SW8031024_HISTORICAL FILE_20130131

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW ,�lO�`I'
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOG DATE 25
YYYYMMDD

Casmer, Jo
From: Casmer, Jo
Sent: Thursday, January 31, 2013 2:57 PM
To: '[e-mail]'
Subject: Zimmer Development Company Permits
Attachments: Bckerd Store S ipyard Blvd SW8031024.pdf; Governors Station Shopping Center Morehead
City SW8 0706 pdf
Hi Kelly: I'm finally getting back to you in regard to your question as to what stormwater permits there are in
the name of Zimmer Development Company. I located only two and I have attached a copy of each for your
files.
Let me know if you have any questions.
_Jo Cas► er
Administrative Assistant IV
NC Dept. of Environment & Natural Resources
Division of Water Qua llty-Surface Water Protection Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Email correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to thud
parties.

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Letter of
Transmittal
TO Job
NCDENR - Division of Land Resources Date 10/13/03 No 2003349.70
Wilmington Regional Office (WiRO) Project Eckerd Store #1154R
127 Cardinal Drive Extension Wilmington, NC
Wilmington, NC 28405 [phone]
We are sending you
These are transmitted
❑ Under separate cover
❑
Via Modem
❑
For your use
❑
For review and comment
® Attached
❑
Via Courier
❑
As requested
❑
Approved as submitted
® Via Fcdl'x
❑
I land Delivered
®
For approval
❑
Approved as noted
❑ Via Mail
❑
via
❑
Return for corrections
❑
Other
Copies
Date
Descri Lion
3 sets
10/13/03
Construction Plans
1
10/03/03
Stormwater Management Permit Application Form
1
10/03/03
Underground Infiltration Trench Supplement (Basin 1)
1
10/03/03
Underground Infiltration Trench Supplement (Basin 2)
1
10/07/03
Stormwater Management Plan (Narrative)
1
10/10/03
Stormwater Drainage Calculations
1
09/04/03
Report of Infiltration Evaluation (ECS, Ltd.)
1
10/03/03
Check ($420.00) review fee amount (CK #47430)
xemarus
Please review the enclosed stormwater permit application for approval. If you have any questions please
contact me.
Thank You
Copy FILE
r "% f 7 -` v rSigna-o, i
OCT 1 4 2003 i re Mflkehfing
If enclosures are not as noted, please notify us at once.
4601 Charlotte Park Drive, Suite 160
Charlotte, North Carolina 28217
voice 704.521.9973
fax [phone]

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State Stormwater Management Systems
Permit No. SW8 031024
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Zimmer Development Co.
Eckerd Store ff 1154R
New Hanover County
FOR THE
construction, operation and maintenance of 2 infiltration trenches in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater 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 December 31, 2013, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This 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 59,281 square feet of impervious area. This
system must be operated with a vegetated filter.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of this
permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system. A permit modification must be
submitted and approved prior to the construction of additional built -upon area from
outside of the approved drainage area.
2

State Stormwater Management Systems
Permit No. SW8 031024
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Eckerd Store #1154R
Permit Number:
S W 8 031024
Location:
New Hanover County
Applicant:
Jeffrey L. Zimmer
Mailing Address:
Zimmer Development Co.
I I I Princess Street
Wilmington, NC 28401
Application Date:
December 29, 2003
Receiving Stream/River Basin/Index #:
Hewletts Creek I Cape Fear / 18-87-26
Classification of Water Body:
"SA HQW"
Trench No.:
Trench 1 Trench 2
Trench Dimensions, LxWxH,fect:
471 x 12 x 2.5 117 x 12 x 2.5
Trench Bottom Elevation, FMSL:
35.0 35.0
Drainage Area, acres:
1.34 0.38
Total Impervious Surfaces, ft2:
46,995 12,286
Offsite Area entering Pond, ftz:
none per Engineer
Required Storage Volume, ft3:
6,159 1,642
Provided Storage Volume, ft3:
6,539 1,748
Bypass Elevation, FMSL:
37.50 37.50
Controlling Orifice:
overflow by-pass to 50 ft vegetated filter
Type of Soil:
Baymeade fine sand Baymeade fine sand
Seasonal High Water Table:
33.0 33.0
Expected Infiltration Rate:
90 inlhr 90 in/hr
Time to draw down, hours:
0.15 0.16
V1
3

State Stormwater Management Systems
Permit No. SW8 031024
I1. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its 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.
3. The permittee shall at all times provide the operation and maintenance necessary to assure
the permitted 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 slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. 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 DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become voidable unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, 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 certi fication 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. A modification may be required for those deviations.
8. If 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. At least 30 days prior to the sale or lease of any portion of the property, the penmittee
shall notify DWQ and provide the name, mailing address and phone number of the
purchaser or leasee. An access/maintenance easement to the stormwater facilities shall be
granted in favor of the penmittee if access to the stormwater facilities will be restricted by
the sale or lease of any portion of the property.
10. The per�ittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the drainage
area.
4

State Stormwater Management Systems
Permit No. SWS 031024
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
It. 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 BUA exceeds
the amount permitted under this permit, a modification to the permit must be submitted
and approved prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
13. The permittee must maintain compliance with the proposed built -upon area and ensure
that the runoff from all the built -upon is directed into the permitted system.
14. The Director may notify the permittee 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 permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum 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 must maintain the current permitted drainage area. No additional runoff
from outside of the permitted drainage area boundary may enter the permitted stormwater
facilities without first applying for and receiving a permit modification.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In the
event of a change of owership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, 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. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 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.
5. The permittee grants DENR Staff permission to enter the property during normal business
hours 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.

State Stormwater Management Systems
Permit No. SW8 031024
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.
Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit_
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the 31st day of December 2003.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
4-
Alan W. Klimek, P.E., Director'
Division of Water Quality
By Authority of the Environmental Management Commission
C.

State Stormwater Management Systems
Permit No. SW8 031024
Eckerd Store #1154R
Stormwater Permit No. SW8 031024
New Hanover County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for
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.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
7

State Stormwater Management Systems
Permit No. SW8 031024
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
.5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
.10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
8

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PM ENGINEERING
INCORPORATED
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45'IUGIM�M5
1M,'5>pOO-A170N
Letter of
Transmittal
To
Laurie Munn — Stormwater Department
Date 12/23/03
2003 349.70
Nfl
NCDENR - Division of Land Resources
project Eckerd Store 91154R
127 Cardinal Drive Extension
Wilmington, NC
Wilmington, NC 28405
[phone]
We are sending you
These are transmitted
❑
Under separate cover ❑ Via Modem
❑ For your use
❑
For review and comment
®
Attached ❑ Via Courier
❑ As requested
❑
Approved as submitted
®
Via Fed Ex ❑ Hand Delivered
® For approval
❑
Approved as noted
❑
Via Mail ❑ Via
❑ Return for corrections
❑
Other
Copies
Date
Description
3
12/22/03
Revised Grading Plan (Sheet C.2)
�.t
rni
Remarks
Laurie,
Please discard the revised Grading plan I sent yesterday and replace with the attached plan.
Sorry for the inconvenience.
Have a Happy Holiday.
Copy FILE
If enclosures are not as noted, please notify us at once.
Signature V
Wehling
4601 Charlotte Park Drive, Suite 160 voice 704.521.9973
Charlotte, North Carolina 28217 fax [phone]

P. 1
COMMUNICATION RESULT REPORT ( NOV.24.2003 1:37PM )
TTI NCDENR WIRO
FILE HODE OPTION ADDRESS (GROUP) RESULT PAGE
--------- --------------------------------------------------------------------------------
373 MEMORY TX 97045219974 OK P. 3/3
----------------
REASON FOR ERROR.
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
State of North Carolina
Aep Wment of finviro=ent and Natural Rmureea
Wilmington Regional Office
Michael P. Easley, Govemor William 0. Roas 7r., Semtary
FAX COVER SHEET
D3 te: I 0 '-'5
TO. IN [
CD: t,
pAx #;
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REMARJCS: -r e, U 1'o co
No, Of page@:
From:
CO: w
FAX#:
ae
127 Cgrd1nF1 Drive M*ngf n, WMpato, N.C. 394040Aa Tilt m ('010) 3054M Pow (010) 3W204
An R"31 OWrtatk1 AM""Uve Ad$an RgA%oya

State of North Carolina
Department of Environment and Natural Resources
Wihnington Regional Office
Michael F. Easley, Governor William G. Ross Jr., Secretary
FAX COVER SHEET
Date: 0 3 No, Of Pages:. _
To: 1 From:
CO:j0AA7U CO: � aFAX#:(q 1 FAX#: [phone]
REMARKS: ULOCo 1S 1~g00-(03P-ggllq,
(,s r as sea t cTo v - ui)w 76
Joe0
127 Cardinal Drive Qxtenalon, Wilmington, ?v,t..'. 28405-3845 Telephone [phone] Fax [phone]
An Equal Opportunity AEtlrmattne Action Employer

Mr. Jeffrey L. Zimmer
Zimmer Development Co.
1 L 1 Princess Street
Wilmington, NC 28401
Subject:
Dear Mr. Zimmer:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W, Klimek, P.E.,Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
November 24, 2003
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. S WS 031024
Eckerd Store #1154R
New Hanover County
The Wilmington Regional Office received a Stormwater Management Permit Application
for Eckerd Store # 1154R on October 14, 2003. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue
the Stormwater review:
1. Please seal the calculations.
2. Because the site drains to SA waters, a 50-foot vegetative filter is required instead
of a 30-foot vegetative filter. Please revise the plans to show the 50-foot
vegetative filter.
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 December 24, 2003,
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.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone]
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax
Customer Service
1 800 623-7748
f
NCDEi;a

0
Mr. Jeffrey L. Zimmer
Page 2
November 24, 2003
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 [phone].
Sincerely,
Laurie Munn
Environmental Engineer
RSS/:lsm S:IWQSISTORNIWAT\ADDINFO120031031024.nov03.doc
cc: Laurie Munn
Jeff Wehling

COMMUNICATION RESULT REPORT ( DEC. 3.2003
FILE MODE OPTION
------------ ------- --- --
573 MEMORY TX
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
— 87045219974
P. 1
4:15PM )
TTI NCDENR WIRO
RESULT PAGE
-----------------------------
OK P. 1/1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Michael F. Easley, Governor
WMIafn G. Rom Jr., Secretary
North Carolina Depa"nt of Environrnent and NabgW Resources
Alan W. grjok. P.E.,Dlrector
OMslon of Water Quality
Caleen H. &Ahm, DW* Director
Division of Water 00iihr
FACSIMILE TRANSMITTAL. SHEET
TO: PR05i;
Nfr- Jeff Wehhg laurie M =
COIAPANY; DAT12:
PM En&cexing 12/3/2003
PAY NUUBX:ri; IOTAL NO, OIL PACE; INCr-UI)ING COVtM-
(704) 52.1-9974
PHONE NUMBERS SLNI?i+Il'S R,ENWIdNC: NTJhiBr-T4
n 7: YOUR RBFPRBNCE NUMBER;
Eckexd Store # 1154 R— SW* 031024,
Q URGENT ❑ FOR REVIEW © PLEASE COMMENT A PLEASR ftl IPLY 0 PLEASB RFCYCLF.
NOTR5/COMMENTS;
Jeff,
Evexydung was fine at the site investigation this morning. The permit wM be issued upon receipt
of the items listed in the November 24, 2003, request for additimW information

F W A r
Michael F. Easley, Govemor
�QG
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resouroas
`01�
Alan W. Klimek, P.E.,Director
j [
Division of Water Quality
t
Coleen H. Sullins, Deputy Director
© Y
Division of Water Quality
FACSIMILE TRANSMITTAL SHEET
TO:
FROM:
Mr. Jeff Wehling
Laurie Munn
COMPANY:
DATE:
PM Engineering
12/3/2003
FAX NUMBER:
TOTAL. NO. OF PAGHS INCLUDING COVER:
[phone]
PHONE NUMBER:
SENDER'S ItHFERI NCE% NUMBER:
RV:
YOUR REFFIZRINCI: NUMHfiR:
Eckerd Store # 1154 R
— SW* 031024
❑ P.;151R3CYC-
❑ URGI`NT FOR REVIVxPLEAS13 CONINIJi.NT ❑ :1
NOTES/COMMENTS:
Jeff,
Everything was fine at the site investigation this morning. The permit will be issued upon receipt
of the items listed in the November 24, 2003, request for additional information.
Mcase call or email me if you have any questions.
Laurie Munn
[e-mail]
t
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone]

Stormwater Management
Plan For
Eckerd Store # 1154R
Wilmington, North Carolina
PMI Project No. 2003349.70
0

STOR!YiWATER MANAGEMENT PLAN
FOR
ECKERD
STORE # 1154R
PM Engineering Project No. 2003349.70
CITY OF WILMINGTON
NORTH CAROLINA
October 10, 2003
=OQkA S5 p���y9'
028274
,�r11111 I1�ti��,
Prepared by:
PM Engineering, Inc.
4601 Charlotte Park Drive
Suite 160
Charlotte, North Carolina 28217
[phone]

Table of Contents
I Stormy;rater Narrative
II Maps
Vicinity Map
Soil Survey
USGS Map
III Stormwater Management Permit Application
IV Underground Infiltration Trench Supplement
V Underground Infiltration Trench Calculations
VI Hydrologic Routings
VII Drainage Area Map
l

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-- - - -- --- -- - --- --.- - --- - -- ,rN#-,,,,-

ECKERD STORE #1154R
WILMINGTON, NORTH CAROLINA
STORMWATER NARRATIVE
Site
The site is located at the intersection of Shipyard Boulevard (S.R. 1101) and South
College Boulevard (N.C. Highway 132) in Wilmington, NC. The site is 2.63 acres of
existing commercial development (Hardees Restaurant) consisting -of one main
commercial structure with associated parking and two other buildings. The proposed
development includes a 13,824 ft2 drugstore with associated curb and gutter parking and
landscape areas. The predominated soils on site are Be; Baymeade fine sand (Group B),
1 to 6 percent slopes. This is a well drained soil on flats and low ridges.
Offsite
There are two existing stormwater pipes coming from Shipyard Boulevard right-of-way
and running onto this site and into the existing onsite ditch. One(1) 48" CMP and one(i)
96" CMP will be accepted and rerouted onsite. Drainage basins for these pipes will not
change due to this project.
Site Discharge
The proposed site consists of two onsite drainage areas each discharging into the existing
ditch and flows to one outfall location. This outfall, discharge point, is located on the
southeast side of the site along N.C. Highway 132 and is an existing NC DOT culvert.
' The site drains by sheet flow and concentrated flow from north to south to this existing
ditch.
Wetlands
There appear to be no existing wetlands located on the site:
Storm Design
After development, runoff from the site will be collected into the curb and gutter around
the site and channeled into catch basins. Once the runoff is in the catch basins it will be
routed to the pipes where a weir will hold back the treatment volume in the pipes. An
infiltration system will then percolate the treatment volume for water quality treatment -
The infiltration system has been designed to meet State of North Carolina standards.
Ai ppropriate curve numbers and time concentrations were chosen after consideration of
topography and soil types. The weir is located in the last drainage structure and holds
back the required storage 'for water quality treatment. This report and supplemental
computer analysis utilizes the SCS (Soil Conservation Service) Hydrograph Method -
TR-55 with a type III rainfall distribution in InteliSOLVE's "Hydraflow Hydrographs
2002" computer modeling software. All outputs from this program are attached in an
organized manner.
T+he North Carolina Department of Environmental and Natural Resources (NCDENR)
requires a control system that -is designed to'control runoff from all surfaces generated by

I
one and a half inch of rain and has an 85% TSS (Total Suspended Solids)'pollutant
removal. The proposed control system for this project is utilizing the stormwater piping
as a storage facility where the treatment volume percolates into the infiltration system
I nd therefore meets the above requirements. Any storms greater than the treatment
volume will overflow the weir and be discharged onsite into the ditch. The infiltration
.iI3ystem was designed to conform to the design requirements found in NCDENR
publication "Stormwater Best Management Practices."
The method published in the "Stormwater Best Management Practices, Section 8.0 —
hfiltration Devices" was used to determine that the design runoff volume (the temporary
�ivater quality pool) from the first inch and a half of rainfall is 6159 ft3 for basin 1 and
:( 642 ft3 for basin 2. This required volume was graphed on the stage -storage curve for the
System to determine the elevation of the overflow weir. The overflow weir was set at
eaevation 37.50 for basin l and 37.50 for basin 2. This provides a temporary water quality
I�ool volumes. The overflow weir is sized to handle up to the 100-year storm event. "This
is to ensure that the dam will not be compromised in a storm' of this magnitude.
Access through the storm structures shall be used for maintenance and clearing
operations.
i

INFILTRATION TREATMENT
CALCULATIONS

Storm Water Drainage -Calculations
For Eckerds
Wilmington, North Carolina
October] 0, 2003
i Owner:
i Zimmer Development Company
111 Princess St.
Wilmington, North Carolina 28401
[phone], phone
Enjeineer:
I P.M. Engineering Incorporated
4 4601 Charlotte Park Drive
Suite 160
Charlotte, North Carolina.28217
i [phone] phone
[phone] fax
1

t
4
Table of Contents:_
1. Project Description ...................page 3
2. Hydrologic and Hydraulic Model Development .......... page 6
3., Calculation Summaries ...........................page 10
4, Appendix A....................Existing Condition Analysis
5. Appendix B....................Proposed Condition Analysis
6. Appendix C ....................Underground Storm Water Infiltration
Trench Analysis
7. Appendix D.............. .....Miscellaneous Information and Charts.
5
2

Project Description
3

��
��
�+;aAf'.
p�r
�r
"F
• *5

y
I
Project Description:
1
is
The Eckerd retail store located at the intersection of Shipyard Boulevard
4 and South College Road in Wilmington North Carolina. The total site area is
?.63 Ac. Water and sewer service will be provided by the City of
'lWilmington North Carolina. Storm water discharges have been detained for
•she 1.5 inch storm event and shall be treated through underground storm
�vater
infiltration trenches (as per the Grading Plan and Appendix C of this
(,,ngineenng report). Due to the high level of the soils exfiltration rate of 90
1n/hr/sf there will be no overflow from the ten year storm event. However
over flow protection is still provided in MH# 1 and MH# 13. The over flow
discharge will then flow into a 10' wide x 30' long vegetative buffer which
'
ties into an existing culvert system that is located under South College Road.
All.off site storm drainage will be routed around the site through storm
drainage structures MH #12, MH #11 and discharge through a 100' long x
27' wide vegetative buffer. There will be no impact on the on site storm
drainage system from the off site storm drainage basin. This report has been
'
Nvntten.for the on site storm drainage system. The approximate area
summary for the site within the required drainage basins are as follows:
Proposed Conditions:
11asin NoJ (Flow to trench-No.1)
�mpervious Area = 1.02 Ac.
Pervious Area = 0.10 Ac.
Total— 1.12 Ac.
Basin No.2 (Flow to trench No.2)
Impervious Area = 0.56 Ac.
Area '= 0.05 Ac.
'
_Pervious
Total - 0.61�Ac.
'
Lxistinal Conditions:
Ex. Basin I
Impervious Area = 1.18 Ac.
Pervious Area = 0.74 Ac.
Total — 1.92 Ac.
Storm water run off for this site will be routed through various storm water
structures and detained/treated in two underground storm water infiltration

trench systems. The hydraulic controls for this system will consist'of two
modified storm drainage manholes, MH #1 and MH #13, that will have a
baffle system.that will serve as a 4' long x 2' deep broad crested weir during
storm water*overflow periods (see details in the construction drawings). All
connections shall be watertight.
Hydrologic models were developed to provide design flows for analyzing
the existing condition and the proposed condition in conjunction with all of
the associated downstream impacts. A TR-20 Type 11124 hour storm event
was chosen to model the hydrology of the study area. Soil Conservation
Service methodologies were selected within the TR-20 as the hydrograph
development method. Existing condition and proposed condition models
were both developed with the proposed model representing all
improvements to the site.
References:
1. NCDEHNR Storm Water BMP Manual.
2. Municipal Storm Water Management, Debo and Reese.
3. Storm Water Management for Construction Activities, U.S.E.P.A.
5

' Hydrologic and Hydraulic Model Development
no

a

Hvdrolocic and Hvdraulic Model Develooment:
Consistent with the NCDEHNR Storm Water BMP Manual requirements,
TR-20 Type III 24-Hour Storm was chosen to model the hydrology of the
study area. Soil Conversation Service methodologies were selected within
TR-20 as the hydrograph development method. Input consisted of rainfall
data, SCS curve number (CN), time of concentration, area and physical
parameters of pipes, basins and channels. Two models were developed: one
' representing the existing conditions and the other representing proposed
conditions.
Rainfall:
The SCS Type III Storm distribution was utilized to develop the -rainfall
pattern. The rainfall depths for each design storm was developed from the
intensity -duration -frequency curves calculated by the U.S.-weather bureau's
technical paper no: 40. The rainfall depths for duration for the .ten year,
twenty five year, fifty year and the one hundred year frequency storms for
Wilmington North Carolina are listed below:
Rain Fall Depth inches
Duration
2 year
-10 ear
25 year
SO year
100 year
24 hour.—
4.5
7
8
9
10
SCS Curve Number:
SCS curve number is a parameter that represents the land use and the
hydrologic soil group of a particular watershed. Curve number selection was
based on data derived from the NCDEHNR Storm Water BMP Manual,
which presents recommended curve numbers for given land uses, .cover
conditions, and hydrologic soil groups. Upon selecting curve numbers for
the different land uses and soil groups within the study area, area weighted
curve numbers were computed for each watershed. The land use is
commercial.
7

Soil types and hydrologic soil groups where obtained from the SCS Soil
Survey for New Hanover County. SCS divides soil types into four
hydrologic soil groups: A, B, C, and D. The study area consists of a soil type
Baymeade, Be. This well drained soil is on flats and low ridges that are on
the uplands and in small areas that are along drainage ways but are not
subjected to flooding. The areas are irregular in shape. Most of the acreage is
used as residential and industrial sites, and the rest is forested. The organic
matter content of the surface layer is. very. low.'Permeability is moderately
rapid, available water capacity is very low, and shrink -swell potential is
low. Reaction is strongly acid to slightly acid throughout, unless the soil is
limed. The seasonal High Water table is at a depth of more than 4 feet. If
supplemental irrigation is not used, available moisture capacity in this soil is
4
generally inadequate for the establishment and maintenance of most lawn
grasses, shrubs, and trees. Soil conditioners may also be needed. Capability
subclass IIIs; woodland group 3s. For this study area we assumed a CN=98
for impervious areas and a CN=89 for pervious areas.
Time of Concentration:
The time of concentration is commonly defined as the time required for run
off to travel from the most hydrological distant point of the watershed to the
point of collection. For this particular site we used the TR55 Sheet Flow
method for determining the time of concentration base on the site.
'information.
Sheet Flow Method
Tt = (0.007*(n*L) o.$)/P2 0.5 * s 0.4
Definitions:
' Tt = Travel time (hours)
L = Flow Length (feet)
S = slope (ftlft)
Pz = 2 Year 24 flour rainfall (4:5 inches)
n = Mannings Coefficient
Pipe and Channel Elements:
eA spreadsheet was used to produce the minimum design requirements for the
storm drainage pipes, storm drainage structures, and erosion control

structures. All Calculations were based on the NCDEHNR Storm Water
BMP Manual.
Miscellaneous Trench Design Information:
Storage Volume Available = ((Volume of the Carrier Pipe) + Void
Ratio*(Trench Volume — The Carrier Pipe Volume))
Draw Down Time = Storage Volume Available 1 Volume of the
Required First inch Storm Event
➢ The Required Storage Volume ((Impervious Area) + 0.20
(Pervious Area)) * Required inch of Run off112)
➢ For this design we use a 1:5 inch storm event for our required inch of
Run off.
9

Calculation Summary
[to]

Calculation Summaries:
Hydraulic
Data for Existing Drainage Basins
Basin
No.
Q2
cfs
Q10
cfs
Q25
cfs
Q50
cfs
Q100
cfs
Tc
mins.
CNw
1
8.69
13.81
15.84
_17.87t
19.90
2.2
95
-Hydraulic Data for Drainage Basins with
Proposed Modifications
Basin
No.
Q2
(cfs)
Q10
(cfs)
Q25
(cfs)
Q50
(cfs)
Q100
(cfs)
Tc
(mins.
CNw
1
6.14
9.7
11A1
12.52
13.93
2.7
96
2
1.74
2.75
3.15
3.55
3.95
1.7
96
Total
7.88
12.45
14.26
16.07
17.88
Release Flow. Rates For Proposed Trench No.1
Storm
Q2
(cfs)
Q10
(cfs)
Q25
(cfs)
Q50
cfs
Q100
(cfs
Primary
3.17
3.17
3.17,
3.17
3.37
Secondary
0
0
0
0
0
Total Flow
3.17
-3.17
117
3.17
3.37
Peak Elv.
(ft)
35.13
35.13
35.13
35.13
36.48
Release Flow
Rates For Proposed Trench No.2
Storm
Q2
cfs
Q10
(cfs)
Q25
(cfs)
Q50
cfs}
Q100
cfs
Primary
1.70
2.68
2.92
2.92
2.92
Secondary
0
0
0
0
0
Total Flow
1'.70
2.68
2.92
2.92
2.92
Peak Elv.
(ft)
35.06
35.09
35.10
3.5.10
35.10
�11

Notes:
• Primary — Exfiltration'rate of the Trench System
• Secondary — 4'x2' Broad Crested Weir set at elevation 37.50
• All storm water flow is handle within the Trench System. There is no
By pass Flow
• SC 1 — Storm Water Control Structure MH #1
• SC 2 — Storm Water Control Structure MH '#13
12

Appendix A
13

rld
ow

I
a Hydrograph
Return Period Recap
Page 1
Hyd.
No.'
Hydrograph
type
(origin)
inflow
Hyd(s)
Peak Outflow (cis)
- Hydrograph
description
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
8.69
-----
13.81
15.84
17.87
19.90
EX. BASIN 1
Proj. file: Wit_MNCEX.gpw
Run date: 10-10-20O3
Hydraflow Hydrographs by Intelisolve

1
�Hydrograph Summary Report
Page 1
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuff)
Hydrograph
description
1
SCS Runoff
8.69
1
722
25,634
- -
--
EX. BASIN 1
Proj. file: WILMNCEX.gpw
TFReturn Period: 2 yr
Run date: 10-10-2003
Hydraflow Hydrographs by Intelisolve

I
jHydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description .
1
E
SCS Runoff
13.81
1
722
41,840
--
—
EX. BAS[N 1
�
Proj. file: WILMNCEX.gpw
Return Period: 10 yr
Run date: 10-10-2003
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type,
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SGS Runoff
15.84
1
722
48,343
--
--
—
EX. BASIN 1
Proj. file: WILMNCEX.gpw Return Period: 25 yr.
Run date: 10-10-2003
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
. .
(tuft)
Inflow
-hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
17.87
1
722
54,852
—
—
_--
EX. BASIL 1
I
i
I
Proj. file: WILMNCEX.gpw
Return Period: 50 yr
Run date: 10-10-2003 j
HydraFlow Hydrographs by Intelisolve

Hydrograph Summary Report
Page 1
Hyd,
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
'Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cult)
Hydrograph
description
1
SCS Runoff
19.90
1
722
61,365
—
------
EX. BASIN 1
Proj. file: WILMNCEX.gpw
Return Period: 100 yr
Run date: 10-10-2003 1
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hyd. No. 1
EX. BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 1.92 ac
Basin Slope
= 3.9 %
Tc method
= TR55
Total precip.
= 4.50 in
Storm duration
= 24 hrs
sn E
U
r
Hydraflow Hydrographs by lntelisolve
Peak discharge 8.69 cfs
Time interval =
1 min
Curve number
= 95
Hydraulic length =.
362 ft .
Time of cons. (Tc)
= 2.2.. min
Distribution
= Type Ill
Shape factor
= 484
Hydrograph Volume = 25,634 cuR
1 - SCS Runoff - 2 Yr - Cep = 8.69 cfs
0.02.2 4.4 - . 6.6 8.8 11.0 13.2 15.4 '17.6 19.8 22.0
Time (hrs)
+ Hyd. 1

Hydraflow Hydrographs by Inteftolve
Peak discharge = 13.81 cfs
Time interval =
1 min
Curve number =
95
Hydraulic length =
362 ft
Time of cons. (Tc) =
2.2 min
Distribution - =
Type Ili
Shape factor =
484 J
Hydrograph Volume = 41,840 tuft
1-SCSRunoff -10Yr-Qp=13.81 cfs
Hydrograph Plot
Hyd. No. 1
EX. BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 1.92 ac
Basin Slope
= .3.9 %
Tc method
= TR55
Total precip.
= 7:00 in
Storm duration
= 24 hrs
o
.0 2.2 4.4 6:6 8.8 11.0 13.2 15.4 17.6 19.8. 22.0
Time (hrs)
+ Hyd. 1

Hydrograph Plot
Hyd. No. 1
EX. BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 1.92 ac
Basin Slope
= 3.9 %
Tc method
= TR55
Total precip.
= 8.00 in
Storm duration
= 24 hrs
Hydrailow Hydrographs by Intelisolve
Peak discharge = 15.84 cfs
Time interval =
1 min
Curve number =
95
Hydraulic length =
362 ft
Time of conc. (TO =
2.2 min
Distribution =
Type III
Shape factor =
484
Hydrograph Volume = 48,343 Tuft
1 - SCS Runoff 25 Yr - Qp = 15.84 cfs
za
15
10
5 =- _
0
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
+ Hyd. 1

Hydrograph
Plot
Hyd. No. 1
EX. BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Drainage area
= 1.92 ac
Basin Slope
= 3:9 %
'
Tc- method
= TR55
Total precip.
= 9.00 in
Storm duration
= 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 17.87 cfs
Time interval =
1 min
Curve number =
95
Hydraulic length =
362 ft
Time of conc. (Tc) =
2.2 min
Distribution =
Type III
Shape factor =
484
Hydrograph Volume = 54,852 tuft
1 - SCS Runoff - 50 Yr - Qp = 17.87 cfs
20-
1
N
a—
CY
1
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
+ Hyd. 1
�!II

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
EX. BASIN 1
Hydrograph type
= SCS Runoff
Peak discharge =
19.90 cfs
Storm frequency
= 100 yrs
Time interval =
1 min
Drainage area
= 1.92 ac
Curve number =
. 95
Basin Slope
= 3.9 %
Hydraulic length =
362 ft
Tc method
= TR55
Time of conc. (Tc) =
2.2 min
Total precip.
= 10.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
20
V
CyV
Hydrograph Volume = 61,365 cuft
1 - SCS Runoff -100 Yr - Qp = 19.90 cfs
i
1
.
'1_n 77
4.4
ri_Fi RR 11 n 1-�9 194
17r, 168
ii
Time (hrs)
Hyd. 1
0

Appendix B
14

•r%

diydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
11,11
1
722
. 34,284
--
--
---
BASIN 1
2
SCS Runoff
3,15
1
722
9.722
---
-----
---
BASIN 2
3
Reservoir
2.92
1
722
9,722
2
35,10
159
TRENCH NO.2
4
Reservoir
3.17
1
710
34,270
1
35.13
5,398
TRENCH NOA
Proj. file: INFILTRATWILMNCa.
+Return Period: 25 yr
Rein date: 10-10-2003
Hydraflow Hydrographs by Intelisolve

.,Hydrograph Summary Report
Page 1
'
Hyd,
No,
-Hydrograph
type
(origin)
Peak .time
flow interval
(cfs) (min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrogiaph
description
'1
2
SCS Runoff
SCS Runoff
13.93
1
"1
722
43,383
=
BASIN 1
3.95
722
12.303
—
BASIN 2
3
Reservoir
2.92
1
720
12,302
2
35.10
370
TRENCH NO.2
4
Reservoir
3.37
1
742
43,365
1
36.48
8,354
TRENCH N0,1
1
i
-
- i
Proj. file: INFILTRATWILMNCa.
pwReturn Period: 100 yr
Run date: 10-10-2003
i
Hydra4low Hydrographs by Intelisolve

,Hydrograph Return Period Recap
Page 1
Hyd.
Hydrograph.
inflow
Peak Outflow (cfs)
Hydrograph
No.
type-
Hyd(s)
description
'
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
2
SCS Runoff
SCS Runoff
�
6.14
�
�
9.70
11.11
12.52
13.93
BASIN 1
1.74
2.75
3.15
3.55
3.95
BASIN 2
3
Reservoir
2
1.70
2.68
2.92
2.92
2.92
TRENCH NO.2
'
4
Reservoir
1
---
3.17
— -
—
3.17
3.17
3.17
3,37
TRENCH NO.1
I
I
-
-
i
I
Proj. file: INFILTRATWILMNCa.gpw Run date.- 10-10-2003
Hydraflow Hydrographs by Intelisolve

Hydrograph
Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
-Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
6.14
1
722
18,398
---
—
BASIN 1
2
SCS Runoff
1.74
1
722
5,217
—
BASIN 2
3
Reservoir
1.70
1
723
5,217
2
35.06
81
TRENCH NO.2
4
Reservoir
3.17
•
1
719
18,390
1
35.13
1,657
TRENCH NO.1
I
Proj. file: INFILTRATWILMNCa.
pvwReturn Period: 2 yr
Run date: 10-10-2003 k
i
Hydraflow Hydrographs by Intelisom:

.Hvdrogragh Summary Report
Page 1
Hyd.
No.
•
Hydrograqh
type
(origin)
.
Peak.
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
-Inflow ..
hyd(s)
Maximum
elevation
(ft)
Maximum "
storage
(tuft)
Hydrograph
description
SC5 Runoff
9.70
1
722
29,739
-�
BASIN 1 -
'1
2
SCS Runoff
2.75
1
722
-8,433
�
BASIN 2
1
3
4
Reservoir
Reservoir
2,68
3.17
1
1
723
713
1,433
29,726
2
1
35.09
35.13
128
4,075
TRENCH NO,2
TRENCH
NO.1
I
I
I
'
-
i
i
I
i I
- f
Proj. file: INFILTRATWILMNCa.
p &Return Period: 10 yr
Run date: 10-10-2003
Hydraflow Hydrographs by Intelisolve

I.Y%AI VyI LAIJI I VUIIIRS IL4I Y I\q—,1JVI L rage I
Hyd.
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
(origin)
(cfs)
(min)
(min)
(tuft)
(ft)
(cuft)
1
SCS Runoff
12.52
1
722
38,833
--
-----
----
BASIN 1
2
SCS Runoff
3.55
1
722
11,012
- --
_—
BASIN 2
3
Reservoir
2.92
1
721
11,012
2
35.10
246
TRENCH NO.2
4
Reservoir
3.17
1
707
38,816
1
35.13
6,856
TRENCH NO.1
Proj. file: INFiLTRATWILMNCa.
pvrReturn Period: 50 yr
Run date: 10-10-2003
j
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hyd. No. -1
BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 1.34 ac
Basin Slope
= 0.9 %
Tc method
= TR55
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 6.14 cfs
Time interval
= 1 min
Curve number
= 96
Hydraulic length
= 191 ft
Time of conc. (Tc)
= 2.7 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 18,398 tuft
1 - SCS Runoff - 2 Yr - Qp = 6.14 cfs
s
N
C�
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
+ Hyd. 1
Ili

Hydrograph Plot
Hyd. No. 1
BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 1.34 ac
Basin Slope
= 0.9 %
Tc method
_ TR55
Total precip.
= 7.00 in
Storm duration
= 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge =
9.70 cfs
Time interval =
1 min
Curve number =
96
Hydraulic length.. =
191 ft
Time of canc. (Tc) =
- 2.7 min
Distribution =
Type III
Shape factor =
484
Hydrograph Volume = 29,739 tuft
1 - SCS Runoff -10 Yr - Qp = 9.70 cfs
10
U
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
+ Hyd. 1

Hydrograph Plot
Hyd. No. 1
BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 1.34 ac
Basin Slope
= 0.9 %
Tc method
= TR55
Total precip.
= 8.00 in
Storm duration
= 24 hrs
15
11
N
y—
U
i
Hydraflow Hydrographs by Intelisolve
Peak discharge = 11.11 cfs
Time interval
= 1 min
Curve number
= 96
Hydraulic length
191 ft
Time of cant. (Tc)
= 2.7 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 34,284 tuft
1 - SCS Runoff - 25 Yr - Qp = 11.11 cfs
IIII�
0.0 2.2 4.4 6.6 .8.8 11.0 13.2 15.4 17,6 19.8 22.0
Tiime.(hrs)
Hyd. 1

Hydrograph Plot
Hyd. No. 1
BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Drainage area
= 1.34 ac
Basin Siope
= 0.9 %
Tc method
= TR55
Total precip.
= 9.00 in
Storm duration
= 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 12.52 cfs
Time interval . =
1 min
Curve number =
96
Hydraulic length =
191 ft
Time of conc. (Tc) =
2.7 min
Distribution =
Type III
Shape factor =
484
Hydrograph Volume = 38,833 cult
1 - SCS Runoff - 50 Yr - Qp W 12.52 cfs
15
10
-0
5
0
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (firs)
+ Hyd. 1

Hydrograph Plot
Hyd. No. 1
BASIN 1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 1.34 ac
Basin Slope
= 0.9 %
Tc method
= TR55
Total precip.
= 10.00 in
Storm duration
= 24 hrs.
HydraFlow Hydrographs by Intelisolve
Peak discharge , = 13.93 cfs
Time interval =
1 min
Curve number =
96
Hydraulic length =
191 ft
Time of conc. (Tc) _
2.7 min
Distribution =
Type III
Shape factor =
484
Hydrograph Volume = 43,383 cult
1 - SCS Runoff -100 Yr - tip =13.93 cfs
15
1
U
CY
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6. 19.8 22.0
Time (hrs)
+ Hyd. 1

1
Hydrograph
Plot
Hyd. No. 2
BASIN 2
'
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 0.38 ac
Basin Slope
= 1.8 %
Tc method
= TR55,
Total precip.
= 4.50 in
'
Storm duration
= 24 hrs
Hydraflow Hydrographs by Intelisolve
Peak discharge = 1.74 cfs
Time interval - =
1 -min
Curve number =
96
Hydraulic length
= 221 ft
Time of conc. (TO
= 1.7 min
Distribution
=. Type III
Shape factor
= 484
Hydrograph Volume = 5,217 cuff
2-SCS Runoff -2Yr-Qp=1.74ds
2.0
1.
0
1.
0.
0.
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 16.8 22.0
Time (hrs)
• Hyd. 2
L

Hydrograph Plot
Hyd. No. 2
BASIN 2
Hydrograph type
= SCS Runoff -
Storm frequency
= 10 yrs
Drainage area
= 0.38 ac
Basin Slope.
= 1.8 %
Tc method
= TR55
Total precip.
= 7.00 in .
Storm duration
= 24 hrs
3.0
2.
2.
1.
U
1:
Hydraflow Hydrographs by Intelisolve
Peak discharge =
2.75 cfs
Time interval
= 1 min
Curve number
= 96
Hydraulic length
= 221 ft
Time of cone. (.Tc)
= 1.7 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 8,433 tuft
2-SCS Runoff -10Yr-Qp=2.75ds
0
5
a
5 .
I .
_ l
a
1_0 2.2 4.4 6.6 8.8 11 0 18.2 15.4 176 198 2:
Time (hrs)
+ Hyd.2
N
Time (hrs)
+ Hyd.2
N

Hydrograph Plot
Hyd, No. 2
BASIN 2
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 0.38 ac
Basin Slope
= 1.8 %
Tc method
= TR55
Total precip.
= 8.00 in
Storm duration
= 24 hrs
4
N
V
1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 3.15 cfs
Time interval =
1 min
Curve number =
96
Hydraulic length =
221 ft
Time of conc. (Tc) =
1.7 min
Distribution =
Type III
Shape factor ='
484
Hydrograph Volume = 9,722 cuff
2 - SCS Runoff - 25 Yr - Qp = 3.15 cfs
.0 NNW
0.0 2.2 4.4 6.6 8.8 11.0 112 15.4 17.6 19.8 22.0
Time (hrs)
+ Hyd.2

Hydrograph Plot
Hyd. No. 2
BASIN 2
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Drainage area
= 0.38 ac
Basin Slope
= 1.8 %
Tc method
= TR55
Total precip.
= 9.00 in
Storm duration
= 24 hrs
Hydraflow Hydrographs by.,lntelisolve
Peak discharge = 3.55 cfs
Time interval =
1 min
Curve number =
96
Hydraulic length =
221 ft
Time of conc. (Tc) =
1.7. min
=
Type III
—Distribution
Shape factor =
484
Hydrograph Volume = 11,012 tuft
2-SCS Runoff -50Yr-Qp=3.55ds
4
3
N
`F-
2
1 - --
a-
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
+ Hyd. 2

Hydrograph Plot
Hyd. No. 2
BASIN 2
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 0.38 ac
Basin Slope
= 1.8 %
Tc method
= TR55
Total precip.
= 10.00 in
Storm duration
= 24 hrs
M
Hydraflow Hydrographs by Intelisolve
Peak discharge = 3.95 cfs
Time interval =
1 min
Curve number =
96
Hydraulic length =
221 ft
Time of conc. (Tc) =
1.7 min
Distribution =
Type III
Shape factor =
484
Hydrograph Volume = 12,303 tuft
2 -SCS Runoff -100Yr-Qp=3.95'cfs
0 i —
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
Hyd. 2
0

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
TRENCH NO.2
Hydrograph type
= Reservoir
Peak discharge
= 1.70 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2
Reservoir name
= POND 1
Max. Elevation
= 35.06 ft
Max. Storage
= 81 cuft
Storage Indication method used.
Hydrograph Volume = 5,217 tuft
3 - Reservoir - 2 Yr - Qp = 1.70 cfs
2.0
1.
CY
1.
0.
0.
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
♦ Hyd. 2 + Hyd. 3
i

1
■
Hydrograph Plot
Hyd. No. 3
TRENCH NO.2
Hydrograph type = Reservoir
'
Storm frequency = 10 yrs
_
Inflow hyd. No. = 2
Max. Elevation = 35.09 ft
Storage Indication method used.
Hydraflow Hydrographs by lntelisolve
Peak discharge = 2.68 cfs
Time interval = 1 min
Reservoir name = POND 1
Max. Storage = 128 cult
Hydrograph volume = 8,433 cuff
3- Reservoir -10Yr-Qp=2.68 cfs
Y
10 24 48
7.2 90
12n 144 1�fi 1.
2 21 f 24
Time (hrs)
Hyd. 2 + Hyd. 3
0

Hydrograph Plot
Hyd. No. 3
TRENCH NO.2
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Inflow hyd. No.
= 2
Max. Elevation
= 35.10 ft
Slorage Indication method used.
Hydraflow Hydrographs by Intellsolve
Peak discharge = 2.92 cfs
Time interval = 1 min
Reservoir name = POND 1
Max. Storage = 159 tuft
Hydrograph Volume = 9,722 cuft
3 - Reservoir - 25 Yr - Qp = 2.92 cfs
4
3 ..
C'J 2
1
a
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
+ Hyd. 2 + Hyd. 3

Hydrograph
Plot
'
Hyd. No. .3
TRENCH NO.2
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Inflow hyd. No.
= 2
'
Max. Elevation
= 35.10 ft
Storage Indication method used.
Hydraflow Hydrographs by Inte6solve
Peak discharge = 2.92 cfs
Time interval = 1 min
Reservoir name = POND 1
Max. Storage - = 246 tuft
Hydrograph Volume = 11,012 tuft
3 - Reservoir - 50 Yr - Qp = 2.92 cfs
4
3
N
2
1
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 '19.2 21.6 24.0
Time (hrs)
Hyd. 2 + Hyd. 3

Hydrograph
Plot
0
Hyd. No. -3
TRENCH NO.2
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 2
'
Max. Elevation
= 35.10 ft
Storage Indication method used.
1
1
Hydraflow Hydrographs by Intellsolve
Peak discharge = 2.92 cfs
Time interval = 1 min
Reservoir name = POND 1
Max. Storage = 370 cult
Hydrograph Volume = 12,302 tuft
3 - Reservoir -100 Yr - Qp = 2.92 cfs-
4
3
U 2
1
a
0.0 '2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 2 + Hyd. 3

Hydrograph Plot
Hyd. No. 4
TRENCH N0.1
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Max. Elevation = 35.13 ft
Storage Indication method used.
Hydraflow Hydrographs by Intelisolve
Peak discharge 3.17 cfs
Time interval = 1 min
Reservoir name = pond2
Max. Storage = 1,657 cuft
Hydrograph Volume = 18,390 cult
4- Reservoir -2Yr-Qp=3:17cfs
g
nn 2.4 4.8 7.2 9_6 12n 144 168 1A.7 21.6 24
Time (hrs)
+ Hyd. 1 + Hyd. 4
W
Time (hrs)
+ Hyd. 1 + Hyd. 4
W

Hydrograph Plot
Hyd. No. 4
TRENCH N0.1
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 1
Max. Elevation = 35.13 ft
Storage Indication method used
Hydraflow Hydrographs by tntelisolve
Peak discharge = 3.17 cfs
Time interval = 1 min
Reservoir name = pond2
Max. Storage = 4,075 cult'
Hydrograph Volume = 29,726 cuft
4 - Reservoir -10 Yr'- Qp = 3.17 cfs
10
. 8
w
6
�7
4
2 =._.
a
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 1 + Hyd.4

Hydrograph Plot
Hyd. No. 4
TRENCH NO.1
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 1
Max. Elevation = 35.13 ft
Storage Indication method used.
Hydraflow Hydrographs by Intellsolve
Peak discharge 3.17 cfs
Time interval = 1 min
Reservoir name = pond2
Max. Storage = 5,398 cuft
T Hydrograph Volume = 34,270 cult
4 - Reservoir - 25 Yr - Qp = 3.17 cfs
15
1
to
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
+ " Hyd. 1 + Hyd. 4

Hydrograph
Plot
'
Hyd. No. 4
-
TRENCH NOA
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Inflow hyd. No.
= 1
Max. Elevation
= 35.13 ft
Storage Indicalion method used.
Hydraflow Hydrographs by kntefisoive
Peak discharge = 3.17 cfs
Time interval = 1 min
Reservoir name = pond2
Max. Storage = 6,856 cuft
Hydrograph Volume = AM cult
4- Reservoir -50Yr-Qp=3.17 cfs
}
10 2_4
4.8-
7.2 0_6 12.0 144 1fi R 16
2 21 6 �4
Time (hrs)
+ Hyd. 1 + Hyd.4
IN

1
_
Hydrograph
Plot
Hyd. 'No. 4
TRENCH N0.1
'
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 1
'
Max. Elevation
= 36.48 ft
Storage Indication method used.
Hydraflow Hydrographs by Intelisolve
Peak discharge = 3.37 cfs
Time interval = 1 min
Reservoir name = pond2
Max. Storage = 8,354 cult
Hydrograph Volume = 43,365 cult
4 - Reservoir -100 Yr - Qp 3.37 cfs
15
1
T
c�
C�
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs) y
Hyd. 1 + Hyd. 4
i
li
I
TI-
i

Appendix C
15

r
1x�,�,'"
,,
:�

'ROJECT NO.: 2003349.7
3RJCT SUMMARY:
INFILTRATOR TRENCH, STORM DRAINAGE AND EROSION CONTROL CALCS FOR ECKERD, WILMINGTON N_ C
]ESIGNER:
JEROME E. CARTER JR
DATE:
9/23/2003
FILE: C:ISPREADSHEETS12003349A
INFILTRATION TRENCH NO.1 DESIGN:
INFILTRATION TRENCH NO.2
DESIGN:
GENERAL ASSUMPTIONS:
GENERAL ASSUMPTIONS:
DRAINAGE AREA (AC):
1.34
(BASIN NO.1)
DRAINAGE AREA (AC):
?0.38
(BASIN NO.2)
DRAINAGE AREA (SF):
58370
DRAINAGE AREA (SF):
16553
IMPERV. AREA (AC);
1,08
IMPERV. AREA (AC):
'0.28
PERV. AREA (AC): -
0.26
PERV. AREA (AC):
0.10
IMPERV. AREA (SF):
46995
IMPERV. AREA (SF):
12286
PERV. AREA (SF):
11375
PERV. AREA (SF):
'4267
STORM EVENT (IN):
1.50
STORM EVENT (IN):
1.50
INFILTR. RATE (IN/HR):
90
INFILTR. RATE (INIHR):
90
PERC. RATE (FTIHR):
7.50
PERC. RATE (FTIHR):
7.50
STONE VOID RATIO (%):
40
STONE VOID RATIO (•/.):
40
TRENCH NO.1 DIMENSIONS:
TRENCH NO.2 DIMENSIONS:
LENGTH (FT):
471
LENGTH (FT):
117
(WIDTH (FT):
12
WIDTH (FT):
12
DEPTH (FT):
2.5
DEPTH (FT):
2.5
VOLUME (CF).
14130
VOLUME (CF):
3510
CAR. PIPE DIA.(FT):
2
CAR. PIPE DIA.(FT): J.
2.5
CAR. PIPE LNGTH DIA.(FT):
471
CAR. PIPE LNGTH DIA.(FT):
117
CAR. PIPE AREA (SF):
3.14
CAR. PIPE AREA (SF):
4.91
CAR. PIPE VOL. (CF):
1479,
CAR. PIPE VOL. (CF):
574
VOLUME AVAIL. (CF):
6539
VOLUME AVAIL. (CF):
1748
VOLUME REQUIRED (CF):
6159
VOLUME REQUIRED (CF):
1642
DRAWDOWN TIME (HRS):
0.15
DRAWDOWN TIME (HRS):
0,17 .
DRAWDOWN TIME (DAYS):
0.006
DRAWDOWN TIME (DAYS):
0.007 '
ECKE
D,WILMIN
TON
INFIL.TREN
H DESIGN
Facie 1 oi-27
NnPTH r..GRnI INA
�■ r , it r r r rl r� idi ra � . r I. - r rr • r r r �,■

]VER FLOW CONTROL
ANALYSIS FOR GENERAL
PIPE
NETWORK
SEE ATTACH. HYDRO. FOR Q'10 A_NAL_YS!_S1:
3TRUCT
FLW PER
TOTAL.
ASSUM.
MIN. REQ
NO.
STRUCT
FLOW
PIPE'OIA
SLOPE
CFS(Q)
CFS(g)
INCH(Q)
Nsm)
SC11MH1
10.00
10.00
18
0.90
SC2lMH13
10.00
10.00
24
0.19
n...........
..
.........n
v.:.:.:
n.�:.v.....:. �.
...:1..-.....-:..-......:.::{:::.r:i.:
1'. _..^':.:
_.
�,..
..: ...
..: .......................
.:.. .... .. ....
F Y
......: ...... ........v ...... ......v.: ..r ......::.-:.:.r'.;

Hydrograph Report
1
Page 1
Hydraflow Hydrographs by Intelisolve
1
Hyd. No. 4
TRENCH NO.1
Hydrograph type = Reservoir
Peak discharge =
5.94 cfs
Storm frequency = 2 yrs
Time interval =
1 min
Inflow hyd. No. = 1
Reservoir name =
pond2
Max. Elevation = 35.06 ft
Max. Storage =
357 tuft
Storage Indication method used.
Outflow hydrograph volume = 18,397 tuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A
(hrs). cfs ft cfs
Clv B Civ C CIv D Wr A Wr B Wr C'
cfs cfs cfs cfs cfs cfs
Wr D Exfil
cfs cfs
Outflow.
cfs
6.67 0.07 35.00 -----
----- . ----- ----- - --- ----- -----
----- 0.071 '
0.07.
$.33 0.13 35.00
-----
0.130
0.13 .
10.00 0.24 35.00
_ _^ �-- _ __-- -- '
__-N
0.241
0.24
11.67 1.29 . 35.01 ----
---- --- ----- ----- . ----- -----
---- 1.207
1.21
,1
13.33 0.37 35.00 -----
15.00. 0.21 35.00
---- ----- ---- ----- ----- -----
- -----
----- 0.373
0.215
0.37
0.21
16.67 0.13 35.00 -
----- -- -
-- ---- _--- --- - ---_
_ -_ 0.129
'0.13
18.33 0.09 35.00 ----
----- --- ----- ----- ---- -----
----- 0',088
0.09
20.00 0.07 35.00 -----
21.67 0.06 35.00 ----
----- ------------ ----- -----
----- ----- ----- -----
---- 0.074
0.060
•0.07
0.06
----- -----
-----
...End
i
1
1

Reservoir Report
Page 1
Reservoir No.
2 - pond2
Hydraflow Hydrographs by Intelisolve
Fond Data
Bottom LxW
= 471.0 x 12.0 ft
Side slope = 0.0:1
Bottom elev.
= 35.00 ft Depth =
2.50 ft
Stage I Storage Table
Stage (ft)
Elevation (ft)
Contour area
(sgft) Incr. Storage (tuft)
Total storage (cult)
0.00
35.00
5,652
0
0
0.13
35:13
5,652
707
707
0.25
35.25
5,652
707
1,413
0.38
35.38
5,652
707
2,120
0.50
35.50
5,652
707
2,826
0.63
35.63
5,652
707
3,533
0.75
35.75
5,652
.707
4,239
-
0.88
35.88
5,652
707
4,946
1.00
36.00
5,652
707
5,652
1.13
36.13
5,652
707
6,359
1.25
36.25
5,652
707
7,065
11'38
36.38
5,652
707
7,772
1.50
36.50
5;652
707
8,478
1,63
36,63
5,652
707
9,185
1.75
36.75
5,652
707
9,891
1.88
36.88
5,652
707
10,598
2,00
37,00'
5,652
707
11,304
2,13
37.13
5,652
707
12,011
2.25
37.25
5,652
707
12,717
2,38
37.38
5,652
707,
13,424
•2.54 "
37.50 _
5,652
-
707
14,130
Culvert I Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B] [C]
[D]
Rise in
= 24.0 0.0
0.0
0.0
Crest Len ft
= 4.00 0.00 0.00
0.00
Span in
= 24.0 . 0.0
0.0
0.0,
Crest El. ft
= 37,50 0.00 0.00
0.00
No. Barrels
= 1 0
0
0
Weir Coeff.
= 2.60 •0.00 0.00
0.00
Invert El. ft
= 35.00 0.00
0.00
0.00
Weir Type
= Broad --- --
-
Length ft
= 20.0 0.0
0.0
0.0
Multistage
= Yes No No
No
Slope %
= 1.00 0.00
0.00
0.00
N-Value
= .013 .000
.000
.000
Orif. Coeff.
= 0.60 0.00
0.00
0,00
Multistage
= nla No
No
No
Exfiltration Rate
= 90.00 inlhrlscift Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control
Stage 1 Storage I Discharge Table
Stage
Storage
Elevation
Civ A
Clv B Clv C Clv D Wr A
Wr B Wr C Wr D Exfil
Total
ft
tuft
ft
cfs
cfs Cfs cfs cfs
cfs cfs cfs cfs
cfs
0.00
0
35.00
0.00
- - - 0,00
-- -- - 0.000
0,00
0,13
707
35.13
0.00
- - - - 0.00
- - -- 11.775
11.77
0.25
1,413
35.25
0.00
- --- - 0.00
- - - 11.775
11,77
0.38
2,120
35.38
0.00
- -- - 0.00
- -- - 11.775
11.77
0.50
2.826
35.50
0.00
- - - 0,00
- - 11.775
11.77
0.63
3,533
35.63
0.00
- - - 0.00
--- -- - 11.775
11.77
0.75
4,239
35.75
0.00
- - - 0.00
- -- -- 11.775
11.77
0.88
4,946
35.88
0.00
--- - - 0.00
- - 11.775
11.77
1.00
5,652
36.00
0.00
-- -- 0.00
- - - 11.775
11.77
1.13
6,359
36.13
0.00
- - - - 0.00
- - -- 11.775
11.77
1.25
7,065
36,25
0.00
- - - 0.00
- - - 11,775
11.77
1.38
7,772
36.38
0.00
-- - -- 0.00
-- - - 11.775
11.77
1,50
8,478
36.50
0.00
- - 0.00
- - - 11,775
11.77
1.63
9,185
36.63
0.00
-- - -- 0.00
- - - 11.775
11.77
1.75
9.891
36.75
0.00
- -- -- 0.00
-- -- -- 11.775
11.77
1.88
10,598
36.88
0.00
- - - 0.00
- - - 11.775
11.77
2.00 ' .
11,304
37.00
0:00
--- - - - 0.00
- --- -- 11.775
11.77
2.13
12,011
37,13
0.00
- - - 0.00
-- - -- 11.775
11.77.
2.25
12,717
37.25
0.00
--- - -- 0.00
- -- - 11,775
11.77
2.38
13,424
37.38
0.00
- -- - 0.00
- - - -11.775
11,77
2.50
14,130
37.50
0.00
-- - --- 0.00
--- -- - 11.775
11,77

Hydrograph Report
'
Page 1
Hydraflow Hydrographs
by Intelisolve
Hyd. No. 4
TRENCH NO.1
Hydrograph type = Reservoir
Peak discharge =
9.38 cfs
Storm frequency = 10 yrs
Time interval =
1 min
lnflow hyd. No. _. 1
Reservoir name =
pond2
'
Max. Elevation = 35.10 ft
-Max. Storage =
563 cult
Storage Indication method used.
Outflow hydrograph volume = 29,737 tuft
Hydrograph Discharge Table
'
Time Inflow Elevation Clv A
(11rs) cfs ft . cfs
CIv B Clv C Clv D Wr A Wr B Wr C
cfs cfs cfs cfs cfs cfs
Wr D Exfil
cfs cfs
Outflow
cfs
6.67 0.13 35.00 -----
----- ---- ----- --w ----- ----- -
----- 0,134
0.13
0.40 35.00
0.402
0.23
10.0 -----
10.00 0.40 35.00
----- --_ -_� -_- -_ - --__
-- 0.402
0.40
11.67 2.06 35.02 ----
--- --- ----- ----- -- -- -----
--- - 1.935
1.94
'
13.33 .. 0.58 35.01 ----
15.00; . 0.33 35.00 ,
----- --- ----- _--- ---- ------
0'.583
��_-; 0.336
0.58 '
0.34
16.67 0.20 35.00 - ---
----- _ ----- ----- -_- --_
0.202
'0.20
18.33 0.14 35.00 -----
----= --- --=- --- ----- -----
---- 0.138
0.14
'
20.00 0.12 35.00 -----
_--__ ---- ----- -- ----- ----
- 0,115
0.12
...End
1

Reservoir Report
Page 1
tHydraflow
Hydrographs
by
Intelisolve
Reservoir. No. 2 - pond2
Pond Data
Bottom LxW = 471.0 x 12.0 ft Side
slope = 0.0:1 Bottom elev.
= 35,00 ft Depth =
2.50 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour
area
(sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 35.00
5,652
0
0
0.13 35.13
0.25 35.25
5,652
5,652
707
707
707
1,413
0.38 35.38
5,652
707
2,120
0.50 35.50
5,652
707
2,826
0.53 35,63
5,652
707
3,533
0.75 35.75
5,652
707
4,239
'
0.88 35.88
5,652
707
4,946
1.D0 36.00
5,652
707
5,652
1.13 36.13
5,652
707
6,359
1.25 36.25
1.38 36,38
5,652
5,652
707
707
7,065
7,772
1.50 36.50
5,652'
707 •'
8,478
1.63 36.63
5,652--
707
9,1 B5
1.75 36.75
5,652
707
9,891
1.88 36.8E
5,652
707
10,598
'
2.00 37.00
5,652
707
11,304
2.13 37,13
5,652
707
12,011
2.25 37.25
5,652
707
12,717
2.38 37,38
5;652
707
13,424
`2.50 37,50:
5,652,
:.
707
14,130
Culvert 1 Orifice Structures
Weir Structures
[A]
[Bl
[C]
[D]
[A] [B] [C]
[D]
Rise in = 24.0
0,0
0.0
0.0
Crest Len ft
= 4.00 0.00 0.00
0.00
Span in = ,24.0
0.0
0.0
0.0
Crest El. ft
= 37.50 0.00 0.00
0.00
No. Barrels = 1
0
0
0
Weir Coeff.
= i60 0:00 0.00
0.00.
Invert El. ft = 35.00
0.00
0.00
0.00
Weir Type
= Broad -- -
---
Length ft = 20.0
0.0
0.0
0.0
Multi -Stage
= Yes No No
No
Slope % = 1.00
0.00
0.00
0.00
'
N Value = .013
.000
.000
.000
Oirif, Coeff. = 0.60
0.00
0.00
0.00
Multi -Stage = n1a
No
No
No
Exfiltration
Rate
= 90.40 inlhrlsgft Tailwater Elev. = 0-00 ft
Note: All outflows have been analyzed under inlet and outlet control,
Stage ! Storage 1 Discharge Table
Stage Storage Elevation Clv A
Clv
B
Clv C Clv D
Wr A
Wr B Wr C Wr D
Exfil
Total
ft tuft ft
cfs
cfs
Cfs cfs
cfs
cfs cfs cfs
cfs -
cfs
0.00 0 35.00
0.00
--
- - -
0.00
--- - -
0.000
0.00
0.13 701 35,13
11,00
-
- -
0.00
- -
11,775
11,77
0.25 1,413 35.25
0.00
0.00
11.775
11,77
'
0.38 2,120. 35.38
0.00
-
- -
0.00
- - -
11.775
11.77
0.50 2,826 35.50
0,00
- --
0.00
--- - --
11 J75
11.77
0.63 3,533 35.63
0.00
-
- - -
0.00
- - -
11,775
11,77
0.88 4,946 35.88
0.00
0.00
11.775
11,77
0.$8 4,94fi 35,$8
0.00-
=
0.00
-
11.775
11.77
1.00 5,652 36.00
0.00
W
0.00
r
11.775
11.77
1.13 6,359 36,13
0.00
- --
0.00
- - --
11.775
11.77
1.25 7,065 36.25
0.00
-
- -
0.00
-- -- -
11,775
11.77
1
1.38 7,772 36.38
0.00
0.00
11.775
11.77
1.50 8.478 36,50
0.00
-
- -
0.00
_ - -
11.775
11.77
1.63 9,185 36.63
0.00
-
- -
0.00
-- - -
11.775
11.77
1.75 9,891 36.75
0.00
- - -
0,00
- -- --
11.775
11.77
1.00 11,304 37.00
0.00
0.00
11.775
11.77
'
2.00 i1,304 37.4D
4.00
=
= -
0-00
- -
11.775
11.77
2.13 12,011 .37.13
0.00
0.00
- -
11.775
11.77
2.25 12,717 37.25
0.00
-
- -
0.00
--- --
11.775
11,77
®
138 13.424 37.38
2.50 14,130 37.50
0.00
0.00
-
- -
0.00
0.00
- - -
11.775'
11,775
11.77
11,77

I
Hydrograph Report
Page 1
HydraFlow_Hydrographs by Intelisolve
Hyd. No. 4
TRENCH NO.1
Hydrograph type = Reservoir
Peak discharge =
10.75 cfs
Storm frequency = 25 yrs
Time interval =
1 min
Inflow hyd. No. = 1
Reservoir name =
pond2
Max. Elevation = 35.11 ft
Max. Storage =
645 tuft
Storage Indication method used.
Outflow hydrograph volume = 34,283 tuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A 'Clv B Clv C
Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(hrs) cfs ft cfs cfs cfs
cfs cfs cfs cfs
cfs cfs
cfs
6.67 0.16 35.00 ---- ----- ----
----- -=-- ----- ----- '
' ---- 0.160'
0.16
8.33 0.27 35.00 ---- ---- -----
----- ----- ----- ----
----- 0,267
0.27
10.00 0.47 35.00 ----
0.466
0.47
11.67 2.37 35.02 ----- ----= -----
----- --- - ---- ----
---- 2.224
2.22
13.33 0.66 35.01 ----- ----- -----
---- ----- ---- -----
----- 0.667
0.67
15.00 - ..0.38. 35.00 ... -__-- ----- . ----- .
. ----- ---- .---- ----
---- ,. 0. 384
0.38
16.67 0.23 35.00 ----- ----- -
=-= ---` ---- -__
---.- ... ' 0.231
.' 0.23
16.33 0.16 35.00
0.157
0.16
20.00 0.13 35.00 ----- ----- -----
---- ---- ----- ----
----- 0.132
0.13
...End

Reservoir Report
'
Page 1
Intelisoive
Hydraflow Hydrographs
by
Reservoir NO. 2 - pond2
Pond Data
'
Bottom LxW _ = 471.0 x 12.0
ft Side slope = 0.0:1 Bottom elev.
= 35.00 ft Depth =
2.50 ft
Stage I Storage Table
'
Stage (ft) Elevation (ft)
Contour
area
(sgft)
incr. Storage (cult)
Total storage (tuft)
0.00 35.00
5,652
0
D
0,13 35.13
5,652
707
707
'
0.25 35.25
5,652
707
1,413
0.38 35,38
5,652
707
2,120
-
0.50 35,50
5,652
707
2,826
0,63 35.63
5,652
707
3,533
0.75 35.75
5,652
707
4,239
'
0,88 35.88
5,652
707
4,946
1.00 36.00
5,652
707
5,652
1.13 36.13
5,652
707
6,359
'
1,25 36.25
1.38 36.38
5,652
5,652
707'
707
7,065
7,772
1,50 3&50
5,652
707 "
'8,478
1.63 36:63
5,652
707
9,185
1.75 36,75
5,652
707
9,891
1.88 36.88
5,652
707
10,598
2.00 37.00
5,652
707
11,304
2.13 37.13
5,652
707
12,011
2.25 37.25
5,652
707
12,717
2,31 37,38
- 2.5050' -37.5050
5,152
5,652
..
707 -
707
-
13,424
14,130
- -
Culvert/ Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B] [C]
ID] -
Rise in = 24.0
0.0
0.0
0.0
Crest Len ft
= 4.00 0.00 0.00
0.00
'
Span in = 24.0
No. Barrels = 1
0.0 •
0
0.0
0
0.0
0
Crest El. ft
Weir Coeff.
= 37.50 0.00 0.00
= 2.60 0.00 0.00
0.00
0.00
Invert El. ft = -35.00
0,00
0.00
0.00
Weir Type
= Broad
Length ft = 20.0
0.0
0.0
0.0
Multi -Stage
= Yes No No
No
Slope % = 1.00
0.00
0.00.
0,00
e
N-Value = .013
.000
.000
.000
Orif. Coeff. = 0.60
0.00
0.00
0.00
Multi -Stage = nla
No
No
No
Exfiltration
Rate
= 90.00 inlhrlsgft Tailwater Elev. = 0.00 ft
'
Note: AA outflows have been analyzed under inlet and ouflel control.
Stage ! Storage I Discharge Table
Stage Storage Elevation
Clv A
Clv B
Clv C Clv D
Wr A
Wr B Wr C Wr D
Exfil
Total
'
ft Cuft ft
Cfs
cfs
Cfs cfs
Cfs
Cfs Cfs cfs
Cfs
cfs
0.00 0 " 35.00
0.00
-
- -
0.00
- - -
0.000
0-00
0.13 707 35.13
0.00
-
-- -
0.00
--- - --
11.775
11.77
0.25 1,413 35.25
0.00
--
- -
0.00
- - -
11.775
11.77
0.38 2,120 35.38
0.00
-
-- ---
0.00
--- - --
11.775
11.77
0.50 2,826 35.50
0.00
- -
0.00
- - -
11.775
.11.77
0.63 3,533 35,63
0.00
-
--- --
0.00
- --- -
11.775
11.77
0.4,35.
0.00
0.00
11.775
11.77
'
0.88 88 4,946 946 35.88 88
0.00
-
= =
4.00
- - -
11.775
11.77
1.00 5,652 36.00
0.00
0.00
11.775
11.77
1.13 6,359 36.13
0.00
-
- -
0.00
- - -
11,775
11.77
1.25 7,065 36.25
_ 0.00
-
- -
0.00
- -- -
11.775
11.77
1.38 7,772 36.38
0,00
'
--
- --
0.00
- -
11.775
11.77
1.50 8,478 36.50
0.00
---
- -
0,00
- - --
11,775
11.77
1.63 9,185 36.63
0,00
-
- -
0.00
- - -
11.775
11.77
1,75 9,891 36.75
0.00
-
- - ---
0.00
--- --
11.775
11.77
11,304 37.00
0.00
0.00
11.775
11.77
2,00
2.00 11,304 37A0
0.00
0.00
11.775
11.77
2,13 12,011 37.13
0.00
-
- -
0.00 "
- - -
11.775
11.77
2,25 12,717 37.25
0.00
--
- -
0.00
-- - -
11,775
11.77
2.38. 13,424 37,38
0.00
0.00
11.775
11.77
'
2.50 14,130 37.50
0.00
-
- -
0.00
- - -
11.775
11.77

Hydrograph Report
'
Page 1
Hydraflow Hydrographs by Intelisolve
'
Hyd. No. 4
TRENCH NO.1
Hydrograph type ` = Reservoir
Peak discharge =
11.77 cfs
Storm frequency = 50 yrs
Time interval =
1 min
Inflow hyd. No. = 1
Reservoir name =
pond2
'
Max. Elevation = 35.13 ft
Max. Storage =
746 cult
Storage Indication method used.
Outflow
hydrograph volume 38,831 cutt
Hydrograph Discharge Table
Time Inflow. Elevation Clv A Clv B
Clv C IN D Wr A Wr B' Wr C
Wr D Exfil
Outflow
'
(hrs) cfs ft cfs cfs
cfs cfs cfs cfs cfs
cfs cfs
cfs
5.00 0.12 35.00 ---- -----
---
0,124
'0.12 '
6.67 0.19 35.00 ---- -----
0.185
0.19
'
8.33 0.31 35.00
�_-- ---
r - - -----
----- 0.305
0.31
10.00 0.53 35.01 ----- ----
---- ----- ----- ----- -----
----- 0.529 •
0.53
11.67 2.68. 35.03 ----- -----
----- ----- ----- ----- - -----
----- 2.512
2.51-
'
13.33 0.75 35.01 ___
0.751
0.75
15.00 0:43 35.i70' : �--- _ __
- -_ _� __M_ ____
^- 0.433
.0.43
16.67 0.26 35.00 ----- -----
--- ---- ----_ ----- - ------
----- 0.261
-0.26
'
18.33 .0.18 35.00 -N--
20.00 0.15 35.00 ---_
----- ----- ---� ----- -----
-T-- 0.177
0.149
0.18
0.15
21.67 0.12 35.00 ---- -----
----- ---- ----- ----- -----
---- 0.120
0.12

Reservoir Report
Reservoir -No. -2 - - pond2
Pond Data
Bottom LxW = 471.0 x 12.0 ft Side slope = 0.0:1
Stage ! Storage Table
Page 1
1-lydraflow Hydrographs by Intelisolve
Bottom elev. = 35.00 ft Depth = 2.50 ft
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00
35.00
5,652
0
0
0.13
35,13
5,652
707
707
0.25
35.25
5,652
707
1,413
0.38
35.38
5,652
707
2,120
0,50
35.50
5.652
707
2,826
0.63
35.63
5,652
707
3,533
0.75
35.75
5,652
707
4,239
0,88
35.88
5,652
707
4,946
1.00
36.00
5,652
707
5,652
1.13
36.13
5,652
707
6,359
1.25
36.25
5,652
707
7,065
1.38
36.38
5,652
707
7,772
-
'1.50
36.50 -
5,652
707
8,478 •
-
1.63
36.63
5,652
707
9,185
1.75
36.75
5,652
707
9,891
1.88
36.88
5,652
707
10,598
2.00
37.00
5,652
707
11,304
2.13
37.13
5,652
707
12,011
2.25
37.25
5,652
707
12,717
2.38
37.38
5,652
707
13,424
2.50
37.50
5,652,
707
14,130
Culvert / Orifice
Structures
Weir Structures
- [A]
[B]
[C]
ID]
[A] [B]
[C]
[D]
Rise in
= 24.0
0.0
0.0
0.0
Crest Len ft
= 4.00 0.00
0,00
0.00
Span in
= 24.0
0.0
0.0
0.0
Crest El. ft
= 37.50 0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 2.60 0.00
0.00
0.00
Invert El. ft
= 35.00
0.00
0.00
0.00
Weir Type
= Broad -
-
Length ft
= 20.0
0.0
0.0
0.0
Multi -Stage
= Yes No
No
No
Slope %
= 1.00
0.00
0,00
0.00
N Value
= .013
.000
.000
.000
Qrif. CoeH.
= 0.60
0.00
0.00
0.00
Multi -Stage
= nla
No
No
No
Exfiltration Rate
= 90.00 inlhrlsgft Tailwater
Elev. = 0.00 ft
Stage ! Storage 1 Discharge Table
Stage
Storage
Elevation,
Clv A
ft
tuft
ft
Cfs
0.00
0
35.00
0.00
0.13
707'
35.13
0,00
0.25
1,413
35.25
0.00
"0.00
0.38
2,120
35.38
0.50
2,826
35.50
0.00
0.63
3,533
35.63
0.00
0.75
4,239
35.75
0.00
0.88
4,946
35.88
0.00
1.00
5,652
36.00
0.00
1.13
6,359
36.13
0.00
1.25
7,065
36.25
0,00
1.38
7,772
36.38
0.00
1.50
8,478
36.50
0.00
1.63
9,185
36.63
0:00
1.75
9,891
36.75
0.00
1.88
10,598
36.88
0.00
2,00
11,304
37.00
0.00
2.13
12,011,
37.13
0.00
2.25
12,717
37.25
0.00
2.38
13,424
37.38
0.00
2.50
14,130
37.50
0.00
Clv a Clv C Clv D Wr A
Cfs cfs Cfs cfs
- - - 0,00
- - -- 0.00
-- - - 0.00
- - 0,00
- - --- 0.00
- - 0.00
-- - - 0.00
- - 0.00
- - - - 0.00
- --- 0.00
--- - 0.00
-- - 0.00
- 0.00
0.00
-- - - 0.00
- 0.00
-- - -- 0.00
- --- - 0.00
- ' - -- 0.00
-- - 0.00
- - 0.00
Note: All outflows have been analyzed under in et and outlet control.
Wr B Wr C Wr D Exfil
Total
cfs cfs cfs cfs •
cfs
-- --- -- 0.000
0.00
- - - 11.775
11.77
--- -- - 11.775
11.77
-- - - 11.775
11.77
- - - 11.775
11.77
-, = -- 11,775
11.77
-- -- -- 11.775
11.77
--- --- - 11.775
11.77
- - - 11.775
11,77
- - -- 11.775
11.77
-- - -- 11.775
11.77
-- - - 11.775
11.77
-- - - 11.775
11.77
-- - -- 11.775
11.77
- - 11.775
11,77
- - -- 11.775
11.77
- =- - 11.775
11.77
- - - 11.775
11.77
- - - 11.775
11.77
- - 11,775
11.77
- - - 11.775
11.77

1
.
Hydrograph Report.
Pagel
Hydraflow Hydrographs by Inteliso!ve
Hyd.' No. 4
TRENCH NO.1
Hydrograph type = Reservoir
Peak discharge =
11.77 cfs
Storm frequency = 100 yrs
Time interval =
1 min
Inflow hyd. No. = 1
Reservoir name =
pond2
1
Max. Elevation = 35.13 ft
Max. Storage =
1,026 tuft
1
Storage Indication method used.
Hydrograph Discharge Table
Outflow hydrograph volume = 43,381 tuft
1
Time inflow Elevation Clv A
(hrs) cfs ft cfs
Clv B Clv C Clv D Wr A Wr B Wr C
cfs cfs cfs cfs cfs cfs
Wr D Exfil
cfs cfs
Outflow
cfs
5.00 0.14 35.00 -----
----- ----- ----- ----- ----- -----
--=- 0.143 '
. 0.14 •- .
6.67 0.21 35.00 -----
----- ----- --- ----- ----- -----
---- 0.211
0.21
_
8.33 0.35 35.00 ----- .
----- ----- ---- - -- ----- -----
----- 0.344
0.34
10.00 0.59 35.01 -----
----- ----- ----- ---- ----- -----
----- 0.592
0.59
11.2.35.03
.8.8
1
13.33 33 0.83 83 35.01 N
0.83
05 .84
15.00 0.48 35.01 --
- «N - ----
--- -- -----
__ -- 0.481
0.48
16.67 0.29 35.00 -----
----- --_-- --:-- ---- ----- ----
----- 0,290
0.29
18.33 0.20 35.00
0.197
0.20
'
20.00 0.16 35.00 -
---- -- ^ _ -- + -- _�--
--- 0.165
0.17
21.67 0.13 35.00 -----
---- --- __ .__-- _-__-
-� 0,134
0.13
'
1
1
i
1
End

Reservoir Report
Page 1
'
Reservoir NO. 2 - pond2.
Hydraflow Hydrographs by
Intelisolve
Pont! Data
Bottom LxW = 471.0 x 12.0
ft Side
slope = 0.0:1 Bottom elev.
= 35.00 ft Depth =
2.50 ft
Stage 1 Storage Table
'
Stage (ft) Elevation (ft)
Contour
area
(sqft)
Incr. Storage (tuft)
Total storage (tuft)
0.00 35.00
5,652
0
0
'
0,13 35.13
0.25 35.25
5,652
5,652
707
707
707
1.413
0.38 35.38
5,652
707
2,120
0.50 35,50
5,652
707
2,826
0,63 35.63
5.652
707
3,533
0,75 35.75
5,652
707
4,239
0.88 35.88
5,652
707
4,946
1,00 36.00
5,652
707
5,652
1,13 36.13
5,652'
707
6,359
'
1,25 36,25
1.38 36.38
5,652
5.652
'707
707
7,065
7,772
1.50 36.50
5,652
707
8,478 -
1.63 36.63
5,652
707
9,1B5
1.75 36.75
5,652
707
9,891
1.88 36,88
5,652
707
10,598
'
2.00. 37.00
5, 652
707
11,304
2.13 37.13
51652
707
12,011
2.25 37.25
5,652
707
12,717
t
2,38 37,38
2.50 37.50
5,652
5,652
707
707
13,424
14,130
Culvert 1 Orifice Structures
Weir Structures
'
[A]
[131
[C]
[D]
[A] [131 [C]
[D]
Rise in = 24.0
0.0
0.0
0.0
Crest Len ft
= 4.00 0.00 0.00
0.00
Span in = 24.0
0.0
0.0
0.0
Crest El. ft
= 37.50 0.00 0,00
0.00
'
No. Barrels = 1
0
0
0
Weir Coeff.
= 2.60 0.00 0.00
0.00
Invert El. ft = 35.00
0.00
0.00
0.00
Weir Type
= Broad -- -
Length ft = 20.0
0.0
0.0
0.0
Multistage
= Yes No No
No
Slope % = 1.00
0.00
0.00
0.00
'
N-Value = .013
.000
.000
.000
Orif. Coe'ff." = '0.60
0.00
0.00
0.00
Multistage = nla
No
No
No
. Exfiltration
Rate
= 90.00 inlhrlsgft Tailwater Elev. = 0.00 ft
T
-
Note: All outflows have been analyzed under inlet and
outlet control.
Stage 1 Storage 1 Discharge Table
Stage Storage Elevation
Clv A
Clv
B
Civ C - Clv D
Wr A
Wr B Wr C Wr D
Exfit
Total
'
ft tuft ft
cfs
cfs
cfs cis
cfs
cfs cfs cfs
cfs
cfs
0.00 0 35.00
0.00
-
-- -
0.00
- - --
0.000
0.00
0.13 707 35.13
0.00
---
- -
0.00
- --- -
11.775
11.77
0.25 1,413 35.25
0.00
0.00
11.775
11.77
'
0,38 2,120 35.38
0.00
=
M _
0.00
W = -
11.775
11.77
0.50 2,826 35.50
0.00
-
- -
0.00
--- --- ---
11.775
11.77
0.63 3,533 35,63
0.00
---
- -
0.00
- - -
11.775
11,77
0.4,35.
0.00
0.00
11.775
11.77
'
0.88 88 4,946 946 35.8888
0.00
=
= =
0.00
- - =
11.775
11.77
1,00 5,652 36.00
0.00
0.00
11.775
11,77
1,13 6,359 36.13
0.00
-
- --
U0
- --- ---
11.775
11.77
1.7,36.
0.00
0.00
11.775
11.77
1.38 38 7,772 772 36.38 38
0.00
=
0.00
11.775
11.77
1.50 8,478 36.50
MID
W
0.00
11.775
11,77
1.63 9,185 36.63
0.00
-
- ---
0.00
- -- -
11.775
11.77
1.75 9,891 36.75
0.00
-
- -
0.00
--- - -
11.775
11.77
1.00 11,304 37.00
0.00
0.00
11.775
11.77
2.00 11,304 37.00
0.00
M
y
0.00
-
11.775
11.77
2,13 12.011 37.13
0,00
0.00
T
11.775
11.77
2.25 12,717 37.25
0.00
-
- -
0.00
- - -
11.775
11.77
2.38 13,424 37.38
0.00,
0,00
11.775
11,77
1
2.50 14,130 37.50
0.00
T
- -
0.00
- -
11.775
11.77

Hydrograph Report
Hyd. No. 3
TRENCH NO.2
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 2
Max. Elevation = 35.06 ft
Page 1
Hydraflow Hydrographs by lntelisolve
Peak discharge
= 1.70 cfs
Time interval
= 1 min
Reservoir name
= POND 1
Max. Storage
= 81 cuft
Storage Indication method used.
Outflow hydrograph volume = 5,217 cult
Hydrograph Discharge Table
Time
Inflow
Elevation Clv A Civ B
Clv C Clv D Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs •
ft cfs cfs
cfs cfs cfs cfs cfs cfs cfs
cfs
6.67
0.02
35.00 --- -----
- ---- ---- ----- --- - 0.020
0.02
8.33
0.04
35.00 ----- -----
---- --- --- ---- --- ----- 0.037
0.04
10.00
0.07
35.00 ---- -----
- -- --..- . ---- --- ---- --- 0.069
.0.07
11.67
0.37
35.01 ----- -----
---- ----- ---- ----- ----- ----- 0.347
0.35
13.33
0.10
35.00 ----- ----
----- ----- ----- ----- ----- ----- 0,105
0.1.1
15.00
0.06
35.00 ----- ----
----- ----- ----- ----- ----- ----- 0.061
0.06
16.67
0.04
35.00 ---- -----
---- ----- ----- ----- ----- ---- 0.037
0.04
18.33
0.02
35.00 ----- ----
----- ----- ----- ----- ----- ---- 0.025
0.02
20.00
0.02
35.00 -----
----- ----- ----- ---- 0.021
0.02
...End

Reservoir Report
0
n
Reservoir No. 1 - POND 1
Pond Data
Bottom LxW = 117.0 x 12.0 ft Side slope = 0.0:,
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
0.00
35.00
1,404
.0.10
35.10
1,404
0.20
35.20
1,404
0.30
35.30
1,404
0.40
35.40
1,404
0,50
35.50
1,404
0.60
35.60
1,404
0.70
35.70
1,404
0.80
35,80
1,404
0.90
35.90
1,404
.1.00
36.00
1,404
1.10
...36.10
1,404
1.20
36.20
_
• • 1,404
1'.30
36.30
1,404
1.40
36A0
1,404
1.50
36.50
1,404
1.60
36.60
1,404
1.70
36.70
1,404
1.80
36.80
1,404
1.90
36.90
1,404
2,00
. 37,00
1,404
Culvert 1 Orifice Structures
[A]
[B]
[C]
[D]
Rise in
= 18.0
0.0
0.0
0.0
Span in
= 18.0
0.0
0.0
0.0
No. Barrels
= 1
- 0
_-0
-0
Invert El. ft
= 35.00
0.00
0.00
0.00
Length ft
= 20.0
0.0 .
0.0
0.0
Slope %
= 1.00-
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
.0.00,
0.00
Multistage
= n/a
No
No..
No
Stage 1 Storage 1 Discharge Table
Stage
Storage
Elevation
Clv A Clv B
ft
Cuft
ft
Cfs Cfs
0.00
0
.35.00
0.00 -
0.10
140
35.10
0.00 -
0.20
281
35.20
0.00 - -
0.30
421
35.30
0.00 -
0.40
562
35.40
0.00 -
0.50
702
35,50
0.00 --
0.60
842
35.60
0.00 -
0.70
983
35.70
0,00 -
0.80
1,123
35.80
0.00 -
0.90
1,264
35.90
0.00 -
1.00
1,404
36.00
0.00 ---
1.10
1,544
36.10
0.00 -
1.20
1,685
36.20
0.00 -
1.30
1,825
36.30
0,00 -
1.40
1,966
36.40
0.00 ---
1.50
2,106
36.50
0.00 -
1.60
2,246
36.60
0.00 --
1.70
2,387
36.70
0.00 -
1.80
2, 527
36.80
0.00 -
1.90
2,668
36.90
0.00 --
2.00
2,808
37.00
0.00 --
Page 1
Hydraflow Hydrographs by Intelisolve
Bottom elev. = 35.00 ft Depth = 2.00 ft
Ill Storage (tuft) Total storage (Cult)
0
0
140
140
140
281
140
421
140
562
140
702
140
842
140
983
140
1,123
140
1,264
140
1,404
.140
1,544
140
1,685 -
140
1,825
140
1,966
.140
2,106
140
2,246
140
2,387
140
2,527
140
2,668
140
2,808
Weir Structures
[A]
Crest Len ft
= 4.00
Crest El. ft
= 37.50
Weir Coeff.
= 2.60
Weir Type
= Broad
Multistage
= Yes
Clv C
cfs
[B]
[C]
[D]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
U0
No
No
No
Exfiltration Rate = 90.00 inlhrlsgft Tailwater Elev. = 0.00 ft
-
Note: All outflows have been analyzed under inlet and outlet control.
Clv D Wr A
Wr B Wr C Wr D Exfil
Total
cfs cfs
Cfs Cfs Us Cfs
Cfs
--- 0.00
-- -- --- 0.000
0.00
- 0,00
--- - - - 1925
2.92
- 0.00
- - - 2.925
2.92
- 0.00
- - - 2.925
2.92
- 0.00
--- --- -- 2.925
2.92
- 0.00
- - 2.925
2.92
- 0.00
- - = 2.925
2.92
0.00
- - - 2.925
2.92
-- 0.00
- --- - 2.925
2.92
- 0.00
- -- -- 2.925
2.92
-- 0.00-
- - - 2.925
2,92
- 0.00
-- -- - 2.925
2.92
- 0.00
- - - 2.925
2.92
- 0.00
-- - - 2,925
2.92
- 0.00
- - - 2.925
2.92
--_ 0.00
- -- - 2,925
2.92
-- . 0.00
--- - - 2.925
2.92
0.00
- - - 2.925
2.92
--- 0.00
-- - -- - 2.925
2.92
- 0.00
-_ - - -_ 2.925
2.92
- 0.00
-- - - 2.925
2.92

Hydrograph Report
Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
TRENCH NO.2
'
Hydrograph type = Reservoir
Peak discharge =
2.68 cfs
Storm frequency = 10 yrs
Time interval =
1 min
Inflow hyd. No. = 2
Reservoir name =
POND 1
'
Max. Elevation = 35,09 ft
Max. Storage =
128 cult
Storage Indication method used.
Outflow hydrograph volume = 8,433 tuft
Hydrograph Discharge Table .
Time Inflow Elevation Clv A Clv B
Clv-C Clv D Wr 'A Wr B Wr C
Wr D Exfil
Outflow
(hrs) cfs ft cfs cfs
cfs cfs cfs cfs cfs
cfs cfs
cfs
_
6.67 0.04 35.00 ---- ----
8.33 0.07 35.00
----- --- -- -- ---
----- 0.038
--'- 0.065
0.04
0.06
10.00 0.11 35.00 -^ ---
_- - `-- -_r _Y--
0.114
0.11
11.67 0.58 35.02 ---- -----
--- ----- ----- ----- ------
---- 0,556
0.56
13.33 0.16 35.01 ----- -----
---- ----- ----- ----- -----
----- 0.165
0.17
15.00 0.09 35.00 ----- -----
---- ----- ----- ----- -----
----- 0.095
0.10
16.67 0.06 35.00 ---=-. ----- .
----- ----- ----- ----- -_=--
----- 0.057
0.06
18.33 0.04 35.60 ---=- -----
----- ----- ----- ----- ----- .
----- 0.039
0.04
1
20.00 0.03 35.00 ----- -----
---- ----- ----- ---- -----
----- 0.033
0.03
...End

F
I
Reservoir Report
Reservoir No. 1 - ' POND 1 .
Pond Data
Bottom LxW = 117.0 x 12.0 ft Side slope = 0.0:1
Stage / Storage Table
Page 1
Hydraflow Hydrographs by Intelisolve
Bottom elev. = 35.00 ft Depth = 2.00 ft
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00
35,00
1,404
0
0
0.10
35.10
1,404
140
140
0.20
35.20
1,404
140
281
0.30
35,30
1,404
140
421
0.40
35.40
1,404
140
562
0.50
35.50
1,404
140
702
0.60
35.60
1,404
140
842
0.70
35.70
1,404
140
983
0,80
35.80
1,404
140
1,123
0.90
35.90
1,404
140
1,264
1.00
36.00
1,404
140
1,404
1.10
36.10
1,464
140
1,544
1.20
36,20
1,404
140,
1,685
1.30
36.30
1,404
140
1,825
1.40
36A0
1,404
140
1,966
1.50
36.50
1,404
140
.2,10fi
1.60
36.60
1,404 "
140
2,246
1.70
36.70
1,404
140
2,387
1.80
36. BO
1,404
140
2,527
1.90
36.90
1,404
140
2,668
2.00
37.00
1,404
140
2,808
Culvert 1 Orifice Structures Weir Structures
[A]
[B]
[C]
[D]
Rise in
= 18.0
0.0
0.0
0.0
Span in
= 18.0
0.0
0.0
0.0
No. Barrels
= 1
0
0
0
Invert El. ft
= 35.00
0,00
0.00
0.00
Length ft
= 20.0
0,0
0.0
0.0
Slope %
= 1.00
0.00
0,00
0,00
N-Value
= .013
.000
.000 -
.000
Orif. Coeff,
= 0.60
0.00
O.DO
0.00
Multistage
= nla.
No
No
No
Stage 1 Storage 1 Discharge Table
[A]
[B]
[C]
[D]
Crest Len ft
= 4.00
0.00
0.00
0.00
Crest El. ft
= 37.50
0.00
0.00
0.00
Weir Coeff.
= 2.60
0.00
0.00
0.00
Weir Type
= Broad
-
---
-
Multi -Stage
= Yes
No
No
No
Exfiltration Rate = 90.00 inlhrlsgft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage
Storage
Elevation
Clv A
CIv B Clv C Clv D Wr A
Wr B Wr C Wr D Exfil
Total
ft
tuft
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
cfs
0.00
0
35.00
-0.00
- - - 0.00
- - - 0.040
4.00
0.10
140
35.10
0.00
0.00
2.925
2.92
'
4.20
281
281
35.20
0.00
- -
0.00
- - -
2.925
2.92
0.30
421
35.30
0.00
- 0.00
2,925
2.92
0.40
562
35.40
0.00
- - --- 0.00
- -- - 2.925
2.92
0,60
35,60
0.00
0.00
2.925
2.92
0.60
842
842
35.60
0.00
- - -
0.00
- -
2.925
2.92
0.70
983
35,70
0.00
0.00
- 2.925
2.92
0.80
1,123
35.80
0.00
- - - 0,00
--- - - 2.925
2.92
0.90
1,264
35.90
0.00
- - -- 0.00
- - --- 2.925
2.92
1.00
1,404
36.00
0.00
-- 0.00
2.925
2.92
'
1.10
1,544
36.10. ,
0.00
0.00
-, - _
2,925
2.92
1.20
1,685
36.20
0.00
- - -- 0.00
-- - - - 2.925
2.92
1.30
1,825
36.30
0.00
- - - 0.00
- - - 2.925
2.92
1.40
1,966
36.0
0.00
0.00
2.925
2.92
'
1.50
2,106
36.50
0.00
- - -
0.00
- -
2.925
2.92
1.60
2,246
36.60
0.00
0.00
2.925
2.92
1.70
2,387
36.70
0.00
--- --- - 0.00
- - - 2,925
2.92
1.80
2,527
36.80
0.00
- - - 0.00
- - 2.925
2.92
1.90
2,668
36.90
0.00
0.00
2.925
2.92
'
2.00
2,808
37.00
0.00
- T --
0.00
- - - 2,925
2,92

Hydrograph Report
Hyd. No. 3
TRENCH NO.2
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 2.-
Max. Elevation = 35.10 ft
Storage Indication method used.
Hydrograph Discharge Table
Page 1
Hydraftow Hydrographs by Intelisolve
Peak discharge
Time interval
Reservoir name
Max. Storage
= 2.92 cfs
= 1 min
= POND 1
= 159 cult
Outflow hydrograph volume = 9,722 tuft
Time
Inflow
Elevation
Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs cfs cfs cfs - cfs cfs cfs cfs cfs
cfs .._,
5.00
0.03
35.00
- -- --- ----- ----- ----- ----- ----- ----- 0.030
0.03
6.67
0.05
35.00
- -- ----- ----- ----- ----- ----- ----- 0,045
0.05
8.33
0.08
35.00
0.076
0.08
10.00
0.13
35.00
- -- ---- ---- ----- ----_ ____ ___ 0.132
0.13
11.67
0.67
35.02
0.639
0.64
13.33
0.19
35.01
- -- --r - _-- - ---- --_ 0.189
0.19
15.00
0,11
35.00
----- ----- ---- --- ---- ---- ----- ---- 0.109
0.11
16.67
0.07
35.00
----- ----- ----- ----- ----- ----- ----- ---- 0.066
0.07
18.33
0.04
35.00
-� 0.045
0.04
20.00
0.04
35.00
--- --_ -- ---- ----- ----- + _- 0.037.
0.04
21.67
0.03
35.00
--- ----- ----- ----- ----- ----- ----- ----- 0.030
0.03
-End
-

Reservoir Report
page 1
•
Reservoir No.. 1 - POND 1
Hydraflow Hydrographs by
Intelisolve
'
Pond Data
Bottom LxW = 117.0 x 12.0 ft Side
slope = 0.0:1
Bottom elev.
= 35.00 ft Depth =
2,00 ft
Stage 1 Storage Table
'
Stage (ft) Elevation (ft) Contour area
(sgft) Incr.
Storage (cult)
Total storage (cult)
0.00 35.00
1,404
0
0
0.10 35.10
1,404
140
140
0.20 35.20
1,404
140
281
0.30 35.30
9 ,404
140
421
0.40 35.40
1,404
140
562
0,50 35.50
1,404
140
702
0.60 35.60
1,404
140
842
0.70 35.70
1.404
140
983
6.80 35.80
1.404
140
1,123
0.90 35.90
1,404
140
1,26.4 "
1.00 36.00 -
1,404
140
1,404
'
1.10 . 36.10 .
. 1,404
,. 140
1,544
1.20 36.20
1,404
140'
1,685
1.30 36.30
1,404
140
1,825
1.40 36.40
1,404
140
1.966
1.50 36.50
1,404
140
2,106
1,60 36.60
1,404
1.40
2,246
1.70 36.70
1,404
140
2,387-
1.80 36.80
1,404
140
2,527
1,90 36.90
1,404
140
2,668
2.00 37.00
1,404
140
2,808
Culvert 1 Orifice Structures
Weir Structures
[C]
[D]
[A] [B]
[C]
[D]
[A] [B]
Rise in = 18.0 0.0
0.0
0.0
Crest Lon ft
= 4.00 0.00 0.00
0.00
Span in = 18.0 0.0
0.0
0..0
Crest El. ft
= 37.50 0.00 0.00
0.00
'
No. Barrels = 1 0
0
0
Weir Coeff.
= 2.60 0,00 0.00
0.00
Invert El. ft = 35,00 0,00
0.00
0,00
Weir Type
= Broad --- -
-
Length ft = 20.0 0.0
0.0
0.0
Multi -Stage
= Yes No No
No
Slope % = 1.00 0.00
0.00
0.00
N-Value = .013 .000
.000
.000
Orif. Coeff. = 0.60 0.00
0.00
0.00
1
Multi -Stage = n/a No
No
No
Exfiltration
}late
= 90.00 inlhrlsgft Tailwater Elev. = 0.00 ft
Note; All outflows have been analyzed under inlet and outlet control _
Stage 1 Storage 1 Discharge Table
;
Stage Storage Elevation - Clv A
Clv
B CIv C
C1v D
Wr A
Wr B Wr C Wr D
Exfil
Total .
'
ft cuft ft cfs
cfs
cfs
cfs
Cfs
cfs cfs cfs
cfs
cfs
0.00 0 35,00 0.00
---
--
-
0.00
- - --
0.000
0.00
0.10 140 35.10 000
0.00
2925
2.92
'
0.20 281 35.20 D,00
281
-
-
_
0.00
_
2..925
2.92
0.30 421 35.30 0.00
-
0.00
-
1925
2.92
0,40 562 35.40 0,00
-
-
---
0.00
--- --- -
2.925
2.92
00 2 35.50 0.00
0.00-
-
2.925
2.92
'
0.6,684
0 842 35.fiD O.DO
-
0.00
=
2.925
2.92
0.70 983 35.70 0.00
w
0.00
2.925
2.92
0.80 1,123 35.BO 0.00
-
-
-
0.00
- - -
2.925
2.92
0.90 1,264 35.90 0,00 ,
--
--
-
0.00
- - ---
2,925
2.92
1.00 1,404 36.00 0.00
0.00
-
2.925
2.92
1.10 1,544 36.10 0,00
_
=
0.00
= _
2.925
2.92
1.20 1,6B5 36.20 0.00
-
--
-
0,00
- - -
2,925
2.92
1.30 1,825 36.30 0.00
-
--
-
0.00
-- -- ---
2.925
2.92
1.0 1,6 36.40 0.00
0.00
2925
2.92
1.50 2,10106 36.50 0.00
-
=
0.00
-
2.,925
2.92 _
1.60 2,246 36.60 0.00
--
0.00
w
2.925
2.92
1.70 2,387 36.70 0.00
' -
-
0:00
-- -
2.925 -
2.92
'
1.80 2,527 36.80 0.00
-
--
-
0.00
- - -
2.925
2.92
1.90 2,668 36.90 0.00
0.00
=
' 2.925
2.92
'
2.00 2,808 37.00 0.00
_
_
0.00
2.925
2.92

Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
TRENCH NO.2
Hydrograph type = Reservoir
Storm frequency = 50 yrs
Inflow hyd. No. = 2 .
Max. Elevation = 35.1Oft
Peak discharge = 2.92 cfs
Time interval = 1 min
Reservoir name = POND 1
Max. Storage = 246 cult
Storage Indication method used. Outflow hydrograph volume = 11,012 tuft
Hydrograph Discharge Table
Time-.
Inflow
Elevation Clv A Clv B Clv C
Clv D. Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)"
cfs
ft ",cfs ' cfs' cfs
cfs cfs,..- cfs cfs . cfs cfs
cfs
5.00
0.04
35.00 ----- ----- ----
----- ---- ----- ----- ----- 0,035
0.04
6.67
0.05
35.00 ---- ----- ----
----- ----- ----- ----- ----- 0.053
0.05
8.33
0.09
35.00.
----- ----- ----- --- 0.087
0.09
10.06
0.15
35.01 ----- ----- -----
----- ----- ----- ----- --- 0.150
0.15
11.67
0.76
35.02 -_-- _---- -----
---- --- --- ----- -- 0.722
0.72
13.33
0.21
35.01 ----- ----- -----
----- ----- ----- ----- ----- 0.213
0.21
15.00
0.12
35.00 ---- ---- -- --
---- --- ---- --- ---- 0.123
0.12
16.67
0.07
35.00 ----- ----- ----
----- ----- ----- ----- ----- 0.074
0.07
18.33
0.05
35.00 --- --- ---
---- ---- --- ----- ----- 0.050
0.05
20.00
0.04
35.00 ---- ' ---- ---
----- ----- =---- ---- ----- 0.042
0.04
21.67
0.03
35.00 ---- ---- -----
---- =--- ---- --- ----- 0.034
0.03
23.33
0.03
35.00 ---- ----- ---
----- --- --- ----- ----- 0.030
0.03
... End

Reservoir Report
Reservoir No. 1 - POND 1
Pond Data
Bottom LxW = 117.0 x 12.0 ft Side slope = 0.0:1
Stage 1 Storage Table
Page 1
Hydraflow Hydrographs by Intelisolve
Bottom elev. = 35.00 tt Depth = 2.00 ft
.
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00
35.00
1,404
0
0
0.10
35.10
1,404
140
140
'
0.20
35.20
1,404
140
281
0.30
35.30
.1,404
140
421
0.40
35.40
1,404
140
562
'
0,50
0.60
35,50
35.60
1,404
1,404
140
140
702 -
842
0.70
35.70
1,404
140
9B3
0.80
35,80 _
1,404
140
1,123
0.90
35.90
1,404
140
1,264
1.00
36.00
1,404
140
1,404
1.10
36.10
t
1,404
140 .
1,544
1.20
36.20
1,404
140
1,685
1.30
36.30
1,404
140
1,825
1,411
36,40
1,404
140
1,966
t
1.50
36.50
1,404
140
2,106
1.60
36.60
1,404
140
2,246
1.70
36.70
1,404
140
2,387
1.80
36.80
1,404
140
2,527
1.90
36.90
1,404
140
2,668
2.00
37.00
1,404
140
2,808
Culvert 1 Orifice Structures
Weir Structures
'
[A]
[B]
[C]
ID]
[A] [B3
[C]
[Dl
Rise in
= 18.0
0.0
0.0
0.0
Crest Len ft
= 4.00 0.00
0.00
0.00
Span in
= 18.0
0.0
0.0
0.0
Crest El. ft
= 37.50 0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.-
= 2.60 0.00
0.00
0.00
Invert El. ft
= 35.00
0,00
0.00
0.00
Weir Type
= .Broad -
-
-
Length ft
= 20.0
0.0
0.0
0.0
Multi -Stage
= Yes No
No
No
'
Slope %
= 1.00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= `0.60
0.00
0.00
0.00
1
Multi -Stage
= n!a
No
No
No
Exfiltration
Rate
= 90.00 inlhrlsgft .Tailwater Elev..= 0.00 ft
--
Note:,All outfbv+ have been analyzed under inlet and outlet control.
Stage 1 Storage./ Discharge Table
Stage
Storage Elevation
C1v A
Clv
B
C1v C Clv D
Wr A
Wr B Wr C
Wr D
Exfil
Total
ft
cuft ft
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs
cfs
cfs
0.00
0 35.00
0.00
-
--- -
0.00
---
---
0.000
0,00
0.10
140 35.10
0.00
000
2.925
2.92 -
0.20
281
281 35.20
0.00
- -
0.00
- -
-
2.925
2.92
0.30
421 35.30
0.00
--
0,00
2.925
2,92
0,40
562 35.40
0.00
--
-- -
0.00
--- -
-
2.925
2.92
0,511
7112 35,50
0.00
--
- -
0.00
-- -
-
2.925
2.92
0.60
842 35.60
0.00
0.00
2,925
2.92
'
0.70
983 35.70
00.000.00
-
- -
- -
-
2.925
2.92
0.80
1,123 35.80
0.00
---
- -
0.00
- -
-
2,925
2.92
0.90
1,264 35.90
0.00
-
- -
0.00
- --
-
2.925
2.92
1.0
1,4 36.0
0.00
0.00
2.925
2.92
1.10
1,54544 36.10
4.00
-
-
0.00
- -
-
2.925
2.92
1.20
1,685 36.20
0.00
0.00
2.925
2.92
1.30
1,825 36.30
0.00
-
- -
0.00
- --
-
2,925
2.92
1.40
1,6 36.40
0.00
0.00
2,925
2.92
1.50
2,10106 36.50
0.00
-
- -
0.40
-
-
2.925
2.92
1.60
2,246 36.60
0.00
0.00
-
2.925
2.92
1.70
2,387 36.70
0.00
-
--- -
0.00
-- -
---
2.925
2.92
1.80
2,527 36.80
0.00
-
- -
0.00
- -
2.925
2.92
1.90
2,668 36,90
0.00
0.00
2.925
2.92
2.00
2,808 37.00
0.00
-
- -
0.00
- -
-
2.925
2.92

Hydrograph Report
Hyd. No. 3
TRENCH NO.2
Hydrograph type = Reservoir
Storm frequency ' = 100 yrs
Inflow hyd. No. = 2
Max. Elevation = 35.10 ft
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 2.92 cfs
Time interval = 1 min
Reservoir name = POND i
Max. Storage = 370 tuft
Storage Indication method used.
Outflow hydrograph volume = 12,302 tuft
Hydrograph Discharge Table
Time
Inflow
Elevation Clv A
Clv B Clv C - Civ D. Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft cfs
cfs cfs. cfs cfs . _ , cfs cfs cfs cfs
cfs
5.00
0.04
35.00 ---
----- ---- -- ----- ----- ----- ----- 0.041
0.04
6.67
0.06
35.00 ----
--- --- - --- - ---- --- 0.060
0.06
8'33
0.10
35.00'. ___
-__ __-- - _-- _ -- --- - ' 0.098
- 0.10 .
10.00
0.17
35.01 -----
-=--- --- ----- ----- ----- ----- ----- 0.168
0.17
11.67
0.85
35.03 -----
----- --- ---- ----- ----- ----- ----- 0.804
0.80
13.33
0.24
35.01 -----
----- -- ----- --- --- --- - 0.237
0.24
15.00
0.14
35.00 ____
_____ _____ _ _ . ____ ____ _____ _.__ 0.136
0.14
16.67
0.08
35.00 ----
----- -_-- ---- ----- ____ ___ ----- 0.082
0.08
18.33
0.06
35.00 -----
----- ----- ----- ----- ----- ----- _--- 0.056
0.06
20.00
0.05
35.00
----- 0.047
0.05
21.67
0.04
35.00
0,038
0.04
23.33
0.03
35.00 -----
----- --__ ____ ____ ___ ___ ____ 0.033
0.03
...End
1
1
1
1

Reservoir Report
Reservoir No. 1 - POND 1
Pond Data
Bottom LxW = 117.0 x 12.0 ft Side slope = 0.0.1
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
0.00
35.00
1,404
0.10
35.10
1,404
0.20
35.20
1,404
0.30
35.30
1,404.
0.40
35.40
1,404
0.50
35.50
1,404
0.60
35.60
1,404
0.70
35.70
1,404
0.80
35.80
1, 404.
0.90
35.90
1,404
1.00
36.00
1,404
1,10 -
36.10
1,404
-
1.20
36.20
1,404
-
1.30
36.30
1,404
1.40
36.40
1,404
1,50
36.50
1,404
1.60'
36.60
1,404
1.70
36.70
1,404
1.80
36.80
1.404
1.90
36.90
1,404
2.00
37.00
1,404
Culvert 1 Orifice Structures
[A]
[B]
[Cl
[D]
Rise in
= 18.0
0.0
0.0
0.0
Span in
= 18.0
0.0
0.0
0.0
No. Barrels
= 1
0
0
0
Invert El. ft
= 35.00
0.00
0.00
0.00
Length ft
= 20.0
0.0
0.0
0.0
Slope %
= 1,00
0.00
0.00
0.00
N-Value
= .013
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00 .
Multistage
= nla
No
No
No
Page 1
Hydraflow Hydrographs by Intelisolve
Bottom elegy. = 35.00 ft Depth = 2.00 ft
ncr. Storage (tuft) Total storage (tuft)
0
0
140
140
140 .
281
--140
421
140
562
140
702
140
842
140
983
140
1,123
140
1,264
140
1,404
140
1,544
140
1;685
140
1,825
140
1,966
140
2,106
140
2,246
140
2,387
140
2,527
14D
2,668
140
2,808
Stage ! Storage ! Discharge Table.
Stage
Storage
Elevation
Clv A Clv B Clv C
ft
tuft
ft
cfs cfs cfs
0:00
0
35.00
0.00 - -
0.10
140
35.10
0.00 - -
0.20
281
35.20
0.00 -- -
0.30
421
35.30
0.00 - --
0.40
562
35.40
0.00 --- -
0.50
702
35.50
0.00 - ---
0 60
642
35.60
0.00 - -
0.70
983
35.70
0.00 --- -•
0.60
1,123
35.80
0.00 -
0.90
1,264
35.90
U0 -- -
1.00
1,404
36.00
0.00 - --
1.10
1,544
36.10
0.00 - --
1.20
1,685
36,20
0.00 - -
1.30
1,825
36.30
0,00 -- -
1.40
1,966
36.40
0.00 - -
1.50
2,106
36.50
0.00 - -
1.60
2,246
36.60
0.00 - --
1.70
2,387
36.70
0.00 -- -
1.80
2,527
36.80
0.00 - -
1.90
2,668
36.90
0.00 - --
2.00
2.808
37.00
0.00 -- -
Weir Structures
[A]
[B]
[C]
[Dl
Crest Len ft
= 4.00
0.00
0.00-
0.00
Crest El. ft
= 37.50
0.00
0.00
0.00
Weir Coeff.
= 2.60
0.00
0.00
0.00
Weir Type
= Broad
-
--
--
Multistage
= Yes
No
No
No
Exfiltration Rate 90.00 inthrlsgft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Civ D Wr A
Wr B Wr C Wr D Exfil
Total
cfs cfs
cfs cfs cfs cfs
cfs
--- 0.00
- - - 0.000
0.00
- 0.00
-- - --- 2.925
.2.92
- 0,00
-- - - - 2.925
2.92
r --- 0.00
- - --- 2.925
2.92
- 0,00
-- -- - 2.925
2.92
- 0.00
- - - 2.925
2.92
-- 0.00
- - -- 2,925
2.92
- 0.00
--- --- - 2,925
2.92
-- 0.00
- - -- 2.925
2,92
- 0.00
--- --- - 2.925
2.92
- 0.00
- - - 2.925
2,92
- 0.00
- - --- 2.925
2.92
- 0.00
- - - 2.925
2.92
- 0.00
--- -- - 2,925
2.92
- 0.00
- - - 2,925
2,92
- 0.00
- - 2.925
2.92
- 0.00
- - - 2.925
2,92
-- 0.00
- -- -- 2.925
2.92
- 0.00
-- -- - 2,925
2.92
- 0.00
- - - 2.925
2.92
- - 0.00
- - -- 2.925
2.92

Appendix D.
16

e
�,
._ ��
'�r
`��
r�

W a jr.w Ar raw Ar Jr--o Ar A -W A
,-r -.-- r Ar 9
2-year 1 day precipilation (inches)
Sul. In We$
13 :s ao rs goo
RAINFALL DATA MAP
3 3.5 3.5 3.5
F;,w ,.n., •rC„v,Gr.v+r.•.rlll f .l.•.I.Y� -y , � � ��,.,.�,' .�;, � '`
3 5 nq,11 •arw 1
r L. l l ,11 � � nay., r _. i I � � � / �Ilf.I COYTI` Y�•v'L'1, ri •r
�A� r �' ,Kf �— - 1 rMl.w �• ,.II..Y ' •.® /. •�rr�. Sl.w �/ �, - �.
. p•r.,,� q 1 / r.n
—1....�...r r Y.��-1 - i I.rrar I" - .�I._. ..�7 ,e! •`_���o««i,n. � I 1
.ln `• ..1 w�1 •\ G.111.r% i '� Slarl• �4 YMIRI ~/• �.�J1 �4l NO.e�• f/'�• �'
T S Y `' y.1�rrM1a /_ MOsL \ Je taYr3M11t
• ...ON ar10Y � `S 1 OVKIr 1
4
3.5
3.5 ./ .O.L10. .uerr .l•� cw+
rrarm
•� C ul
W
4
4.5
Im

to
G - '
ib 10-year 1 day precipitation (inches)
w
b
to
`• Sol. In YIM.
O
-< O 25 50 75 too
m
W.
CL
RAINFALL DATA MAP
CD
a 4.6 4.8
5 5.2 5.4
— -- —
,< i- -to[ss '�o•.�osow i-�
■v„[ woos'. 1 ar w•
jo.r. Js,• so /'a. I U c.$to.(
C ✓
5 -- a
5.6
5.8
6.5i
7
5.6 5, B
R

I
2,
u ; 25-year 1 day precipilation (inches) .
A Co
x SCOW In UT140
ro
2S SO 75 too
m
61
RAINFALL DATA MAP
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' Appendices
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Figure 8.031 50-year 1 day precipitation (inches)
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8.03.15

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6. Murville-Seagate-Leon association
Very poorly drained to somewhat poorly drained soils
that have a fine sand and sand surface layer and a fine
sand, sand, sandy loam, and clay loam subsoil; on
uplands and stream terraces
This association consists of nearly. level soils in fiat or
slightly depressional areas on rims of depressions and on
broad smooth flats.
This association occupies 46 percent of the county. it is
26 percent Murville soils, 13 percent Seagate soils, and 13
percent Leon soils. Soils of minor extent make up 48 per-
cent of' this association and are chiefly Kureb, Lynn
Haven, Onslow, Pamlico, Rimini, and Wakulla soils. Also,
in areas adjacent to the towns, Urban land has been
mapped with Baymeade, Kureb, Leon, and Seagate soils.
The nearly level Murville soils are very poorly drained.
The surface layer and subsoil are black fine sand. The un-
derlying layer is pale brown. It is fine sand in the upper
part, sandy clay loam and sandy loam in the 'middle part,
and fine sand in the lower part.
The nearly level Seagate soils are somewhat poorly
drained. The surface layer is dark . gray fine. sand. The
subsurface layer is light gray fine sand. - The underlying
layer is fine sand that is dark.brown in the -upper part,
brown in the middle part, and light gray in the lower
part. The subsoil is mottled brownish yellow sandy loam
in ' the upper part and light gray clay loam ' in the lower
part.
The nearly level Leon soils are poorly drained. The sur-
face layer is very dark gray sand. The subsurface layer is
light gray sand. The subsoil is dark reddish brown sand.
The underlying material is light gray sand.
The major soils in this association are forested or are
used as residential and industrial sites.
A seasonal high water table and leaching of plant
nutrients are the main limitations in the use and manage-
ment of the major soils in this association.
Soil Maps for Detailed Planning
The kinds of soil (mapping units) shown -on the detailed
soil maps at the back of this publication are described in
this section. These descriptions together -with- the soil
maps can be useful in determining the potential of soil
and in managing -it for food and fiber production, in
planning land use and developing soil resources, and in
enhancing, protecting, and preserving the environment.
More' detailed information for each soil is given in the
section "Planning the Use and Management of the Soils."
Preceding the name of each mapping unit is the symbol
that identifies the unit on the detailed soil map. Each
*11} ing unit description includes general facts about the
so1''sad a brief description of the soil profile. The poten-
tiaL'-o Ahe soil -for various major land uses is estimated.
zTbB' Papal hazards and limitations are indicated, and
t�knianagement concerns and practices for the major
4� are discussed.
A mapping unit represents an area on the landscape
and consists of a dominant soil or soils for which the unit
is named. Most mapping units have one dominant soil, but
some have two or more dominant soils. A mapping unit
commonly includes small, scattered areas of other soils.
The properties of some included soils can differ substan-
tially from those of the dominant soil or soils and thus
greatly influence the use of the dominant soil. How the
included soils may affect the use and management of the
mapping unit is discussed.
In most areas surveyed there is land that has little or
no identifiable soil and supports no vegetation. This land,
called miscellaneous areas, is delineated on the map and
given a descriptive name. Urban land is an example.
Areas too small to be delineated are identified by special
symbols on the soil maps.
The acreage and proportionate extent of each mapping
unit are given in table 4, and additional information on
each unit is given in interpretive tables in other sections
(see Summary of Tables"). Many of the terms used in
describing soils are defined in the Glossary.
Soil Descriptions and Potentials
Ba—Bayboro loam. This nearly level, very poorly
drained soil is on broad, smooth flats and in slight depres-
sions on the uplands. The areas. are small in size and ir-
regular in shape. Most of the acreage is forested, and only
a small acreage is used as residential areas. The dominant
vegetation in the wooded areas consists of ioblolly pine,
pond pine, sweetgum, tupelo --gum, sweetbay, water oak,
wax -myrtle, gallberry, greenbrier, and switchcane.
Typically, the surface layer is black loam 16 inches
thick. The subsoil is about 56 inches thick. The upper part
is very dark gray sandy clay loam, and the lower part is
mottled gray clay loam.
Included with this soil in mapping are soils that are un-
derlain by clay at a depth of 4 to 6 feet.
The organic -matter content of the surface layer- is
medium. Permeability is slow, available water capacity is
high, and shrink -swell potential is moderate. Reaction is
strongly acid or very strongly acid .throughout, unless the
soil is limed. The seasonal high water table is at or near
the surface. Many areas are commonly flooded for brief
periods.
A.seasonal high water table, flooding, moderate shrink -
swell potential, and slow permeability are the main limita-
tions in the use and management of this soil.'If this soil is
drained, most lawn grasses and some varieties of shrubs
are easily established. Some shrubs and trees, such as
camellias and dogwood, may be difficult to establish
because of wetness. Capability subclasses VIw, where un-
drained, and IIIw, where drained; woodland group 2w.
Be--Baymeade fine sand, 1 to 6 percent slopes. This
well drained soil is on flats and low ridges that are on the
uplands and in small areas that are along drainageways
but are not subject to flooding. The areas are irregular in
shape. Most of the acreage is used as residential. and in-
t

du trial sites, and the rest ii$ foiested, 'Ilse,
parking lots or for
�spartment complexes, or p g
vegetation. is Ibngleaf,pine, ` turkey oak b atSelr rp where buildings are closely spaced or the
inejadc' oa1�.'l�.:= � p
oak, dwarf waxm le dwarf hucklebe �p
YTt rry, and liyeliind ,
.
sails eeveared with pavement.' Sloe is enerall modified
"'" '`"' " pa p g Y
three -awn. This vegetation increases in density an ,them' �to`iit; the site needs, and it generally ranges from 0 to 6
lower slopes along with additional species, such-as"-'p�.The
extent of site modification varies greatly.
hickory, American holly, red oak, black oak, and bracken, '.
Many are relatively undisturbed, but other areas
Typically, the surface layer is dark gray fine sand 3
areas
have been cut and filled.
inches thick The subsurface layer is. fine sand 33 inches
Included with these soils in mapping are small areas of
thick. It is light gray in the upper part and very pale
Kureb, Leon, Seagate, Rimini, Lakeland, Murville, Lynn
brown in the lower part. The subsoil is 22 inches thick It.
Haven, and Torhunta soils.
is strong brown fine sandy loam in the upper part and
The runoff of the Urban land is greater than that of
strong brown loamy fine sand in the lower part. The un-
the Baymeade sons because of the impervious cover of
derlying layer, to a depth of 78 inches, is mottled white
buildings, streets, and parking lots.
and very pale brown fine sand in the upper part and very
Very low available water capacity, moderately_ rapid
pale brown fine . sand and loamy fine sand in the lower
permeability,- leaching of plant nutrients, droughtiness,
part.
and soil blowing are the main limitations in the use and
Included with this soil in mapping are a few small areas,
management of these soils: 7If supplemental irrigation is
of Norfolk, Kenansville, Seagate, and Wakulla soils.
not used, available water capacity in this soil is generally
The organic -matter content of'the surface layer is very
inadequate for the establishment and maintenance of
low. Permeability -.is moderately rapid, available water
most lawn grasses, shrubs, and trees. Soil conditioners
capacity is very low, and shrink -swell potential is low.
may be needed. -Capability subclass not assigned;
Reaction. is strongly .acid to slightly acid throughout, un-
Baymeade part in woodland group 3s, Urban land part
less the soil is limed. The seasonal high water table is at a
not placed in a woodland group.
depth of more than 4 feet.
Bp —Borrow pits. Borrow pits consists of small areas
Very low available water capacity, moderately rapid
where the soil has been removed and is used as a fill
permeability, leaching of plant nutrients, droughtiness,
material around bridges, industrial sites, and other struc-
and soil blowing are the main limitations in the use and
tures. Areas range in size from about 2 to 15 acres, but
management of this soil. If supplemental irrigation is not
most areas are less than 5 acres. Most areas have not
used, available moisture capacity in this soil is generally'
been reclaimed, and areas that are revegetated were done
inadequate for the establishment and maintenance of
so by volunteer, stands of grasses and trees. Capability
most lawn grasses, shrubs, and trees. Soil conditioners
subclass and woodland group not assigned:
may also be needed. Capability subclass IIIs; woodland
Cr—Craven fine sandy loam, 1 to 4 percent slopes.
group 3s.
This moderately well drained soil is on broad, smooth
Bh—Baymeade-Urban land complex, 1 to 6 percent
flats on the: Uplands. and_ on, short side slopes along
slopes. This mapping unit is on the flats and low ridges of
drainageways. Areas are small in size and irregular in
the upland and in small areas that are along the
shape. Most of the acreage is used for residential or in-
drainageways but are not subject to flooding.. It consists
dustrial sites. The rest is used for pasture or is forested.
of Baymeade soils and Urban land that are in areas so
The native vegetation is American holly, various oaks,
small and. so intermingled that is was not practical to map
hickory, loblolly pine, sweetgum, sweetleaf, sweet pepper -
them separately. About 35 to 45 percent of this mapping
bush, waxmyrtle, and 'gallberry.
unit is Baymeade soils, and 30 to 50 percent is Urban
Typically, the surface layer is dark gray fine sandy
land. The -percentage of Urban land in the mapped areas
loam 8 inches thick. The subsoil is 48 inches. thick. The
is greater near the towns.
upper part is mottled yellowish brown clay loam, the mid -
Typically, the surface layer of a Baymeade soil is dark
dle part is mottled light brownish gray clay loam, and the
gray fine sand 3 inches thick. The subsurface layer is fine
lower part is mottled light gray clay. The underlying
sand 33 inches thick. It is light gray in the upper part and
layer, to a depth of 64 inches, is mottled light gray sandy
very, pale. brown in the lower part. The subsoil is 22
clay loam,
inches thick. It is strong brown fine sandy loam in the
Included with this soil in mapping are a few areas of
upper part and strong brown loamy fine sand in the lower
soils that have a sandy loam and loamy fine sand surface
part. The underlying layer, to a depth of 78 inches, is
layer. Also included are small. areas of soils that have a
mottled white and very pale brown fine sand in the upper
sandy surface layer, and a few small areas of Norfolk,
part and very pale brown fine sand and loamy fine sand
Onslow, and Wrightsboro soils.
in the lower part.
The organic -matter content of the surface layer is low.
The Urban land part of this unit consists of areas
Permeability is slow, available water capacity is medium,
where the original soils have been cut, filled, graded, or
and shrink -swell potential is moderate. The seasonal high
paved so that most soil properties have been altered to
water table is at a depth of 2 to 3 feet.
the extent that the soils cannot be identified. These areas
The clayey texture of the lower part of the subsoil, ero-
are used for shopping centers, factories, municipal
sion, seasonal wetness, and slow permeability are the

a
Table 8.03b .
Runoff Curve Numbers (CN)
1
1
Hydrologic Sall Group
A
B
C
D
Land Use/Cover
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
poor condition
68
79
86
89
good condition
39
61
74
8o
Meadow
good condition
30
58
71
78
Wood or forest land
Thin:stand - poor cover, no mulch
45
66
77
83 -
Good stand - good cover.
25
55
70-
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:.
grass cover on 75%
or more of the area
39
61
74
8o
fair condition:
grass cover on'50
to 75% of the area
49
69
79
84
Commercial and business '
areas (85% impervious)
89
92
94
95
Industrial districts
(72% impervious)
81
88
91
93
Residential:;_ Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
•92
1/4 acre 38
61
75
83
87
1/3 acre 30
57
72
61
86
1/2 acre 25
54
70
$0
85
1 acre 20
51
68
79
84
2 acre `. 15
47 -
fib
77
81
Paved parking lots, roots,
.driveways, etc. '
98
98
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel
76
85
89
91
dirt
72
82
B7
89
Newly graded area
81.
89
93
95
` Residential: Development underway and no vegetation
Lot -sizes of 1/4 acre
88. .93
95
97
Lot sizes of 12 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS -
' 8.03.10

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m ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical } Construction N aterials - Environmental'
.-r.r4r..w.u.ar i gip•
September 4, 2003
Mr. Monte Rosenberger
Zimmer Development Co.
1 l 1 Princess Street
Wilmington, North Carolina 28401
RE: Report of ltitfltration Evaluation
Eckerd Pharmacy — College Rd. & Shipyard Blvd.
Wilmington, North Carolina
ECS, Ltd. Project No. 22.10659E
Dear Mr. Rosenberger,
Engineering Consulting Services, Ltd. (ECS) recently conducted an infiltration evaluation for
the Eckerd Pharmacy located off of College Road and Shipyard Boulevard in Wilmington,
North Carolina. This letter, with attachments, is the report of our investigation.
Field Investigations
On September 3, 2003, ECS conducted an investigation of the subsurface soil and ground water
conditions at the location indicated on the provided,Site Sketch. The infiltration test location
was selected by Mr. Michael Newman of PM Engineering and located in the field by an ECS
representative. The purpose of our investigation was to determine the infiltration rate of the
subsurface soils at the test location. We investigated -the. subsurface soil and ground water
conditions by drilling one hand auger borings to the depth of approximately seven feet below
the existing ground surface at the approximate location indicated on the site sketch. We
visually classified the subsurface soils.' The attached Infiltration Evaluation Form provides a
summary of the subsurface conditions encountered at the hand auger boring location and the
results of our infiltration test.
Our field classifications indicate that the subsurface soils at the test location consisted of gray
silty fine to medium sand strata. Ground water was .encountered at 60 inches below existing
grade.
' We conducted one infiltration tests near the hand auger boring location. The infiltration test
was conducted within the upper stratum of sands, where the base of an infiltration system will
be installed at least 24 inches above seasonal high ground water levels. The infiltration test was
performed at a depth of approximately 36 inches below existing grade. The results of 'the test
are summarized on the attached Infiltration Evaluation sheets and are also listed below.
P. 0. Box 10434, Wilmington, NC 28404 . [phone] • FAx [phone] + 1-800-327.5832 . Jacksonville, NC [phone] . w—ceslimited.com
�- TV . a.d,;,,, — un . Chamilly. VA - Charloue. NC Chica¢o. IL • Cornelia. GA*. - Dallas. Tx - Danville. VA' - Frederick, MD , Fredericksburg, VA

In011nition Evatualion
Eckad P humiacy
Wilmington, North Candina
ECS 1'nhject No. 22.1065913
Evaluations
Based on observations, it is our opinion that the -seasonal high ground water level at the test
location is approximately 60 inches below existing grade.
In order to keep the base of. the infiltration system at least 24- inches above the level of the
seasonal high ,round water levels, the infiltration system will need to extend no deeper than 36
inches below existing grade at the infiltration test location. Such installation depth will place
the base of the infiltration system within the upper stratum of moderately- drainable sands. Our
test results indicate that the infiltration rate for these materials is 1.5 inches per minute at the
test location. It is likely that the seasonal high groundwater conditions and infiltration rates can
vary across the site due to naturally occurring soil type and because -of the surface topography.
If you have any questions regarding this report, please do not hesitate to contact us.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
Winslow Goins, E.I.
Staff Engineer
CC: Mr. Michael Newman
Attachments: Site Sketch
infiltration Evaluation
Walid M. Sobh,',P.
Principal Engineer ,;;. '-;` `-.,•
NC License No. 22983.,

X" 0,11, . . PROPERTY 2.63. AC
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ATHLE71C FACILITY
0 OWNED 81
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52
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B
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4
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47 El
PRoPO5ED 8=P PRO X I MATFXP
RrR"p LOCATION OF INFILTRATION-1@54
— — — — — — — — — — — — — — — — — — — — — — — — — — — — IL -- — — — — — — — — — — — — — — --- — — — — — — — — — — — — — — — — — — — — — — — — — -
— -- — — — — —
— — — — — — — — — — — — --- — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
SOUIH COLLEGE ROAD (HIGHWAY 132)
FIGURE I
Nr
SCALE (IN FEET)
REFERENCE:
QSLTD
BORING LOCATION PLAN
40 80
SITE PLAN PROVIDED ;BY
ECKERD'S PHARMACY
ZIMMER IN ELECTRONIC
FORMAT
WILMINGTON, NORTH CAROUNA
ENGINEERING
so 0
CONSULTING
140.
22-108 9
SERVICES,LTD

Lincer�inCo�nsultzn�-Serv�iccs,Ltd.
Infiltration Evaluation
'lob Number: 10659-B Location: Wilmington, NC
Job Name: Lkerd Pharmacy
e Contractor:
Hand
Auger
Location
Date
Depth/ -
Elevation
.Soil Classification
Blows
Remarks
1
913/03
0-181,
Gray Fine -to Medium SAND
18-60"
Cray Silty Fine to Medium SAND
Infiltration Test @ 36"
Rate = 1.5 in/min
60-72"
Brown Fine to Medium SAND
Seasonal High Water Level at 60"
72-94"
Gray Fine to Medium SAND