SW8001019_HISTORICAL FILE_20001013

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
7PERMITNO.
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
C
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE-
�Jl>
WYYMMDD

== Andrew & Kuske
CONSULTING ENGINEERS, INC.
John R. Andrew, P.E:
J.A. Kuske, P.E.
J. Phillip Norris, P.E.
902 Market St. • Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fax [phone] • okengnrs®wilmington.net
October 13, 2000
Ms. Linda Lewis
NC DENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RECEIVED
OCT 16 2000
BY:
Re: The Office Building at Third & Grace
New Hanover County
State Stormwater Permit Submittal
A&K Project No. 00191
Dear Ms. Lewis:
Enclosed are two sets of plans for the subject project, one set of calculations,
the original Division of Water Quality stormwater management permit
application, and one copy, one copy of the SWU-107 supplement form, one copy
of the stormwater narrative and a $420.00 check for the processing fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
ANDREW & KUSKE
CONS G ENGINEERS INC.
J. Phillip Norris, P.
N/cif
00191-101300swl
Enclosures
cc: R. Bertram Williams, III
Dan Saltrick / Boney Architects

®gy�pp
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E.
Governor Director
September 14, 2012
R. Bertram Williams, III, Manager
Third & Grace, LLC
2134 Gloucester Place
Wilmington, NC 28403
Subject: State Stormwater Management Permit
Reference Notice of Deficiency NOD-2012-0037
The Office Building at Third and Grace
Stormwater Project No. SW8 001019
New Hanover County
Dear Mr. Williams:
Dee Freeman
Secretary
As of this date, the deficiencies outlined in the subject Notice of Deficiency NOD-2012-
0037, dated August 6, 2012, have been resolved. The Division received the required
Designer's Certification on August 13, 2012, and processed an owner name change
and mailing address change on September 14, 2012, to Third & Grace, LLC, as
reflected in the 2012 Tax Records for New Hanover County.
All terms and conditions of the permit issued on January 29, 2001, attached, remain in
full force and effect. As a reminder, on August 5, 2009, the Governor signed Session
Law 2009-406. This law impacts any development approval issued by the Division of
Water Quality under Article 21 of Chapter 143 of the General Statutes, which is current
and valid at any point between January 1, 2008, and December 31, 2010. The law
extends the effective period of any stormwater permit that is set to expire during this
time frame to three (3) years from its current expiration date. On August 2, 2010, the
Governor signed Session Law 2010-177, which grants an extra year for a total of four
(4) years extension. Please note that the expiration date of the permit is now January
29, 2015, which reflects this four year extension. Please submit your renewal
application and fee at least 180 days prior to the expiration date, which will be July 29,
2014.
Please note that the permit is not transferable to any person or entity except after notice
to and approval by the Director. Please submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division of Water Quality at least 60 days prior to any one or
more of the following events-
a. An ownership change including the sale or conveyance of the project area in whole
or in part, except in the case of an individual lot sale that is made subject to the
recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association. A permit transfer to an HOA or POA can only be approved
under the following conditions:
i. The Association is legally formed and financially able to carry out the
maintenance requirements of the permit;
ii. The project is in compliance with the permit, as determined by a DWQ file
review and inspection.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] EAK 910-350-20041 DEN Assistance: 1-877-623-6748 NprthCarolina
Internet, www.ncwaterquality.org ']►'antral
_. (% V "�

State Stormwater Management Systems
Permit No. SW8 001019
C. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
If you have any questions, please do not hesitate to call Linda Lewis at [phone] or
email at linda.lewis.(U)ncdenr.gov_.
Sin rely,
Z
� CYCC�4
eorgette Scott
Stormwater Supervisor
GDSlarl: SAWWStormwaterTermits & Projects120001001019 HD12012 09 permit 001019
cc: Phil Norris, P.E., Norris & Tunstall
City of Wilmington Public Services
Karen Higgins, WSBCU
Wilmington Regional Office Stormwater File
Page 2 of 9

New Hanover County
- 4.-
Page 1 of 1
PARID.R04817-002-012-000
THIRD & GRACE LLC
Parcel
Alt ID
Address
Unit
City
Zip Code
Neighborhood
Class
Land Use Code
Living Units
Acres
Zoning
Legal
Legal Description
Tax District
Owners
Owner
City
State
Country
Zip
300 3RD ST N
311708.Sg.6812,000
300 N 3RD ST
WILMINGTON
CHBBO
COM-Commercial
601-Finance Banks
1.8261
CBD-CENTRAL BUSINESS DIS
PT OF LTS 1 2 3 ALL OF 4 5 BLK 206 WILMINGTON (1.63 AC)
WM
THIRD & GRACE LLC
WILMINGTON
NC
28403
THE DATA IS FROM 2012
VA,
m
http://etax.nhcgov.com/Forms/llrintDatalet.aspx?pin=R04817-002-012-000&gsp=PROFILE... 8/3/2012

North Carolina Secretary of State
Page I of I
North Carolina
Elaine F. Marshall DEPARTMENT OF THE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 8/3/2012
Click here to:
View Document Filings I File an Annual Report
JPrint a Pre -populated Annual Report Fillable PDF Form I Amended A Previous Annual Report I
Corporation Names
Name Name Type
NC THIRD & GRACE, LLC LEGAL
Limited Liability Company Information
SOSID:
0572758
Status:
Current -Active
Effective Date:
12/6/2000
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
12/31/2050
Annual Report Status:
CURRENT
Registered Agent
Agent Name: WILLIAMS, R. BERTRAM, III
Office Address: 2134 GLOUCESTER PLACE
WILMINGTON NC 28403
Mailing Address: 2134 GLOUCESTER PLACE
WILMINGTON NC 28403
Principal Office
Office Address: 2134 GLOUCESTER PLACE
WILMINGTON NC 28403
Mailing Address:
Officers
2134 GLOUCESTER PLACE
WILMINGTON NC 28403
Title: MANAGER
Name: R BERTRAM WILLIAMS III
Business Address: 2134 GLOUCESTER PL
WILMINGTON NC 28403
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
3268
http://www.secrctary.state.nc.us/corporations/Corp.aspx?PltemId=5295349 8/3/2012

atv"atnrey
LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIA1311,ITY COMPANY: Third & Grace, LLC
REPORT FOR THE— YEAR: 2011
SECRI, I'ARY OF STATE L.L.C. ID NUMBER: 0572758
NATURE OF BUSINESS; Commercial Office Building
REGISTERED AGENC Williams, R. Bertram, III
KEG1S'1'I:RED OFFICE MAILING ADDRESS: 2134 Gloucester Place
Wilininglon, NC 28403
1'-Filed Annual Report
-1-0-5295349
Do not data enter manually.
STATE OF INCORPORATION: NC
1tEGIS"1'ERI3D OFFICE S'I'REE"r ADDRESS: 2134 Gloucester Place
Wilmington, NC 28403 New Hanover County
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS
PRINCIPAL, OFFICE STREET ADDRESS:
MANAGI�RS/M EMBERS/ORGANI/_ERS:
Name: R Bertram Williams III
Tille: Manager
Address:
2134 Gloucester PI
IVilmin,g,ton, NC 28403
2134 Gloucester Place
Wilmington, NC 28403
2134 Gloucester Place
Wilmington, NC 28403
CERTIFICATION OF ANNUAL REPORT MUST 13E COMPLF."rED BY ALL LIMITED LIABILITY COMPANIES
R Bertram Williams III
FORM MIDST BE SIGNED BY A MANAGEWMEMBEIR
R Bertram Williams III
03/09/2012
DATE,
Manager
TYPE OR PRINT NAME TYPE OR PRINT TI77,E"
ANNUAL REPORT FEE: S200 MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

NORRIS & TUNSTALL
CONSULTING ENGINE
Brunswick Office: 1429
I\ V J. Phillip Norris, P.E.
John S. Tunstall,. P.E.
NC 28420 910-287-5900 (office) 910-287-5902 (fax)
ER OF TRANSMITTAL
To: Ms. Georgette Scott V V XZ1, IFDat;.7 August 9, 2012 IlJob No. 00191
NC DENRIDiv of Wt Ql urface Wtr Protection
subject: Office Building at Third and Grace
127 Cardinal Drive Extension
Stormwater Permit No. SW8 001019
Wilmington, NC 28405-3845 11
WE ARE SENDING YOU VIA MAIL
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ❑ PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-287-5900 if you have any difficulty
receiving this message.
COPIES
DATE
NO.
DESCRIPTION
1
08-09-12
Designer's Certification
AUGIz
[�OZ� AS REQUESTED ❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
FOR YOUR USE ❑ FORBIDS DUE ❑ YOUR PRINTS LOANED TO US
3� iWV2
CC: SIGNED Phillip Nor Is, P.E. 1 neh
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and
return to the address above.

August 6, 2012
Office Building at Third and Grace
Stormwater Permit No. SW8 001019
Designer's Certification
1,l as a duly registered is ti in
the State of North Carolina, having been authorized to observe (periodically Aie #y 1
iu#4WF"e construction of the project,
(Project) I -
for 0e• &W&tl (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
Required Items to be checked for this certification to be considered complete are on
page 2 of this form.
Noted deviations from approved plans and specifications:
Signature
Registration NumkerZ J1q&G
SEAL
Date 0 CA
1i966
N P
Page 3 of 4

w
August 6, 2012
Office Building at Third and Grace
Stormwater Permit No. SW8 001019
Certification Requirements:
Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
The drainage area to the system contains no more than the permitted
amount of built -upon area.
All the built -upon area associated with the project is graded such that the
runoff drains to the system.
The outlet/bypass structure elevations are per the approved plan.
The outlet structure is located per the approved plans.
Trash rack is provided on the outlet/bypass structure.
All slopes are grassed with permanent vegetation.
Vegetated slopes are no steeper than 3:1.
The inlets are located per the approved plans and do not cause short-
circuiting of the system.
The permitted amounts of surface area and/or volume have been
provided.
Required drawdown dgyit9 'drGYb91TPctly sized per the approved plans.
All required design','depths are royJded�, ;
All required parts of `he system are,proVided, such as a vegetated shelf,
and a forebay.;'''�a';t;t'��
The dimensions of the syste_m"44 shown on the approved plans, are
provided.
cc: NCDENR-DWQ
New Hanover County Building Inspections
Page 4 of 4

Bj'A
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
March 29, 2011
R. Bertram Williams, III
c/o Wheat First Union
102 South Second Street
Wilmington, NC 28402
Division of Water Quality
Coleen H. Sullins
Director
Subject: Permit Extension, Session Laws 2009-406 and 2010-177
Stormwater Permit #SW8 001019
High Density — Office Building at Third & Grace
New Hanover County
Dear Mr. Williams:
Dee Freeman
Secretary
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the Division of Water Quality under Article 21 of
Chapter 143 of the'Generai Statutes, which is current and valid at any point between
January 1, 2008, and December 31, 2010, The law extends the effective period of any
Stormwater permit that is set to expire during this time frame to three (3) years from its
current expiration date. On August 2, 2010, the Governor signed Session Law 2010-
177 which grants an extra year for a total of four (4) years extension.
Accordingly, Stormwater Permit # SW8 001019 which has already expired on January
29, 2011, is now in effect until January 29, 2015. Please resubmit the renewal
application and fee at least 180 days prior to January 29, 2015, which would be July 29,
2014. A copy of the Renewal Application can be obtained from the following website:
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms—docs.
If you have any questions, please contact the Division of Water Quality in the
Wilmington Regional Office at 910-796-7215.
.Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
S:WQSISTORMWATERIRENEWALSISL2009-406 2010-1771001019.mar11
cc: Wilmington Regional Office
Wilminotnn Reainnal nifice
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 O0e 1
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 N Orth C aril l n a
Internet: www.ncwaterquahty.or9 Aawrally
An Lqual Opporlunily 1 Alpnnative Action Ermploya

Beverly Eaves Perdue
Governor
February 4, 2010
Afflj'A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Coleen H. Sullins
Director
R. Bertram Williams, III
c/o Wheat First Union
102 South Second Street
Wilmington, NC 28402
Subject: PERMIT RENEWAL REQUEST
Stormwater Permit No. SW8 001019
Office Building at Third & Grace
New Hanover County
Dear Mr. Williams:
Dee Freeman
Secretary
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number SW8 001019 to Office
Building at Third & Grace for a High Density Project on January 29, 2001. This permit expires on January 29, 2011,
Per 15A NCAC 2H.1003(h) (the stormwater rules), applications for permit renewals shall be submitted 180 days prior
to the expiration of a permit and must be accompanied by a processing fee, which is currently set at $505.00. If this is
still an active project please complete and submit the enclosed renewal application prior to July 29, 2010. If this
project has not been constructed and a permit is no longer needed, please submit a request to have the permit
rescinded. If you have sold. the.project,.or are,no longer;the permittee,,please provide the name, mailing address and
phone number of the person or entity that is now responsible for this permit. Enclosed is a form for change of
ownership, which should be completed and submitted if the property has changed hands.
Your permit requires that upon:completion of construction and prior to operation of the permitted stormwater treatment
system, a certification of completion be submitted to the Division from an appropriate designer for the type of system
installed. This is to certify that the permitted facility has been installed in accordance with the permit, the approved
plans, specifications and supporting documentation. Please include a copy of the certification with your permit renewal
request and processing fee. Enclosed is a copy of a sample certification. Also enclosed is a new Operation and
Maintenance agreement that should be completed and submitted along with your renewal application.
You should be aware that failure to provide the Designer's Certification and the operation of a stormwater treatment
facility without a valid permit, are violations of NC General Statute 143-215.1 and may result in appropriate
enforcement action including the assessment of civil penalties of up to $10,000 per day.
If you have any questions, please feel free to contact David Cox at 910-796-7318.
Sincerely,
eorgette cott, Stormwater Supervisor:„
Surface Water Protection Section.
Wilmington Regional Office
Enclosures"iK'..
'GDSldwe S:\WQS\Stormwater\Renewal\Requests\2001\001019.feb10;;
-Wilmington, Regional .Office'File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX:.[phone] Customer Service: 1.877-623-6748 North Carolina
Internet: www.ncwaterquality.org
�atululllq
An Equal Opportunity 1 Affirmative Action Empioyer

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Bdveriy Eaves Perdue Coleen H. Sullins
Governor Director
February 4, 2010
R. Bertram Williams, III
c/o Wheat First Union
102 South Second Street
Wilmington, NC 28402
Subject: PERMIT RENEWAL REQUEST
Stormwater Permit No. SW8 001019
Office Building at Third & Grace
New Hanover County
Dear Mr. Williams:
Dee Freeman
Secretary
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number SW8 001019 to Office
Building at Third & Grace for a High Density Project on January 29, 2001. This permit expires on January 29, 2011.
Per 15A NCAC 2H.1003(h) (the stormwater rules), applications for permit renewals shall be submitted 180 days prior
to the expiration of a permit and must be accompanied by a processing fee, which is currently set at $505.00. If this is
still an active project please complete and submit the enclosed renewal application prior to July 29, 2010. If this
project has not been constructed and a permit is no longer needed, please submit a request to have the permit
rescinded. If you have sold the project, or are no longer the permittee, please provide the name, mailing address and
phone number of the person or entity that is now responsible for this permit. Enclosed is a form for change of
ownership, which should be completed and submitted if the property has changed hands.
Your permit requires that upon completion of construction and prior to operation of the permitted stormwater treatment
system, a certification of completion be submitted to the Division from an appropriate designer for the type of system
installed. This is to certify that the permitted facility has been installed in accordance with the permit, the approved
plans, specifications and supporting documentation. Please include a copy of the certification with your permit renewal
request and processing fee. Enclosed is a copy of a sample certification. Also enclosed is a new Operation and
Maintenance agreement that should be completed and submitted along with your renewal application.
You should be aware that failure to provide the Designer's Certification and the operation of a stormwater treatment
facility without a valid permit, are violations of NC General Statute 143-215.1 and may result in appropriate
enforcement action including the assessment of civil penalties of up to $10,000 per day.
If you have any questions, please feel free to contact David Cox at 910-796-7318.
Sincerely,
eorgette cott, Stormwater Supervisor
Surface Water Protection Section
Wilmington Regional Office
Enclosures
GDSldwc S:1WQS1Stormwater\RenewallRequests120011001019.feb10
cc: . Wilmington Regional Office File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone]M k Customer Service: 1-877-623-6748 North Carolin a
fnternet: www.ncwaterquality.org 'J�■ atmrall ,
An Equal Opportunity 1 AtfirmaGve Action Employer 1/K K l `[✓�

State Stormwater Management Systems
4 Permit No. SW$ 00 10 19
STATE OF NORTH CA11OLINA
DEPARTMENT OF ENVIRONMENT AND NATUIZAL RMSOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PE111MIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions ofAi-ticle 21 of Chapter 143, Gencral Statutes ofNorth Carolina as amended; and
Other applicable Laws, Rules, and Regulations
PERMISSION IS GRANTED TO
R. Bet -tram Williams, III
Office Building at Third & Grace
New Hanover County
FOR THE
construction, operation and maiutcnance of an underground infiltration trench system in compliance with the
provisions of 15A NCAC 21-1 .1000 (hereafter referred to as the "slnrinwciler rules") and the approved stormwater
management plans and specifications and other Supporting data as attached and on file with and approved by the
Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until January 29, 2011 and shall be subject to the following;
specified conditions and limitations:
1. DI+.SIGN STANDARDS
'['his permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit, the Project Data Sheet. The stormwater control has been designed to handle the runoff from
67,800 square feet of impervious area.
3. Approved plans and specifications for this project are incorporated by refercnce and are enforceable parts
of the permit.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of this permit, and per
approved plans.
5. The runoff from all onsite and offsitc built -upon area permitted with this project must be directed into the
permitted stormwater control system.
2

State Stormwater Management Systems
Permit No. S W8 00 10 19
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Name of'Receiving Stream/Index #:
Classification of Water Body:
If Class SA, chloride sampling results:
Trench Dimensions, L,xWxl-I ,feet:
Trench Bottom Elevation, FMSL:
Pipe Dimensions, LxD, feet:
Drainage Area, acres:
'Dotal Impervious Surfaces, ftz;
Buildings, ft2:
Parking, W:
Concrete, flz:
Off -Site, ft2:
Offsite Area Entering Trench, ft2:
Required Storage Volume, ft3:
Provided Storage Volume, W:
Overflow Elevation, I,MSL:
Type of Soil:
Expected Hydradlic Conductivity:
Seasonal High Water "fable:
Time to Drawdown:
IVISION OF WATER QUALITY
30JECT DESIGN DA'rA SHEET
Office Building at Third & Grace
SW8 001019
New Hanover County
Mr. R. Bertram Williams, III, Owner
R. Bertram Williams, III
102 South Second Street
Wilmington, NC 28402
January 10, 2001
Cape (sear River / 18-71
"SC"
n/a
1015' x 3' x 3'
41.00
1015' x 2.5' of perforated pipe
1.95
67,800
12,490
48,150
6,460
700
700, per Engineer
5,439
6,643
46.10
Kureb
5 5 " per hour
37 FMSL
1 hours
3

State Stormwater Management Systems
Permit No. SW$ 00 10 19
IL SCHEDULE OF COMPLIANCE
l . The stormwater management system shall be constructed in it's entirety, vegetated and operational for its
intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
The permittee shall at all times provide the operation and maintenance necessary to assure the pernlittcd
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including, but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
b. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
of D WQ. '['he records will indicate the date, activity, name of person performing the work and what actions
were taken.
Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans. "['his permit shall beconlc voidable unless
the facilities are constructed in accordance with the conditions of this permit, the approved plans and
speci fications, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of
this permitted facility, a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit, the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification.
f the stormwater system was used as an Erosion Control device, it must be restored to design condition prior
to operation as a stormwater treatment device, and prior to occupancy of the facility.
9. A modification must be permitted prior to any constrUCtlOn. ThC following items will require a modification
to the permit. The Director may determine that other revisions to the project should require a modification
to the permit:
a. Any revision to the approved plans; regardless of sire.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of the project area. The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
10. A copy of the approved plans and specifications shall be maintained on file by the Permittce for a nuninlunl
of ten years from the date of the completion of construction.
4

State Stormwatcr Management Systems
Permit No. SW8 001019
11. The permittee shall submit final site layout and grading plans for any permitted future areas shown on the
approved plans, prior to construction. If the proposed 13UA exceeds the pemitted amount, a modification
to the permit must be submitted and approved prior to construction.
12. Prior to the sale of any portion of the property, an access/maintenance casement to the stormwater facilities
shall be granted in favor of the permittec if access to the stormwater facilities will be restricted by the sale
of any portion of the property.
13. The permittee is responsible for verifying that the proposed built -upon area does not exceed the allowable
built -upon area.
14. The Director may notify the permittce when the permitted site does not meet one or more of the minimum
requirements of the permit. Within the time frame specified in the notice, the permittce shall submit a written
time schedule to the Director for i-nodlfying the site to meet minlmulnn requirements. The permittee shall
provide copies of revised plans and certification in writing to the Director that the changes have been made.
15. The Permittee shall notify the Division of any name, ownership or nnailing address changes within 30 days.
Ill. GENERAL CONDITIONS
This permit is not transferable. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a formal permit request must be submitted to the Division of Water
Quality accompanied by an application fee, documentation from the parties involved, and other supporting
materials as may be appropriate. The approval of this request will be considered on its merits and may or
may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
erilorcenient action by the Division of Water Quality, in accordance with North Carolina General Statutc
143-215.6A to 143-215.6C.
The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances which may be imposed by other government agencies (local, state, and federal)
which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as may be required by this Division.
such as the construction of additional or replacement stormwater management systems.
'['lie Permittee grants DI.,NR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a
permit modification, revocation and reissuance or termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
Permit issued this the 29th day of January, 2001.
NORTH CAROL,INA ENVIRONMENTAL MANAGEMENT COMMISSION
0--,— C AA r �,ti-z—� �
✓1 , Kerr T. Stevens, Director
�`'g_� Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW$ 001019

JAN 1 0 2�01 John R. Andrew, P.E.
Andrew & Kuske J. A, Kuske, P.E.
CONSULTING ENGINEERS, INC. J. Phillip Norris, P-E,
902 Market St. • Wilmington, North Carolina 28401-4733 • Telephone [phone] • Fox 910/343-9604 • www.andrewandkuske.com
January 5, 2001
Mr. Scott Vinson
Environmental Engineer
DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Office Building at North 3rd Street
Stormwater Project No. SW8 001019
A&K No. 00191
Dear Mr. Vinson:
Attached for your further review and approval are the revised applications, calculations
and plans for the project, and a copy of the storm drainage specifications. We have
addressed your comments of December 20th and have the following similarly numbered
responses:
1. A note has been added to the plans stating there are no wetlands.
2. The application has been revised to agree with the calculations. The offsite and
offsite impervious areas are shown on plan sheet C1.
3. The supplement form has been revised.
4. The sediment storage area on the detail is 1 foot, however the font used on the
drawing was not entirely clear, especially on reproductions. We have modified the
plan to clarify this. The sediment benchmark has been added to the application,
5. The detail and notes are intended to be used in conjunction with the structure chart
on sheet C-1 to provide the information you requested. We revised the notes to
clarify the design intent. The chart on C-1 gives the upturned elbow elevations and
the upstream infiltration trench pipe invert, as this is the most useful denotation for
the contractor to use for construction. The top of trench is 2.67 feet above the invert.
Please call us if you need the top of trench added to the chart.
6. A vicinity map is added.

Mr. Scott Vinson
January 5, 2001
Page 2
7. The plans have been revised to show a 30-inch pipe. The type and grade of pipe,
as well as all other materials, are included in the project specifications. We have
attached a copy of the storm drainage section for your use.
8. The requested information is included in the chart on sheet C-1.
9. As we discussed by phone, the system is designed such that all runoff is first
backwatered into the upstream pipe segment, maximizing the infiltrative capacity of
that pipe. If the upstream section surcharges, the flow will pass through the
upturned elbow to the downstream trench for infiltration there. If we swap the elbow
to the upstream side, the runoff proceeds immediately downstream and we lose any
available upstream capacity. Although we have not modeled the elbow swap as it
involves substantial changes to the program, we anticipate a significant reduction in
the system efficiency with no identified advantages. We will await your decision on
this issue.
Please call if you have further questions or comments.
Sincerely,
ANDREW & KUSKE
CON51JUTiNC ENGINEERS,
J Phillip orris, P.E
Enclosure

State of_North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James 13. Hunt, Jr., Governor
Bill Holman, Secretary
Division of Water Quality
December 20, 2000
Mr. R. Bertram Williams. III, Owner
CIO Wheat First Union
102 South Second Street
Wilmington, NC 28402
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 001019
Office Building at North 3rd Street
New Hanover County
Dear Mr. Williams:
The Wilmington Regional Office received a Stormwater Management Permit Application for Office
Building at North 3rd Street on October 16, 2000. A preliminary review of that information has determined
that the application is not complete. The following information is needed to continue the stormwater review:
Delineate all wetlands on site, disturbed or undisturbed, or note on the plans that none exist.
2. The calculations note that the drainage 'area for the project is 1.95 acres including the off -site
area. Please change the drainage area from 1.83 to 195 on page 2 of 4 of the application.
Also, please note the 0.02 acres, 700 sf, of impervious off -site runoff on the application. Give
.more details, on the plans, as to the off -site drainage entering the system from the adjacent lot.
Show the 0.13 ac. offsite area in addition to the 0.02 ac. of impervious runoff draining from that
area.
The plans and calculations note that there will be 1,015 linear feet of pipe and trench. The
supplement form gives 1',050 feet of pipe and trench. Please verify and make the necessary
changes to pages 1 and 2 of the supplement form.
4. The catch basin detail gives only a minimum of a I inch sediment storage area in the bottom of
each catch basin. Please increase this minimum to at least 6 inches to provide proper storage
area and note the change on the detail on sheet C3._ Please also address the sediment benchmark
depth in the Operation and Maintenance Agreement on pauc 3 of 4 of the supplement.
Please add to the notes for the catch basin detail whether all catch basins will have the upturned
tee section of pipe grouted in place, as preferred, or whether- only the last catch basin, ie. #13
is to have the up turned tee section. Also note on the detail the up turned tee elevations and their
corresponding of the upstream infiltration trench top elevations, In chart form it appropriate.
6. A vicinity map is required on all plans, please include one.
127 Cardinal Ur. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal opportunity Afiirmativc Action Employer 50%. recycled/10 %" post -consumer paper

Mr. Williams
December 18, 2000
Stormwater Project No. SWS 001019
---------------------------------------------
7. The pipe is given as 30 inch diameter perforated pipe in the narrative and application. Please
make note of the correct diameter and type and/or grade, of pipe to be used on the plans and on
the trench detail. As currently.sh own a 24 inch diameter pipe] s proposed to be used. How will
the contractor know what kind of pipe to put down if it is not given anywhere on the plans?
On the supplement form of the application the bottom elevation for the trench is given in a range
from 41.0 - 50.3. At what point will the bottom of the trench be at the elevation of 50.3 fills]
and at what point will the bottom of the trench be at 41.0? For each drop inlet and catch basin
Live the invert in and out to determine the placement elevations of the infiltration pipe.
Per our phone conversation the notion of swapping the elbow section within the catch basin
design from one side to the other is still under review with our supervisors in Raleigh. As soon
as a decision is handed down, I will be in contact.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to January 18, 2000, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including the
application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter..The request must indicate
the date by which you expect to submit the required information. The Division is allowed-90 days from
the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that
need to be revised have been sent to the engineer or agent. All original documents must be returned or new
originals must be provided. Copies are not acceptable. if you have any questions concerning this matter please
feel free to call me at (910).395-3900.
Sincerely,
Scott Vinson —
Environunental Engineer
RSS/sav: S:IWQSISTORMWATIADDINF01001019.DEC
cc: Scott Vinson
Phil Norris, P.F.

INFILTRATION TRENCH ANALYSIS
Filename: S:1WQS11NTRENCH1001019.WK1
Project # 001019 First Union Bank
Project Name The Office Building at North 3rd St.
Recvng Stream UT Cape Fear River
Drainage Basin Cape Fear
Site Area 1.83 acres
Impervious Area Calculation
Buildings
12490
Parking/Asphalt
48150
Concrete
6460
Off -Site
700
Total
67800
Volume/Storage Calculation
Required
Provided
Design Storm
RV
Volume to,'Store',
Pipe Diameter
Length Of Pipe
Length Of Trench
Width Of Trench
Height Of Trench
Cross -Sectional Area Of Trench
Storage In Piping
Available Volume (40% voids)
Total Volume
Elevation Of Bottom Of Trench
Elevation Of SHWT
Overflow Elevation
Exfiltration Rate / Drawdown
Reported Hydraulic Conductivity
Bottom Surface Area
Drawdown'rTimo
Date 14-Dec-2000
Reviewer Vinson
Classification SC
Index # 18-71
Drainage Are 85020 SF
1.95 Acres
Rational C
Cc=
Percent Impervious= 79.7%
1 in
0.77
5�439;�CF ✓
Note: Hydraulic Conductivity was given on appl. as 55 in/hr., Vincent Lewis gave it only 20 in/hr..
Trench system bottom elevation has a range from 50.3 fmsl down to 41.0 fmsl depending
on area located on approved plans.
Comments:
Required volume, storage, and drawdown guidelines are met.

STORMWATER MANAGEMENT NARRATIVE
FOR
OFFICE BUILDING AT THIRD AND GRACE
WILMINGTON, NORTH CAROLINA
DEVELOPED BY
R. BERTRAM WILLIAMS, III
C10 WHEAT FIRST UNION
102 SOUTH SECOND STREET
WILMINGTON, NORTH CAROLINA 28401
[phone] RECEIVED
OCTOBER 12, 2000
PROD #
A&K#00191
OCT 16 2000
Awe
11966
000
pQ,e
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 MARKET STREET
WILMINGTON, NORTH CAROLINA 28401
[phone]

k
STORMWATER MANAGEMENT NARRATIVE
OFFICE BUILDING AT THIRD AND GRACE
DESCRIPTION
The site is a 1.8-acre tract at the northeast corner of Third Street and Grace Street in
Wilmington. The tract is bounded by road rights -of -way to the south, east and west, and
residential/commercial/office uses to the north. The site is cleared and grassed, with large oaks
and hardwoods in several clusters. Previous buildings have been removed and the site is now
used for parking. The tract slopes from a ridge along Fourth Street to the east down to Third
Street to the west. Soils are clean fine to medium sands to a depth of at least 9.5 feet. The
seasonal high water table is at 9.3 feet at the lower west end and is below 9.5 feet over the
remainder of the site. There are no "404" regulated wetlands. Approximately 0.1 acres drains
from an adjacent lot to this project. 0 , +w 11..q4
The project is new development consisting of clearing, grading, and construction of a
five -story office building, parking areas, st water management system and utilities. Design
impervious for the entire site is computed at�o. Approximately 1.9 acres will be disturbed by
the construction work. Off -site work includes construction of four drives in the rights -of -way,
sidewalks in the southwest corner, and a stormwater outfall from the northwest corner to an inlet
in the right-of-way at Third and Walnut. Drainage from the off -site work will discharge to the
municipal stormwater system in the streets. 0 "V- Pisw CA 1. 13 6.+— UA b .10 , + s 1.
STORMWATER MANAGEMENT MEASURES
Runoff will be collected in curb inlets and roof drains. The curb inlets are connected by
an infiltration system consisting of 30-inch perforated pipe in a washed gravel trench. The trench
system will store the first inch of run-off and infiltrate it into the soil within 20 minutes. Runoff
in excess of available storage and infiltration will discharge to the municipal system in the street
right-of-way.
All inlets will be deeper than the pipe inverts to accommodate sediment settling and
storage. Discharge from each inlet will be controlled by an up -turned elbow on the outlet pipe,
set at the same elevation as the top of the upstream infiltration trench. This forces water entering
the inlet to travel into the upstream trench for infiltration, enhances sedimentation, and
maximizes infiltration. Inlets are spaced uniformly around the site to intercept runoff and
distribute the infiltrated stormwater over the largest possible area.
The grading contractor and developer will provide maintenance during construction. The
Owner or his property manager will provide maintenance after occupancy.
2 gar
L

COMPUTATIONS
Manual calculations are attached that provide site data and satisfy state stormwater
management criteria. Available storage capacity in the trench system is 6600 cubic feet, which
exceeds the 6300 cubic feet required to handle a 1-inch rainfall event. The drawdown time of 29
minutes more than meets the requirement of a five-day drawdown.
To demonstrate conformance with the city detention regulations, the system is routed
using the Hydrocad software program. The design storm is a ten-year, 24-hour Type III rainfall
of 7 inches. The critical period of 11 hours to 15 hours is routed using SCS TR-20 methods.
Due to the high infiltration capacity of the soils, the system will handle a continuous 3-inch per
hour rainfall rate without discharge off -site.
91

Date Design Andrew and Kuske ;Job
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Data for 00191 FIRST UNION 30" Page 1
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied microcomputer Systems
WATERSHED ROUTING
O O O
E--0( A, ,-A3 �O
Q QUO O O
5
T e ESQ ,e
0 0 �
„ 0
OSUBCATCHMENT ❑ REACH A POND ci LINK

v
Data for 00191 FIRST UNION 30" Page 2
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer_ Systems_
SUBCATCHMENT 1 AREA TO CB #1
PEAK= 1.06 CFS 9 12.12 HRS, VOLUME= .06 AF
ACRES CN
.19 89
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment _ Tc (min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 2
AREA TO CB #2
PEAK= 1.00 CFS Q 12.12 HRS, VOLUME= .06 AF
ACRES CN SCS TR-20 METHOD
.18 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 3
AREA TO CB #3
PEAK= .84 CFS Q 12.12 HRS, VOLUME= .05 AF
ACRES CN SCS TR-20 METHOD
.15 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ Comment T Tc (min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 4
AREA TO CB #4
PEAK= .45 CFS p 12.12 HRS, VOLUME= .03 AF
ACRES CN SCS TR-20 METHOD
.08 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc min
DIRECT ENTRY Segment ID: 10.0

i.
Data for 00191 FIRST UNION 30" Pace 3
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
H droCAD 5.01 000479 c 1986-1998 Applied Microcomputer Systems
SUBCATCHMENT 5
AREA TO CB #5
PEAK= .95 CFS 0 12.12 HRS, VOLUME= .06 AF
ACRES CN SCS TR-20 METHOD
.17 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 6
AREA TO CB #6
PEAK= 1.45 CFS Q 12.12 HRS, VOLUME= .08 AF
ACRES CN SCS TR-20 METHOD
.26 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 7
AREA TO CB 47
PEAK= 1.45 CFS @ 12.12 HRS, VOLUME= .08 AF
ACRES CN SCS TR-20 METHOD
.26 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc min
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 8
AREA TO CB #8
PEAK= .84 CFS 0 12.12 HRS, VOLUME= .05 AF
ACRES CN SCS TR-20 METHOD
.15 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc min
DIRECT ENTRY Segment ID: 10.0

I
Data for 00191 FIRST UNION 30" Page 4
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5 01 000479 (c) 1986-1998 Applied Microcomputer Systems
SUBCATCHMENT 9 AREA TO CB #9
PEAK= 22 CFS 0 12.12 HRS, VOLUME= .01 AF
ACRES CN SCS TR-20 METHOD
.04 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc min
DIRECT ENTRY Segment ID: 10.0
SUSCATCHMENT 10 AREA TO CB #10
PEAK= .72 CFS {] 12.12 HRS, VOLUME= .04 AF
ACRES CN SCS TR-20 METHOD
.13 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method CommentTc_(min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 11 AREA TO CB #11
PEAK= 61 CFS @ 12.12 HRS, VOLUME= .04 AF
ACRES CN SCS TR-20 METHOD
.11 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc(min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 12 AREA TO CB #12
PEAK= .39 CFS @ 12.12 HRS, VOLUME= .02 AF
ACRES CN SCS TR-20 METHOD
.07 69 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
DIRECT ENTRY Segment ID: 10.0

I
Data for 00191 FIRST UNION 30" Page 5
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
H droCAD 5.01 000479 c 1986-1998 Applied Microcomputer Systems
SUBCATCHMENT 13 AREA TO CB #13
PEAK= .22 CFS Q 12.12 HRS, VOLUME= .01 AF
ACRES CN
.04 89
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ Comment T_c imin?
DIRECT ENTRY Segment ID: 10.0

Data for 00191 FIRST UNION 30" Page 6
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct. 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems T
POND 1
TRENCH FROM #1 TO #2, 5 & 13
Qin = 3.64 CFS @ 12.21 HRS, VOLUME= .11 AF
Qout= 1.38 CFS @ 12.39 HRS, VOLUME= 11 AF, ATTEN= 62%, LAG= 11.2 MIN
Qpri= .15 CFS @ 12.39 HRS, VOLUME= 0.00 AF
Qsec= 1.23 CFS @ 12.39 HRS, VOLUME= .11 Al~
Report reflects 73$ open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)_
41.9 490 0 0
44.9 980 1610 1610
STOR-IND METHOD
PEAK STORAGE = 1580 CF
PEAK ELEVATION= 44.8 FT
FLOOD ELEVATION= 44.9 FT
START ELEVATION= 41.9 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.9 MIN (.11 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 44.8' 12" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I I=Orifice/Grate
Secondary Discharge
12=Exfiltration
POND 1 INFLOW $ OUTFLOL.
TRENCH FROM #1 TO #2, 5 & 13
3.6
3.4
STOR-IND METHOD
3.2
3.0
PEAK STOR= 1582 CF
2.6
PEAK ELEU= 44.8 FT
2.6
� 2.4
Oin= 3 64 CFS
2.2
Oout= 1.38 CF5
u 2.13
Opri= .15 CFS
1.8
05ec= 1.23 CF5
3 1.6
LAG= 11,2 MIN
O 1.4
J 1 .2
LL 1 .0
.6
6
J
4
2
• �m
r
if I m In m lf1 0 Ln m
TIME (4)cur5)

Data for 00191 FIRST UNION 30" Page 7
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
Hy_droCAD 5.01 00047.9 (c) 1986-1998 Applied Microcomputer Systems
POND 2 TRENCH FROM #2 TO #3
Qin = 1.94 CFS @ 12.14 HRS, VOLUME= .08 AF
Qout= 1.55 CFS fl 12.21 HRS, VOLUME= .08 AF,
Qpri= 1.01 CFS @ 12.21 HRS, VOLUME= .01 AF
Qsec= .54 CFS @ 12.21 HRS, VOLUME= :06 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
FT SF(CF) CF
42.3 200 0 0
45.3 400 657 657
ATTEN= 20%, LAG= 4.5 MIN
STOR-IND METHOD
PEAK STORAGE = 735 CF
PEAK ELEVATION= 45.7 FT
FLOOD ELEVATION= 45.3 FT
START ELEVATION= 42.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.6 MIN (.08 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 45.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
I 2=Exfiltration
POND 2 INFLOW & OUTFLOW
TRENCH FROM #2 TO #3
1.9
1.6
STOR-IND
METHOD
1.7
1.5
PEAK STOR=
735 CF
1.5
PEAK ELEU-
45.7 FT
1.4
,
1.3
I'
Qin= 1.94
CFS
10
1,2
Qcut= 1.55
CFS
U
1.1
I 'L
Qpri= 1.01
CF5
1
Qsec=
.54 CFS
3
,9
.8
u�'
LAG=
4.5 MIN
O
7
j1t
LL.
5
rr •�
.4
/r L `
.3
.2
I
•1
e. eC!D
I 5
Ln m Ln
Ln m
Ln m
- - [V N rr'1
M V
V Ln
TIME Chours)

Data for 00191 FIRST UNION 30" Page 8
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HVdroCAD 5.01 000479 (c) 1986-1996 Applied Microcomputer .SVStemS
POND 3 TRENCH FROM #3 TO #4
Qin = 1.28 CFS @ 12.12 HRS, VOLUME= .08 AF
Qout= 1.26 CFS @ 12.14 HRS, VOLUME= .07 AF,
Qpri= .94 CFS @ 12.14 HRS, VOLUME= .02 AF
Qsec= 32 CFS Q 12.14 HRS, VOLUME= .06 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
FT SF CF CF
45.2 120 0 0
48.2 240 394 394
ATTEN= 1%, LAG= 1.1 MIN
STOR-IND METHOD
PEAK STORAGE = 438 CF
PEAK ELEVATION= 48.5 FT
FLOOD ELEVATION= 48.2 FT
START ELEVATION= 45.2 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.2 MIN (.07 AF)
# ROUTE_ INVERT OUTLET DEVICES
1 P 48.1' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow p low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
t2=Exfiltration
POND 3 INFLOW & OUTFLOW
TRENCH FROM #3 TO #4
1.2
5TOR-IND METHOD
1.i
PEAK STOR= 438 CF
1,g
'
PEAK ELEU= 46.5 FT
9
411
Oin= I.28 CF5
' 8
i+
Qout= 1 . 25 CF5
u 7
11
Opr i = .94 CFS
-
6
h
Usec= 32 CFS
5 i
LAG= 1.1 MIN
O 5
-J
3
5
2
.
0 .0m
i
in m in m
u s m in m
In
TIME (hours)

Data for 00191 FIRST UNION 30" Page 9
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 5
TRENCH FROM #5 TO #6
Qin =
2.26 CFS
@ 12.18 HRS, VOLUME= .08 AF
Qout=
2.18 CFS
9) 12.21 HRS, VOLUME= .08 AF,
ATTEN= 3%, LAG=
1.5 MIN
Qpri=
1.79 CFS
� 12.21 HRS, VOLUME= .03 AF
Qsec=
.40 CFS
sQ 12.21 HRS, VOLUME= .05 AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
STOR-IND METHOD
(FT)
(SF) (CF) (CF)
PEAK STORAGE =
569
CF
42.3
140 0 0
PEAK ELEVATION=
46.0
FT
45.3
280 460 460
FLOOD ELEVATION=
45.3
FT
START ELEVATION=
42.3
FT
SPAN= 11-15 HRS, dt=.02
HRS
Tdet= 7.6 MIN (.08
AF)
# ROUTE INVERT
OUTLET DEVICES _
T
1 P
45.2'
8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to
weir flow 0 low head)
2 S
0.0'
EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I I=Orifice/Grate
Secondary Discharge
I- 2=Exfiltraticn
POND 5 INFLOW & OUTFLOW
TRENCH FROM #5 TO #5
2.2
2.0
5TOR-IND
METHOD
PEAK STOR=
569 CF
ICI
PEAK ELEU= 46 FT
1.6
y
41i�1
Qin= 2.26
CF5
ko
I.4
tips
Oout= 2.18
CF5
L4-
v
1.2
I I I
;
O r i= 1.79
P
CF5
44
Osec=
.40 CF5
1.0
j �I'ti
LAG=
1.5 MIN
0
I 11
J
i �ti
LL
6
1 li
.4
. 2
4
�
e. em
I y
m Ln
m tn 0
Ln m
TIME (hours)

Data for 00191 FIRST UNION 30" Page 10
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD_5_.01_ 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 6 TRENCH FROM #6 TO # 7 & 8
Qin = 2.90 CFS 9 12.12 HRS, VOLUME= .17 AF
Qout= 2.41 CFS @ 12.20 HRS, VOLUME= .17 AF, ATTEND 17t, LAG= 4.3 MIN
Qpri= 1.44 CFS 9 12.20 HRS, VOLUME= .03 AF
Qsec= .97 CFS sQ 12.20 HRS, VOLUME= .14 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
44.4 350 0 0
47.4 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 1364 CF
PEAK ELEVATION= 48.0 FT
FLOOD ELEVATION= 47.4 FT
START ELEVATION= 44.4 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.2 MIN (.17 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 47.31 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION '
V= .076 FPM over SURFACE AREA
Primary Discharge
I 1=Orifice/Grate
Secondary Discharge
L-2=Exfi.ltraticn
2.8
2.6
2.4
2,2
2.0
�
1.8
U 1.6
1 . 4
1.2
1.0
.6
.4
2
O.Om
POND 6 INFLOW & OUTFLOW
TRENCH FROM #6 TO # 7 & 8
II I m
[V M
TIME (hours)
STOR-IND METHOD
PEAK STOR= 1364 CF
PEAK ELEU= 48 FT
Din= 2.93 CFS
Rout= 2.41 CFS
Dpri= 1 44 CF5
Dsec= .97 CFS
LAG= 4.3 MIN
LO CD Ln m
M V V Ln

Data for 00191 FIRST UNION 30" Page 11
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 _(c) 1986-1998 Applied Microcomputer Systems
POND 8 TRENCH FROM #8 TO #9 & 11
Qin = 1.23 CFS @ 12.18 HRS, VOLUME= .06 AF
Qout= .61 CFS @ 12.35 HRS, VOLUME= .06 AF, ATTEN= 51%, LAG= 10..1 MIN
Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF
Qsec= .61 CFS @ 12.35 HRS, VOLUME= .06 AF
Report reflects 73t open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) _ (CF) (CF)
44.9 35D 0 0
47.9 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 419 CF
PEAK ELEVATION= 46.0 FT
FLOOD ELEVATION= 47.9 FT
START ELEVATION= 44.9 FT
SPAN= 11-15 HRS, dt=.02 HRS.
Tdet= 5 MIN (.06 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 47.8' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(29H) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I I=Orifice/Grate
Secondary Discharge
1 2=Exfiltration
POND 8 INFLOU 8 OUTFLOW
TRENCH FROM #8 TO #9 8 11
1.2
1 i
5TOR--IND METHOD
PEAK STOR= 419 CF
1.0
PEAK ELEU= 46 FT
.9
s
Qin= 1.23 CFS
Gout= .61 CF5
U •7
Qpri= 0.00 CFS
v
Qsec= .61 CFS
.6
35
\ LAG= 10.1 MIN
'I
�
�
4
LL- 3
I
.1
0.0m
in m in m in m un m
Ln
TIME (hour5)

Data for 00191 FIRST UNION 30" Page 12
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HVdroCAD 5.01 000479 (c) 1966-1998 Applied_Microcomgutersytems
POND 9
TRENCH FROM #9 TO #10
Qin = .95 CFS 9 12.12 HRS, VOLUME= .06 AF
Qout= .50 CFS @ 12.32 HRS, VOLUME= .06 AF, ATTEN= 47$, LAG= 11.9 MIN
Qpri= _07 CFS Cap 12.32 HRS, VOLUME= 0.00 AF
Qsec= .43 CFS Q 12.32 HRS, VOLUME= .05 AF
Report reflects 73W open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) _ (CF) (CF)
47.3 170 0 0
50.3 340 558 558
STOR-IND METHOD
PEAK STORAGE = 546 CF
PEAK ELEVATION= 50.2 FT
FLOOD ELEVATION= 50.3 FT
START ELEVATION= 47.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.8 MIN (.06 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 50.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXPILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
1-2=Effiltration
POND 9 INFLOW & OUTFLOW
TRENCH FROM #9 TO #10
95
50
85
STOR-IND
METHOD
.60
PEAK STOR=
546 CF
.75
PEAK ELEU=
50.2 FT
.70
.65
Din=
.95 CFS
LO .50
Dout=
.50 CF5
V 55
Opri-
.07 CF5
.50
,45
Osec=
.43 CFS
.40
r LAG= 11.9
MIN
.35
.30
o
.25
.15
10
05
0 .0 0m
in m in m in m
in m
M V'
V In
TIME (hour5)

Data for 00191 FIRST UNION 30" Page 13
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 11
TRENCH FROM #11 TO #12
Qin =
1.00
CFS
9
12.12
HRS, VOLUME=
.06
AF
Qout=
.87
CFS
Q
12.19
HRS, VOLUME=
.06
AF, ATTEN= 13%, LAG= 3.9 MIN
Qpri=
.51
CFS
Q
12.19
HRS, VOLUME=
.01
AF
Qsec=
.36
CFS
@
12.19
HRS, VOLUME=
.05
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) _ (CF) (CF)
46.7 140 0 0
49.7 280 460 460
STOR-IND METHOD
PEAK STORAGE = 479 CF
PEAK ELEVATION= 49.8 FT
FLOOD ELEVATION= 49.7 FT
START ELEVATION= 46.7 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.3 MIN (.06 AF)
ROUTE INVERT OUTLET DEVICES
1 P 49.6' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
1-1=Orifice/Grate
Secondary Discharge
12=Exfiltration
1.0
.9
.8
7
.6
U
.5
: 4
Q
J 3
.2
.1
0.0m
POND 11 INFLOW & OUTFLOW
TRENCH FROM #11 TO #12
STOR-IND METHDD
PEAK STDR= 479 CF
PEAK ELEU= 49.6 FT
Gin= 1.03 CFS
Gout= .87 CF5
< < Gpri= .51 CFS
` Qsec= .36 CFS
I�1 CAG= 3.9 MIN
hl
I1 _�
ti
I �
I �
I \
In m In m In m n m
TIME (hours)

Data for 00191 FIRST UNION 30" Pace 14
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
Hy_droCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems T_
POND 13
TRENCH FROM # 13 TO #14
Qin = .22 CFS @ 12.12 HRS, VOLUME= .01 AF
Qout= .12 CFS @ 12.31 HRS, VOLUME= .01 AF, ATTEN= 46%, LAG= 11.0 MIN
Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF
Qsec= .12 CFS @ 12.31 HRS, VOLUME= .01 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
42.1 70 0 0
45.1 140 230 230
STOR-IND METHOD
PEAK STORAGE = 84 CF
PEAK ELEVATION= 43.2 FT
FLOOD ELEVATION= 45.1 FT
START ELEVATION= 42.1 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 5.1 MIN (.01 AF)
ROUTE INVERT OUTLET DEVICES
1 P 45.0' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow 4 low head)
2 5 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
1-1=orifice/Grate
Secondary Discharge
I-2=Exfiltration
.22
20
.18
.16
� .14
U .12
10
3
0 0s
.06
,04
.32
0.00m
POND 1.3 INFLOW $ OUTFLOW
TRENCH FROM # 13 TO #14
STOR-IND METHOD
PEAK STOR= 64 CF
PEAK ELEV= 43.2 FT
m Ln m in
TIME (hour5)
Din=
.22
CFS
Gout=
.12
CFS
Opri= 0.00
CF5
05ec=
.12
CFS
LAG=
11
MIN
m n m
V V Ln

Data for 00191 FIRST UNION 30" rage 15
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 A_2plied Microcomputer Seems
POND 1
TRENCH FROM #1 TO #2, 5 & 13
Qin =
6.34
CFS
@
12.17
HRS, VOLUME=
.19
AF
Qout=
4.87
CFS
@
12.26
HRS, VOLUME=
.19
AF, ATTEN=. 23%, LAG= 5.2 MIN
Qpri=
3.44
CFS
@
12.26
HRS, VOLUME=
.06
AF
Qsec=
1.44
CFS
@
12.26
HRS, VOLUME=
.13
AF
Report
reflects
73t open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) _ _(CF)
41.9 490 0 0
44.9 980 1610 1610
STOR-IND METHOD
PEAK STORAGE = 2118 CF
PEAK ELEVATION 45.8 FT
FLOOD ELEVATION= 44.9 FT
START ELEVATION= 41.9 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.1 MIN (.19 AF)
#ROUTE INVERT _ OUTLET DEVICES
1 P 44.8' 12" HORIZONT&L ORIFICE/GRATE
Q=..6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
L--2=Exfi1tration
POND I INFLOW & OUTFLOW
TRENCH FROM #1 TO #2, 5 & 13
6.0
STOR-IND METHOD
5.5
PEAK STOR= 2116 CF
5.0
PEAK ELEV= 45.8 FT
4 5
+'
�i
Din= 6.34 CFS
d1 4.0
I '
Dout= 4.87 CFS
�•
3 , 5
i
Opr = 3.44 CFS
v
3.0
111�
Osec= 1.44 CFS
I
LAG= 5.2 MIN
O 2.5
J 2.0
4 rti
U-
I > >
1 .5
1 .0
I y
0 �m
I
Ln m Ln m
to CD Ln 0
--
- N N r"I
M V V' Ln
TIME (hours)

Data for 00191 FIRST UNION 30" Paae 16
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems___
POND 2
TRENCH FROM #2 TO #3
Qin =
2.66
CFS
9
12.13
HRS, VOLUME=
.11
AF
Qout=
2.52
CFS
Q
12.17
HRS, VOLUME=
.11
AF, ATTEN= 5t, LAG= 2.1 MIN
Qpri=
1.95
CFS
9
12.17
HRS, VOLUME=
.04
AF
Qsec=
.57
CFS
®
12.17
HRS, VOLUME=
.07
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT)_ _ (SF) (CF) (CF)_
42.3 200 0 0
45.3 400 657 657
STOR-IND METHOD
PEAK STORAGE = 829 CF
PEAK ELEVATION= 46.1 FT
FLOOD ELEVATION= 45.3 FT
START ELEVATION= 42.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 8.4 MIN (.11 AF)
ROUTE INVERT OUTLET DEVICES
1 P 45.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary -Discharge
I -1=Orifice/Grate
Secondary Discharge
12=Exfiltraticn
POND 2 INFLOW & OUTFLOiJ
TRENCH FROM #2 TO #3
2.6
2.4
li
STOP-IND
METHOD
2 2
I,
PEAK STOR=
829 CF
PEAK ELEU=
46.1 FT
2.0
.�
1. 8
�I�,
O i n= 2.66
CFS
1
I�
Oout= 2.52
CF5
C�
.6
i
II `, I
Opp i = 1.95
CF5
v
1.4
�I ,4
05ec=
.57 CFS
1,2
�s
LAG=
2.1 MIN
1 ,
_j
4
.4
.2
`
I ,
0.0
In 19 In m
,n m
In co
rn v
v In
TIME (hours)

Data for 00191 FIRST UNION 30" Page 17
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c)„1986-1998 Applied Microcomputer Systems _
POND 3
TRENCH FROM #3 TO #4
Qin =
1.69
CFS
@
12.12
HRS, VOLUME=
.10
AF
Qout=
1.67
CFS
@
12.14
HRS, VOLUME=
.10
AF, ATTEN= 1k, LAG= 1.0 MIN
Qpri=
1.34
CFS
@
12.14
HRS, VOLUME=
.03
AF
Qsec=
.33
CFS
@
12.14
HRS, VOLUME=
.06
AF
Report
reflects
73k open space
ELEVATION AREA INC.STOR CUM.STOR
_(FT)_(SF) (CF) (CF)
45.2 120 0 0
48.2 240 394 394
STOR-IND METHOD
PEAK STORAGE = 462 CF
PEAK ELEVATION= 48.7 FT
FLOOD ELEVATION= 48.2 FT
START ELEVATION= 45.2 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 8.8 MIN (.1 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 48.1' 8" HORIZONTAL ORIFICE/GRATE -
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I-1=Orifice/Grate
Secondary Discharge
I---2=Exfiltration
POND 3 INFLOW & OUTFLOW
TRENCH FROM #3 TO #4
1.7
1.5
++
STOR-IND METHOD
1.4
PEAK STOR= 462 CF
1 3
PEAK ELEV= 46.7 FT
1 2
+
r,
.
+r
+
'O { n= 1 . 69 CFS
1 I
+
Qaut= 1.67 CFS
u
5
�� +
Opr i = 1 . 34 CF'5
Osec= .33 CFS
3
7
+i
LAG= 1 MIN
�
LL
5
++
4
�
i
0.0m
1 �
m Ln m
n m +n m
In
TIME (hours)

Bata for 00191 FIRST UNION 30" Pace 18
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
H droCAD 5.01 000479 c 1986-1998 Applied Microcomputer Systems
POND 5
TRENCH FROM #5 TO #6
Qin =
3.62
CFS
@
12.16
HRS, VOLUME=
.13
AF
Qout=
3.56
CFS
@
12.18
HRS, VOLUME=
.13
AF, ATTEN= 2%, LAG= 1.3 MIN
Qpri=
3.12
CFS
@
12.18
HRS, VOLUME=
.07
AF
Qsec=
.43
CFS
@
12.18
HRS, VOLUME=
.06
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
FT SF CF CF
42.3 140 0 0
45.3 280 460 460
STOR-IND METHOD
PEAK STORAGE = 664 CF
PEAK ELEVATION= 46.6 FT
FLOOD ELEVATION= 45.3 FT
START ELEVATION= 42.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 6 MIN (.13 AF)
# ROUTE INVERT OUTLET DEVICES _ _ �-
1 P 45.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
1 -1=Orifice/Grate
Secondary Discharge
1 2=Exfiltration
POND 5 INFLOW & OUTFLOW
TRENCH FROM #5 TO #6
3.6
3.4
+
STOR-IND
METHOD
3 0
PEAK STOR=
664 CF
2.8
,i ��
PEAK Ei_.EU=
46.6 FT
2.6
�t
2.4
'it
Qin= 3.62
CFS
to
Cl-2.2
Gout= 3.56
CF5
U 2.0
15
Gpri= 3.12
CFS
` 1.8
+
Gsec=
.43 CF5
1 .6
��ti
�s
LAG=
1.3 MIN
p 1 .4
�r
-1 1 .2
1i 1 .0
.8
+ �t
6
ti4
L
z'
~
�
0.0
Y
@ if 1 � m In c
ll l m
In 0
rn v
v Ln
TIME (hours)

Data for 00191 FIRST UNION 30" Page 19
FIRSY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c} 1986-1998 Applied Microcomputer Systems
POND 6
TRENCH FROM #6 TO # 7 & 8
Qin =
3.83
CPS
Q
12.12
HRS, VOLUME=
.23
AF
Qout=
3.49
CPS
@
12.17
HRS, VOLUME=
_23
AF, ATTEN- 9%;, LAG= 2.9 MIN
Qpri=
2.45
CFS
0
12.17
HRS, VOLUME=
.06
AF
Qsec=
1.04
CFS
Q
12.17
HRS, VOLUME=
.17
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM,STOR
(FT) (SF)- (CF) (CF)
44.4 350 0 0
47.4 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 1541 CF
PEAK ELEVATION= 48.4 FT
FLOOD ELEVATION= 47.4 FT
START ELEVATION= 44.4 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.6 MIN (.23 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 47.3' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow s@ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
t-2=Exfiltration
POND 6 INFLOW & OUTFLOW
TRENCH FROM #6 TO # 7 & 8
3.8
3.6
3.
STOR-IND METHOD
3.2
+
r�
PEAK STCR= 1541
CF
3.0
� r
PEAK ELEU= 48.4
FT
2.B
r
2.6
+
gin= 3.83
CFS
Z.4
2
i +`+ 5+
Oout= 3.49
CF5
.
U
4
Opr i= 2.45
CF5
20
+I ti
05ec= 1.04
CF5
3 1 .6
rr ` `
LAG= 2.9
MIN
Q 1 .4
+r
LL- 1 .0
.8
.6
.4
`
.2
13.0
+n m rn m
Ln m rn
m
rn v v
In
TIME (hour5)

'Data for 00191 FIRST UNION 30" Page 20
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 8
TRENCH FROM #8 TO #9 & 11
Qin = 2.52 CFS @ 12.17 HRS, VOLUME= .09 AF
Qout= 1.13 CFS @ 12.34 HRS, VOLUME= .09 AF, ATTEN= 55`k, LAG= 10.0 MIN
Qpri= .24 CFS p 12.34 HRS, VOLUME= 0.00 AF
Qsec= .89 CFS @ 12.34 HRS, VOLUME= .09 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) _ (CF)
44.9 350 0 0
47.9 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 1154 CF
PEAK ELEVATION= 47.9 FT
FLOOD ELEVATION= 47.9 FT
`START ELEVATION= 44.9 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.8 MIN (.09 AF)
# ROUTE INVERT _ OUTLET_ DEVICES _
1 P _ 47.8' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow Q low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
L--2=Exfiltration
POND 8 INFLOW & OUTFLOW
TRENCH FROM #8 TO #9 8 11
2.4
STOR-IND
METHOD
2 2
PEAK STOR=
1154 CF
2.0
PEAK ELEV=
47.9 FT
1.$
Qin= 2.52
CF5
1.6
flout= 1.13
CFS
U 1.4
DPn =
.24 CF5
" 1.2
Qsec=
.69 CF5
3
LAG=
10 MIS!
I 0
CD
�5
�\
.6
J
4
1
.2
y
0.0m
� 5
n m u') m
in m
Ln m
- - N N r7
r'7 V
V in
TIME Chour5)

Bata for 00191 FIRST UNION 30" Page 21
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01„ 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 9
TRENCH FROM #9 TO #10
Qin =
1.25
CFS
@
12.12
HRS, VOLUME=
.07
AF
Qout=
1.09
CFS
@
12.19
HRS, VOLUME=
.07
AF, ATTEN= 13%, LAG= 3.8 MIN
Qpri=
.64
CFS
@
12.19
HRS, VOLUME=
.01
AF
Qsec=
.44
CFS
@
12.19
HRS, VOLUME=
.06
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
FT SF CF CF
47.3 170 0 0
50.3 340 558 558
STOR-IND METHOD
PEAK STORAGE = 594 CF
PEAK ELEVATION= 50.5 FT
FLOOD ELEVATION= 50.3 FT
START ELEVATION= 47.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.2 MIN (.07 AF)
_ROUTE INVERT OUTLET DEVICES _
1 P 50.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(29H) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I I=Orifice/Grate
Secondary Discharge
I 2=Exfiltration
POND 9 INFLOW & OUTFLOW
TRENCH FROM ##9 TO TM10
l.z
STOR-IND
METHOD
1 1
PEAK STOR=
594 CF
1.0
PEAK ELEV=
50.5 FT
,
9
I,
Oin= 1.25
CFS
9
r
Oout= 1.09
CF5
U
7
��
Dpri�
.64 CFS
6
Ir,
Qsec=
.44 CFS
�
5
tl+�
LAG=
3.8 MIN
p
r,
LL-
I
.2
I ,
1
I
,n m
In m
V
Q Ln
TIME (hours)

Data for 00191 FIRST UNION 30" Page 22
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5_._01 000479_ (c) 1986-1998 Applied Microcomputer Systems
POND 11
TRENCH FROM #11 TO #12
Qin =
1.32
CFS
@
12.12
HRS, VOLUME=
.08
AF
Qout=
1.29
CFS
@
12.15
HRS, VOLUME=
.08
AF, ATTEN= 2$, LAG= 1.5 MIN
Qpri=
.92
CFS
0
12.15
HRS, VOLUME=
.02
AF
Qsec=
.37
CFS
@
12.15
HRS, VOLUME=
.06
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CFS
46.7 140 0 0
49.7 280 460 460
STOR-IND METHOD
PEAK STORAGE = 509 CF
PEAK ELEVATION= 5C"0 FT
FLOOD ELEVATION= 49.7 FT
START ELEVATION= 46.7 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9-5 MIN (.08 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 49.6' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I I=Orifice/Grate
Secondary Discharge
12=Exfiltration
POND 11 INFLOW & OUTFLOW
TRENCH FROM #11 TO #12
1 3
1.2
STOR-IND
METHOD
I I
'
PEAK STOR=
509 CF
PEAK ELEV=
50 FT
I.0
III
•9
I
ICI
Gin= 1.32
CF5
0 6
i I� II
II
Gout= 1
. 29 CFS
u 7
11
Qpri z.
92 CF5
S t
Qsec=
.37 CF5
6
t
LAG=
1.5 MIN
d
I
4
�
�Is
.3
.Z
/ I 5
� 4
e 11M
.
lf7 @ Ln
m Ill @
l[l m
— N SU
r7
Ln
TIME (hours)

'Data for 00191 FIRST UNION 30" Page 23
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems _
POND 13 TRENCH FROM # 13 TO #14
Qin = .29 CFS @ 12.12 HRS, VOLUME= .02 AF
Qout= .14 CFS Q 12.34 HRS, VOLUME= .02 AF,
Qpri= 0.00 CFS O 0.00 HRS, VOLUME= 0.00 AF
Qsec= .14 CFS @ 12.34 HRS, VOLUME= .02 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
FT SF CF CF
42.1 70 0 0
45.1 140 230! 230
ATTEN= 51%, LAG= 12.9 MIN
STOR-IND METHOD
PEAK STORAGE = 144 CF
PEAK ELEVATION= 44.0 FT
FLOOD ELEVATION= 45.1 FT
START ELEVATION= 42.1 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 7.8 MIN (.02 AF)
_ ROUTE INVERT_ OUTLET DEVICES _
1 P 45.0' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow © low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I 1=Orifice/Grate
Secondary Discharge
i 2=Exfiltration
.28
.26
24
22
r, .20
Ln .18
U .16
.14
3 .12
0 10
tl .08
.0b
.04
.02
O.eOm
POND 13 INFLOW & OUTFLOW
TRENCH FROM # 13 TO #14
STOR-IND METHOD
PEAK STOR= 144 CF
PEAK ELEU= 44 FT
Ln m Ln m In
N N rn M
TIME (hours)
Gin= .29 CF5
Oout= .14 CF5
Opri= 0.00 CF5
Qsec= .14 CF5
LAG= 12.9 MIN
V V Ln

A
Date
Design
Andrew and Kuske
902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401
Sheet
Of
Check
Job For
Job No,
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RECEIVED
OCT 16 2000
DWQ
PROP #

Date
Design
Andrew and Kuske
902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401
>��
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Job No.
-7 I
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Date
Design
Andrew and Kuske
Sheet
C ' 3
902 Market St. CONSULTING ENGINEERS, INC, Wilmington, N.C, 28401
V Of
Check
Jab
For
Job No.
0"
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$G-E p-r;�craCa Sp,LS `�CPaT�T
r nE AF+,z
K 1 = 3 2. 9 1,v/N1z-
ve = C82r1 r 32,s+ Ss,l) ln//il,z ,' 3
7
Ll 5 6' K Cod titi, N/yti
0,07(, F PM
rL0\v FLA7&-
rL.O'v IS C/14G✓LA7c'tC - Z�3V SF
13/3SE0' Owl
VElzr,'e-4C, 1�46\v -r4XtU414 ¢apR, ours+c FlMA{ = 4"( ]ol.s' (2 '1701�
yC- SL�GT.,./ Arza-A 4060 SF
Qkr,, (2030 3F �C p,07C. FPJ,ti)(r1
154 C FM
4kAX = �406o sr)(0,07t. F�^•� �r)
30g CPtA
QA v! _ (1 Ss- e-F^t f 3 o S
1D 1Z A w r3 0 \-,,, r✓
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4 Z '7 A4 i r.1
P6.AK 1Nr-IL7"rZA-r16 / CApACrTy
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p45-jr.J":9 'n{-11J' - d,33:�j'-'
'5.4. �, o 3, ry 4 SEc art . wvt

Data for 00191 FIRST UNION 30" Page 1
TEN YEAR 24-HOUR RAINFALL,= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 00047.9 (c) 1986-1998 Applied Microcomputer Systems
WATERSHED ROUTING
O O O
/ \ Q 0�� � 0
,1,
13
O O II , 12
OSUBCATCHMENT ❑ REACH Q POND Q] LINK

Data for 00191 FIRST UNION 30" Page 2
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c)__1986-_1998 Applied Microcomputer Systems
SUBCATCHMENT 1 AREA TO CB #1
PEAK= 1.06 CFS 9 12.12 HRS, VOLUME= .06 AF
ACRES CN SCS TR-20 METHOD
.19 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ _ _ Comment _ Tc (mial
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 2 AREA TO CB #2
PEAK= 1.00 CFS @ 12.12 HRS, VOLUME= .06 AF
ACRES CN SCS TR-20 METHOD
.18 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-1S HRS, dt=.02 HRS
} Method _ _ Comment _ Tc (min)„
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 3 AREA TO CB #3
PEAK= .84 CFS @ 12.12 HRS, VOLUME= .05 AF
ACRES CN SCS TR-20 METHOD
.15 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc min
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 4 AREA TO CB #4
PEAK= .45 CFS 0 12.12 HRS, VOLUME= .03 AF
ACRES CN SCS TR-20 METHOD
.08 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ _ _ Comment TC (min)
DIRECT ENTRY Segment ID: 10.0

Data for 00191 FIRST UNION 30" Page 3
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 _000479 {c) 1986-1998 Applied Microcomputer Systems
SUBCATCHMENT 5
AREA TO CB #5
PEAK= .95 CFS @ 12.12 HRS, VOLUME= .06 AF
ACRES CN SCS TR-20 METHOD
.17 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ w Comment - _ _ Tc (min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 6 AREA TO CB #6
PEAK= 1.45 CFS @ 12.12 HRS, VOLUME= .08 AF
ACRES CN
.26 89
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ Comment Tc (min)
DIRECT ENTRY T - - Segment ID: �^ 10.0
SUBCATCHMENT 7
AREA TO CB #7
PEAK= 1.45 CFS @ 12.12 HRS, VOLUME= .08 AF
ACRES CN SCS TR-20 METHOD
.26 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc min
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 8
AREA TO CB #8
PEAK= .84 CFS @ 12.12 HRS, VOLUME= .05 AF
ACRES CN SCS TR-20 METHOD
.15 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
_Method _ _ Comment Tc__(minL
DIRECT ENTRY Segment ID: 10.0

Data for
00191 FIRST UNION 30"
Page 4
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared
by ANDREW & KUSKE CONSULTING ENGINEERS,
INC.
11 Oct 00
HydroCAD
5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
SUBCATCHMENT 9 AREA TO CB #9
PEAK=
.22 CFS Q 12.12 HRS, VOLUME= .01 AF
ACRES
CN
SCS TR-20 METHOD
.04
89
TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS,
dt=.02 HRS
Method
_ _ _ Comment
_
Tc (min)
DIRECT ENTRY Segment ID:
10.0
SUBCATCHMENT 10 AREA TO CB #10
PEAK= .72 CFS ® 12.12 HRS, VOLUME= .04 AF
ACRES CN SCS TR-20 METHOD
.13 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ Comment _ - Tc (min)
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 11 AREA TO CB #11
PEAK= .61 CFS 0 12.12 HRS, VOLUME= .04 AF
ACRES CN SCS TR-20 METHOD
.11 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method - Comment _ _ Tc „(min
DIRECT ENTRY Segment ID: 10.0
SUBCATCHMENT 12 AREA TO CS #12
PEAK= .39 CFS @ 12.12 HRS, VOLUME= .02 AF
ACRES CN SCS TR-20 METHOD
.07 89 TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method_ Comment _ Tc (min)
DIRECT ENTRY Segment ID: 10.0

Data for 00191 FIRST UNION 30" Page 5
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (•c) 1986-1998 Applied Microcomputer Systems
SUBCATCHMENT 13 AREA TO CB #13
PEAK= .22 CPS 3 12.12 HRS, VOLUME= .01 AF
ACRES CN
.04 89
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7.00 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method _ _ Comment TC (min)
DIRECT ENTRY Segment ID: 10.0

Data for 00191 FIRST UNION 30" Page 6
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
H droCAD 5.01 000479 c 1986-1998 Apl2lied Microcomputer Systems
POND 1
TRENCH FROM #1 TO #2, 5 & 13
Qin = 3.64 CFS @ 12.21 HRS, VOLUME= .11 AF
Qout= 1.38 CFS @ 12.39 HRS, VOLUME= .11 AF, ATTEN= 620, LAG= 11.2 MIN
Qpri= .15 CFS @ 12.39 HRS, VOLUME= 0.00 AF
Qsec= 1.23 CFS 0 12.39 HRS, VOLUME= .11 AF
Report reflects 73sk open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
41.9 490 0 0
44.9 980 1610 1610
STOR-IND METHOD
PEAK STORAGE = 1580 CF
PEAK ELEVATION= 44.8 FT
FLOOD ELEVATION= 44.9 FT
START ELEVATION= 41.9 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.9 MIN (.11 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 44.8' 120 HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
L-1=Orifice/Grate
Secondary Discharge
I 2=Exfiltration
POND 1 INFLOW & OUTFLOW
TRENCH FROM #1 TO #Z, 5 & 13
3.6
3.4
STOR-IND
METHOD
3 2
PEAK STOR=
1580 CF
3-0
2.8
PEAK ELEV=
44.6 FT
2'S
� 2.4
Qin= 3.64
CF5
c 2.2
Oout= 1.38
CF5
u 2.0
Opri=
.15 CFS
1.8
Osec= 1.23
CFS
1.6
LAG= 11.2
MIN
3
O 1 .4
J 1 .2
tz 1 .0
5
4
2
r
0 00
Ln m n m n m
Ln m
- - (V N M M v
V lP
TIME (hours)

Data for 00191 FIRST UNION 30" Page 7
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 2
TRENCH FROM #2 TO #3
Qin =
1.94
CPS
@
12.14
HRS, VOLUME=
.08
AF
Qout=
1.55
CPS
@
12.21
HRS, VOLUME=
.OB
AF, ATTEN= 20%, LAG= 4.5 MIN
Qpri=
1.01
CPS
@
12.21
HRS, VOLUME=
.01
AF
Qsec=
.54
CPS
@
12.21
HRS, VOLUME=
.06
AF
Report
reflects
73t open space
ELEVATION AREA INC.STOR CUM.STOR
_ (FT) (SF) (CF) (CF)
42.3 - 200 0 0
45.3 400 657 657
STOR-IND METHOD
PEAK STORAGE = 735 CF
PEAK ELEVATION= 45.7 FT
FLOOD ELEVATION= 45.3 FT
START ELEVATION= 42.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.6 MIN (.08 AF)
# ROUTE INVERT OUTLET DEVICES
�1 P 45.2'� 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow 0 low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I I=Orifice/Grate
Secondary Discharge
I 2=Exfiltration
POND 2 INFLOW & OUTFLOW
TRENCH FROM #2 TO #3
1.9
1.8
STOR-IND METHOD
1.7
PEAK STOR= 735 CF
1.6
1.5
PEAK ELEV= 45.7 FT
^
1.3
i' Din= 1.94 CF5
1 .2
i ' Oout= 1,55 CF5
u
1.1
i '4 ppr'i= 1.01 CF5
1.9
'' osec= .54 CFS
uyi + LAG= 4.5 MIN
,
.7
��
6
n
LL..
5
u -t
4
.3
.2
�
i 1
a.em
Ln m Ln M m n m
TIME (hours)

Data for 00191 FIRST UNION 30" Page 8
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 3 TRENCH FROM #3 TO #4
Qin = 1.28 CFS @ 12.12 HRS, VOLUME= .08 AF
Qout= 1.26 CFS @ 12.14 HRS, VOLUME= .07 AF,
Qpri= .94 CFS Q 12.14 HRS, VOLUME= .02 AF
Qsec= .32 CFS @ 12.14 HRS, VOLUME= .06 AF
Report reflects 73t open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF)_ (CF) --
45.2 120 0 0
48.2 240 394 394
ATTEN= 10, LAG= 1.1 MIN
STOR-IND METHOD
PEAK STORAGE = 438 CF
PEAK ELEVATION= 48.5 FT
FLOOD ELEVATION= 46.2 FT
START ELEVATION= 45.2 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.2 MIN (.07 AF)
ROUTE INVERT _ OUTLET DEVICES
1 P 48.1' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
E--1=Orifice/Grate
Secondary Discharge
I2=Exfiltration
1 .2
1.1
1.0
� B
c..
u .7
.6
5
-� 4
L.L
.3
2
1
0.0m in
POND 3 INFLOW & OUTFLOW
TRENCH FROM #3 TO #4
STOR-IND METHOD
PEAK STOR= 436 CF
PEAK ELEU= 48.5 FT
I
=li
I;
M ti
M I
ti ti
F 4
II l
I; ti
I �
1 �
m n m
N N M fh
TIME (hours)
Qin=
1.28
CFS
Qout=
1.26
CFS
Opri=
.94
CFS
Qsec=
.32
CF5
LAG=
1.1
MIN
m n
v v
Ln

Data for 00191 FIRST UNION 30" Page 9
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479_ (CL1986-1998 Applied Microcomputer Systems
POND 5
TRENCH FROM #5 TO #6
Qin =
2.26
CFS
i�
12.18
HRS, VOLUME=
.08
AF
Qout=
2.18
CFS
@
12.21
HRS, VOLUME=
.08
AF, ATTEN= 3%, LAG= 1.5 MIN
Qpri=
1.79
CFS
@
12.21
HRS, VOLUME=
.03
AF
Qsec=
.40
CFS
@
12.21
HRS, VOLUME=
.05
AF
Report
reflects
73t open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
T 42.3 140 0 0
45.3 280 460 460
STOR-IND METHOD
PEAK STORAGE = 569 CF
PEAK ELEVATION= 46.0 FT
FLOOD ELEVATION= 45.3 FT
START ELEVATION= 42.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 7.6 MIN (.08 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 45.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
L--1=Orifice/Grate
Secondary Discharge
I 2=Exfiltration
2.2
2.0
1.8
1.6
r-.
In 1.4
u 1.2
:3 1 .0
CD 8
LL- .6
,4
.2
0.0m to
POND 5 INFLOW & OUTFLOW
TRENCH FROM #5 TO #6
5TOR-IND METHOD
PEAK STOR= 569 CF
PEAK El EU= 46 FT
r5
4ti
4 iy
ti
I tt
I tt
I it
1 y
I rt
I tt
I tr
1 l4
�l5
i � t
r t
m to m to
fV N M rn
TIME (hours)
Qin=
2.26
CFS
Gout=
2.18
CF5
Opri=
1.79
CFS
05ec=
.40
CF5
LAG=
1.5
MIN
m to C!D
v v In

Data for 00191 FIRST UNION 30" Page 10
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 6
TRENCH FROM #6 TO # 7 & 8
Qin =
2.90
CFS
@
12.12
HRS, VOLUME=
.17
AF
Qout=
2.41
CFS
®
12.20
HRS, VOLUME=
.17
AF, ATTEN= 17$, LAG= 4.3 MIN
Qpri=
1.44
CFS
@
12.20
HRS, VOLUME=
.03
AF
Qsec=
.97
CFS
9
12.20
HRS, VOLUME=
.14
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) _(SF) ICF) (CF)
44.4 350 0 0
47.4 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 1364 CF
PEAK ELEVATION= 48.0 FT
FLOOD ELEVATION=. 47.4 FT
START ELEVATION= 44.4 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.2 MIN (.17-AF)
## ROUTE_ INVERT OUTLET DEVICES
1 P 47.3' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow O low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
1-l=Orifice/Grate
Secondary Discharge
J2=Exfiltration
POND 6 INFLOW & OUTFLOW
TRENCH FROM #6 TO # 7 8 8
2.8
2.6
STOR-IND METHOD
2 4
PEAK STOR= 1364 CF
PEAK ELEU= 48 FT
2.2
I,
2.0
i
Din= 2.90 CF5
1.8
+ ,
Oaut= z.41 CFS
L. U
I .6
I '
Gpr'i = 1.44 CFS
1.4
i�� `s
Osec= .97 CF5
3
1.2
II, ,
LAG= 4.3 MIN
O
If 4 l
LL
.4
I ,
0m
Ifl m Ln
{Zl Lfl m to m
rn v Ln
TIME Chours)

Data for 00191 FIRST UNION 30" Page 1_.
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct DO
HydroCAD 5.01 000479 (c) 1986-1998 Applied_ Microcomputer Systems
POND 8
TRENCH FROM #8 TO #9 & 11
Qin = 1.23 CPS @ 12.18 HRS, VOLUME= .06 AF
Qout= .61 CFS 0 12.35 HRS, VOLUME= .06 AF, ATTEN= 51$, LAG= 10.1 MT_`�
Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF
Qsec= .61 CFS @ 12.35 HRS, VOLUME= .06 AF
Report reflects 730 open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
44.9 350 0 0
47.9 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 419 �F
PEAK ELEVATION= 46.0 FT
FLOOD ELEVATION= 47.9 FT
START ELEVATION= 44.9 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 5 MIN (.06 AF)
ROUTE INVERT OUTLET DEVICES
1 P 47.8' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I1=Orifice/Grate
Secondary Discharge
I2=Exfiltraticn
POND $ INFLOW & OUTFLOW
TRENCH FROM #8 TO #9 & 11
1.2
I.I
STOR-IND METHOD
PEAK STOR= 419 CF
1.0
PEAK ELEU= 46 FT
.9
e
Din= 1.23 CFS
Rout= .61 CFS
u
.7
Opri= 0.00 CFS
L
6
05ec= .61 CFS
3
5
LAG= 10.1 MIN
O
l
J
4
3
.2
1
`
0.
em
in
m U, m U'� m Ln 0
- -
N N rn M V V lf1
TIME Chour5)

Data for 00191 FIRST UNION 30" Page 12
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD_ 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 9
TRENCH FROM #9 TO #10
Qin = .95 CFS @ 12.12 HRS, VOLUME= .06 AF
Qout= .50 CFS @ 12.32 HRS, VOLUME= .06 AF, ATTEN= 47%, LAG= 11.9 MIN
Qpri= .07 CFS @ 12.32 HRS, VOLUME= 0.00 AF
Qsec= .43 CFS @ 12.32 HRS, VOLUME= .05 AF
Report reflects 73W open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
47.3 170 0 0
50.3 340 558 558
STOR-IND METHOD
PEAK STORAGE = 546 CF
PEAK ELEVATION= 50.2 FT
FLOOD ELEVATION= 50.3 FT
START ELEVATION= 47.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.8 MIN (.06 AF)
J_ ROUTE INVERT OUTLET DEVICES _
1 P 50.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I1=Orifice/Grate
Secondary Discharge
12=Exfiltration
95
90
85
.80
.75
.70
.65
.60
4 .55
v .50
.45
.40
O .35
-J .30
� .25
.20
.15
.10
.05
POND 9 INFLOW & OUTFLOW
TRENCH FROM #9 TO #10
STOR-IND METHOD
PEAK 5TOR= 546 CF
PEAK ELEU= 50.E FT
In m Ln m Ln
N N M rn
TIME (hours)
Oin= .95 CFS
Oout= .50 CF5
Opri= .07 CFS
Osec= .43 CFS
LAG= 11,9 MIN
m Ln m
v v Ln

Data for 00191 FIRST UNION 30" Page 13
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW E KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01000479 (c)__1986-1998 Applied -Microcomputer Systems
POND 11
TRENCH FROM #11 TO #12
Qin =
1.00
CPS
@
12.12
HRS, VOLUME=
.06
AF
Qout=
.87
CPS
@
12.19
HRS, VOLUME=
.06
AF, ATTEN= 13%, LAG= 3.9 MIN
Qpri=
.51
CFS
@
12.19
HRS, VOLUME=
.01
AF
Qsec=
.36
CFS
@
12.19
HRS, VOLUME=
.05
AF
Report
reflects
730 open space
ELEVATION AREA INC.STOR CUM.STOR
_ (FT) (SF) (CF) (CF)
46.7 140 0 0
49.7 280 460 460
STOR-IND METHOD
PEAK STORAGE = 479 CF
PEAK ELEVATION= 49.8 FT
FLOOD ELEVATION= 49.7 FT
START ELEVATION= 46.7 FT
SPAN= 11-15 HRS, dt=,02 HRS
Tdet= 10.3 MIN (.06 AF)
# ROUTE INVERT OUTLET DEVICES _
^1 P� 49.6' 8" HORIZONTAL ORIFICE/GRATE ^
Q=.6 Area SQR(2gH) (Limited to weir flow @ law head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
L-i=Orifice/Grate
Secondary Discharge
12=Exfiltration
POND 11 INFLOW & OUTFLOW
TRENCH FROM #11 TO #12
STOR-IND METHOD
PEAK STOR= 479 CF
PEAK ELEV= 49.8 FT
Din 1.00 CFS
Qout= .57 CFS
Qpri= .51 CFS
Qsec= .36 CFS
LAG= 3.9 MIN
n m In m n m rn m
N N 11 rz V V In
TIME (hovr5)

Data for 00191 FIRST UNION 30" Page 14
TEN YEAR 24-HOUR RAINFALL= 7.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5;_01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 13
TRENCH FROM # 13 TO #14
Qin = .22 CFS @ 12.12 HRS, VOLUME= .01 AF
Qout= .12 CFS @ 12.31 HRS, VOLUME= .01 AF, ATTEN= 46%, LAG= 11.0 MIN
Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF
Qsec= .12 CFS 9 12.31 HRS, VOLUME= .01 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) _ _(CF) (CF)
42.1 70 0 0
45.1 140 230 230
STOR-IND METHOD
PEAK STORAGE = 84 CF
PEAK ELEVATION= 43.2 FT
FLOOD ELEVATION= 45.1 FT
START ELEVATION= 42.1 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 5.1 MIN (,01 AF)
ROUTE INVERT OUTLET DEVICES
1 P 45.0' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
t-1=Orifice/Grate
Secondary Discharge
I 2=Exfiltration
22
.20
.18
r-,
16
L 14
U .12
v .10
3
o .08
LL- .06
.04
02
0.00m
POND 13 INFLOW $ OUTFLOW
TRENCH FROM # 13 TO #14
STOR-IND METHOD
PEAK STOR= 84 CF
PEAK ELEU= 4.3.2 FT
Gin= .22 CFS
Qcut= .12 CFS
Opri= 0.00 CF5
05ec= .12 CF5
LAG= 11 MIN
N N r'] M v v Ln
TIME (hours)

Data for 00191 FIRST UNION 301, Page 15
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. .11 Oct 00
HydroCAD 5.01 000479 c) 1986-1998 Applied Microcomputer Systems„
POND 1
TRENCH FROM #1 TO #2, 5 & 13
Qin =
6.34
CFS
@
12.17
HRS, VOLUME=
.19
AF
Qout=
4.87
CFS
@
12.26
HRS, VOLUME=
.19
AF, ATTEN= 23t, LAG= 5.2 MIN
Qpri=
3.44
CFS
@
12.26
HRS, VOLUME=
.06
AF
Qsec=
1.44
CFS
Q
12.26
HRS, VOLUME=
13
AF
Report
reflects
73W open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
41.9 490 0 0
44.9 980 1610 1610
STOR-IND METHOD
PEAK STORAGE = 2118 CF
PEAK ELEVATION= 45.8 FT
FLOOD ELEVATION= 44.9 FT
START ELEVATION= 41.9 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.1 MIN (.19 AF)
# ROUTE INVERT OUTLET DEVICES _
1 P 44.8' �12" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I 1=Orifice/Grate
Secondary Discharge
1---2=Exfi1tration
POND 1 INFLOW & OUTFLOW
TRENCH FROM #1 TO #2, 5 & 13
6.0LEK
STOR-IND METHOD
5.5A
STOR=
2118 CF
5.0AK
ELEU=
45.8 FT
r 4.5
Qin=
6.34 CF5J1
4.0
Gout=
4.67 CFS`
Qpri=
3.44 CFS3.0
v3.5j
0.ec-
1.44 CF5LAG=
5.2 MIN2.5
-J z.0i.51
.0
0
.0�
m In m
In m
In m
.-
- N N rn
r) V
Q In
TIME Chour5)

Data for 00191 FIRST UNION 30" Page 16
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c} 1986-1998 Applied Microcomputer Systems
POND 2
TRENCH FROM #2 TO #3
Qin =
2.66
CFS
@
12.13
HRS, VOLUME=
.11
AF
Qout=
2.52
CFS
@
12.17
HRS, VOLUME=
.11
AF, ATTEN= 50, LAG= 2.1 MIN
Qpri=
1.95
CFS
@
12.17
HRS, VOLUME
.04
AF
Qsec=
.57
CFS
@
12.17
HRS, VOLUME=
.07
AF
Report
reflects
73t open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) __ (CF) (CF)
42.3 200 0 0
45.3 400 657 657
STOR-IND METHOD
PEAK STORAGE = 829 CF
PEAK ELEVATION=. 46.1 FT
FLOOD ELEVATION= 45.3 FT
START ELEVATION= 42.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 8.4 MIN (.11 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 45.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
L-1=Orif ice/Grate
Secondary Discharge
I 2=Exfiltration
POND 2 INFLOW & OUTFLOW
TRENCH FROM #2 TO #.3
2.6
2.4
i
STOR-IND METHOD
2.2
PEAK $TOR= 829 CF
i�
PEAK ELEV= 46.1 FT
2.0
1.8
��+
Oin- 2.66 CF5
� 1
�� +I�+
Dout= 2.52 CF5
.6
i
ri= 1.95 CFS
1.4
f+t
Osec= .57 CFS
1.2
+ i+
LAG= 2.1 MIN
8
1�
�
4
.2
9.0m
u� m to
m in m U) m
- - N ru
v lIl
TIME (hours)

Data for 00191 FIRST UNION 30" Page 17
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW L KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-_1998 Applied_ Microcomputer Systems
POND 3
TRENCH FROM #3 TO #4
Qin =
1.69
CFS
@
12.12
HRS, VOLUME=
.10
AF
Qout=
1.67
CFS
0
12.14
HRS, VOLUME=
.10
AF, ATTEN= 1%, LAG= 1.0 MIN
Qpri=
1.34
CFS
@
12.14
HRS, VOLUME=
.03
AF
Qsec=
.33
CFS
@
12.14
HRS, VOLUME=
06
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
FT SF CF CF
45.2 120 0 0
48.2 240 394 394
STOR-IND METHOD
PEAK STORAGE = 462 CF
PEAK ELEVATION= 48.7 FT
FLOOD ELEVATION= 48.2 FT
START ELEVATION= 45.2 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 8.8 MIN (.1 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 48.1' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
L---1=Orifice/Grate
Secondary Discharge
� 2=Exfiltration
POND 3 INFLOW & OUTFLOW
TRENCH FROM #3 TO #4
1.7
1'6
1.5
'
STOR-IND METHOD
1.4
PEAK STOR= 462 CF
1
,
PEAK ELEV= 48.7 FT
.3
+,
1.2
,�
4
Qin= 1.69 CFS
�
L.-
1.1
1.
�
!
Gaut= 1.67 CFS
U
9
! !
Qpr'i= 1.34 CFS
8
r!
!!
05cc= .33 CFS
LAG= I MIN
O
6
i!
. 2
.1
1 \
- - N N !''I
M v v Ln
TIME (hours)

Data for 00191 FIRST UNION 30" Page 18
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c)^1986-1998 Applied Microcomputer Systems
POND 5 TRENCH FROM #5 TO #6
Qin = 3.62 CFS @ 12.16 HRS, VOLUME= .13 AF
Qout= 3.56 CFS @ 12.18 HRS, VOLUME= .13 AF,
Qpri= 3,12 CFS @ 12.18 HRS, VOLUME= .07 AF
Qsec= .43 CFS @ 12.18 HRS, VOLUME .06 AF
Report reflects 73t open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) _ (CF) (CF)
42.3 140 0 0
45.3 280 460 460
ATTEN= 2%, LAG= 1.3 MIN
STDR-IND METHOD
PEAK STORAGE = 664 CF
PEAK ELEVATION= 46.6 FT
FLOOD ELEVATION= 45.3 FT
START ELEVATION= 42.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 6 MIN (.13 AF)
## ROUTE INVERT OUTLET DEVICES _
1 P 45.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
I1=Orifice/Grate
Secondary Discharge
L--2=Exfi1tration
3.6
3.4
3.2
3.0
2.8
2.6
2.4
LO
,- 2.2
u 2.0
" I.B
1.6
0 1.4
J 1.2
� 1.e
.a
.6
.4
.2
S.",
Ln
POND 5 INFLOW & OUTFLOW
TRENCH FROM #5 TO #6
STDR-IND METHOD
PEAK STDR- 664 CF
PEAK ELEV= 46.6 FT
5
m in m in
N N r) M
TIME Chour5)
Oin- 3.62
CF5
Oout= 3.56
CFS
Opr!= 3.12
CFS
05ec=
.43
CFS
LAG=
1.3
MIN
as in m
v v in

Data for 00191 FIRST UNION 30" Page 19
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 6
TRENCH FROM #6 TO # 7 & 8
Qin =
3.83
CFS
@
12.12
HRS, VOLUME=
.23
AF
Qout=
3.49
CFS
@
12.17
HRS, VOLUME=
.23
AF, ATTEN= 90, LAG= 2.9 MIN
Qpri=
2.45
CFS
@
12.17
HRS, VOLUME=
.06
AF
Qsec=
1.04
CFS
@
12.17
HRS, VOLUME=
.17
AF
Report
reflects
730 open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) _ (SF) (CF) _ (CF)
44.4 350 0 0
47.4 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 1541 CF
PEAK ELEVATION= 48.4 FT
FLOOD ELEVATION= 47.4 FT
START ELEVATION= 44.4 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.6 MIN (.23 AF)
ROUTE INVERT OUTLET DEVICES
1 P 47.3' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
L--1=Orifice/Grate
Secondary Discharge
12=Exfiltration
3.8
3.6
3.4
3.2
3.0
2.6
r, 2.6
LO 2.4
2.2
2.0
1.8
3 1.6
d 1 .4
1 .2
IL 1 .0
.6
.6
4
.2
SO
POND 6 INFLOW 8 OUTFLOW
TRENCH FROM #6 TO # 7 & 8
Ul)
STOR-IND METHOD
PEAK STOR= 1541 CF
PEAK ELEU= 48.4 FT
Oin= 3.83 CFS
Ocut= 3.49 CFS
Opri= 2.45 CFS
Qsec= 1.04 CFS
t % LAG= 2.9 MIN
� s
ti
in m un
N r1 M
TIME (hours)
m in m
v v Ln

Data for 00191 FIRST UNION 30" Page 20
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479_ (c) 1986-1998 Applied Microcomputer Systems
POND 8
TRENCH FROM #8 TO #9 & 11
Qin = 2.52 CFS @ 12.17 HRS, VOLUME= .09 AF
Qout= 1.13 CFS @ 12.34 HRS, VOLUME= .09 AF, ATTEN= 550, LAG= 10.0 MIN
Qpri= .24 CFS @ 12.34 HRS, VOLUME= 0.00 AF
Qsec= .89 CFS @ 12.34 HRS, VOLUME= .09 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT) (SF) (CF) (CF)
44.9 350 0 0
47.9 700 1150 1150
STOR-IND METHOD
PEAK STORAGE = 1154 CF
PEAK ELEVATION= 47.9 FT
FLOOD ELEVATION= 47.9 FT
START ELEVATION= 44.9 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.8 MIN (.09 AF)
_# ROUTE INVERT OUTLET DEVICES
1 P 47.8' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
-2=Exfiltration
2.4
2.2
2.e
I.e
kn
1 . 6
U
I A
"
1.z
O
1.0
-i
S
LL-
.a
2
POND 8 INFLOW & OUTFLOW
TRENCH FROM #8 TO #9 & 11
5TOR-IND METHOD
PEAK STDR= 1154 CF
PEAK ELEU= 47.9 FT
Oin= 2.52 CFS
Qout= 1.13 CFS
Opr'i= .24 CFS
Osec= .89 CF5
LAG= 10 MIN
U) M Ln m
N N r1 f7
TIME (hours)
CD LD
V V Ln

Data for 00191 FIRST UNION 30" Page 21
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 _000479 (c)_1986-1998 Applied -microcomputer Systems
POND 9
TRENCH FROM #9 TO #10
Qin =
1.25
CFS
®
12.12
HRS, VOLUME=
.07
AF
Qout=
1.09
CFS
@
12.19
HRS, VOLUME=
.07
AF, ATTEN= 13t, LAG= 3.8 MIN
Qpri=
.64
CFS
@
12.19
HRS, VOLUME=
.01
AF
Qsec=
.44
CFS
@
12.19
HRS, VOLUME=
.06
AF
Report
reflects
73% open space
ELEVATION AREA INC.STOR CUM.STOR
FT SF CF CF
47.3 170 0 0
50.3 340 558 558
STOR-IND METHOD
PEAK STORAGE = 594 CF
PEAK ELEVATION= 50.5 FT
FLOOD ELEVATION= 50.3 FT
START ELEVATION= 47.3 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 10.2 MIN (.07 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 50.2' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
L----2=Exfiltration
POND 9 INFLOW & OUTFLOW
TRENCH FROM #9 TO #10
STOR-IND METHOD
1L
AK STOR= 594
CF
1.0
K ELEU= 53.5
FT.
Din= 1.25
CFSDout=
1.03
CFSu
7
Dpr'i= .64
CFS6
Dsec= .44
CFSLAG=
3.8
MIN
O5J
.4LL
.2
1
2m
1
)n m rn
m rn ll7
m
- - N CV
fn
In
TIME (hours)

Data for 00191 FIRST UNION 30" Page 22
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD_5.01 000479. (c) 1986-1998 Applied Microcomputer Systems
POND 11 TRENCH FROM #11 TO #12
Qin = 1.32 CFS @ 12.12 HRS, VOLUME= .08 AF
Qout= 1.29 CFS @ 12.15 HRS, VOLUME= .08 AF,
Qpri= .92 CFS @ 12.15 HRS, VOLUME= .02 AF
Qsec= .37 CFS @ 12.15 HRS, VOLUME= .06 AF
Report reflects 73% open space
ELEVATION AREA INC.STOR CUM.STOR
(FT)_ (SF) (CF) - (_CF)
46.7 140 0 0
49.7 280 460 460
ATTEN= 20, LAG= 1.5 MIN
STOR-IND METHOD
PEAK STORAGE = 509 CF
PEAK ELEVATION= 50.0 FT
FLOOD ELEVATION= 49.7 FT
START ELEVATION= 46.7 FT
SPAN= 11-15 HRS, dt=.02 HRS
Tdet= 9.5 MIN (.08 AF)
# ROUTE INVERT OUTLET DEVICES _ T
1 P 49.6' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
I 2=Exfiltration
POND 11 INFLOW & OUTFLOW
TRENCH FROM #11 TO #12
�.3
k.2
I
STOR-IND METHOD
i I
PEAK STOR= 509 CF
PEAK ELEU= 50 FT
1.0
r`
. 9
I
I'
�i
O i n= 1 . 32 CF5
6
I� ��
Oout= 1.29 CFS
u
7
5 y
OPr i= .92 CF5
1 I
Osec= .37 CFS
6
i s
LAG= 1.5 MIN
O
.5
-j
4
I
Ll-
3
1 _
I
e.em
0 m Ln W
L m L, m
rn
M IT Q to
TIME (hours)

Data for 00191 FIRST UNION 30" Page 23
FIRTY YEAR 24-HOUR RAINFALL= 9.00 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 11 Oct 00
HydroCAD 5.01 000479 (c) 1986-1998 Applied Microcomputer Systems
POND 1.3
TRENCH FROM # 13 TO #14
Qin = .29 CFS @ 12.12 HRS, VOLUME= .02 AF
Qout= .14 CFS 0 12.34 HRS, VOLUME .02 AF, ATTEN= 51%, LAG= 12.9 MIN
Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF
Qsec= .14 CFS @ 12.34 HRS, VOLUME= .02 AF
Report reflects 730 open space
ELEVATION AREA INC.STOR CUM.STOR
(FT)-- ASF) (CF) `((CF)
42.1 70 0 0
45.1 140 230 230
STOR-IND METHOD
PEAK STORAGE = 144 CF
PEAK ELEVATION= 44.0 FT
FLOOD ELEVATION= 45.1 FT
START ELEVATION= 42.1 FT
SPAN= 11-15 HRS, dt=.02 HRS.
Tdet= 7.8 MIN (.02 AF)
# ROUTE INVERT OUTLET DEVICES
1 P 45.0' 8" HORIZONTAL ORIFICE/GRATE
Q=.6 Area SQR(2gH) (Limited to weir flow @ low head)
2 S 0.0' EXFILTRATION
V= .076 FPM over SURFACE AREA
Primary Discharge
11=Orifice/Grate
Secondary Discharge
L-2=Exfiltration
.28
.26
.24
.22
,� 18
U .16
.14
:3 .12
0 19
LL- .08
.06
.04
.02
0.00m
POND 13 INFLOW & OUTFLOW
TRENCH FROM # 13 TO #14
Ul)
STOR-IND METHOD
PEAK STOR= 144 CF
PEAK ELEV= 44 FT
m in m in
N N M rn
TIME (hours)
Gin= .29 CFS
Gaut= .14 CF5
OPr!= 0.08 CFS
❑sec= .14 CFS
LAG= 12.9 MIN
m u) m
v v in

J A N 10 Mi.. SECTION 02720
STORM DRAINAGE SYSTEMS
1.01 RELATED DOCUMENTS
A. The Drawings and provisions of the General Conditions, Supplementary Conditions,
and the Sections included under Division 1, General Requirements, are included as a
part of this Section as though bound herein.
1.02 DESCRIPTION OF WORK
A. Extent of storm drainage systems work is indicated on drawings and schedules, and by
requirements of this section.
B. Refer to Division-2 section "Earthwork" for excavation and back -fill required for storm
drainage systems; not work of this section.
C. Refer to Division-3 sections for concrete work required for storm drainage systems; not
work of this section.
D. Refer to Division-15 for interior building systems including conductors, horizontal
branches, and connections to roof and deck drains; not work of this section.
E. The Owner will not accept the storm drainage system if it is filled or partially filled with
sediment or debris.The Contractor is responsible for removing sediment and debris from
storm system prior to acceptance and payment by the Owner.
F. The contractor is responsible for installing and maintaining erosion control measures
necessary and is required to prevent sediment and debris accumulation in storm
drainage systems. This may include modifications of measures shown on the approved
plans or additional measures not indicated on the approved plans.
1.03 QUALITY ASSURANCE
A. MAmfacturer's Qualifications. Firms regularly engaged in manufacture of storm
drainage system's products of types, materials, and sizes required, whose products have
been in satisfactory use in similar service for not less than 5 years.
B. Installer'sQualifications: Firm with at least 3 years of successful installation experience
on projects with storm drainage work similar to that required for project.
BWOB/9943 STORM DRAINAGE SYSTEMS 02720-1

C. Codes and Standards:
1. Plumbing_ Code Compliance: Comply with applicable portions of National
Standard Plumbing Code pertaining to selection and installation of storm drainage
system's materials and products.
2. Environmental Compliance: Comply with applicable portions of local
Environmental Agency regulations pertaining to storm drainage systems.
1.04 SUBMITTALS
A. Product Data: .Submit manufacturer's technical product data and installation
instructions for storm drainage system materials and products.
B. Shop Drawings: Submit shop drawings for storm drainage systems, showing piping
materials, size, locations, and inverts. Include details of underground structures,
connections, and manholes. Show interface and spatial relationship between piping and
proximate structures. 10
C. Record Drawings: At project close-out, submit record drawings of installed storm
drainage piping and products, in accordance with requirements of Division 1.
D. Maintenance i-ata: Submit maintenance data and parts lists for storm drainage system
materials and products. include this data, product data, shop drawings, and record
drawings in maintenance manual; in accordance with requirements of Division 1.
F 2-ERODUCTS
2.01 IDENTIFICATION
A. - : Manufacturer's standard permanent, bright -
colored, continuous -printed plastic tape, intended for direct -burial service; not less than
6" wide x 4 mils thick. Provide green tape with black printing reading "CAUTION
SEWER LINE BURIED BELOW".
2.02 PIPES AND PIPE FITTINGS
A. General. Provide pipes of one of the following materials, of weight/class indicated.
Provide pipe fittings and accessories of same material and weight/class as pipes, with
joining method as indicated.
B. Reinforced Concrete Pine: ASTM C 76, Class II unless otherwise indicated.
B WOB/9943 STORM DRAINAGE SYSTEMS 02720-2

C. FittinQs: Reinforced concrete, same strength as adjoining pipe, tongue -and -groove
gasketed joints complying with ASTM C 443,
D. PolyyinylChloride (PVC) Sewer Pine: ASTM D 3033, Type PSP, SDR 35; or ASTM
D 3034, Type PSM, SDR 35.
E. Fiffing : PVC, ASTM D 3033 or D 3034, solvent cement joints complying with ASTM
D 2855 using solvent cement complying with ASTM D 2654; or elastomeric joints
complying with ASTM D 3212 using elastomeric seals complying with ASTM F 477.
2.03 STORM SEWER MANHOLES
A. General: Provide pre -cast reinforced concrete storm sewer manholes as indicated,
complying with ASTM C 478.
B. �: Pre -cast concrete, of concentric cone, eccentric cone, or flat slab top type, as
indicated.
C. Base: Pre -cast concrete, with base riser section and separate base slab, or base riser
section with integral floor, as indicated.
D. Sep_ : Ductile -iron or aluminum, integrally cast into manhole sidewalls.
E. FEame and Covg : Ductile -iron, 26" diameter cover, heavy-duty, indented top design,
with lettering cast into top reading "STORM SEWER".
F. Pine Connections: Resilient, complying with ASTM C 923.
2.04 CATCH BASINS
A. General: Provide pre -cast reinforced concrete catch basins as indicated.
B. Frame and Grate: See Drawings.
C. Pine QonaecWrs: Resilient, complying with ASTM C 923.
2.05 OUTFALLS
A. General: Construct of cast -in -place concrete as indicated, with reinforced headwall,
apron, and tapered sides. Provide rip -rap as indicated to prevent washout of outfall
discharge.
BWOB/9943 STORM DRAINAGE SYSTEMS 02720-3

A
3.01 INSTALLATION OF IDENTIFICATION
A. Qgneral: During back- f.Ilingltop-soiling of storm drainage systems, install continuous
underground -type plastic line marker, located directly over buried line at 6" to 8" below
finished grade.
3.02 INSTALLATION OF PIPE AND PIPE FITTINGS
1
A. raj: Install piping in accordance with governing authorities having jurisdiction,
except where more stringent requirements are indicated.
B. Inspect piping before installation to detect apparent defects. Mark defective materials
with white paint and promptly remove from site.
C. Lay piping beginning at low point of system, true to grades and alignment indicated,
with unbroken continuity of invert.
D. Place bell ends or groove ends of piping facing upstream.
E. Install gaskets in accordance with -manufacturer's recommendations for use of
lubricants, cements, and other special installation requirements.
F. Cucrete Pine: Install in accordance with applicable provisions of ACPA "Concrete
Pipe Installation Manual".
G. S`Qppsr Tube: Install in accordance with applicable provisions of CDA "Copper Tube
Handbook".
H. Plastic Pipe: Install in accordance with manufacturer's installation recommendations,
and in accordance with ASTM D 2321.
I. Cleaning Pivine: Clean interior of piping of dirt and other superfluous material as work
progresses. Maintain swab or drag in line and pull past each Joint as it is completed.
J. In large accessible piping, brushes and brooms may be used for cleaning.
K. Place plugs in ends of uncompleted conduit at end of day or whenever work stops.
L. Flush lines between manholes if required to remove collected debris.
M. Joint Adapters: Make joints between different types of pipe with standard manufactured
adapters and fittings intended for that purpose.
BWOB19943 STORM DRAINAGE SYSTEMS 02720-4

N. Closing Abandoned Utilities: Close open ends of abandoned underground utilities
which are indicated to remain in place. Provide sufficiently strong closures to withstand
hydra -static or earth pressure which may result after ends of abandoned utilities have
been closed.
0. Close open ends of concrete or masonry utilities with not less than 8" thick brick
masonry bulkheads.
P. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable
methods suitable for size and type of materials being closed. Wood plugs are not
acceptable.
Q. Interior Ins eta ctio: Inspect piping to determine whether line displacement or other
damage has occurred.
1. Make inspections after lines between manholes, or manhole locations, have been
installed and approximately 2' of back -fill is in place, and again at completion of
project.
2. If inspection indicated poor alignment, debris, displaced pipe, infiltration or other
defects, correct such defects, and re -inspect.
3.03 PRECAST CONCRETE MANHOLES
A. General: Place precast concrete sections as indicated. Where manholes occur in
pavements, set tops of frames and covers flush with finish surface. Elsewhere, set tops
3" above, finish surface, unless otherwise indicated.
B. Install in accordance with ASTM C 891.
C.- Provide rubber joints gasket complying with ASTM C 443 at joints of sections.
D. Apply bituminous mastic coating at joints of sections.
3.04 CATCH BASINS
A. General: Construct catch basins to sizes and shapes indicated.
B. Set frames and grates to elevations indicated.
3.05 OUTFALLS
A. raj: Construct of concrete which will attain 28-day compressive strength of not
less than 3000 psi.
BWOB/9943 STORM DRAINAGE SYSTEMS 02720-5

;4 :V
.... rr I
lY'
3.06 TAP CONNECTIONS
A. Make connections to existing piping and underground structures, so that finished work
will conform as nearly as practicable to requirements specified for new work.
B. Use commercially manufactured wyes for branch connections. Field cutting into piping
will not be permitted. Spring wyes into existing line and encase entire wye, plus 6"
overlap, with not less than 6" of 3000 psi 28-day compressive strength concrete.
1. Branch connections made from side into existing 4" to 21" piping shall have wye
sprung into existing line, and entire wye encased with not Iess than 6" of 3000 psi
28-day compressive strength concrete.
2. For branch connections from side into existing 24" or larger piping, or to
underground structures, cut opening into unit sufficiently large to allow 3" of
concrete to be packed around entering connections. Cut ends of connection passing
through pipe or structure wall to conform to shape of and be flush with inside wall,
unless otherwise indicated. On outside of pipe or structure wall, encase entering
connection in 6" of concrete for minimum length of 12" to provide additional
support or collar from connection to undisturbed ground.
3. Provide concrete which will attain minimum 28-day compressive strength of 3000
psi, unless otherwise indicated.
4. Use epoxy bonding compound as interface between new and existing concrete and
piping materials.
5. Take care while making tap connections to prevent concrete or debris from entering
existing piping or structure. Remove debris, concrete, or other extraneous material
which may accumulate.
3.07 BACKFILLING
A. General: Conduct back -fill operations of open -cut trenches closely following laying,
jointing, and bedding of pipe, and after initial inspection and testing are completed.
B. To minimize local area traffic interruptions, allow no more than 100' between pipe
laying and point of complete back -filling.
3.08 FIELD QUALITY CONTROL
A. Testing: Perform testing of completed piping in accordance with local authorities
having jurisdiction.
END OF SECTION 02720
BWOB/9943 STORM DRAINAGE SYSTEMS 02720-6

ANDREW & KUSKE
CONSULTING ENGINEERS, INC. RECEIVED
902 Market Street DEC 15 2000
Wilmington, NC 28401-4733
LETTER`OF-TRANSMITTAL
John R. Andrew, P.E.
J.A. Kuske, P.E.
J. Phillip Norris, P.E.
910-343-9653 / FAX [phone]
11 To: Mr. Scott Vinson 11 Date: December 14, 2000 11 .lob No. 00191 11
11 NCDENR 11 subject: The Office Building 11
II 127 Cardinal Drive Extension II II
Wilmington, NC 28405-3845
WE ARE SENDING YOU VIA Mail FA)
® ATTACHED ❑ UNDER SEPARATE COVER C
❑ SHOP DRAWINGS El PRINTS [I TRACINGS
IX
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑ call
MI
11 :f-ecelvm :tnlS:m�ssa e
COPIEST DATE I NO. DI"SCRIPTION
11 1 1 10/05/00 1 1 S&ME Soils Report
P
IElAS REQUESTED ❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL II
® FOR YOUR USE ❑ FORBIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: The soils report was inadvertently ommitted from the State stormwater permit application
submitted to your office. Please include it with the permit package for your review and approval.
SIGNED J. Phillip Norris, P. E. / cjf
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, Intended for the sole use of the addressee. If
you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination, distribution or copying
of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and return to the address above.

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r Er`EIVED
October 5, 2000
0 C 1 6 2000
i+iV11h'LW P.��T WSHE
Andrew & Kuske Consulting Engineers
902 Market Street j
Wilmington, North Carolina 28401
Attention: Mr. Phil Norris, P.E. I
1
Reference: Double Ring infiltrometer Testing
Proposed First Union Bank Site
Wilmington, North Carolina
Job No. 1063-00-367
Dear Mr. Norris:
As requested. S&MEI, personnel have recently conducted double -ring infiltrometer
testin; of the siiriiciai soils at the subject site at the approximate locations shown in Figure 1.
Specifically, our representatives performed the following work items:
I
i. Conducted three double -ring infiltrometer tests in the upper six
inches of site grade. This testing was conducted in general
accordance with American Society for Testing and Materials
(ASTM) procedure D-3385 entitled, "Infiltration Rate of Soils in
Field Using Double -Ring Infiltrometer".
2. Advanced one hand -angered boring near each infiltrometer test
location in order to visually classify the in -place soils. A
Munseli Soil Colo,- Gran '..'as used to c - ,roc the hue/valuc u:r�
chroma of the recovered soil samples.
i
Based on our field classifications of the excavated soils at the hand -angered boring
locations, the in -place soils consist of fine to medi Urn sands with smali amounts of fines extending
to the completed boring depths, approximately 9'/z feet below the existing ground surface, No
groundwater was encountered in any of the boreholes; however, soil coloration indicated a seasonal
high water level of 9.3 feet below grade at Location #3. At the other two locations, the seasonal
high water level appears to be deeper. I
I
S&ME, Inc. I [phone]
6409 Amsterdam Way, Building B-3 19101 799-9958 fax
Wilmington, North Carolina 28405 I www.smeinc.com
I

Andrew & Kuske Consulting Engineers
October 5, 2000
Page Two
I
1
The average infiltration rates at the test locations ranged from about 33 to 82 inches
per hour. A summary of the field test results is presented in Table 1.
i
S&ME appreciates the opportunity to provide our services during this phase of the
project. Should you have any questions after reviewing this letter, or if we can be of additional
assistance, please do not hesitate to contact us at your convenience,
Very truly yours,
S&ME, INC.
j Steven y, P.E.
Branch Mana, er
i
f /U--
II Michael W. Behen, P.E.
i Senior Geotechnical Engineer
SDK:M WB/jns
Attachments

TABLE l
Double Ring Infiltrometer Testing
Proposed First Union Bank Site
I Wilmington, North Carolina
Job No, 1063-00-367
Location
Depth
Hue/Value
Chroma
Soil Description
1
0-16.5"
2.5Y
�3/1
Very Dark Gray Fine to Medium SAND, Little Silt w/Rock
16.5"-21.0"
10YR
A/3
Brown Fine to Medium SAND, Little Silt
21.0"-55.5"
10YR
j5/4
Yellowish Brown Fine to Medium SAND, Trace of Silt
55.5"- l 15"
2.5Y
'.7/4
Pale Yellow Fine to Medium SAND, Trace of Silt
1 15"-
2.5Y
,6/3
Light Yellowish Brown line to Medium SAND, Trace of Sih
No groundwater was encountered to depth investigated.
I
2
0-.1 1"
2.5Y
3/1
Very Dark Gray Fine to I\vledium SAND, Little Silt w/Rock Fra�a
11 "-28"
2.5Y
4/2
Dark Grayish Brown Fine to Medium SAND, Little Silt
281'-41"
2.5Y
16/3
Light Yellowish Brown Fine to Medium SAND. Tract of Silt
41"-52"
10YR
4/6
Dark Yellowish Brown Fine to Medium SAND. Little Silt
52"-87"
2.5Y
6/6
Olive Yellow Fine to Medium SAND, Trace of Silt
87"-112.5'i
2.5Y
7/6
Yellow Fine to %—ledium SAND, ']'race of Silt
1 12.5"-
2.5Y
5/6
Light Olive Brown Dine to Medium SAND, "Trace ol'Silt
No groundwater was encountered to depth ini-cstigated.
I
3
0-20"
2.5Y
3/1
Very Dark Gray Fine to Medium SAND, Little Silt w/Rock Fra4
20"-39"
2.5Y
5/6
Light Olive Brown Fine to Medium SAND, "Trace of'Silt
39"-77"
2.5Y
6/4
Light Yellowish Brown Fine to Medium SAND, Trace o1'Silt
77"-11 1"
2.5Y
6/8
Olive Yellow Dine to Medium SAND, Trace of Silt
11 1%
2.5Y
4/2
Dark Grayish Brown Fine to Medium SAND. Little Silt
No groundwater was encountered to depth investigated.
i

TABLE 2
Double Ring Infiltrometer Testing
Proposed First Union Bank Site
Wilmington, North Carolina
Job No. 1063-00-367
TEST #1
TEST #2
TLST R3
Time
Increment
(min.)
Loss In
inner
Ring
(in.)
Incremental
Infiltration
Velocity
(in./hr.)
Time
Increment
(min.)
Loss In
Inner
Ring
(in.)
incremental
Infiltration
Velocity
(in./hr.)
Time
Increment
(min.)
Loss In
Inner
Ring
(in.) I
Incremental
Infiltration
Velocity
(in./hr.)
5
4.9
59
5
4.9
59
5
2.5��
5
5.1
61
5
3,4
41
5
4.7
5
8.5
102
5
3.8
46
5
3.2
5
7.5
90
5.
4.5
54
5
6.4
5
5.0
60
5
4.2
50
5
4.6
5
5.3
64
5
2.6
31
5
4.6
5
6.8
82
5
2.0
24
5
5.0
5
7.3
88
5
3.7
44
5
3.3
5
5.3
64
5
3.1
37
5
4.0
5
6.0
72
5
2.3
28
5
4,2
5
10.3
124
5
1 1.5
1 l8
5
4.0
1
5
8.9
107
5
3.2
38
5
4.5
5
7.1
85
5,
3.6
43
5
j 4.5
5
7.2
86
5.
1.9
23
5
4A
5
5.3
64
5.
L6
19
5
3.9
5
6.9
83
5
2.3
28 1
5
4.2
5
7.8
94
5,
1.9
23
5
4.3
5
11.0
132
5!,
1.9
23
5
5.6
5
6.2
74
5:
TO
24
5
3.1
5
5.0
60
5
2.8
34
5
4.3
5
7.1
85
51
1.9
23
5
4.9
5
5.7
1 68
51
1.8
22
5
4.6
51
2.1
25
5
4.3
5:
2.8
34
5
5.1
Overall Infiltration
Rate: 82.1 in/hr
Overall Infiltration
Rate: 32.9 in/hr'
Overall Infiltration Rate: 52.1 in/hr
Notes:
l . All tests conducted on smooth -graded soil in upper 6 inches of site grade.
2. Inner ring diameter: 11 5/8" i Outer Ring Diameter: 22"