28 293.28
47.8142 293.28 293.28 293.27 293.27 293.27
48.2307 293.27 293.27 293.27 293.26 293.26
48.6472 293.26 293.26 293.26 293.26 293.25
49.0637 293.25 293.25 293.25 293.25 293.25
49.4802 293.25 293.24 293.24 293.24 293.24
49.8967 293.24 293.24 293.23 293.23 293.23
50.3132 293.23 293.23 293.23 293.22 293.22
50.7297 293.22 293.22 293.22 293.22 293.22
51.1462 293.21 293.21 293.21 293.21 293.21
51.5627 293.21 293.20 293.20 293.20 293.20
51.9792 293.20 293.20 293.20 293.19 293.19
52.3957 293.19 293.19 293.19 293.19 293.18
52.8122 293.18 293.18 293.18 293.18 293.18
53.2287 293.17 293.17 293.17 293.17 293.17
53.6452 293.17 293.17 293.16 293.16 293.16
54.0617 293.16 293.16 293.16 293.15 293.15
54.4782 293.15 293.15 293.15 293.15 293.15
54.8947 293.14 293.14 293.14 293.14 293.14
55.3112 293.14 293.13 293.13 293.13 293.13
55.7277 293.13 293.13 293.13 293.12 293.12
56.1442 293.12 293.12 293.12 293.12 293.11
56.5607 293.11 293.11 293.11 293.11 293.11
56.9772 293.11 293.10 293.10 293.10 293.10
57.3937 293.10 293.10 293.10 293.09 293.09
57.8102 293.09 293.09 293.09 293.09 293.08
58.2267 293.08 293.08 293.08 293.08 293.08
58.6432 ( 293.08 293.07 293.07 293.07 293.07
59.0597 293.07 293.07 293.06 293.06 293.06
' S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55

Date: 04-28-2000

1 .
Type.... Time-Elev
' Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10

1

t

1

TIME vs. ELEVATION (ft)
Page 8.20
Event: 10 yr
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- -
59.4762 ---------------
293.06 ------------
293.06 ---------
293.06 ---------------
293.06 ----------
293.05
59.8927 293.05 293.05 293.05 293.05 293.05
60.3092 293.05 293.04 293.04 293.04 293.04
60.7257 293.04 293.04 293.03 293.03 293.03
61.1422 293.03 293.03 293.03 293.03 293.02
61.5587 293.02 293.02 293.02 293.02 293.02
61.9752 293.02 293.01 293.01 293.01 293.01
62.3917 293.01 293.01 293.01 293.00 293.00
62.8082 293.00 293.00 293.00 293.00 292.99
63.2247 292.99 292.99 292.99 292.99 292.98
63.6412 292.98 292.98 292.98 292.98 292.97
64.0577 292.97 292.97 292.97 292.97 292.97
64.4742 292.96 292.96 292.96 292.96 292.96
64.8907 292.95 292.95 292.95 292.95 292.95
65.3072 292.94 292.94 292.94 292.94 292.94
65.7237 292.94 292.93 292.93 292.93 292.93
66.1402 292.93 292.92 292.92 292.92 292.92
66.5567 292.92 292.91 292.91 292.91 292.91
66.9732 292.91 292.91 292.90 292.90 292.90
67.3897 292.90 292.90 292.89 292.89 292.89
67.8062 292.89 292.89 292.89 292.88 292.88
68.2227 292.88 292.88 292.88 292.87 292.87
68.6392 292.87 292.87 292.87 292.87 292.86
69.0557 292.86 292.86 292.86 292.86 292.85
69.4722 292.85 292.85 292.85 292.85 292.85
69.8887 292.84 292.84 292.84 292.84 292.84
70.3052 292.83 292.83 292.83 292.83 292.83
70.7217 292.83 292.82 292.82 292.82 292.82
71.1382 292.82 292.81 292.81 292.81 292.81
71.5547 292.81 292.81 292.80 292.80 292.80
71.9712 292.80 292.80 292.79 292.79 292.79
72.3877 292.79 292.79 292.79 292.78 292.78
72.8042 292.78 292.78 292.78 292.78 292.77
73.2207 292.77 292.77 292.77 292.77 292.76
73.6372 292.76 292.76 292.76 292.76 292.76
74.0537 292.75 292.75 292.75 292.75 292.75
74.4702 292.74 292.74 292.74 292.74 292.74
74.8867 292.74 292.73 292.73 292.73 292.73
75.3032 292.73 292.73 292.72 292.72 292.72
75.7197 292.72 292.72 292.72 292.71 292.71
76.1362 292.71 292.71 292.71 292.70 292.70
76.5527 292.70 292.70 292.70 292.70 292.69
76.9692 292.69 292.69 292.69 292.69 292.69
77.3857 292.68 292.68 292.68 292.68 292.68
77.8022 292.68 292.67 292.67 292.67 292.67
78.2187 292.67 292.66 292.66 292.66 292.66
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55 Date: 04-28-2000
1

Type.... Time-Elev Page 8.21
Name....
File.... POND OUT Tag: Dev.10 Event: 10 yr
C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag : Dev.10
'
Time
I TIME vs. ELEVATION (ft)
Output Time increment =
.0833 hrs
hrs I Time on left represents time for first value in each row.

78.6352 I----------------
I 292.66 -----------
292.66 -------------
292.65 -----------
292.65 ----------
292.65
79.0517 I 292.65 292.65 292.65 292.64 292.64
79.4682 I 292.64 292.64 292.64 292.64 292.63
79.8847
80.3012 292.63
292.62 292.63
292.62 292.63
292.62 292.63
292.62 292.63
292.62
80.7177 I 292.62 292.61 292.61 292.61 292.61
81.1342 I 292.61 292.61 292.60 292.60 292.60
81.5507 I 292.60 292.60 292.60 292.59 292.59
81.9672 I 292.59 292.59 292.59 292.59 292.58
82.3837 292.58 292.58 292.58 292.58 292.58
82.8002 I 292.57 292.57 292.57 292.57 292.57
83.2167 I 292.57 292.56 292.56 292.56 292.56
83.6332 I 292.56 292.56 292.55 292.55 292.55
84.0497 I 292.55 292.55 292.55 292.54 292.54
84.4662 292.54 292.54 292.54 292.54 292.53
84.8827 292.53 292.53 292.53 292.53 292.53
85.2992 I 292.52 292.52 292.52 292.52 292.52
85.7157 I 292.52 292.51 292.51 292.51 292.51
86.1322
86.5487 I 292.51
I 292.50 292.51
292.50 292.50
292.50 292.50
292.49 292.50
292.49
86.9652 I 292.49 292.49 292.49 292.49 292.48
87.3817 292.48 292.48 292.48 292.48 292.48
87.7982
88.2147 I 292.48
I 292.47 292.47
292.47 292.47
292.46 292.47
292.46 292.47
292.46
88.6312 I 292.46 292.46 292.46 292.46 292.45
89.0477 I 292.45 292.45 292.45 292.45 292.45
89.4642
89.8807 I 292.45
292.44 292.44
292.44 292.44
292.44 292.44
292.43 292.44
292.43
90.2972 292.43 292.43 292.43 292.43 292.43
90.7137 292.42 292.42 292.42 292.42 292.42
91.1302
91.5467 I 292.42
I 292.41 292.42
292.41 292.41
292.41 292.41
292.41 292.41
292.41
91.9632 I 292.40 292.40 292.40 292.40 292.40
92.3797 I 292.40 292.40 292.40 292.39 292.39
1 92.7962
93.2127 I 292.39
I 292.38 292.39
292.38 292.39
292.38 292.39
292.38 292.39
292.38
93.6292 292.38 292.38 292.38 292.37 292.37
94.0457 292.37 292.37 292.37 292.37 292.37
94.4622
94.8787 292.37
292.36 292.37
292.36 292.36
292.36 292.36
292.36 292.36
292.36
95.2952 292.35 292.35 292.35 292.35 292.35
95.7117 I 292.35 292.35 292.35 292.35 292.34
96.1282 I 292.34 292.34 292.34 292.34 292.34
96.5447 I 292.34 292.34 292.34 292.33 292.33
96.9612 I 292.33 292.33 292.33 292.33 292.33
97.3777 I 292.33 292.33 292.32 292.32 292.32
S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45: 55 Date: 04-28-2000

Type.... Time-Elev
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10

1

TIME vs. ELEVATION (ft)
Page 8.22
Event: 10 yr
Time Output Time increment = .0833 hrs
hrs Time on left represents time for first value in each row.
--------- -
97.7942 ---------------
292.32 ------------
292.32 ---------
292.32 --------------
292.32 -----------
292.32
98.2107 292.32 292.32 292.31 292.31 292.31
98.6272 292.31 292.31 292.31 292.31 292.31
99.0437 292.31 292.31 292.30 292.30 292.30
99.4602 292.30 292.30 292.30 292.30 292.30
99.8767 292.30 292.30 292.29 292.29 292.29
100.2932 292.29 292.29 292.29 292.29 292.29
100.7097 292.29 292.29 292.29 292.28 292.28
101.1262 292.28 292.28 292.28 292.28 292.28
101.5427 292.28 292.28 292.28 292.28 292.27
101.9592 292.27 292.27 292.27 292.27 292.27
102.3757 292.27 292.27 292.27 292.27 292.27
102.7922 292.26 292.26 292.26 292.26 292.26
103.2087 292.26 292.26 292.26 292.26 292.26
103.6252 292.26 292.26 292.25 292.25 292.25
104.0417 292.25 292.25 292.25 292.25 292.25
104.4582 292.25 292.25 292.25 292.25 292.24
104.8747 292.24 292.24 292.24 292.24 292.24
105.2912 292.24 292.24 292.24 292.24 292.24
105.7077 292.24 292.24 292.23 292.23 292.23
106.1242 292.23 292.23 292.23 292.23 292.23
106.5407 292.23 292.23 292.23 292.23 292.23
106.9572 292.22 292.22 292.22 292.22 292.22
107.3737 292.22 292.22 292.22 292.22 292.22
107.7902 292.22 292.22 292.22 292.22 292.21
108.2067 292.21 292.21 292.21 292.21 292.21
108.6232 292.21 292.21 292.21 292.21 292.21
109.0397 292.21 292.21 292.21 292.21 292.20
109.4562 292.20 292.20 292.20 292.20 292.20
109.8727 292.20 292.20 292.20 292.20 292.20
110.2892 ( 292.20 292.20 292.20 292.20 292.19
110.7057 292.19 292.19 292.19 292.19 292.19
111.1222 292.19 292.19 292.19 292.19 292.19
111.5387 292.19 292.19 292.19 292.19 292.19
111.9552 292.18 292.18 292.18 292.18 292.18
112.3717 292.18 292.18 292.18 292.18 292.18
112.7882 292.18 292.18 292.18 292.18 292.18
113.2047 292.18 292.18 292.17 292.17 292.17
113.6212 292.17 292.17 292.17 292.17 292.17
114.0377 292.17 292.17 292.17 292.17 292.17
114.4542 292.17 292.17 292.17 292.17 292.17
114.8707 292.16 292.16 292.16 292.16 292.16
115.2872 292.16 292.16 292.16 292.16 292.16
115.7037 292.16 292.16 292.16 292.16 292.16
116.1202 292.16 292.16 292.16 292.16 292.16
116.5367 292.15 292.15 292.15 292.15 292.15
t S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55

Date: 04-28-2000

Type.... Time-Elev
Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10

u

TIME vs. ELEVATION (ft)
Page 8.23
Event: 10 yr
Time Output Time increment = .0833 hrs
hrs
--------- - Time on left represents
- time for first value in each row.

116.9532 -----------
292.15 --------------
292.15 ----------
292.15 ---------------
292.15 ----------
292.15
117.3697 292.15 292.15 292.15 292.15 292.15
117.7862 292.15 292.15 292.15 292.15 292.15
118.2027 292.14 292.14 292.14 292.14 292.14
118.6192 292.14 292.14 292.14 292.14 292.14
119.0357 292.14 292.14 292.14 292.14 292.14
119.4522 292.14 292.14 292.14 292.14 292.14
119.8687 292.14 292.14 292.13 292.13 292.13
120.2852 292.13 292.13 292.13 292.13 292.13
120.7017 292.13 292.13 292.13 292.13 292.13
121.1182 292.13 292.13 292.13 292.13 292.13
121.5347 292.13 292.13 292.13 292.13 292.13
121.9512 292.13 292.12 292.12 292.12 292.12
122.3677 292.12 292.12 292.12 292.12 292.12
122.7842 292.12 292.12 292.12 292.12 292.12
123.2007 292.12 292.12 292.12 292.12 292.12
123.6172 292.12 292.12 292.12 292.12 292.12
124.0337 292.12 292.11 292.11 292.11 292.11
124.4502 292.11 292.11 292.11 292.11 292.11
124.8667 292.11 292.11 292.11 292.11 292.11
125.2832 292.11 292.11 292.11 292.11 292.11
125.6997 292.11 292.11 292.11 292.11 292.11
126.1162 292.11 292.11 292.11 292.11 292.10
126.5327 292.10 292.10 292.10 292.10 292.10
126.9492 292.10 292.10 292.10 292.10 292.10
127.3657 292.10 292.10 292.10 292.10 292.10
127.7822 292.10 292.10 292.10 292.10 292.10
128.1987 292.10 292.10 292.10 292.10 292.10
128.6152 292.10 292.10 292.10 292.10 292.10
129.0317 292.09 292.09 292.09 292.09 292.09
129.4482 292.09 292.09 292.09 292.09 292.09
129.8647 292.09 292.09 292.09 292.09 292.09
130.2812 ( 292.09 292.09 292.09 292.09 292.09
130.6977 292.09 292.09 292.09 292.09 292.09
131.1142 292.09 292.09 292.09 292.09 292.09
131.5307 292.09 292.09 292.09 292.09 292.08
131.9472 292.08 292.08 292.08 292.08 292.08
132.3637 292.08 292.08 292.08 292.08 292.08
132.7802 292.08 292.08 292.08 292.08 292.08
133.1967 292.08 292.08 292.08 292.08 292.08
133.6132 292.08 292.08 292.08 292.08 292.08
134.0297 292.08 292.08 292.08 292.08 292.08
134.4462 292.08 292.08 292.08 292.08 292.08
134.8627 292.08 292.08 292.08 292.07 292.07
135.2792 292.07 292.07 292.07 292.07 292.07
135.6957 292.07 292.07 292.07 292.07 292.07
' S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55

Date: 04-28-2000

.
1--:-
Type.... Time-Elev
' Name.... POND OUT Tag: Dev.10
File.... C:\HAESTAD\PPKW\SAMPLE\POWELLDRIVE-POST2.PPW
Storm... TypeII 24hr Tag: Dev.10
'
Time
hrs
' 136.1122
136.5287
136.9452
137.3617
137.7782
138.1947
138.6112
139.0277
' 139.4442
139.8607
140.2772
140.6937
141.1102
141.5267
141.9432
' 142.3597
142.7762
143.1927

n

0
TIME vs. ELEVATION (ft)
Page 8.24
Event: 10 yr
Output Time increment = .0833 hrs
Time on left represents time for first value in each row.
292.07 292.07 292.07 292.07 292.07
292.07 292.07 292.07 292.07 292.07
292.07 292.07 292.07 292.07 292.07
292.07 292.07 292.07 292.07 292.07
292.07 292.07 292.07 292.07 292.07
292.07 292.07 292.07 292.07 292.07
292.07 292.07 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.06 292.06
292.06 292.06 292.06 292.05 292.05
292.05 292.05 292.05 292.05 292.05
' S/N: A21BO1706A8C SUNGATE DESIGN GROUP, PA
PondPack Ver: 7.0 (325) Compute Time: 10:45:55

1
Date: 04-28-2000

r
C

1

7

State of North Carolina
Department of Environment
and Ncatural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
Mr. Sam Sa.eh
General Manager
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Neomode Associates
3817 Beryl Road
Raleigh, NC 27607
Dear Mr. Sal-,h:
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 3, 2000
DWQ Project # 000109
Wake County
i The Division of Water Quality has reviewed your plans for the discharge of fill material into 264
linear feet of streams located at Dowell Drive in Wake County for construction of a bakery as described in
your application dated February 11, 2000. Insufficient evidence is present in our files to conclude that your
project must be built as planned in waters and/or wetlands in accordance with 15A NCAC 2H .0506.
Therefore, uniess modifications of the proposal are made as described below, we will have to move toward
denial of your 401 Certification as required by 15A NCAC 2H .0507(e) and will place this project on hold
as incomplete until we receive this additional information, we are requesting (by copy of this letter) that the
U.S. Army Corps of Engineers place your project on administrative hold.
Please provide us with information supporting your position that states your project must be
constructed. Specifically can you submit plans and calculations detailing the sizing, planning, depths,
location and sizes of plunge and exit pools outlet and inlet structures, temporary and permanent pool sizer.
An operation and maintenance agreement will also be needed. Any documentation such as maps and
narrative that you can supply to address alternative designs for your project may be helpful in our review of
your 401 Certification. Also this project will require compensatory mitigation as described in 15A NCAC
2H .0506(h).
Please respond within three weeks of the date of this letter by sending a copy of this information to
me and one copy to Mr. Todd St. John at 733-9584. If we do not hear from you in three weeks, we will
assume that you no longer want to pursue this project and we will consider the project as withdrawn. I can
be reached at 919-733-9646 if you have any questions.
cer
?o R. Dorney
cc: Raleigh DWQ Regional Office -?
File Copy
Central Files
Bill Hamilton; Sungate Design
Raleigh Field Office Corps of Engineers
Wetlands/401 Unit 1621 Mail Service CenterRaleigh, North Carolina 27669-1621
Telephone [phone]FAX # [phone]
An Equal Opportunity Affirmative Action Employer
50% :_c•, lc,? 1r post consumer paper
Sungate Design Group, RA. ENGINEERING • LANDSCAPE ARCHITECTURE • ENVIRONMENTAL
915-A Jones Franklin Road • Raleigh, NC 27606 • e-mail [e-mail] • Phone [phone] • Fax [phone]
March 23, 2000
1.
Mr. John Dorney
N.C. Division of Water Quality
4401 Reedy Creek Road
Raleigh, North Carolina 27607
(iY'oUt' , r•
n W??R Q_UALITf SECTII ` ,
RE: NEOMONDE BAKING COMPANY (Powell Drive, Raleigh, NC)
Dear John:
On behalf of the Owner (Neomonde Associates) and Contractor (Metrocon, Inc.) I am
requesting a progress update regarding the review of the Stormwater Management Plan
submitted for the above reference project. If possible, please contact me with any
information that would assist my clients with their development schedule.
Your attention to this matter is greatly appreciated and please contact me should you have
questions or desire additional information.
f ectfully,
A
k Braxton
Cc: Sam Saleh, Neomonde
Jay Johnson, Metrocon

.,.
ewn
NCDENR
DIVISION OF WATER QUALITY
March 28, 2000
Memorandum To: John Dorney
From: Todd St. John
Subject: Neomonde
Wake County
DWQ# 000109
I have reviewed the stormwater plans for the subject project. Apparently, an e,
detention wetland is proposed. However, l will need plan details regarding siz
planting, depths, locations and sizes of plunge and exit pools, outlet and inlet
temporary and permanent pool sizes as well as calculations. An operation an
maintenance agreement is also required.
Additionally, the stream relocation plan calls for grade control structures an
bank matting. I am concerned that the matting in the streambed may precluc
formation of a riffle pool sequence. Grade control may be adequate for stab
is not clear if mitigation is required for the impacts.
?4)
MEMORANDUM
TO: John Dorney
Non-Discharge Branch
Regional Contact: Charles Brown
WO Supervisor: Ken Schuster
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Neomonde Associates c/o Sam Saleh
Project Number 00 0109
Recvd From APP
Received Date 2/11/00 Recvd By Region
Project Type commercial fill
County Wake
County2
Region Raleigh
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet sm =_
Type Type Impact Score Index Prim. Supp. Basin Req. Req. 0=
26 F-- OO 7 O N F- 27-34-2 F-c -F-NSW 30,402. 0.06
F_ F_ F_ F
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? Q Y Qi N Did you request more info? Q Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y pQ N
Is Mitigation required? p Y Q N Recommendation: Q Issue O Issue/Cond O Deny
Provided by Region: Latitude (ddmmss) 354720
Longitude (ddmmss) 784256
cc: Regional Office
Central Office Page Number 1
Facility Name Neomonde Associates c/o Sam Saleh County Wake
Project Number 00 0109 Regional Contact: Charles Brown
Date:
Comments (continued from page 1):
cc: Regional Office Page Number 2
Central Office
}

DWQ ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT Irj
26
1?- V d7Q?
r:,? S
??
?
a^ {

PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQLgRE:
1) NOTIFICATION TO THE CORPS -OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFCATION
3) COORDINATION WITH TIM NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) COPY-OF THIS COMPLETED FORM TO THE APPROPRIATE
FIELD OFFICE OF THE CORPS OFENOWEERS (SEE AGENCY ADDRESSES SHEET). SEVEN
(7) COPIES MUST BE SENT TO THE NC DIVISION OF WATER r T1
?
OUALITY. ATTN: JOHN DORNEY, 4401 REEDY CREEK ROAD,
RALEIGH. NC 27607. PLEASE PRINT OR TYPE.
1. OANER,SNAME:___ Neomonde Associates
2. MAILING ADDRESS: 3 817 Beryl Rd.
SUBDIVISION NAME
CITY: R a l e i g h STATE: N C ZIP CODE: 7 6 0 7
PROTECT LOCATION ADDRESS, Rx'CLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE): 212 Powell Drive, Raleigh, NC
Lot 6, Etta Burke Park
3. 1ELEPHONE NUMBER: (HOME)
(WORK) 919-828-3225
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:
Mr-Sam Saleh General Partner
3817 Beryl Rd
Raleigh, TIC 27607 Tel.-919-828-3225
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Wake . NEAREST TOWN: R a 1 e i g h_!

SPECIFIC LOCATION (INCLUDE ROAD NZJ1yMF-RS, LANDMARKS. ECT.)
Southwest of North Carolina State Fairgrounds Ralei
600 ft. south of intersection of
and Powell Drive
6 I M P A C T E D OR NEAREST STREAM5ZIVER: Unnamed tributary to Simmons B r a n c h
RIVER BASIN: N e u s e River
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER, (SA),
HIGIi QUALITY WATERS (HQW), OUTSTANDING RESOURSE WATERS {ORW), WATER
SUPPLY (WS•I OR WS-II)? YES ( ) NO ( X ) M YES. EXPLAIN:
7b. IS THE PROJECT LOCATED Wt' - IN A NORTH CAROLINA- DIVISION OF COASTAL
MANAGEMENT AREA OP ENVIROM£N'['AL CONCERN (AEC)? YES ( ) NO ( X )
7c. IF TIC PROJECT, LS LOCATED WITHIN A COASTAL COUNTY (SEE PAGE 7 FOR LIST OF
COASTAL COUNTIES), WHAT LS THE LAND USE PLAN (LUP) DESiGNATTON?
ga. HAVE ANY SEC'T'ION 404 mRMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS
PROJECT? YES ( ) NO (X ) IF YES, PROVIDE AC'T'ION I.D. NUMBER OF PREVIOUS
I'ERMYT AND ANY ADDITIONAL TNFORMAn'ON (INCLUDE PHOTOCOPY OF 401
CERTMCAT'ION):
Eb. ARE ADDITIONAL PERMIT REQUESTS EXPT<CTED FOR THIS PROPERTY IN THE
PCJ'i'URE? YES.( ) NO (X) IF YES.I)ESCME ANTICIPATED WORK:
9a. ESTIMATED TOTAL. NUMBERS OP ACRES IN TRACT OF LAND: 2. 7 3 a c r e s
9b. ES-(MATED TOTAL NUMBER OF ACRES OF WFTLA14DS LOCATED ON PROTECT SITE:
0.08 acres
10a. NUMBER OF'ACRES OE WETLANDS IMPACTED BY TIC PROPOSED PROTECT BY:

FILLING: _ 0. 0 6 4 a c, r e s EXCAVATION:
FLOODING: OTHER :
DRAINAGE : TOTAL ACRES TO BE IMPACTED:
10b_ (1) STREAh4 CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION:
LENGTH BEFORE: FT AFTER: ?S-3 FT
WIDTH BEFORE (based on normal hioh wear concours):
2'-4'
FT
AVERAGE DEP'T'H BEFORE: 1-2' Fi' AFB: Proposed 1-2' FT
(2) STREAM CHANN -L IMPACTS WRL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RF1,OCATION: X PLACEMENT OF PIPE W CHANNEL- ?.
CIiANNEL EXCAVATION: COONSTRUCTION OF A DAM/FI.OODING:
OTHER.
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED
DRAIPIING TO THE POND? WHAT IS THE EXPECTED
POND SURFACE AREA?
12. DISCTIP'IION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL
EQUIPMLNT TO BE USED? (ATTACH PLANS: 81/2 BY 11 DRAWINGS ONLY)
Excavation of relocated channel by track backhoe and
haul truck. Fill of the existing channel and wetlands
by track loader and haul truck.
13. PURPOSE OF PROPOSED WORK: Cor struct an o i ?P /ytarPh?tP
facility
14. STATE REASONS WHY'IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WE71 AND IMPACTS)
The wetlands I-Oc,ation on-sits adyprgg1- i-pacted tho
I

FEB Pr_, '9c? 12-:3::-::F-11
P.13
develop hla ale rpm^ining to allow the site to conform to
the existing city regulations. The site's development layout
was altered to reduce the impacts on the adjacent st-re.am/wetlands.
15. YOU ARE REQUIRED TO CONTACT THE US FISH AND WILDLIFE SERVICE AND/OR
NATIONAL MARINE FISHERIES SERIVE REGARDING THE PRESENCE OF ANY FEDERALY
LISTED OR PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR
CRITICAL HABITAT IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC-PRESERVATION OFFICER
(SHPO) REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE PERMIT AREA
WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE CONTACTED
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OT THE USE OF
PUBLIC (STATE) LAND? YES ( ) NO ( X) (IF NO, GO TO 16)
a. IF YES, DOES THE PROJECT REQUIRE PREPERATION OF AN ENVIRONMENTAL
DOCUMENT PURUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA
ENVIRONMENTAL POLICY ACT? YES ( ) NO( )
b. IF YES, HAS THE DOCUMENT BEEN REFIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE YES ( ) NO ( )
IF ANSWER 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATIONFROM THE STATE
CLEARINGHOUSE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGOETT, DIRECTOR STATE CLEARINGHOUSE, NORT14
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH.
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IP PROPOSED
ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OF FILL MATERIAL INTO
WETLANDS:
a WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, LAKES, AND
PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26, 29,
AND 38). ALL STREAM (INTERMITTENT-AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS SO FEET
OF I INCH EQUALS 100 FEET OF THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED
BYPRODUCT.
c. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE,
d. ATTACK A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED,
e. WHAT IS LAND USE OF SURROUNDING PROPOERTY?
North-Office/warehouse South- Residential '
East- Industrial West - Office/warehouse
? y

f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
City of Raleigh Public Sewer
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WTLANDS OR WATERS OF THE US MAY NOT BE EMPACTF-D PRIOR TO:
I) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF WATER QUALITY
CERTIFICATION, AND
3) (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FRONI THE NORTH
CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL
MANAGEMENT PROGRAM,
OWNER'S/AGENT'S SIGNATURE DATE
(AGENT'S SIGNATUPY, VALID ONLY.
IF AUTHORIZATION LETTER-FROM
THE OWNER IS PROVIDED).
w
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wr
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
' 0.0c-)
IN REPLY REFER TO June 18, 1998
Regulatory Branch
Action ID No. 199820905
Mr. Sam Saleh
3817 Beryl Drive
Raleigh, NC 27607
Dear Mr. Saleh:
On June 17, 1998, Mr. Todd Tugwell of the Raleigh Regulatory
Field Office staff met with your consultant, Mr. James Eisenhardt
of Kimley-Horn and Associates, Inc., at your property on Powell
Road, adjacent to an unnamed tributary to Simmons Branch, in
Raleigh, Wake County, North Carolina. The purpose of this
inspection was to verify the delineation of our regulatory
jurisdiction pursuant to Section 404 of the Clean Water Act.
The inspection revealed that the flagged delineation
conducted by Mr. Wendell Overby of Soil and Environmental
Consultants, Inc., on December 3, 1997, accurately depicts the
boundary of the jurisdiction of Section 404 of the Clean Water
Act on your property. Department of the Army permit
authorization must proceed any placement of excavated or fill
material within any wetlands or waters on your property. Such
activity without authorization would be a violation of Federal
law.
For the purposes of the Corps of Engineers' Regulatory
Program, Title 33, Code of Federal Regulations (CFR), Part 330.6,
published in the Federal Register on November 22, 1991, lists
nationwide permits. Authorization was provided, pursuant to
Section 404 of the Clean Water Act, for discharges of dredged or
fill material into headwaters and isolated waters (nationwide
permit 26). Should the use of nationwide permit 26 be considered
for work on the property, any activity involving less than 1/3
acre of impacts to waters of the U.S., including wetlands, is
authorized, without prior notification to the District Engineer,
provided the conditions of the permit (copy enclosed) are met.
Please note that any discharge into these wetlands or waters
pursuant to that authorization will be limited by the acreage
restriction associated with that permit, to be considered
cumulatively with any past impacts to waters and/or wetlands on
the property. Linear footage restrictions set forth in
nationwide permit 26 regional conditions do not apply to the
stream on the property.
Enclosed are copies of Wetland Determination Forms, providing
specific information obtained at stations on your property. The
data on these forms supports the delineation of wetlands on your
property.
Please note that our regulatory program is subject to change,
as is the physical nature of your property. Therefore, this
letter is valid for a period of time not longer than five years
from the date of issuance, and may be voided at any time should
we determine that the regulations governing our program or
changes in the physical nature of the property warrant such an
action.
Questions
Raleigh Field
extension 26.
or comments may be addressed to Mr. Tugwell,
Office, Regulatory Division, telephone [phone]
Sincerely,
S. Kenneth Jolly
Manager, Raleigh Regulatory
Field Office
Enclosure
Copies Furnished (without enclosure):
Mr. James Eisenhardt
Manager, Environmental Services
Kimley-Horn and Associates, Inc.
Post Office Box 33068
Raleigh, North Carolina 27636-3068
Mr. Wendell Overby
Soil and Environmental Consultant, Inc.
244 West Millbrook Road
Raleigh, North Carolina 27609
2
.1
ex
September 18, 1998
DENR
Mr. Harlan Britt, P.E.
JAMEf B. HUNT.IR: Senior Project Manager
GOV[RNOR
Kimley-Horn and Associates, Inc.
x Post Office Box 33068
S" e
:; .• Raleigh, North Carolina 27636-2000
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
'wAYNC MCDCvrrr .
b:.siCRCTARY - Subject: Neomonde Variance Request
Dear Mr. Britt:
9-:-'JR., PE. oN HOwARO. Thank you for your letter dated August 23, 1998 in which you expressed
' :?1R>=?roR concerns about the Environmental Management Commission's intentions in
ance. We appreciate your bringing this matter to our attention.
granting your vari
• ?: _ As a result of your concerns, the Environmental Management Commission has
t clarified their decisions on the July variance requests. At the beginning of the
Commission's September 9, 1998 meeting (when the Commission was approving
minutes from their July meeting), Dr. Peterson suggested the following
clarification:
"We had on our agenda at the last meeting two requests for variances to
the Neuse rule for the Neuse buffer rules for projects that met the criteria
that we had set up for providing variances. In each case, the projects
failed to include the final engineering for what they were going to do to
p
make up for the lack of the vegetated buffer and how they were going to
. treat the water that otherwise would have been treated by the buffer. So
t that the variance approvals that we recommended were those that were
i = recommended to us by staff and included the requirement that those
complete plans be submitted and approved by staff before construction
could begin on the projects.
?. That was not made sufficiently clear by the motion that I made at that
meeting. And I thought that on Page 11, Item 13, it should be made clear
r that what the motion was (and this was a motion and staff
-
'-= recommendation that had been distributed to all the EMC members in
} }y , advance)... in fact the motion suggested by staff including the proviso
tlr?`,x ,.u?,5 + that the plans be submitted and approved by the department before the
"- variance took effect."

r
P.O. BOX 29535, RALEIGH, NORTH CAROLINA 27626-0535

" - PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY /AFFIRMATIvE ACTION EMPLOYER - 50% RECYCLED/10% POST-CONSUMER PAPER

01,'01/1998 06:06 9198469467 S & EC
DOineation PCr(ornted by: Soil & Lnvironmental Consultants, Inc.
244 1'Vesl Millbrook Mmd 231 160% Avenue NV-,
Valeigh, NC 27609 Hickory, NC 28601
Phone: [phone] Phone: [phone]
DATA FORM
ROUTINE WETLAND 1DETERMINATION
(1987 COI, Wetlands Delincation Manual)
Project/Site: _ /ww?? f2D. _ _ Date: 42-3- `77
.VCaaroNnE ?a CRY County.
Applicant/ON'tier:
Investigator; State: /JL
.. WCN,9Cr. A a Veep -
Do normal circumstances exist on the site?
Is the site significantly disturbed
(A typical situation)?
Is the area a potential problem area?
(If needed, explain on reverse.)
QZE> No Community ID:
Yes 10 Transit ID:
Yes M Plot ID: -
VEGETATION
Dominant P nt Species Stratum ndicator
1. Lyt o p us VI&br N/c yS M-R
2.V16VRNu ivurx»rt s Rv cw
3,/ca?rc .4 J,4,00MtR - V9IVO- fi4c
4t.VIGZ?RN?T oo.Y'ro--i . va
5 , C?,! rPU?S ,2v?? ,'ri4C? fi`?t4
6, FifffY inr(/ P?n/N-? S H,QaB ??
7.??eruSTQym Siwt?IYS? Sy,4vd ?i#[
8.
ominant Plant SPecies
9. AwklS ! 'C_X 1MI A74
1O.Sm?t ?X XDi6'NA.
12P',#ooe_n2ael .4leF -4y/f
13.&-Lw VA ,q
14. Irl G-r-*_11
is. eh?wx SP_ _
16.
Strata indicator
5KRvB fifes
V!r?6r rlf-
V/ow
Fete
HCO - 6 ?L
_51f
Percent of dominant species that are 0131., FACW or FAC (exclud iAg FAC-): g/
Remarks:
HYDROLOGY
Recorded Data (describe in remarks)
Stream, Lake or Tide Gauge
Aerial Photographs
Other
? No Recorded Data Available
Field Observations:
Depth of Surface Water: l (it-I.)
Depth to Free Water in Pit: 04.6 (ill.)
Delith to Saturated Soil
D 7?6 y (ill.)
PAGE 02
Wetland Hydrology Indicators:
Primary Indicators:
? Inundated
? Saturated in Upper 12 Indies
Water Marks
Drift Lines
Sediment Deposits
Drainage Patterns in Wetlands
Gonda Indicators: (2 or more required)
_ ? Oxidtzed Root Cliannels in
Upper 12 Indies
? Water-Stained Leaves
Local Soil Survey Data
FAC Neutral Test
Other (explain in remarks)
Remarks-.
a0 - U1 / A. J J..+
SC)II.S ?'•
M.-tp Unit Name
(Series and Phase): ?? ctc?l{eB' : Drainage Class: aor?
' Field Observations
Taxonomy (Subgroup): --Tv-4;,C-. Cord irm Mapped Type? No
Profile Descript
Depth Matrix Color Mottle Colors Mottle
unsell Moist) (Munsell Moist) Abundance/Contrast
(ins,) Horizon .
tM'
0r Act
ro - 12f Sw?_ /O Y12? G?f . 7 S YR 5/4
jydric Soil Indicators:
Texture4 Concretions,
St uct? ure etc._
H istosol Concretions
1-listic Epipedon high Organic Content in Surface Layer in Sandy Solt
Sulfidic Odor Organic Streaking in Sandy Soils
? Aquic Moisture Regime ? Listed on Local. Hydric Soils List
r Reducing Conditions ? Listed on National Hydric Soils List
v_. Cleyed or low-Chroma Colors Other (explain fa remarks)
Remarks:
Wetland Determination
(circle yes or no)
Hydrophytic Vegetation Present? (SP No
Wetland Hydrology Present? (gP No
Hydric Soils Present? ' No
Is This Sampling Point Within a Wetland? a No
Remarks:
-

palincattorn Performrd by: Soil do l:nvironn.cnlal Consultants, lne.
244 1ti?CSt Klilll,rook triad 2311601% Avenue NC
ralcigk, NC ZM9 Hickory, NC 28601
I'llone: [phone] Phone. [phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COC N'Vc(laods 1]clincxlion Manual)
Project/Site: Powe'Li 1?_n._ _ _ Date: ?a-3-•y7
Applicant/Owner: NCcr"0-!-> BAKERY County: l,.AKE
Investigator: ws?jni-L..1- CV&9 r y State: .HG
Do normal circumstances exist on the site? 1 No
Is the site significantly disturbed
(A typical situation)? Yes 4c
Is the area a potential problem area? Yes
(if needed, explain'on reverse.)
VEGETATION
Dominant Plant Species Stratum ndicator
1. iNUS TA49'oA' A

2. U&MC&S A46-4 •-tR L-E k:
3. L_d t/rC9VA JAI`bNICA V/NE FAc
4, L?R?? D?v??'i7?4?lRat>F '1R6f _Ed.C_
5 r Qvwobw MR4GFL'A -WeF-o Mcl-
6. A RWRu -- •'rRelr r&-
7-
8.
Community ID:
Transit ID:
Plot ID:
Dominant Plant Species
9.
10.
11.
I2.
13.
14.
15.
16.
lratum Indicator
Percent of docnittant species tliat are OBL, FACW or CAC (excludinS 1=AC-):
. Remarks:
HYDROLOGY
recorded Data (describe in remarks)
Stregim, Lake or Tide Gauge
Aerial Photographs
Other
No-Recorded Data Available
Field Observations:
Depth of Surface Water: N/R (in.)
Depth to Free Water in Pil: _,v1A (i11)
?d
Depth to Saturated Soil: N (in )
Wetland Ijydrology lndicatars:
Prio,ary Iid'ce ors:
Inundated
Saturated in Upper 12 Inches
Water Marks
Drift Lines
Sediment Deposits
Drainage Patterns in Wetlands
onda l lndi ato : (2 or more iedu(red)
Oxidized Root Channels in
Upper 12 Inches
water-Stained Leaves
LLocal Soil Survey Data
FAC Neutral Test
Other (explain in ren.arks)
Remarks:
Afo /NU/CA7og
s OF 1?y?RuLGdy ?? UPLAND
? " dV/ VaI aJJV vv. ..v ?_?.+?..?..+? 1"MVL V..!
Mali Unit Name
(Series aad Phase): Drainage Class: UJQ?( ..... .
Meld Observations
Taxonomy (Subgroup): h 66414 lit 464 if Cvi tr:xt Mapped Type? No
Profile Description:
Ec:Plh
(j!)s.) Horizon
LiE
f
Matrix Color
Mansell Moist)
? -
LoYR
ory?
H yd ric Soil Indicators:
Mottle Colors Mottle
(Munse 1 Moist) Abpndance/Contrast
Texture, Concret;iorss,
Structure etc.
SAL
C?
H istosol Concretions
Histic Gpipedon High Qrgazuc Content In Surface Layer in Sandy Soil
Sulfidic Odor Organic Strca"-ip, in Sandy Soils
Aquic h4oisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleycd or Loy.'-Chroma Colors Other (explain, in remarks)
Remarks:
No HYpRiG S01c /NDieAr ?S IN 0/°L/9ND.S ,
Wedand Determination
(circle yes or no)
Hydrophytic Vegetation Present? No
Wetland Hydrology Present? Yes - CW
Hydric Soils Present? Yes MP
Is This SamplinG point Within a Wetland? Yes Q>
Remarks:
SSP

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?locT
Attachment
cc: Corps of Engineers Raleigh Feld Office
Raleigh DWQ Regional Office
File copy
Central Files
Raleigh Division of Land Resources
Todd St. John
Frank Braxton; Sungate Design Group
'h
.4F
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
r4i;2i
James B. Hunt, Jr., Governor NC ENR
Bill Holman, Secretary NORTH CAROLINA DEPARTMENT OF
Kerr T. Stevens, Director ENVIRONMENT AND NATURAL RESOURCES
June 23, 2000
Wake County
Mr. Sam Saleh DWQ Project #: 000109
APPROVAL OF 401Quality Certification and ADDITIONAL CONDITIONS and Neuse River Buffer Rules
Neomonde Associates
3817 Beryl Road
Raleigh, NC 27607
Dear Saleh:
You have our approval, in accordance with the attached conditions and those listed below, to place fill material in 264 linear feet of
streams, for the purpose of constructing an officelwarehouse complex at lot 6, Etta Burke Park, as you described in your application dated
February 11, 2000. After reviewing your application, we have decided that this fill is covered by General Water Quality Certification Number
3108. This certification allows you to use Nationwide Permit Number 26 when the Corps of Engineers issues it. This approval is also valid for
the Neuse River buffer rules (15A NCAC 2B .033). In addition, you should get any other federal, state or local permits before you go ahead
with your project including (but not limited to) Sediment and Erosion Control, Coastal Stormwater. Non-Discharge and Water Supply
Watershed regulations. This approval will expire when the accompanying 404 or CAMA permit expires unless otherwise specified in the
General Certification.
This approval is only valid for the purpose and design that you described in your application except as modified b! law. 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 wetland fills for this project
(now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h) (6) and (7). This
approval shall expire when the corresponding Nationwide Permit expires or as otherwise provided in the General Certification. For this
approval to be valid, you must follow the conditions listed in the attached certification and any additional conditions listed below.
I . Deed notifications or similar mechanisms shall be placed on all remaining jurisdictional wetlands and waters or areas within 50 feet of all
streams and ponds to notify the state in order to assure compliance for future wetland and/or water impact. These mechanisms shall be
put in place within 30 days of the date of this letter or the issuance of the 404 Permit (whichever is later).
2. Stormwater shall be directed to flow at non-erosive velocities across the entire protected stream buffers.
3. An additional condition is that the stormwater management plan for stormwater runoff using an extended detention wetland as outlined in
your submittal of June 16. 2000 must be implemented. The Operation and Maintenance Agreement must be resubmitted to DWQ for
written approval. It must contain a sediment removal schedule that applies to the wetland design in regards to maintenance of proper
depths in the 0"-9" and 9"-l8" zones. It must also include statements/schedules regarding the establishment and maintenance of the
proposed wetland plants. Also, outlet details must be submitted for written approval by this Office. Also, before any permanent building is
occupied at the subject site, the stormwater facilities, as approved by this Office, shall be constructed and operational, and the stormwater
management plan, as approved by this Office, shall be implemented.
4. The stream relocation shall be built according to the approved plans before any permanent building on the site is occupied. If the stream
relocation becomes unstable, the stream shall be repaired or stabilized using only natural channel design techniques. Rip rap and other
hard structures may only be used as temporary repairs if required by the Division of Land Resources. Additionally, all repair designs must
be submitted to and receive written approval from this Office before the repair work is performed. If any of the relocated portion of the
stream is used as mitigation for stream impacts, that portion shall be preserved in perpetuity through an easement or some other legally
binding mechanism.
If you do not accept any of the conditions of this certification, 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, P.O. Box 27447, Raleigh, N.C. 276 1 1-7447. This certification and its conditions are
final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have any questions,
please telephone John Dorney at 919-733-9646.
Sin I FILE(a
sevens
Division of Water Quality • Non-Discharge Branch
1621 Mail Service Center Raleigh NC 27669-1621 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer
50% recycled/10% post consumer paper
SUNGATE
DEStiN GROUP, P.A.
915A JONES FRANKLIN ROAD • ' t?
RALEIGH, NORTH CAROLINA 27606 r
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919-859-2243 • FAX [phone]
TO
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NC.'D e?NIZ - "DION<* of Wa Pgain
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TLa LI- t ct 4 ) t4 • t.. 2-1(0(c9 - 16 Z.i
WE ARE SENDING YOU Attached ? Under separate cover via
? Shop drawings ? Prints ? Plans
? Copy of letter ? Change order ?
COPIES DATE NO. DESCRIPTION
o , - t LQ ;z::, --- W w-?ps .
THESE ARE TRANSMITTED as checked below:
? For approval
? For your use
x As requested
? For review and comment
? FORBIDS DUE

REMARKS
? Approved as submitted
? Approved as noted
? Returned for corrections
? Resubmit copies for approval
? Submit copies for distribution
? Return corrected prints
? PRINTS RETURNED AFTER LOAN TO US

COPY TO
SIGNED: TTLOA L --6 (.sxT°a
if enclosures are not as noted, kindly notify us at once.

DATE (V
1 Q JOB NO.
ATTENTION
RE: r^
?'oM ?k 0? 55 oc.i ??. tZ
61JL 1) ?lD 1

the following items:
? Samples ? Specifications
P
.. ROBERT J RAMSEUR JR 19198286147 09/08 '00 01:05 NO.298 02f07
Prepared by and holdfor:
Hobert J. Ramseur, Jr.
attorney at Law
211 Six Forks Road, Suite 222 Wake Covnty.NC zt
Raleigh, North Carolina 27609 Laura K Riddick. R*platar or ossda i Gc
Preastt?d b Rlcordvd 09/02,1ZM 03:50: „F •>?
Excise Tax Stamps: $372.00 5t4t• Of NC Raul E,tat¦ Exclue Tax t Z
Book
Parcel Identification Number: 00206617 e"840 Paps : 02934 - 02639
Description for the Index: Lot 6, Floyd Property
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this the _ (n- day of August, 2000, by and between,
Neomonde Associates, L.L.C., a North Carolina Limited Liability Company,
hereinafter Grantor; and
JTC Company, L.L.C., a North Carolina Limited Liability Company
whose address is 39QQ Hemsbury Way, Raleigh, North Carolina 27612,
hereinafter Grantee.
(The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns,
and shall include singular, plural, masculine, feminine or neuter as required by context.)
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the
receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and
convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in the County
of Wake, North. Carolina, and being more particularly described in Exhibit "A" which is attached
hereto and incorporated herein by reference for a more complete and accurate description.
The aforementioned property was acquired by the Grantor by deeds recorded in Book
8368, Page 843 and Book 6357, page 103, Wake County Registry.
TO HAVE AND TO HOLD the aforesaid lot and parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that the Grantor is seized of the premises in
fee simple, has the right to convey the same in fee simple, that title is marketable and free and
clear of all encumbrances, and that the Grantor will warrant and defend the title against the
------------- -----------
ROBERT J RAMSEUR JR 1919828614( 09/08 '00 01:06 NO.298 03/07
lawful claims of all persons whomsoever. Title to the property hereinabove described is subject
to the following exceptions:
1. Ordinary restrictions, easements, and rights of way of record and utility lines,
easements and rights of way in existence over, under, or upon the above-described
property.
2. Aid Valorem taxes for the year 2000, not yet due or payable.
3. This conveyance is made subject to certain wetlands regulations promulgated by the
State of North Carolina and the North Carolina Department of Environment and
.L v
Natural Resources Division of Water Quality. In accordance with these regulations, a
Wetlands 401 Certification is attached as Exhibit "B" and is incorporated herein by
reference.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, the day and
year first above written.
NEOMONDE ASSOCIATES, L.L.C.
BY: Member
SEAL)
(SEAL)
BY: Member

If
ROBERT J RAMSEUR JR
19198286147 09/08 '00 01:06 NO.298 04/07
STATE OF NORTH CAROLINA
COUNTY OF WAKE
1, Robert J. Ramseur, Jr., a Notary Public for the State of North Carolina and County of
Onslow, do hereby certify that Sam SaJeh, Member ofNeomonde Associates, L.L.C., a North
Carolina Limited Liability Company personally appeared before me this day and being duly
sworn acknowledged the due execution of the foregoing instrument.
Witness my hand and official, seal, this the -t T day of August, 2000,
`0\\ 111 i I I1I !f/I/iii
`????? pti A M ECG i/i?f/ •
(SEAL) .,.... . ,• •? Notary Pu FIc y--
m = My Commission expires: 7-09-01
O
'/ 4'/ s! 0111111E
ROBERT J RAMSEUR JR
19198286147 09/08 '00 01:07 NO.298 05/07
EXHIBIT A
BEGINNING AT an existing iron pipe located at the southwestern corner of Tract A as shown
on that map recorded in Book of Maps 1987, Page 1979, Wake County Registry; runs thence
along the southern line of the aforementioned Tract A North 63 degrees 01 minutes 16 seconds
-East 523.52 feet to an existing iron pipe located in the western right of way fine of Powell Drive,
being a sixty foot (60') right of way; runs thence along the western right of way line of Powell
Drive South 32 degrees 47 minutes 49 seconds East 223.81 feet to an existing iron pipe; runs
thence South 63 degrees 00 r inut& 00 seconds West 546.21 feet to a point; runs thence North
26 degrees 58 minutes 44 seconds West 222.86 feet to an existing iron pipe, said pipe being the
point and place of BEGINNING and BEING ALL OF Lot 6, containing 2.73 5 acres, as shown
on a snap entitled "Subdivision of Floyd. Property" prepared by Niall Gillespie, R.L.S. and
recorded in Book of Maps 1994, Page 1730, Wake County Registry.

ROBERT J RAMSEUR JR
, L.L.C., Grantee
EXHIBIT B
"A, portion of this lot has been determined
alteration of this wetland shall conform to the
regulatory wetland. Any subsequent fill or rce at the
requirements of the state wetlands rules adopted by thvzs ?? is to t event additionalowetland fill,
time of the proposed alteration. The intent of this pro p
.
so the property owner should not assume that a future application for fill would be approved application pertaining to said
The property owner shall reporthe nded to ensure continued compliance with wetland rules
wetland rules. This covenant is
anbenefits may be enforced by the State d shall be binding on all parties and o
adopted by the State of North Carolina and, therefore,
land
North Carolina. This covenant`as to°;ln with the
persons claiming under them."
Grantor: Ncomonde Associates, L.L.C.
3817 Beryl Road
Raleigh, North Carolina 27606
Grantee: JTC Company, L.L.C.
3900 Hemsbury Way
Raleigh, North Caroling 27612
gY: Neomonde Associates, L.L.C., Grantor
---------------------
gy: Neomonde Associates, L.L.C., Grantor

By: JTC?Mr
BY. JTC
it BY C
19198286147 09/08 00 01:07 NO.298 06107
L.L.C., Grantee
C7b1,?J
L.L.C., Grantee

ern
NCDENR
DIVISION OF WATER QUALITY
June 22, 2000
Memorandum To: John Dorney
From: Todd St. John
Subject: Neomonde r r
Wake County aC
DWQ# 000109 42P
/(asfar !'ev I ' b7(,
I have reviewed the stormwater management plan m relocation plan for
the subject facility and I believe we can issue the 401 WQ as the stream and
stormwater plans are concerned) with the following conditions:
o?

1) The Operation and Maintenance Agreement for the tended.defention wetland must
be re-submitted to this Office for written approva . It must contain a sediment'
%removal schedule that applies to the wetland design in regards to maintenance of
proper depths in the 0"-9" and 9"-18" zones. It must also include
statements/schedules regarding the establishment and maintenance of the proposed
wetland lants. Also, outlet details must be submitted for written approval by this
- ice.--
2) The stream relocation shall be built according to the approved plans before any '-?
permanent building on the site is occupied. If the stream relocation becomes unstable,
the stream shall be repaired or stabilized using only natural channel design
techniques. Rip rap and other hard structures may only be used as temporary repairs if
required by the Division of Land Resources. Additionally, all repair designs must be
submitted to and receive written approval from this Office before the repair work is
performed. If any of the relocated portion of the stream is used as mitigation for
stream impacts, that portion shall be preserved in perpetuity through an easement or
some other legally binding mechanism.
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
e??
NCDENR
Division of Water Quality
May 22, 2000
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Mr. Sam Saleh
Neomonde Associates
3817 Beryl Road
Raleigh, NC 27607
Subject: Neomonde
DWQ Project No. 000109
Wake County
Dear Mr. Selaeh:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined
that additional information is necessary to complete the technical review process. The required additional
information is as follows:
Permanent Water Quality Pool
The submitted design does not meet the Division criteria for permanent water quality pool surface
area of approximately 4700 based on a SA/DA ratio of 2.61 and a drainage area of 4.15 acres. Please
modify the plans to reflect any necessary changes.
Also, extended detention wetlands should have a forebay that is 3 feet deep and 15% of the surface
area, an exit pool of similar dimensions. The remainder of the wetland should be 0-9 inches deep for
35% of the surface area and 9-18 inches deep for the remainder. Additionally, the wetland should be
contoured to maximize flow path (as opposed to maintaining the deepest point in the center and
shallow areas all around the margins as shown in the plans).
2. Draw Down Orifice Outlet
Please provide plan details, including a longitudinal cross section, for the outlet.
3. Trash Guard
Unprotected weir structures will experience clogging problems and increase the maintenance effort
required to keep the basin functioning properly. The Division recommended that a trash guard be
fitted on weir structures to prevent floating debris from interfering with performance.
Access
Access to the pond must be adequate to allow for maintenance of the basin and associated structures.
Please specify access routes on the engineering plans.
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
SUNGATE
DESIGN GROUP, P.A.
915A JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
919-859-2243 9 FAX [phone]
TO .1 -
- -,I X:' ? P% - e L c.,* -4&,f -?

THESE ARE TRANSMITTED as checked below: copies for approval
? Approved as submitted ? Resubmit
Y For approval
? Submit copies for distribution
? For your use ? Approved as noted
corrected prints
? As requested ? Returned for corrections ? Return
>
For review and comment F1
? PRINTS RETURNED AFTER LOAN TO US
El FOR BIDS DUE
REMARKS

COPY TO
SIGNED
if enclosures are not as noted. kindly notify us at once.
M44M @[? CMC M1010vul l
the following items:
WE ARE SENDING YOU Ix Attached ? Under separate cover via
? Plans ? Samples ? Specifications
? Shop drawings ? Prints
? Copy of letter ? Change order ?
ALO- Sungate Design Group, RA, ENGINEERING • LANDSCAPE ARCHITECTURE • ENVIRONMENTAL
915-A Jones Franklin Road • Raleigh, NC 27606 • e-mail sungateCamindspring.com • Phone [phone] • Fax [phone]
June 15, 2000
Mr. John Dorney
Wetlands Unit Supervisor
NC DENR
Division of Water Quality
4401 Reedy Creek Road
Raleigh, NC 27607
RE: POWELL DRIVE OFFICE BUILDING, NEOMONDE ASSOCIATES
DWQ PROJECT # 000109, WAKE COUNTY
Dear John:
We have addressed the Wetlands Unit Staff review comments contained in your
letter dated 5/22/00. The Plans and Application have been revised to reflect our changes
and herewith resubmitted for your review. Additionally, the following is our response to
each of the staff s comments:
1. The permanent pool surface area has been revised to 5,006 SF based on a DA of
4.15 acres and an SA/DA ratio of 2.61. The pool shape has been altered to
maximize flow path and subdivide the surface area into the following depths: 0-
9"- 1,749 SF (35%), 9"-18"- 1,752 SF (35%), Forebay- 750 SF (15%) and Outlet
Pool- 755 SF (15%).
2. The draw down device is a single 11/2" galvanized pipe connected to the top of a
concrete block pier and extended through the pond dam. The inlet end is turned
down to prohibit clogging by floating debris. A detail of this device is shown on
plan sheet SD-4.
3. The primary outlet for this pond is a 25 feet long weir cut through the pond dam.
Due to the size of this structure, a weir was selected in lieu of a typical riser barrel
and culvert. The site constraints and post hydrograph indicate that a riser barrel
and culvert would provide minor outlet flow prior to topping the weir crest.
A trash guard fitted on a spillway (weir) would inhibit the free flow and
accumulation behind the weir may cause dam overtop and or breach. No trash
guard devise is proposed.
4. This site is a single ownership project on a single lot. The owner is responsible
for the maintenance and operation and has direct access to all portion of the
proposed pond. A maintenance access route is shown on the plans.
5. The operation and maintenance agreement contained within the Wetland
Detention Basin Supplement is included with this submittal. This agreement is
signed by the responsible party and notarized. If a separate agreement is required,
please provide me with an acceptable prototype.
6. The vortex weirs have been changed to rock and cross vanes.
Your attention to this project is greatly appreciated and please call should you have
questions or desire additional information.
Si' ?e?relyy,,
Frank Braxton
Cc: Sam Saleh Neomonde Associates
Jay Johnson, Metrocon
wvv`16
SDG
w AL-
APR-19-00 03:45 PM SUNGATE.DESIGN.GROUP
6
SUNGATE DESIGN GROUP
915-A JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
[phone]
FAX: [phone]
T0: 0-kt'
FROM:,,,
NO.OF PAGES: 2
_
(INCLUDING COVER SHEET)
COMMENTS:
659 6259 P.01
- - DATE: 17, 0 Zl
FAX #: -??
TIME:

URGENT
PLEASE ACKNOWLEDGE RECEIPT
PLEASE CALL ME
PLEASE FORWARD TO:
PLEASE NOTIFY:
4 ?oo pry *wlial qc,/oklM,
APR-19-00 03:45 PM SUNGATE.DESIGN.GROUP 959 6238 P.02
i
f
i ,
M
Sun
gate Design Group, PA. LW.;WUmW, • AKNCI1frECIURE.t
915-A JC)nes Franklin Road # Ralolph, NC 27606 - email sungale0mindsprino.com - Phone [phone] -Fax [phone]
April 19, 2000
Mr, John Dorney
NCDENR
Division of Water Quality
Wetlands/401 Unit
1621 Mail Service Center
Ralciph, NC 27669-1621
1'dV?
RE. DWQ PROJECT #000109, POWELL DRIVE PROJECT
NEOMODE ASSOCIATES, RALEIGH, NC
Dear Mr, Dorncy:
I have received your correspondence of 4/3/00 to Mr. Sam Saleh regarding the
supporting documentation for the above referenced project. I am proceeding with final
design/calculations and anticipate subr?1ittal during the first week of May. Additionally, I
have contacted Mr. Todd St. John with this information/schedule and he suggested that I
submit this letter for your reference-
I appreciate your attention to this project and please call should you have
questions or desire additional information.
Sin rely,
Frank Braxton
Cc: Sam Saleh. Ncomode Associates