20071306 Ver 1_401 Application_20070707

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ATC Associates of North Carolina, PC
2725 E. Millbrook Rd Suite 121 Raleigh, NC 27604
Phone:[phone] Fax:[phone]
www.atcassociates.com
July 20, 2007
NCDENR
Division of Water Quality
401/Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Via hand delivery
2321 Crabtree Blvd., Suite 250,
Raleigh, NC 27604
919-733-1786
Reference: Neuse River Buffer Rules Submittal
Fairview Shopping Center
Middle Creek/Neuse River Basin
Town of Cary
Wake County, North Carolina
ATC Project # 45.29958.0005
07-1306
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Note: this submittal is Neuse River Buffers impact only. No stream or wetland
impact is proposed.
Ladies and Gentlemen:
' As authorized by LBJ Cary Associates, Mr. Benjamin V. Wilson, P.E. of ATC
Associates has prepared the 401/404 documents for the above referenced site for
impacts to the Neuse River Buffers at the site.
' Benjamin V. Wilson, P.E. visited the site observed the site and the low lying areas. The
site has been previously delineated by others and the stream and wetlands areas
confirmed by the Corps of Engineers (COE) and the North Carolina Division of Water
Quality (NCDWQ). There is a stream at the southwest corner of the site which was
surveyed and is shown on the proposed plans. Based on our site observations we
' concur with the survey on the attached construction drawings.
The site is located in the Camp Branch Middle Creek watershed in the Neuse River
' Basin and therefore is subject to the Neuse River Rules which require a 50 feet buffer
on each side of all streams.
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' Buffer Impacts for Fairview Shopping Center
Middle Creek/Neuse River Basin -Town of Cary, NC
' July 20, 2007- Page 2

' Based on the wetlands and stream delineation and the confirmation by the Corps an
NCDWQ there will be no impacts to wetlands at the property and no stream impacts.
There will be 7,375 square feet of impacts to the buffers which is allowed under the rules.
' All possible design steps were made to minimize impacts at the property. Construction
drawings and color maps with locations of the stream and impact areas for the buffer
areas at the proposed project are enclosed with this letter.
' Please contact Ben Wilson at [phone] or [phone] if you have any
questions or if we can be of further service.
' Respectfully,
' ATC ASSOCIATES OF NORTH CAROLINA, PC
.~
Benjamin V. Wilson, P.E.
' Principal Engineer
' Attachments: Seven (7) Copies
401/404 Permit Application with Agent Authorization Form,
Maps and Drawings.
' Storm Water Calculations Report
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Office Use Only: Form Version March OS
07-~~p6
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
^ Section 404 Permit ~ Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
^ 401 Water Quality Certification ^ Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested:
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ^
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ^
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check ~ ~ra
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IL Applicant Information l'"~~ ~y
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1. Owner/Applicant Information ~ ~ .,~;,,~;-o~~
Name: ~{~ % ~ ~ ~jL "~ P~~SC C . l-J~ ~ ~ `~ ~ ~. C_ ~~a ~ ~'~ ~jnrr~,~,F,;~ rr? ~R~AacH
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: ~i= b~.~ ~ €~~ ~ ~' t,-
Company Affiliation: ~'~.- I ~' ~~~'~~ ~ ~ 1~~~ ~;
Mailing Address: ~ 7 Z t-; ~ 1~I ! 1. ~ f~3o~<< ~. ~ ~ `" ~ (i E` : Z ~
Telephone Number: ~ ~ ~ ' c i ~ - C ~~ `~'=~` Fax Number: ~~- ~~=. J ~ ~ - C~ =~ ~~`~
E-mail Address: t~,~J t`~c-~~ ~ ~= ~~--~~-~c_~~~;` c i~:.~~~ ~~, ,,`
Page 5 of 12
Telephone Number: ~~ ~ - <='`° ~~ -C' ~' ~ ~ Fax Number: '~~ - ' ~ ~: L - ~L•- %i
E-mail Address:

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Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: ~--_~'•, G~=.'...' "_- ~w.-s - ~i `'~-` =~', t , ~~ ~I~-p.; ~ ~ i<,.
2. T.LP. Project Number or State Project Number (NCDOT Only): " ~ ~=.
3. Property Identification Number (Tax PIN): G 7(c~CJ7 7'~~54~ ;C~~7(a~ ~~~C°~~
~~7~~7~7~~Z~
4. Location
County: ~~/~ck~ Nearest Town: ~~~ `(
Subdivision name (include phase/lot number): /'`~ ~
Directions to site (include road numbers/names, landmarks, etc.):
Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.) ,
Decimal Degrees (6 digits minimum): ~ ~ °N ?~_r W
~~~~, ~~ 17 v N" 7~ ` 777
6. Property size (acres): ~ ~
7. Name of nearest receiving body of water: C=f*~~~ (~~ ~~K
8. River Basin: nl El1`~(~ ~? i v~ ~~ ~~~~ i
(Note -this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: ~~~~ ~-~lTf= 4 S i%'~~l ~1.~- i C1...E=Pc1E~1~

Page 6 of 12

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10. D-e-s~cri~be t~h~e overall project in detail, including the type of equipment to be used:
6~-==1~ \~lLt.~ F~~ ~?~-~I ~"t~~~-1'~ /~ ~ /A S'i-~c t"'~'~,~i~t ~~E~ha~1~
©IC.A~- G~'JS i ('~-l,) C,~l~>°~ L-~ ~.:v 11"~ ~T \1(I 1~- ~E c?~~~
1 l .Explain the purpose of the proposed work: T(1~ ~ i~'(~%;~:' [S cr*;.1 w1~t~C (nL
Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. r~~~,I~D~IJ ~~
Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
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Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
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1. Provide a written description of the proposed impacts:~/~~, li~('~iist-~i~2.
_~~~~' c~ S 1~[F_ . T ~c"l~. ~ ~l~ l.__ ICE ~ `~~CI~~~ c=' ~..
~~I t%~~ P (? S ~ ~~'A7" i S ~ ~~-iC+~~/C'~i C-~'~ F l i.._t_ mix/ i ~-i_- t~ 1~'IL~C ~ ~ ~~l
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~~^~ II~ D- ~ ~ Page 7 of 12 ,~. ,~ ,-

2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.

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Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
(yes/no) Distance to
Nearest
Stream
(linear feet) Area of
Impact
(acres)
NIC~i/

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property:
1

4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage. multiply leneth X width. then divide by 43.560.
Stream Impact
Number
indicate on ma
Stream Name
Type of Impact
Perennial or
Intermittent? Average
Stream Width
Before Im act Impact
Length
linear feef Area of
Impact
acres
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Total Stream Impact (by length and acreage)
' S. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dred~in~, flooding, drainage, bulkheads, etc.
Open Water Impact

Site Number
(indicate on ma)
Name of Waterbody
(if applicable)

Type of Impact Type of Waterbody

(lake, pond, estuary, sound, bay,
ocean, etc.) Area of

Impact
(acres)
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Total Open Water Impact (acres)
Page 8 of 12

List the cumulative impact to all Waters of the U.S. resulting from the project:

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Stream Impact (acres): C
Wetland Impact (acres): C
Open Water Impact (acres): -
Total Impact to Waters of the U.S. (acres)
Total Stream Impact (linear feet): ~~
Isolated Waters
Do any isolated waters exist on the property? ^ Yes ~No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation (~~
If construction and is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ^ uplands ^ stream ^ wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond:
Impact Justification (Avoidance and Minimization)
Expected pond surface area:
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
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VIII. Mitigation
' DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 4 of 12

USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
' and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
_ stil ~
i 2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.ush~~rp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): ~t~
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount ofNon-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
' Page ] 0 of 12

IX. Environmental Documentation (required by DV4'Q)
' 1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ^ No
' 2. if yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether aNEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ^ No ^
' 3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ^ No ^
' X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated v, ith the project. The applicant must also provide
' justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
t 1. Will the project impact protected riparian buffers identified within I SA NCAC 2B .0233
(Meuse), 1 SA NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 1 ~A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
' identify NEU:S~~ )? Yes ~' No ^
2. If "yes'', identify the square feet and acreage of impact to each zone of the riparian buffers.
' if buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multi tiers.
Zone* Impact 1v4ultiplier Required
(square feet) Miti anon
1 3 (2 for Catawba) ~
~ ZC} ~ t .5 c~
Total "~~ C~
' Zone 1 extends out 30 fee perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 fee[ from the edge of Zone 1.
' 3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. ~,/f~

Page 1 1 of 12

XL Stormwater (required by DWQ)
' Describe impervious acreage (existing and proposed) versus total acreage an the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. ~ x15 (~~~ 1Nl C~EX'~ w~ 5' -~ ~`
' XII. Sewage Disposal (required by DVVQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
' wastewater generated from the proposed project, or available capacity of the subject facility.
`~/ss.5 t~ ~~~~ -('c {~~ PISS-~~'~.~,~ _~ pG~ ~.tiJ --
' XIII. Violations (re uired by DWQ)
q
' Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .000) or any Buffer Rules?
I'es ^ No '~"
Is this an after-the-fact permit application? Yes ^ No
XIV. Cumulative Impacts (required by DWQ)
' Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No ,~
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of ~~'ater Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
' XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
' construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated uv ith construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
ti ~
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p ant/Agent's Signature Date
' (Agent's signature is valid only if an authorization letter from the applicant is provided.)
' Page 12 of 12

SITC
SOURCE: MapQuest
IVVK I M
SITE LOCATION
Wetlands and Stream Permitting
Fairview Shopping Center
Wake County, North Carolina
ATC PROJECT NO.
45.29958.0005
SCALE: NOTED
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~~

I SOURCE: Wake County GIS
Scale: Noted
SITE AERIAL
Wetlands and Stream Permitting
Fairview Shopping Center
Wake County, North Carolina
ATC PROJECT NO.
45.29958.0005
SCALE: NOTED
~ v~ ~ ~ ~~vr~ ~ n ~

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SOURCE: Wake County GIS
Scale: Noted
Contours: 5 feet
BORING LOCATIONS
Wetlands and Stream Permitting
Fairview Shopping Center
Wake County, North Carolina
ATC PROJECT NO.
45.29958.0005
SCALE: NOTED

I SITE
USGS Topo Map
~ SOURCE: Topozone
USGS Topo Map
Wetlands and Stream Permitting
Fairview Shopping Center
Wake County, North Carolina
ATC PROJECT NO.
45.29958.0005
SCALE: NOTED

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SITE USDA Soil Survey Map
SOURCE: Topozone
USDA Soil Survey Map
ATC PROJECT NO. Y
Wetlands and Stream Permitting 45.29958.0005
Fairview Shopping Center SCALE: NOTED
Wake County, North Carolina

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Date: (~~- 7v , 2007
,~~s
Agent Authorization & Permission to Enter Property for the
Fairview Shopping Center
Wake County Property PIN#s 0760775356, 07060770010, and
07060771323
Located on the southeast quadrant of Ten Ten Road and Holly Springs Road
in Cary, North Carolina
To Whom It May Concern:
This letter serves as authorization for Benjamin V. V4'ilson, P.E. of ATC Associates to act
as the agent for the o~mer for the purpose of obtaining 404 wetlands permits and 401
stream permits from the NCDENR Water Quality Section and The US Army Corps of
Engineers for the above referenced property.
This letter also serves as authorization for personnel from the North Carolina Division of
Vl~'ater Quality and U.S. Army Corp of Engineers to enter my property with Benjamin V.
Wilson, P.E. for the purpose of confirming the location of streams and wetlands
information contained in the 404/401 permit applications only.
Respectfully,
CompanJ' _ L~J ~=~'1%'7'_~';~'S-::; t~lfi~"~ Vii. ~-

Title: ~~~? t r4~ ~~~-
Address: ~ ~ ~
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_
Phone: < <^-g ~ ' - ~ ~~ _
Fax: c ~ _ ,~ ,_ ~ ~

Signed: ~~~
~ ~=~_~"
(?t~' r r f 1e ov eferenced Property
1

Hugh J. Gilleece, III ~ Associates, P.A.
Consulting Engineers
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Drainage Report
for
Site Plan Appr®val
®f
~~~1"`'1~'`'~' ~®~I1®IlS
Tenrl'en Rd & Holly Springs t2d
Car}~, North Carolia~a
Prepared For
LBJ Cary Associates, Inc.
875 Walnut St, Suite 360
Cary, North Carolina 27511
?an.l?,2007
875 Walnut Street, Suite 360
Cary, North Carolina 27511
[phone]
Fax [phone]
[e-mail]
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Fairview Commons
Drainage Report
Table of Contents
Nitrogen Control Form ................................................................................................. 3
General .............................................................................................................................. 4
C Factors ........................................................................................................................... 4
Retention Pond Calculations .............................................................................................. 4
Storm Drainage Flows Before and After Construction ........................................................ 5
Water Quality: Nitrogen Control ............... . .................................................................:.... 6
Appendix ........................................................................................................................... 8
2

Nitrogen Control Pla^
Commercial/IndustriaURcsidential Sites v~ith Known Impervious Area
' Part I Riparian Buffers:
Area includes riparian buffers?
If yes, (x] 50 foot
River Basin? [x] Neuse
Basis for exemption:
Show buffers on site plan.
Project Title:
Type of Project
Basis for examption
Fairview Commons
[x] New [] Expansion [] Exempt
[] No [x] Yes [] Exempt
[] 100 foot
[] Cape Fear

Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information:
Total area of property (incl. R/W)
Denuded Area
Impervious Area (incl. R/W)
Managed open space
Protected open space
b. Pre-development Loading:
Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
[mpervious Area
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 0.6
c. Post-development Loading:
15.32 AC
10.316AC
4.579AC
1.436AC
Area TN Export Coeff. TN Export
(acres) (Ibs/ac/yr) From Use
(lbs/vrl
16.330 0.60 9.798
0 1.20 0
0 21.20 0
16.330 9.798
TN Export
Area TN Export Coeff From Use
(acresl (Ihs/ac/vrl (Ihs/vrl
' Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
' Permanently protected managed open space (grass,
landscaping, etc.)
21.20
' TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 13.782
l .436 0.60 0.862
4.579 120 5.495
10.316 21.20 218.699
16.330 225.056
' Proposed BMP(s) Wet pond
Nitrogen Load after BMPs = 7.52 (lbs/ac/yr) .`~~'`~ ~ARQ ~~'4.
Nitrogen Load Offset by Payments = 3.92 (lbs/ac/yr) ;~,~,OQ,•~~SS~O ~j~9 ~+
' Net change in on-site Nload = 3.32 (Ibs/ac/yr) ~ : O ~
a SEAL v;
r. t
Part III. Control of Peak Storm 'dater glow (for l year, design storm) 8922
° Q,
~j ~
S ?°~~GfNE~ y~~
Calculated Pre-development Peak Flow: 59.45 cfs s,~O,t,°••..,,°.••• ,O ~;
Calculated Post-development Peak Flow: 90.13 cfs ~'e. N/CHOLPS •`~~
' Proposed BMP(s) Wet pond } ~'"~n~"~~~• ~ ~
Post BMP Peak Flow 5y_35 cfs t,~ "~L /' ~ 2~
I~1I~07
' f, the undersigned, certify to the best of my knowledge that the above information is correct (af ix seal).
Supply notes and details shnwinv cnntml of NitrnoPn an~i Weak clnrmwalPr mm~ff
16.330 AC

L

Fairview Commons
General
This project is located in Cary, North Carolina on the south corner of Ten-Ten Rd & Holly Springs
Rd. The project drains south to the Camp Branch of Middle Creek, which is a tributary of the
Neuse River Basin.
The purpose of the project is to develop a shopping center. The property is bounded by Ten-Ten
Rd to the northeast and Holly Springs Road to the northwest. The east-southeast side of the tract is
bounded by the Orchard Knoll Subdivision and the south-southwest side is bounded by a YMCA.
The size of the gross tract is 17.38 acres. After R/W dedication, the size of the tract will be 16.33
acres.
' The project will be completed in two phases. The first phase will install all of the improvements that
are indicated on the plans as phase 1. The proposed BMP for phase 1 is a wetpond that is located in
the southeast corner of the property. This BMP will be sized to reduce the nitrogen as indicated for
' all phases as long as they are built to a percent impervious equal to or less than 90%.

C

C Factors
A C factor of 0.22 will be used for all pervious areas while a C factor of 0.90 will be used for all
impervious areas. An exception to the above is that a portion of the off-site area on the other side
of Holly Springs Rd. is assumed to remain forested with a C factor of 0.20.
A composite C factor will be used for the area of the project that drains into the retention pond.
This composite C factor will be used to route the pond for the one-year storm.
See the attached pond worksheet for the composite C factor.
The drainage area that flows to the pond is 28.74 ac
Retention Pond Calculations
There will be one wet detention pond on site. The wet-detention pond will be designed to state
BMP standards to provide nitrogen runoff reduction for the project. It will also reduce the peak
stormwater flow rate generated by the 1-year storm event to below the predevelopment rate.
A Pond Worksheet (see Appendix) is used to calculate several factors for the post-development
condition. These are Rational Formula "C" factors, SCS method curve numbers and time to peak,
and flows for various storms. It also calculates the one inch rainfall storage and required surface
area for the retention ponds. We will use those portions of the calculated results that are pertinent
to our design.

1
1
1
1
1
1
1
1
1
1
Storm Drainage Flows Before and After Construction
An intensity of 4.61 in/hr-which is 80% of the 2-year, 5.76 in/hr stormis used to route the one
year storm with Malcom's Method.
The discharge rate of the Retention Pond during the one year storm is 40.04 cfs. There is a small
onsite area that bypasses the retention pond. The "by-pass area" is 1.862 ac. Post development
flow for this basin is Q~~p°st~ = 0.22(4.61in/hr)(1.862 ac)(1.0083) = 1.90 cfs. This results in a Q1~~,°st)
for the drainage basin of 57.45 cfs + 1.90 cfs = 59.35 cfs.
Since retention is not required for offsite thoroughfare improvements, the predevelopment flow for
the drainage basin will be calculated assuming that all offsite improvements are in place.

Description Area
(ac) Imp. Area
(ac) Imp. Area
(%)
Main Site to pnd 16.330 0.000 0.0%
Holly Springs RW
(eastside}
1.994
1.801
90.3%
Holly Springs RW
(westside)
1.081
0.508
47.0%
TenTen RW
(southside)
0.886
0.781
88.1
Pantry 1.696 1.289 76.0%
BP 1.017 0.773 76.0%
Westside of Holly
Springs Rd (vacant)
7.594
3.797
50.0%
Total 30.598 8.949 29.2%
On the west side of Holly Springs, 66160 sf of area, or 5.0°io of the total drainage area is woods.
The "pre"development composite C factor for this area is:
C =(0.90)(0.292) +(0.20)(0.450) + 0.22(1-0.292-0.050} = 0.418
The drainage area that flows to the pond is 30.598 ac
The pre-development peak flow rate to sub-basin A is:
Q~(p~e) _(0.418)(4.61 in/hr)(30.598 ac)(l .0083) = 59.45 cfs > 59.35 cfs OK
5

n Control
Water Quality. N>ttroge
1

1
1

Tabulation of Total Nitro en for the total area that drains to the Wet Detention Pond:

Onsite
Area Impervious
Area Percent
imp.
Impervious Perm.
Undist. Perm.
Managed
(S~ (SF' (%) (AC) (AC) (AC)
Phase f Development Area: 307270 271833 88.47% 6.240 0.000 0.814
Existing 4706 4706 100.00% 0.108 0.000 0.000
Phase II
Area A 73927 66534 90.00% 1.527 0.000 0.170
Area B 66896 60206 90.00% 1.382 0.000 0.154
Area C 5i 190 46071 90.00 i° i .0~8 0.000 0. i i 8
Open Space
Unmanaged 0 0.00% 0.000 0.000 0.000
Managed 126280 0 0.00% 0.000 0.000 2.899
Offsite
Holly Springs RW (eastside) 86859 78452 90.32% 1.801 0.193
Holly Springs RW (westside 47088 22128 46.99° 0.508 0.573
TenTen RW (southside) 38694 34020 87.92% 0.781 0.107
Bp 44301 33672 76.01 % 0.773 0.244
Westside of H. Springs 330800 165310 49.97% 3.797 1.519 2.278
Total 1178011 782933 66.46% 17.976 1.519 7.549
TN export coeff. ( Ibs/adyr): 21.2 0.6 1.2
TN export (Ibs/yr) 381.08 0.91 9.06

The Pantry
w! existin sandfilter 73877 56149 76.00% 1.29 0.00 0.41
TN export coeff. Reduced by 359'o for ex. filter(Ibslaclyr): 13.78 0.39 0.78
TN export from Pantry DA (Ibs/yr): 17.76 0.00 0.32

TN expor t from retention pond DA (Ibslyr): 398.85 0.91 9.38
Total + The Pantry 1251888 839082 67.03%
Total TN (Ibs/yr): 409.134
Wetpond BMP 25% reduction: x0.25
Total TN removed (Ibs/yr): 102.28
6

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Tahulati~n ~f Total Nitroeen for the on site area:

Descri tion
Area Impervious
Area Percent
Imp.
Im envious Perm.
Undist. Perm.
Managed
(SF S % AC AC AC
Phase I Develo ment Area: 307270 271833 88.47% 6.240 0.000 0.814
Existin 4706 4706 100.00% 0.108 0.000 0.000
Phase II
Area A 73927 66534 90.00% 1.527 0.000 0.170
Area B 66896 60206 90.00% 1.382 0.000 0.154
Area C 51190 46071 90.00% 1.058 0.000 0.118
O en S ace
llnmananed 625:13 0 0.00% 0.000 1.436 0.000
Managed 144832 0 0.00% 0.000 0.000 3.325
TotalOnsite 711354 449351 63.17% 10.316 1.436 4.579
TN export coeff. (Ibs/aclyr): 21.2
TN export from use (tbs/yr) 218.69
TN Export from site (Ibs/yr)
Nitrogen removed by BMP (Ibs/yr)
N Load After BMP (Ibs/yr)
Site Area (ac)
Nitrogen Loading Rate (Ibs/ac/yr)
F:Uobs\7200\OS - Faiiview\DocucvenLs\ReportslStonnwaterSutcunary.DOC
7
0.6 1.2
0.86 5.50
225.05
102.28
122.77
16.33
7.52

Appendix

Pond Worksheet
Project: Fairview Shopping Cener Basin:
F:Uobs17200105 - FairviewlDocumentslReportsl(PondWorksheet.~ds]Pond1
Total Area = 1251888 s. f. = 28.74 acres
Assume impervious area is equally distributed between ponds
Factors used on this worksheet:
Rational C SCS CN
Woods, etc. 0.2 79
Lawn, .etc. 0.22 79
Impervious 0.9 98
The following formulas from the SCS method are used:
S = 1000/CN - 10 Tp =Vol./1.39Qp
1 Date: 12/28/06
To Basin To Off-site
Impervious = 839082
Lawn, etc. = 346646
Woods, etc. = 66160 "
Rational C = 0.675 0.675
SCS CN = 91.7 87.6
SCS S = 0.9010 1.4200
Storm I
(iph) Qp
(cfs) P
(in.) Q"
(in.) Tp
(min.)
1 inch 1.00 0.3906
1 year 4.61 90.13 3.00 2.1370 29.7
2 year 5.76 112.62 3.60 2.7067 30.1
5 year 6.58 128.65 4.65 3.7200 36.2
10 year 7.22 141.16 5.38 4.4319 39.3
25 year 8.19 160.13 6.41 5.4427 42.5
50 year 8.96 175.18 7.21 6.2312 44.5
100 year 9.72 190.04 8.00 7.0119 46.2
Storage for 1"rainfall = 1.5644 acre-ft. = 68147 c. f.
Surface Area Required
Wet Retention Pond Depth = 5 ft.
Impervious = 67.0 % SA/DA Ratio =
Surface Area Required = 24573 s. f.
Treatment outlet
Orifice formula: Q = CA(2gh)0 5 C=0.6
Assume flow at 1/2 depth =average flow
Pond surface area at normal pool = 25027 s.f.
4 E1. = 2.72
Try 3 "outlet A = 0.0491
O = 0.2756 cfs
t = 2.86 days OK > 2 days and < 5 days
mpervious (Incl. to off-site)
I = 67.0253
Rv = 0.6532
1.96

Pond Worksheet
Fairview Shopping Cener 1
F:\Jobs\7200\OS - Fairview\Documents\Reports\[PondWorksheet.xlsJPond1
Table 1.1 from State BMP manual
Page 1A
12/28/06
~/o Imp, Permanent Pool Depth (ft.)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
0 - 20 2.76 220 1.97 1.72 1.45 1.26 1.29
20 - 30 2.71 2.15 1.97 1.72 1.40 1.31 1.29
30 - 40 2.78 2.38 2.01 1.64 1.44 1.31 1.18
40 - 50 2.62 2.24 1.93 1.73 1.41 1.31 1.18
50 - 60 2.64 2.24 1.86 1.66 1.43 1.31 1.23
60 - 70 2.74 2.29 1.96 1.71 1.47 1.30 1.21
70 - 80 2.74 2.29 1.96 1.71 1.47 1.30 1.21
80+ 2.74 229 1.96 1.71 1.47 1.30 1.21
0.00 0.00 1.96 0.00 0.00 0.00 0.00
1.96

Retention Pond Volume
Date: 12/26/06 Project: Fairview
Pond #: RP1 Trial # 1
1" = 30 ft.
Elev. Planimeter Surface Area dVolume Volume Remarks Stage Malcom
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.) (ft.) Storage
410 25027.00 0.00 0.00 Normal Pool 0.00 0.00
411 26569.00 25798.00 25798.00 1.00 25798.00
412 28138.00 27353.50 53151.50 2.00 53548.47
413 29733.00 28935.50 82087.00 3.00 82087.00
414 31354.00 30543.50 112630.50 4.00 111149.65
415 33002.00 32178.00 144808.50 Top of Dam 5.00 140608.36
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
o.oo o.oo o.oo o.oo a.oo
o_oo o.oo o.oo o.oo o.oo
o.oo o.oo o.oo o.oo o.oo
o.oo o.oo o.oo o.oo o.oo
o.oo o.oo o.oo o.oo o.oo
o.oo a.oo o.oo o.oo o.oo
o.oo o.oo o.oo o.oo o.oo
o.oo o.oo a.oo o.oo o.oo
o.oo o.oo o.oo o.oa o.oo
o.oo o.oo o.oo O.oo o.oo
o.oo o.oo o.oo o.oo o.oo
o.oo o.oo o.oo o.oo o.oo
Volume below Normal Pool
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) {s. f.) (c. f.) (c. f.)
0.00 0.00 0.00 Bottom of Pond
0.00 0.00 0.00 Pond Edge of Shelf
0.00 0.00 0.00 Land Edge of Shelf
0.00 0.00 0.00 Normal Pool
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Calculate Malcom's factors
Elev. Storage Stage
411 25798.00 1.00
413 82087.00 3.00
b = 1.0536 Ks = 25798.0

Retention Pond Volume
Project: Fairview
Pond #: RP1 Trial #: 1
0
Elev. Volume Malcom Difference Percent
(ft.) (c. f.) Vol. (c. f.) Difference
410 0.00 0.00 0.00 0.0
411 25798.00 25798.00 0.00 0.0
412 53151.50 53548.47 396.97 0.7
413 82087.00 82087.00 0.00 0.0
414 112630.50 111149.65 -1480.85 -1.3
415 144808.50 140608.36 -4200.14 -2.9
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 o.oa o.oo o.oo o.o
0 0.00 0.00 0.00 0.0
0 0.00 0.0o a.oo o.o
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.0o a.oo o.o
0 0.00 0.00 0.00 0.0
Page 2
Date: 12/26/06

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Appenr~ices
NE~V YORK DOT DISSIPATOR \'IETHOD
FOR USE IN DEFWED CHA`rN'ELS
(Source: "Bank and channel Lining procedures", New ~'or'~ Dep~unent
of Transponation, Division of Design and Conswction. 1971.)
Note: To use the following than you must know:
(1) Q full capacity
(2) Qto
(3) V full
(~) Vto
where Q =discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step I) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culvens Da is diameter.
For pipe arch, arch and box culverts, and paved channel outleus,
Do=Ao, where A.=cross-sectional area of flo~~~ at outlet.
For multiple culvenS, use D~=] .25xDo of single cul~ en.
Step 3) For apron grades of IO io or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
1
1
1
7C
(~\
I ,1 ' 1 ' '~
6~
6 n ~%~~ ~ Zn ~~
1/ - ~~, 4-4 GPs 2 ,S ~~
L'
}
F-
O
t0
U ~~
,2,'r r. 1~- G~.
I/Z~o 7
~ i ~~ r~ ~ ~ ~~ ~ i i ~
p• g i0' t5' 2G' ~~
DIAMETER (Ft.)
Figure 8.06.b.1
~/~~R V ~~ V~ sNVPPiN~ ~ c=N•TE~
o(~~T1.~T # Z9
~.0<.5
R~•~ i ~>>

ul
Z ~ APRON N~A.TERIAI
!~ I
FS Lt r~c>ir yr .••. r..~,-,
o aac~c- cuuv~, ~o F=~,_vr sc~ua
~ NCI ',~, ._ x~.l;.YS
L 1 ~ ~
1 ( STONE FILLING (FINE) CL. A ~ J x Do I _ Y Do ~
2 STONE FILLING (LIGHT) CL B 3 x Do ~ o s Do
3 STONE FILLING (MEDIUM( CL. i 4 x Do I o x Do
4 (STONE FILLING (HEAVY) CL 1 ! 4 x Do I 8 x Do
5 STONE FILLING (HEAVY) CL 2 I S x Do
i I i0 x Do j
6 STONE FILLING (HEAVY) CL. 2 ~ 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILL!NC-
BASIN OR LARGER SIZE STONE).
Fig. 3.06.b?
L = I o(3) = 30'
Width = 3 times pipe dia. (min.) 3 .3
C ~ = y'
DETERMINATION OF STONE SIXES FOR Dli~IPED STONE
CHANNEL LININGS AND REVETN]ENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 ]bs.
Step 2) Use Figure 8.06.b.4 to determine acceptable size ranee for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter ivlannin's AGn. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
.Medium 13 0.00 18 24
Hea 23 0.044 30
annzai issapaiors)
FAl1~ViEW SHoPPi~V~ CENTER
ouT~E i # 29
/z/o~
8.06.6 Kew 1~3

Appennices
NEW YORK DOT DISSIPATOR \1ETH0D
FOR USE IN DEFL`+ED CHANrNELS
(Source: "Bank and channel Lining procedures", New 1'or}: Department
of T,-ansport;~uon, Division of Design and Construcuon. 1971.)
Note: To use the following than you must know:
(1) Q full capacity
(2) Quo
Q) V full
(4) V I O
where Q =discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao. where A.=cross-sectional area of flo',~~ at outlet.
For multiple culverts, use Do=1.25xDo of single cul~•en.
Step 3) For apron grades of 10~7o or steeper, use recommendations
For next higher zone. (Zones 1 [hrough 6).
7S
~~,~p,P~ 2~ i
V ~ 4, ~ 5 fps ~, ,5
2 \~ ~ 7
L ~ J,`
}
~ ~i
(] `
i0
1
1
. 2 ~--.T-~ ~ ~
~I
!~S/07
o s ,o ,s zc ~~
p DIAMETER (Ft )
Figure 8.06.b.1 1=A~~i/~~.W SHoPPiN~- C~.N7'c~
rt~~ I ~~~
~.o<-~

1
1
1
8.~6.f,

T
~ i
~ I APRON MATERIAL '~--L~E NCB I H V
i pfT PFK7?l:Cl CUIVC~T
I
~, r H r'r<v'
TO f=['~~Vl ~COUA
r+ci_ .s_ _~ :'~:,:.rs
~2 I
t (STONE FILLING (FINE) CL A '~ J x Do I ~ Y Oc
2 STONE FILLING (LIGHT) CL B 3 x Dc ~ o f Dc
3 STONE FILLING (PAEDIUUiI CL. t 4 x Do I o x Dc

4 (STONE FILLING (HEAVY) CL. 1
~ 4 x Do I
I 8 x Do ~I
5 STONE FILLING HEAVY
( ) CL [
~ 5 x Do
10 x Do ~
I
6 STONE FILLING (HEAVY) GL 2 ~~ 6 x Dc I t0 x Dc
7 SPECIAL STUDY REQUIRED (ENER
BASIN OR LARGER SIZE STONE). GY DISSIPFTORS , STILLING
Fie. 8.06.b.2
~ ~o C3) - 3D ~
9'
Width = 3 times pipe dia. (min.) ° 3 (3J
DETERMINATION OF STONE SIXES FOR DL~IPED STONE
CHANNEL LININGS AND REVETNIENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or SSO lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range For stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs. j
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter ivlannin's 1\1in. thickness
(inches) "n" of Lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium I3 0.040 18 24
nne.s
FAIRVI~.W SH'~pPING CENT ~P.
0IITLET # 30
i/s-ja ~

Scenario: Base
/~
q.
I-27
I-26
Q29
Retention Pond
Title. Fairview Shopping Center (System 1) Project Engineer: Peyton N Joyner
f \ ..\dwg\storm analysis\systeml .stm Gilleece & Associates StormCAD v5 5 [5.5003]
12/28/06 09 10 12 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Calculation Results Summary
~~ Scenario: Base
>%» Info: Subsurface Network Rooted by: 0-29
1~ »>% Info: Subsurface Analysis iterations: 2
»>% Info: Convergence was achieved.
CALCULP.TION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth
I I
I~ I I Flow I Flow ! (o) I (ft) I (ft)
I I I I (cfs) I (cfs) I
------- I
I-------- I i
I --
~-------
I I-28 I---------------
I Generic Inlet I----------------------I
I Generic Default 100 I -------------I
3.83 ! ----------
D.00 I-----
I 100.0 I 0.00 I 0.00 I
I'
l I-27 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 I 0.00 I 0.00 I
! I-26 I Generic Inlet I Generic Default 1000 I 5.13 I 0.00 ( 100.0 I 0.00 I O.UO I
~~ CP.LCULAT ION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-29
I~ I Label I Number I Section I Section I Length I Total I Average I Hydraulic i Hydraulic I
! I cf I Size I Shape I (f t) I System I Velocity I Grade I Grade I
I I Sections I I I i Flow I (ft/s) I Upstream I Downstream I
! I I I I I (cfs) I I (ft)
----------- I (ft) I
I------------I
~'
I-------
I p-3 I----------I---------i
I 1 1 36 inch I ----------I
Circular I --------
71.00 I--------
1146.58 I----------I
I 20.79 I 918.25 I 919.82 I
I P-2 I 1 1 18 inch I Circular i 57.00 I 11.31 I 6.40 I 922.25 I 921.59 I
I' I P-1
-------- I 1 1 18 inch I
--------------------- Circular
----------- 1128.00
--------- I 9.69
--------- I 13.98 I
------------ 928.29
----------- I 922.57 I
--
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I I
---------I (ft) I
-----------I (ft) I
-----------I
I-------
1 0-29 I--------I
1196.33 --
I 916.00 I 919.82 I 919.82 I
I I-28 1196.58 I 930.38 I 921.59 I 918.25 I
l I-27 I 11.31 I 932.58 I 922.57 I 922.25 I
I I-26
-------- I 9.69
--------- I 931.59
------------ I 928.61
------------ I 928.29 I
-------------
Completed: 12/29/2006 10:30:09 AM
Title. Fairview Shopping Center (System 1 ) Project Engineer. Peyton N. Joyner
E\ \dwg\storm analysis\systeml.stm Gilleece & Associates Storm CAD v5 5 (5.5003]
12/29/06 10.31 28 AM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Profile
Scenario: Base
Profile: Profile - 1
Scenario: Base
~ r
rn
o
a x
~
~~
v
~ N ifl r ~~
(0 c0 ~ ~~ ~
~ ch ~
p~~N ~~~ ~N ~cp ,K c'i
+ ~V
co-ro ~-E-t _ - _ NV'a~th~
---~ ~ Qp-r-~_ - ~ ~t~0
- - - -~ ~ -~ o ~ - _ - - _ -- - 435 00

- 1~ C C (~ Uj C i
~
N~9jpE
y ~ C C d
- - - 430 00
-- 425 00
x
)rp
>oa
~ou>
~~o
v
v Q -- ----', 420.00 Elevation (ft)
.~0~
415.00
__ _ - ___ 410.00
405.00
3+00
Station (ft)
Title. Fairview Shopping Center (System 1) Project Engineer. Peyton N Joyner
f.\ . \dwg\storm analysis\systeml.stm Gilleece 8 Associates StormCAD v5 5 [5.5003]
12/29/06 10 34 50 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
0+00 1+pp 2+00

Scenario: Base
I-13
-8s
Tc System ;
Title. Fairview Shopping Center (System 2) Project Engineer: Peyton N. Joyner
f \..1dwglstorm analysis\system2.stm Gilleece 8 Associates StormCAD v5.5 (5.5003]
12/28/06 09:33:01 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

~~ Calculation Results Summary
~~ Scenario: Base
» » Info: Subsurface Network Rooted by: 0 -28
» » Info: Subsurface Analysis iterations: 2
I' » » Info: Convergence was achieved.
I~ CALCULATION SUMMARY FOR SURFACE NETWORKS

I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I
I~ I I Flow I Flow I (o) I (ft) I (ft) I
I I I (cfs) I (cfs)
-- I
-
-- I I
--------I I
--------I
I-------I
I I-20 I ---------------I-----------------
Generic Inlet I Generic Default -----I------------
1000 I 0.50 -------
-I
I 0.00 --
-I-
I 100.0 I
I 0.00 ! 0.00 I
i i-i5 i
I~ Generic inlet i Generic Default i00o i i.34 I O.v0 i 100.0 i 0.00 i 0.00
I I-13 I Generic Inlet I Generic Default 1000 I 0.30 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-8B I Generic Inlet I Generic Default 1000 I 0.97 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-SA I Generic Inlet I Generic Default 1000 I 0.50 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-19 I
I~ Generic Inlet I Generic Default 1000 I 11.89 I 0.00 I 100.0 I 0.00 I G.OG i
I I-17 I Generic Inlet I Generic Default 100`o I 1.80 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-16 I
--------- Generic Inlet I Generic Default
--------------------------------- 1000 I 1.92
----------------- I 0.00 I 100.0
---- I 0.00
- I 0.00 I
~r
CALCULATION SUMMARY FOR SUBSURFACE NETWORK
WITH ROOT: 0-28
I~
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
of Size I Shape (ft) I System I Velocity Grade Grade
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I'
I I
------- I I I
----------
---------
----------
- I (cfs) I
-------
--------
- I
---------I- (ft) I
----------I-- (ft)
---------- I
I
I
I
I P-3 I I
I
I
1 1 36 inch I Circular 1 I
I
159.00 1129.05 I 28.83 I 926.01 I 918.25 I
P 2 I 1 1 15 inch I Circular 1 192.00 I 9.86 I 9.96 I 932.92 I 928..62 I
I P-8 I
I~ 1 1 29 inch I Circular 1 127.00 I 16.18 I 5.15 I 429.26 I 928.62 I
I P-5 I 1 1 15 inch I Circular I 32.00 I 1.91 I 3.56 I 932.65 I 932.63 I
I P-1 I 1 1 15 inch I Circular 1 168.00 I 0.30 I 5.86 I 997.75 I 932.63 I
I P-7 I 1 1 15 inch I Circular 1 172.00 I 9.57 I 7.18 I 930.32 I 429.97 I
~'
I P-9 I 1 1 15 inch I Circular I 32.00 I 0.96 I 2.99 1 432.70 ( 932.70
I P-6 I 1 1 15 inch I Circular I 68.00 I 1.92 I 7.88 I 939.05 I 930.51 I
I~
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I
I~
------- (cfs) I I (ft) I
--------
-----------
----------- (ft) I
-----------
i
I
i 0-28 1 I
I
I
128.71 I 930.38 I 918.25 I I
416.25 I
I I-20 1 129.05 I 932.38 I 928.62 I 926.01 I
~~
I I-15 I 9.86 1 990.69 I 932.63 I 932.92 I
I I-19 I 16.18 I 430.58 I 929.97 I 929.26 I
I I-8B I 1.91 I 940.61 I 932.70 I 932.65 I
I I-13 I 0.30 I 951.99 I 997.79 I 997.75 I
~'
I I-17 I 9.57 I 933.90 I 930.51 I 930.32
I I-8A I 0.96 I 935.50 I 932.75 I 932.70 I
I I-16 I 1.92 I 937.83 I 934.19 i 939.05 I
-----------------------------------------------------------------
Completed: 12/29/2006 10:38:19 AM
Title Fairview Shopping Center (System 2) Project Engineer: Peyton N Joyner
f \ _\dwg\storm analysis\system2.stm Gilleece & Associates StormCAD v5.5 (5 5003)
~~ 12/29/06 10.38:35 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +t_203-755-1666 Page 1 of 2

Calcination Results Summary
Title: Fairview Shopping Center (System 2) Project Engineer: Peyton N. Joyner
f \_ \dwg\storm analysis\system2.stm Gilleece & Associates StormCAD v5.5 [5.5003]
12/29/06 10.38:35 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2

Profile
Scenario: Base
Profile: Profile - 1
Scenario Base
,~
~<o

ass o0
~~E - - . _ -_._____ .--_-_ - ____.... _ _.__ _ _ _... _ .
S ~t rc .n ~
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------ I
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----- - -- ~- -i- --- e. _...
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B ~,

___ __ p
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--~ -
I
i
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_._ ___.- _._ _.-.
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~~
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_._-_..-___
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_...-._._._. ._ _- _- --- -.__ -___..-_ -425.00

I i
- ~. _- __. __ _.___-
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3.00 -___ - __.-
400 610.00
5.00
5361 on (q
Title: Fairview Shopping Center (System 2) Project Engineer. Peyton N. Joyner
f'\_ \dwg\storm analysis\system2.stm Gilleece & Associates StormCAD v5 5 [5.5003]
12/29/06 10:49:08 AM ©Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

II
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Profile
Scenario: Base
Profile : Profi l e - 3
Scenario: Base
~
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- __ _@ S =_Q._OQ5.00.0_#/~t'' 430.00
1+00
Station (ft)
', 440.00
Elevation (ft)
Title: Fairview Shopping Center (System 2) Project Engineer: Peyton N. Joyner
f 1_ \dwg\storm analysis\system2.stm Gilleece & Associates StormCAD v5 5 [5.5003]
12/29/06 10 44 'I 1 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +~-203-755-1666 Page ~ of 1

Scenario: Base
1
1
1
1

O
To System 2
Holly Springs Road
_ ~ .. ~-,
Food Lion Store
Title: Fairview Shopping Center (System 3) Project Engineer: Peyton N. Joyner
f \..\dwg\storm analysis\system3.stm Gilleece 8 Associates StormCAD v5 5 [5.5003]
12/28/06 09:51'.45 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 Page 1 of 1

Calculation Results Summary
Scenario: Base
>» > Info: Subsurface Network Rooted by: 0-20
» » Info: Subsurface Analysis iterations: 2
" » » Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet
" I I Type I
I I I
I ! I
I-------I---------------I-----------------
~I I I-8 I Generic Inlet I Generic Default
j I-; I Generic Inlet I Generic Default
I I-7A I Generic Inlet I Generic Default
I I-ll I Generic Inlet I Generic Default
1~ I I-10 I Generic Inlet I Generic Default
I I-6 I Generic Inlet I Generic Default
------------------------------------------
~~ CALCULATION SUMMARY FOR SUBSURFACE NETWORK I Total
I Intercepted
I Flow
I (cfs)
-----I------------
i00$ I 5.79
i00o I 3.06
100% I 2.27
100% I 2.67
1000 I 36.36
100% I 9.63
------
WITH ROOT: 0-20 I Total
I Bypassed
I Flow
I (cfs)
-I---------
I 0.00
j 0.00
I 0.00
I 0.00
I O.OC
I 0.00 I Capture
I Efficiency
I (o)
I
-I------------
I 100.0
I 100.0
I 100.0
I 100.0
I 100.0
I 100.0
----------- I Gutter i
I Spread I
I (ft) I
! I
I--------I
I 0.00 I
I u.uu
I 0.00
I 0.00
I 0.00
I 0.00
---------- Gutter I
Depth I
(ft) I
I
--------I
0.00
I u.00 I
! 0.00 I
I 0.00 I
I 0.00 '
I 0.00 I
----------
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
11
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow ( (ft/s) I Upstream I Downstream I
I I
I -I I I
----------I---------I- I
---------I- I (cfs)
-------
-------- I
I- I
---------I- (f t) I
----------i
-- (ft)
---------- I
I
I P-6 I
'~ 1 1 36 inch i Circular I I
76.00 I SB.82 I 15.95 I 927-89 I 926.01 I
I P-5 I 1 1 36 inch I Circular 1 130.00 I 53.90 I 19.95 I 931.17 I 928.53 I
I P-9 I 1 1 30 inch I Circular 1 119.00 I 41.48 I 12.22 I 933.76 I 931.79 I
I P-7 I 1 1 36 inch I Circular 1 130.00 I 6.91 I 5.89 I 931.78 I 931.79 I
~'
I P-3 I 1 1 30 inch I Circular 1 119.00 i 38.93 I 19.12 I 937.06 I 939.92 I
I P-2 I 1 1 30 inch I Circular I 90.00 I 38.97 I 22.29 I 991.91 I 937.38 I
I P-1 I 1 1 30 inch I Circular I 50.00 I 36.36 I 15.92 I 499.79 I 992.37 I
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
'I
I I Flow I (ft) i Line In I Line Out I
I I
I (cfs) I I
--------
-----------I (ft) I
-----------I (ft) I
-----------
I
1 0-20 I I
58.69 I 932.38 I
926.01 I I
926.01 I
11
I I-8 I 58.82 I 932.79 I 928.53 I 427.89 I
I I-7 I 53.90 I 935.00 I 931.79 I 931.17 I
I I-7A I 91.98 I 937.30 I 939.92 I 933.76 I
I I-6 I 6.91 I 937.26 I 931.80 I 931.78 I
I~
I J-12 I 38.93 ( 991.70 I 937.66 I 937.06 i
I I-11 I 38.97 I 998.79 I 992.51 I 991.91 i
I-10 36.36 998.79 I 995.35 999.79 I
Completed : 12/29/2006 11:16:39 AM
Tdle Fairview Shopping Center (System 3) Project Engineer Peyton N Joyner
f \ .\dwg\storm analysis\system3.stm Gilleece 8~ Associates Storm CAD v5.5 [5.5003]
"12/29/06 11 17 00 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of i

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Calculation Results Summary
Scenario: Base
» » Info: Subsurface Network Rooted bv: O-6
» » Info: Subsurface Analysis iterations: 2
» » Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (o) I (ft) I (ft) I
I
I------- I
i---------
------ I
I--------
--------- I
--- (cfs) I (cfs) I I I

I-5
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Inlet
I Generic
Default --I
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1. ---
86 I----------
I 0.00 I------------
I 100.0 I--------
I 0.00 I--------I
I 0.00 I
i I-9 i Generic Inlet i Generic Default 1000 I 7. Z5 I 0.00 I 100.0 I O.OG I 0.00 I
I I-3 I Generic Inlet I Generic Default 100°s I 3. °,7 I 0.00 I 100.0 I 0.00 I O.OG I
I I-2 I Generic Inlet I Generic Default 100% I 0. 03 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-1 I Generic Inlet I Generic Default 1000 I 0. 06 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-2A I Generic Inlet I Generic Default 1000 I 19. 69 I 0.00 I 100.0 I 0.00 I U.00 I
I I-5A I Generic Inlet I Generic Default 1000 I 2. 62 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-25 I Generic Inlet I Generic Default 1000 I 1. 99 I 0.00 I 100.0 I 0.00 I 0.00 I
I I-29 I Generic Inlet I Generic Default 1000 1 2. 67 I 0.00 I 100.0 I 0.00 I C.00 I
I I-22 I Generic Inlet I Generic Default 100% I 8. 58 I 0.00 I 100.0 I 0.00 I 0.00 I
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: O-6
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I
l~ I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I

I------- I
I---------- I
I--- I
------I I
----------I I
-------- (cfs)
------- I I (ft) I (ft) I

I P-5
11
I 1
1 30
inch I
Circular 1 I
119.00 I -
99.29 I----------I
I 12.09 I - ----
935.05 I------------I
I 932.82 I
I P-9 I 1 1 30 inch I Circular 1 127.00 I 30.98 I 11.56 I 938.00 I 935.90 I
I P-10 I 1 1 29 inch I Circular 1 207.00 I 14.39 I 9.58 I 936.79 I 935.90 I
I P-7 I 1 1 15 inch I Circular 1 112.00 I 2.62 I 8.68 I 991.82 I 936.37 I
~'
I P-3 I 1 1 24 inch I Circular 1 132.00 I 23.96 I 14.70 I 993.78 I 938.96 I
I P-9 I 1 1 18 inch I Circular I 51.00 I 11.13 I 11.38 I 937.83 I 936.90 I
I P-2 I 1 1 29 inch I Circular I 67.00 I 19.57 I 15.95 I 997.76 I 999.30 I
I P-8 I 1 1 15 inch I Circular 1 209.00 I 8.58 I 10.20 I 999.39 I 938.20 I
~~
I P-1 I 1 1 15 inch I Circular I 29.00 I 0.06 1 1.31 I 998.18 I 998.18 I
I P-6 I 1 1 29 inch I Circular I 62.00 I 19.69 I 8.11 I 998.58 I 498.18 I
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out
I
I------- I (cfs>
I-------- I I
----------- (ft) I (ft) I

10-6
I 99.09 I
I
I 937.26 I ---I
931.29 I -----------I
931.29 I
I I-5 I 99.29 I 439.83 I 935.90 I 935.05 I
I I-9 I 30.98 I 991.62 I 938.96 I 938.00 I
I I-25 I 19.39 I 939.30 I 936.90 I 936.74 I
I I-5A I 2.62 I 995.00 I 991.95 I 991.82 I
I I-3 I 23.96 I 997.26 I 999.30 I 993.78 I
I I-29 I 11.13 I 991.00 I 938.20 I 937.83 I
I I-2 I 19.57 I 951.52 I 498.18 I 997.76 I
I I-22 I 8.58 I 997.50 I 999.80 I 999.39 I
I I-1 I 0.06 I 951.52 I 998.18 I 998.18 I
Tdle: Fairview Shopping Center (System 4) Project Engineer Peyton N Joyner
f \ \dwg\storm analysis\system4.stm Gilleece & Associates Storm CAD v5 5 [5.5003)
12/28/06 11'38.50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2

~~ Calculation Results Summary
I I-2A I 19.69 I 952.00 ~ 999.00 I 998.58 I
------------------------------------------------------
~~
~! Completed: 12/28/2006 11:38:29 AM
1
Title Fairview Shopping Center (System 4) Project Engineer: Peyton N Joyner
f \_ \dwg\storm analysis\system4.stm Gilleece 8 Associates StormCAD v5.5 [5.5003]
12/28/06 11:38:50 AM ©Haestad Methods, Inc- 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2

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Title Fairview Shopping Center (System 4) Project Engineer: Peyton N Joyner
f \ -\dwg\storm analysis\system4.stm Gilleece & Associates StormCAD v5 5 [5.5003]
12/28/06 11 43 20 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 Page 1 of 1

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Title. Fairview Shopping Center (System 4) Project Engineer Peyton N Joyner
f1_ \dwg\storm analysis\system4.stm Gilleece & Associates StormCAD v5.5 [5.5003]
12/28/06 11 43:50 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1