SW8011006_COMPLIANCE_20030609

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW4O�!!%O�
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

Compliance Inspection Report
Permit:
SW8011006 Effective:06109103
Project:
140 Connector US 17 Widening R2405A
Owner:
NC DOT Planning & Environmental Branch
County:
New Hanover
Region:
Wilmington
Contact Person: Marshall Clawson
Directions to Project:
Type of Project: State Stormwater - HD - Infiltration
Drain Areas:
On -Site Representative(s):
Related Permits:
Inspection Date: 07/02/2019
Primary Inspector: Kelly Johnson
Secondary Inspector(s):
Expiration: 06/09/17
Adress: US 17 Bypass Scotts Hill Area
CitylStatelZip: Wilmington NC 28403
Title:
State Stormwater - Other
Entry Time: 10:00AM
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ❑ Not Compliant
Question Areas:
State Stormwater
(See attachment summary)
Phone: [phone]
Exit Time: 10:30AM
Phone: [phone]
Inspection Type: Compliance Evaluation
page: 1

Permit: SW8011008 Owner - Project: NC DOT Planning & Environmental Branch
Inspection Date: 07102/2019 Inspection Type Compliance Evaluation Reason for Visit: Routine
File Review Yes No NA NE
Is the permit active? M ❑ 110
Signed copy of the Engineer's certification is in the file
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the file?
M ❑ Cl ❑
L■1■1■I
0i■I to]
Comment: File Review Only: The neighbor called to report that the project needs maintenance. I emailed the
permittee to remind him to maintain the system. (FYI, the permit has an expiration date. But there is a
letter on file from 2013 where the DEMLR told NCDOT that the projects no longer need renewals
because they have their own NPDES permit. This permit is not expired.)
page: 2

Compliance Inspection Report
Permit: SW8011006 Effective:06/09/03 Expiration: 06/09/17
Project:
140 Connector US 17 Widening R2405A
Owner:
NC DOT Planning & Environmental Branch
County:
New Hanover
Region:
Wilmington
Contact Person: Marshall Clawson
Directions to Project:
Type of Project: State Stormwater - HD - Infiltration
Drain Areas:
On -Site Representatives):
Related Permits:
Inspection Date: 07/02/2019
Primary Inspector: Kelly Johnson
secondary Inspectors):
Adress: US 17 Bypass Scotts Hill Area
City/State/Zip: Wilmington NC 28403
Title:
State Stormwater - Other
Entry Time: 10:00AM
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ❑ Not Compliant
Question Areas:
State Stormwater
(See attachment summary)
Phone: [phone]
Exit Time: 10:30AM
Phone: [phone]
Inspection Type: Compliance Evaluation
page: 1

Permit: SW8011006 Owner - Project: NC DOT Planning & Environmental Branch
Inspection Date: 0710212019 Inspection Type Compliance Evaluation Reason for Visit: Routine
File Review
Yes No NA NE
Is the permit active? 0 ❑ ❑ ❑
Signed copy of the Engineer's certification is in the file?
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the file?
❑ ❑ E ❑
Comment: File Review Only: The neighbor called to report that the project needs maintenance. I emailed the
permittee to remind him to maintain the system. (FYI, the permit has an expiration date, But there is a
letter on file from 2013 where the DEMt_R told NCDOT that the protects no longer need renewals
because they have their own NPDES permit. This permit is not expired.)
page: 2

Johnson, Kelly
From: Johnson, Kelly
Sent: Tuesday, July 2, 2019 10:20 AM
To: Herndon, T. Mason
Subject: FW: SW8 011006 (R-2405A US 17 Bypass)
Mason,
Are you still the contact for this site? You may remember last fall I received a call from the lady across the street that
the project needed to be maintained/mowed. DEMLR did a formal inspection and sent an associated letter asking for
the maintenance. She has called again. I thought I would simplify it this time and just send an email. Is this scheduled
for maintenance in the near future?
Thanks,
Kelly
From: Johnson, Kelly
Sent: Wednesday, October 3, 2018 8:56 AM
To: Herndon, T. Mason <[e-mail]>
Subject: RE: SW8 011006 Non Compliance Letter
Mason,
Well, this is interesting. It seems like DEMLR should have addressed this issue in some capacity in 2013 when we wrote
the letter. I will look into it and figure out how to move forward. Thanks for maintaining the system.
Kelly
From: Herndon, T. Mason
Sent: Wednesday, September 12, 2018 2:26 PM
To: Johnson, Kelly <[e-mail]>
Subject: SW8 011006 Non Compliance Letter
Hey Kelly, I have received your letter dated September 7, 2018 in reference to non-compliance issues with the R-2405A
US 17 Bypass State Stormwater Permit No. SW8 011006. In regards to the Notice of Non -Compliance Inspection,
NCDOT mowed this site on September 10th. The mowing of this site was delayed due to above average rainfall that this
area received during the month of July which put our mowing contractor behind schedule. The attached photos were
taken today to document that the site has been maintained.
In regards to the Notice of Permit Extension & Request for Permit Renewal, in a letter dated July 26, 2013 from Mike
Randall, NCDOT was advised that we will not be required to renew existing State Post -Construction permits when they
expire. All operation and maintenance requirements for Stormwater Control Measures will be covered under the
operation and maintenance requirements of the NCDOT permit NCS000250.
Please let me know if the information provided, resolves the issues noted in your noncompliance letter dated
September 7, 2018.
Thank you and let me know if you need any additional information.
Mason Herndon
Environmental Program Supervisor

Division 3
NCDOT- Division of Highways
910-341-2036 office
910-604-0050 mobile
tmherndon@ncdot,gov
5501 Barbados Blvd
Castle Hayne, NC 28429
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
Email correspondence to and from this sender is subject to the N.C. Public Records Law and may be disclosed to third parties.
K 't

f,
Johnson, Kelly
From: Herndon, T. Mason
Sent: Wednesday, September 12, 2018 2:26 PM
To: Johnson, Kelly
Subject: SW8 01 1006 Non Compliance Letter
Attachments: IMG_0714.JPG; IMG_0715.JPG; lMG_0716.JPG; 1MG_0718.JPG; IMG_0717jpeg
Hey Kelly, I have received your letter dated September 7, 2018 in reference to non-compliance issues with the R-2405A
US 17 Bypass State Stormwater Permit No. SW8 011006. In regards to the Notice of Non -Compliance Inspection,
NCDOT mowed this site on September 10th. The mowing of this site was delayed due to above average rainfall that this
area received during the month of July which put our mowing contractor behind schedule. The attached photos were
taken today to document that the site has been maintained.
In regards to the Notice of Permit Extension & Request for Permit Renewal, in a letter dated July 26, 2013 from Mike
Randall, NCDOT was advised that we will not be required to renew existing State Post -Construction permits when they
expire. All operation and maintenance requirements for Stormwater Control Measures will be covered under the
operation and maintenance requirements of the NCDOT permit NCS000250.
Please let me know if the information provided, resolves the issues noted in your noncompliance letter dated
September 7, 2018.
Thank you and let me know if you need any additional information.
Mason Herndon
Environmental Program Supervisor
Division 3
NCDOT- Division of Highways
910-341-2036 office
910-604-0050 mobile
[e-mail]
5501 Barbados Blvd
Castle Hayne, NC 28429
.r e
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
Email correspondence to and from this sender is subject to the N.C. Public Records Law and may be disclosed to third parties.

J
ROY COOPER
Gvlerrror
MICHAEL S. REGAN
secrelaty
WILL,IAM E. (TOBY) VINSON, JR
Interim Director
September 7, 2018
NCDOT PDEA Branch (Address of Record)
ATTN: Dr. Greg Thorpe, PhD, Manager
1.548 Mail Service Center
Raleigh, NC 27699-1.548
q
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ate+
NORTH CAROLINA
Environmental Quality
NCDOT PDEA Branch (Potential Corrected Address)
ATTN: Branch Manager
1598 Mail Service Center
Raleigh, NC 27699-1548
NCDOT PDEA Branch (Address on Deed)
ATTN: Branch Manager
125 Division Drive
Wilmington, NC 28401.
Subject: Notice of lnspect.ion - Not,Cornpliant
Notice of Permit. Extension & Request for Permit Renewal
11-2405A US 17 l;ypass
State Stormwater Management Permit No. SW8 011006
Pender Count.
Dear NCDOT PDEA Branch:
Effective August 1, 2013, the State Stormwater program was transferred from the Division of 11Tat:er
Quality (D1r'tTQ) to the Division of Energy, Mineral and Land Resources (DEMUR). All previous
references to DWQ will remain in older storn-twater permits issued prior to August 1, 201.3 until they
are modified. Please note that this letter references DEMLR as the Division responsible for compliance
with the permit.
On August 28, 2018, the L,%Tilmington Regional Office of the Division of Energy, Mineral and Land
Resources (DEMLR) inspected the subject project, located on Scotts Hill Loop Road in Pender County
(as shown on the enclosed snap) to determine the status of compliance with the State Storrnwater
Management Permit: Number S1,118 011006 issued on June 9, 2001
Notice of Non -Compliant Inspection:
DEMLR file review and site inspection revealed that the site is not in compliance with the terms and
conditions of this permit. Please find a copy of the completed form entitled "Compliance Inspection
Report" attached to this letter, which summarizes the findings of the recent inspection.
As indicated in the attached inspection report, the following deficiencies must be resolved:
1. The Division received a complaint That the infiltration basin is overgrown. Please maintain it per the
Operation and Maintenance Agreement, which is enclosed as the last page of the permit.
North Carolina Department oi'Environntental Quality j t)iviyiunof Energy, Mineral arrd Lend Resources
Wilmington Regional Office I 127 Cardinai Drive Extension } Wiimingsan, North C rrolina "L8.4U5
910.7%.7215

State Stormwater PermiL No, SVV8 Q11006
Page 2 of 2
Notice of Permit Extension & Request: for Permit Renewal:
t, On August 5, 2009, the Governor signed Session LattiT 2009-406. This la«r impacted any development.
approval issued by the former Division of \rater Quality under Article 21 of Chapter 143 of the General
Statutes, which was current and valid at any point between January 1, 2008, and December 31, 2010.
The law extended the effective period of any stormwater permit that: was set to expire during this time
frame to three (3) years from its current expiration date. On August 2, 2010, the Governor signed
Session Late 20:10-177, which granted an extra year for a total of four (4) years extension. The permit:
originally expired on June 9, 201.3, The Division is herewith notifjring you that the subject permit: is
now effective from the date of issuance until June 9, 2017, which includes all available extensions.
1-io%vever, this date is now expired. Please apply for a permit renewal. The application is available on
our tvebsite, lrttps://deq.jic.gov/about/divisions/energy-mineral-land-resources/energy-rnineral-
land-rules/stormwater-program/past-construction. Additionally, it. appears that: the contract: name
and/or mailing address needs to be updated. If that is the case, please also include the Permit
Information Update Form with your renewal application. That form is available on the same tvebsite.
Failure to provide the requested information, or to respond to this letter with a plan of action,
including a timeline to resolve the identified deficiencies, by October 8, 2018, are considered
violations of the permit. If the requested information is not submitted to this office by the due dale,
then D EMU staff will re -inspect the site and may issue a Notice of Violation. Please also note that. any
individual or entity found to be in noncompliance with the provisions of a storrnwater management
permit or the stormwater ruies is subject to enforcement action as set: forth in NCGS 143 Article 21,
including the assessment of civil penalties of up to $25,000 per day.
If you have any questions, please contact me atthe \Vilmington Regional Office, telephone number
(910)-796-7331 or via email at [e-mail].
Sincerely,
:P y Jot is
Em ronment:al Engineer
enc: Project Location Diagram (Frorn Pender County GIS)
Permit, 6/9/03 (The Operation and lvlaintenance Agreement is on the last page of this document)
Compliance Inspection Report, 8/28/18
GDS\kpj: \\\Stormw,ater\Permits &. Projects\2001\011006 HD\2018 09 CEI_deficient 011006
cc: Ms. Gwen justice, 396 Scotts i-iiil Loop Road, Wilmington, IBC 28111
WiRO Stormwater Permit mile

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Compliance Inspection Report
Permit: S1N8011006 Effective:06109103 Expiration: 06109/17
Project: 140 Connector US 17 Widening R2405A
Owner. NC DOT Plannino & Environmenlai Branch
County: New Hanover Actress: US 17 Bypass Scolts Hill .Area
Rcgion: Wilminglon
Contact Person: Marshall Clawson
Directions to Project:
Type of Project: Slate Stormwater - HD - Infiltration
Drain Areas:
On -Site Representative(s):
Related Permits:
Inspection Date: 08/28/2018
Primary Inspector: Elsie C James
Secondary Inspector(s):
Kelly Johnson
CitylStaleQip: Wilmington NC 28403
Title: Phone: [phone]
Slate Stormwaler - Other
Entry Time: 03-001'ibi
Reason for Inspection: Complaint
Permit Inspection Type: State Stormwnter
Facility Status: ❑ Compliant ® Not Compliant
Question Areas:
® Slate Slormwaler
(See attachment summary)
Exit Time: 04:00PNi
Phone:
Inspection Type: Compliance Evaluation
page: 1

Permit: Sw8011006 Owner - PrajecU NC i Plamno & Environmental ©ranch
Inspection Dale, 08128l2018 Inspection Type Comphanee Evaluation Reason for Visit Complain.
File Review Yes No NA NE
Is the permit aclive? ❑ 0110
Signed copv of the Ennineer's certification is in the file?El ❑ ❑ ❑
Signed copy of the Operation & tvlainterlance Agreement is in the file? ® ❑ ❑ ❑
Copy of the recorded deed restrictions is in the fiie? ❑ ❑ ❑
Comment: The permit is expired.
Built Upon Area
Yes No NA NE
Is the site BUA constructed as per the permit and apnroval plans? ❑ ❑ ❑
Is the drainage area as per the permit and approved plans? ® ❑ ❑ ❑
Is the BUA {as permitted} graded such Thai irie runoff drains to the system? ® ❑ ❑ ❑
Comment:
SW Measures Yes No NA NE
Are 'the SW measurers censtrucled as per the approved plans? IN ❑ ❑ ❑
Are the inlets located per the approved plans? ® ❑ ❑ ❑
Are the outlet structures located per the approved plans? ❑ ❑ ® ❑
Comment:
Operation and Maintenance Yes No NA i
Are the SW measures being maintained and operated as per the permit requirements? ❑ ®❑ ❑
Are the SW Btv'iP inspection and maintenance records complete and available for review or provided to ❑ ❑ ❑ E3
DVdQ upon request?
Comment: The project needs to be maintained.
page: 2

i;iicnav; r. Lasiev. Uavernor
r Wilfiam G. Ross Jr., Secretary
a North Carolina Department of Environment and Natural Resources
t
Alan W. Klimek, P,E.,Dlrector
Division of Water Quality
June 9, 2003
Mr. Greg Thorpe, Ph.D., Manager
NCDOT PDEA Branch
1548 Mail SeRfice Center
Raleigh, NC 27699-1548
Subject: Permit No. SW8 011006 Modification
R-2405A US 17 Bypass
High Density Stormwater Project
Pender County
Dear Mr. Thorpe;
The Wilmington Regional Office received a complete, modified Stormwater
Management Permit Application for R-2405A US 17 Bypass, on June 9, 2003. Staff
review of the plans and specifications has determined that the project, as proposed, will
comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 011006 modification dated June 9, 200.3, for the
construction of R-2405A US 17 Bypass.
This permit shall be effective from the date of issuance until June 9, 2013, and shall be
subject to the conditions and limitations as specified therein. Please pay special
attention to the Operation and Maintenance requirements in this permit. Failure to
establish a'n adequate system for operation and maintenance of the stormwater
management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit. This'request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSSlarl: S:1WQSISTORMWATIPERMIT1011006.jun03
cc: Marshall Clawson, NCDOT Hydraulics Unit
Pender County Building Inspections
Division of Coastal Management
Robert Vause, NCDOT, Division 3, District 1
Linda Lewis
Wilmington Regional Office
Central Files
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
A
AtODl=r+t3

,[a Le 5tormwaier roanagemeni -D sierr+s
Permit No. SVV8 011006 Modification
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
R-2405A US 17 Bypass
Permit Number:
SW8 011006 Modification
Location:
Pender County
Applicant:
Greg Thorpe, Ph,D., Manager
Mailing Address:
NCDOT PDEA Branch
1548 Mail Service Center
Raleigh, NC 27699-1548
Application Date:
June 9, 2003
Receiving Stream/River Basin:
Futch Creek 1 Cape Fear
Stream Index Number:
CFP24 18-87-19
Classification of Water Body:
"SA"
Basin Number:
1(Hwy 17 � 2 (Church)
Drainage Area, acres:
15.1 9.0
R2405-A Project, acres'.
15.1 0
Scotts Hill Baptist Church, acres:
0 - 9.0
Total Impervious Surfaces, sq. ft.-
182,952, 392,040
Basin Depth, ft:
2.5 4.0
TSS removal efficiency:
85% 85%
(a 50' vegetated filter is required)
Bottom Elevation, FMSL:
13.1 11.5
Permitted Bottom Surface Area, sq. ft.:
9,543 9,736
Permitted. Storage Volume, cubic ft.:
27,242 60,836
Temporary Storage Elevation, FMSL:
15.6 15.6
Drawdown Time, hours:
42.3 41.3
Seasonal High Water Table Elevation:
8.2 6.6
Type of Soil:
Sandy clay loam
Expected Infiltration Rate, in/hour:
0.71 1.14
3

State Stormwater Management Systems
Permit No. S1A18 011006 Modification
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.
11. The permittee 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.
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.
12. At least 30 days prior to the sale or lease of any portion of the property, the
permittee shall notify DWQ and provide the name, mailing address and phone
number of the purchaser'or lessee. An accessimaintenance easement to the
stormwater facilities shall be granted in favor of the permittee if access to the
stormwater facilities will be restricted by the sale or lease of any portion of the
property.
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.

P-2405A US 17 Bypass
Stormwater Permit No. SWS 011006 Modification
Pender County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe
(periodically/week)y/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:
SEAL.
Signature
Registration Number
Date

r OFFICE USE CNILY
Date Received
Fee Paid
PermiL NTunlber
4l4 r `' IJI i 4r ', •".,..w �. tw w.lA
V
State of Nortli Carolina
Department of Environment and Natural Resources r
Division of eater Quality
2 ► !
STORMWA1'ER MANAGEMENT PERMIT APPI-ICATIONt FO- �A.- f��`� ��' ���H�` AYS',
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
LINEAR ROADWAY PROJECT
This form may be photocopied for use as an original.
DNVQ Stonnwater -Management Plan Review:
A complete stormwatcr management plan submittal includes this application form, a supplement form for each 13-1P
proposed (see Section V), design calculations, and plans and specifications showing all road and 13M1' details.
I. PRO.IEC'f INFORMATION
NCllO'.I' Proi eel Number: ,�'J t��' fW'�;> / Count"':
Proj col lame: F-2,"OJA 111T `7 -. "o-> r,0 q.�! � :•i �w�:l i.��=f �
1
Project Location: G 7'1tJ�S �f tYF�3
Contact Pcrson: �i !i j' ,?-i°. ,(-1. r Gt?, �7 ftii Phone: 9 12 ` ? Z io Fax: `; 10i - 2 ' _ LH � -�
Receiving Stream Name:_ River Basin: _�AFG 1 �'r Class: �
Proposed linear feet of project:�V--
Proposed Strucl.ural F311M1? and Road Station (attach a list of station and BA4.P type if more room is needed):
'V,pe of proposed project: (check all that apply):
New ONVidening b12 lane* 4 lane* [Curb and Gutter 013ridge Replacement
❑Other (Describe)
*2 lane and 4 lane imply that roadside ditches are used unless Curb and Ginter is also checked.
IL REQUIRED ITENIS CHECKLIST
Initial in the space provided below to indicate the following design requirements have been mct and supporting
documentation is attached. Supporting documentation shall, at a mittirtutm, consist of a brief narrative description
including (1) the scope of the project, (2) how the items below are met, (3) how the proposed best management practices
minimize water quality impacts, and (4) any significant constraints and/or justification for not meeting a, b, c and d to the
maximum extent practicable.
Designer's Initials
Z- p J a. ]'he amount of impervious surface has been minimized as much as possible.
b. The runoff from the impervious areas has been diverted away from surface Waters as much as possible.
c. ]Jest Management Practices are employed which minimize water quality impacts.
d. Vegetated roadside ditches are 3:1 slope or {latter.
Form SWU-1 12 Rev 04.00 Page 1 of 2

1111. OPERATION AND MAINTENANCE AGREEMENT
1. a c1cii owl edge and agree by my initials below that the North Carolina Department of'franspor-tation is responsible for the
implementation of the four maintenance items listed. 1 agree to notify DWQ of any operational probienis with the DT\Q7s.
that t,vould impact water quality or prior to making any changes to the system or responsible party.
Maintenance L,ngincer's Initials
a. F3W's shall be inspected and maintained in good working order.
IFb. Eroded areas shall be repaired and reseeded as needed.
—C. Storrnwater collection systems, including piping, inlets, and outlets, shall be maintained to insure proper
functioning.
,Maintenance Eneineer's ?Name
Titic
IV. APPLICATION CERTIIaICATION
1 (Prim or tine ,zelme)u�, r1t t�C � �� C � . � of �F�� � Branch,
certify that the information incd d on this pert it application form is, to the nest of my -knowledge, correct and that the
project will be constructed in conformance with the approved plans and that the proposed project complies with the
requirements of 15 A NCAC 21-1 .1000.
Title
Adds
Sign,
V. SUPPLEMENT FOR IS
The applicable state stornmater management permit supplement form(s) listed below must be submitted for each BN11'
specified for -this project. Contact the Stormwater and General Permits Unit at [phone] for the status and
availability of these forms.
11ot-m SWJJ=102
Form SWU-103
Form SWU-104
Dorm SMJ-I05
Form S WU-106
Form S«'U-107
Form SWLT-lOS
Farm S«'U-109
Form SWU-1 10
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement.
Curb Outlet System Supplement
Off -Site System Supplement
Underground Infiltration Trench Siipplentent
Neuse P\_iver Basin Supplement
Innovative Best Management Practice Supplement
Extended .Dry Detention Basin Supplement
Morin S "'U-1 12 Rev 04.00 ['age 2 of 2

Permit No.
(to be provided by DWQ)
State of Nortli Carolina
Department of Environment and Natural Resources
Division of Water (duality
STORMtiUATER MANAGEMENT PER -MIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form niay be photocopied for use as an original
DWO Stormwater Manac;ernent Plan Review:
A complete stonnwater management plan submittal includes a stonnwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : t? — ' l o A (U c, 1--?
Contact Person: Phone Number: ( )
-.G�v�l��rr:'�cr•; E:%-c: i cs'i .�.�� �'f � f✓;.rfL�.e.,s �. ���P
This worksheet applies to: Basin No. 11' c 17 in Drainage Area
(as identified on plans) (from Form SWV-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be' in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
r
Infiltration Rate �M;Ar14ur1t) o. + t�h`•r;or efllirlsf (circle appropriate units)
SHWT Elevation / Qr fmsl (Seasonal High Water Table elevation)
C% 5 YzFI� I r PM Ia�IG J �.;'r �.�. , itjr`.;.f •�[t C"'� = {.
Basin Design Parameters
Design Storm
1 , a
inch
(1.5 inch event for SA waters, I inch event far others)
Design Volume
U c�b
c.f.
3
Drawdown,Time
fail,
days
t ',,/i-
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
65
1 4
—ft. X ft, = t'i �' sq. ft. (botiont.dintensions)
L,, o
-Fmsl-
a
Forin S W U-103 Rev 3,99 Page l of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
L� a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
1—�- b. System is located at least 100 feet from water supply wells.
11-4 c. Bottom of system is at least 2 feet above the seasonal high water table.
v: d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
e. System is.not sited on or.in fill material or DWQ approval has been obtained.
Lf�f� V f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
Drainage area for the device is less than 5 acres.
g
,f
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
Gnu i i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
L 12A ✓ j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
�1-29 V k. All side slopes stabilized with vegetated cover are no steeper -than 3:1 (H:V).
A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided. 1 orc-ib-)�
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
L�%� 1..t� �--�i' i r..'. c: F-C�� A. �..; s �l-� nsA•ctiic':J� {- �� Cti�' •r r�r , c::-.)
J n. Vegetated filter is provided for overflow antl=letai-l-is-,Mwn:-on-p1an� (Required minimum
lengths 50 feet for SA waters, 30 feet for other waters).
J o. Flow distribution mechanism within the basin is provided:
Gp. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
J r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
Z!''�` " s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
1=onn SWU-103 Rev 3,99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
'
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3• After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and'may compromise the ability of the systein to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be.handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads ti , SE� feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system. cannot be repaired to perform its design function, other stomuwater
control devices as allowed by NCAC 2H .1000 must be designed, a proved and constructed.
I acknowledge and agree by my signature below that responstble�he performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Naive and Title:_ l r! :...�Y13_1 Ly
Address: IZ4 _1)V6io4 #/V/UVAV&—i; 0 lulu 29411
Phone
Signat
Note: The legally responsible party should not be a homeowners association unless more than 50%v of the lots have been sold and a
resident of the subdivision has been named the president.
I, t a Notary Public for the State of County of
do hereby certify that S1! % personally appeared before me this_'4 '
day ofGL►'1LtQ YU 2003 , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness r:ay hand and official seal,
SHAI My com li'ss'i'o'nn expires tP -03
Form SWU-' U3 FRev 3.99 Page 3 of 3

11ermtt No.
(ro be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STOR-MW ATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may he photocopied for use as an original
DWQ Stortnwater Management Plan Review:
A complete storrnwater management plan submittal includes a storinwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : - zLl o S A,
Contact Person: Phone Number: ( 1
.rr :
�• % ��7 F'.c„�,r�:� %`;r-rCi:�t G `'r .:cU i�FP� !i iif c�'G���•�'!
This worksheet applies to: Basin No. ZI. cep in Drainage Area
(as idenl fed on plans) (from Form SSVU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and sail borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsi).
Soils Report Summary
Soil Type
Infiltration Rate,//:,
SHWT Elevation ..
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
I, 6n hf)or cflhrlsf (circle appropriate units)
fmsl (Seasonal High Water Table elevation) r
t O ter, �, �: ; : cJ Ems.• r i - Gj
1's inch (1.3 itch event for SA waters, 1 inch event far others)
_I 1 Z> c.f.
►r'7Z days
Basin Dimensions ; . F, 5e� -i,a� I c5 L
Basin Size — ft. x --- ft. = ` j sq-. ft. (bottom dimensions)
Basin Volume Provided L u- c.f.
Basin Elevations
Bottom Elevation imsIw
Storage Elevation a .-7S M --fmsi'
Top Elevation C fmsl-
Form SWU-.103 Rev 3.99 Page t of 3

111. +REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources; February 1999) and Administrative Code
Section: 15 A NCAC 21-1.1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been stet.
Applicants Initials
1_PJZ_ a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
b. System is located at least 100 feet from water supply wells.
4Vi< i c. Bottom of system is at least 2 feet above the seasonal high water table.
/-7i`Z' d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
G i e.
System is not sited on ovin fill material or DWQ approval has been obtained.
J f..
System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
��- g.
Drainage area for the device is less thanres.
V 'h.
Soils have a minimum.hydrauiic conductivity of 0.52 inches per hour and soils report is
attached.
1.
System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
LG% J j.
System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
'k.
All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
1.
A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.Q��- t�
m.
Bottom of the device is covered with a layer of clean sand to an average depth'of 4 inches or
dense vegetative cover is provided.
4ow Li! �i (; A�t;.�t !�: l�*'1 t^.J+•'t'; i.:ir.,1(... VIC�C:
J n,
Vegetated filter is provided for overflow (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
o.
Flow distribution mechanism within the basin is provided. tnh
p.
A benchmark is provided to determine the sediment accumulation in the pretreatment device.
q.
0e L•':i i vA'r o T j c,� v- uRL'ji,f-, !
Runoff in excess of the design volume bypasses off-line systems (bypass detail provided),
T.
System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached:
/574E J s.
Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SwU-I03 Rev 3.99 Page 2 of 3

t IV. . INFILTRATION B.'y SfNi OPERATION AND MAINTENANCE EiN!`tNCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration systern for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass; inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications. y
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the -pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediinents.
When the design depth reads 1 ,S a feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system.cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 214.1000 must be designed, approved and constructed.
uC-oo`r Mc- 1�1��a�
I acknowledge and agree by my signature below that � respoo ibl the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: V1� L.1� Se,e. l 1V/51o)J /Y% /t�T�'J✓ GG��/%C'�%`�—
Address: %� f 6 !/� i�/[.�1J T�YtJ Z % P
Phone: 7Z ¢ Date: s~ d
—Signature:
Note: The legally responsible parry should not be -a homeowners association carless more than 50°Io of the lots have been sold and a
resident of the subdivision has been named the president.
I, C c a Notary Public for the State ofO\ County of
do hereby certify that t14lt L Jl Y� �ma Sr. P_.personally appeared before me this��� �/
day of �and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL My commission expires
Form SMi-103 Rev 3.99 Page 3 of 3

> 7 U " r?C:)' K�
f State Stormwater Inspection Report
General
Project Name: 1
Permit �"o: S1�180*300b
Expiration Date: ;
i
Contact. Person:
Phone Number:
Inspection Type:
Inspection Date: IL�II� y �'Time
ln: ��� {
Time Out: ~TTML�
Current Weather:
+Recent Rain (gate)?
Rain — in j
Facility Address / Location:
City: i Zip: ; CUUnt}':\t Long: -
Permit Information
Rule Subject to (circle one): 1988 Coastal kale 1995 Coastal Rule 2008 Coastal Rule Session Law 2006-246
Goose Creel: High Quality Waters Outstanding 1Zesource Waters
Density (circle orre): High (1-ID) Low (1,D)
Stor-rnwater Best Management Practices (BM11s) (inserl number of each):
'ti'tret Ponds Infiltration Basins Infiltration Trenches
Dry Ponds Bioretention Permeable Pavement
Cistern +Level Spreader/Filter Strip Other (specif)j):
File Review
LD Swales Stormwater Wetlands
Sand filters (circle one) Open Closed
Yes No - NIA NIE
rl . IS Lhe ennit. active? pI - e. t<
2. Signed En 6ineer's Certification on file? a C05I/
I
3. Signed Operation and Maintenance agreement on file?
I
4. Recorded Deed Restrictions on file?
Site Visit: Built Upon Area IBUA1
Yes _ No - N/A NIE_
5. BUA is constructed and consistent with the �errnit re uirernents?
6. BIJA (as permitted) is graded such that the runoff drains to the system? hi 1r density only
] I
7. Drainage area is consistent withpermit? i.e. no un ermitted drainage to the SW $NIPS)
] ✓
il�
S. Drainage area is stabilized? to reduce risk of sedimentation to the SW BMC's
SitP Visit• StnrmwatP.r RMPc —Yac Nn NIA NIF
9. Stormwater BNIPs are located 2er the approvedplans?
j ✓ _
}
10. Stormwater 13MF's have dimensions (e . ien th, width, area) matching the approved plans? ]
11. Stormwater BhIPS are constructed per theapprovedplans?
i
Site Visit: Operation and Maintenance Yes- No NIA NIE
12. Access points to the site are clear and well maintained?
13. Trash has been removed as needed? j
14. Excessive landscape debris (grass clippings, leaves, etc) is controlled? ]
15. Stormwater BMPs being operated and maintained as per the ermit rec uiretnents? 4
/
16. inspection and Maintenance records are available for ins rection? (high density only, 1995 — present only)
S
i
.1
Site Visit: Other Permit Conditions Yes No NIA NIE
17. Is the site compliant with other conditions of the permit?
Site Visit: Other Water Qu-a-lity Issues Yes No NIA NIE
�I 5. ]s the site compliant with other water quality issues as noted during the inspection?
"quq,�m-r slag w Gw�� ���-r�c,� o� I�JsPFt��o►� 1.,�-r��t
State Stounwatet Inspection Report, Version 3.0_3-09 ZA(p 'SctQ-Ils "N LA-. iJ )OP DgLA Page I of 2

W
INFILTRATION BASIN ANALYSIS FILENAME: S:IWQSIINBASIN1011006.WK1
PROJECT NUMBER: SW8011006 DATE: 24-Jan-2002
PROJECT NAME: R2405A US 17 Bypass
DRAINAGE BASIN: Cape Fear REVIEWER: L. Lewis
RECEIVING STREAM: Pages CreeklFutch Creek CLASS: SA
Index No.: If ORW, is site within the 575' AEC?
SITE AREA nla acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
STREETS (Highway 17)
CONCRETE AREAS
OTHER
TOTAL
% IMPERVIOUS, 1=
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
DRAINAGE AREA:
or
Rational C
182952 0.95
Elev. (M) Elev. (ft)
Area, sq ft
Inc. Vol.
Bottom 3
9.84
7954
3.25
10.66
7823
6468.57
3.5
11.48
9881
7258.64
3.75
12.3
10902
8521.03
4
13.12
11960
9373.42
VOLUME I DEPTH I DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
VOL. EXFIL. DURING 2 HR. STORM
VOLUME TO BE STORED
TOTAL VOLUME AVAILABLE
STORAGE MET AT ELEVATION
TIME TO DRAWDOWN
25 YEAR 24 HOUR STORM
Intensity, i = .33 inches 1 hour
Qr=CiA=
Qp through the bottom of the basin=
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min. event
COMMENTS
Volume and drawdown are within Design Requirements.
SF
>�'.><1�$ INCHES/WOUR
0.1500 Feet per hour
Ace. Vol.
6468.57
13727.21
22248.24
31621.66
CFS
CFS Must be > Qr
CF < 22248.24 CF

INFILTRATION BASIN ANALYSIS
FILENAME: G:IDATAIWPDATAIWQSki NBASIN1011006M.WK1
PROJECT NUMBER: 011006M.-I Mod.
DATE: 25-Apr-03
PROJECT NAME: R-2405A US 17 Bypass Scotts Hill
DRAINAGE BASIN: Cape Fear
REVIEWER: L. Lewis
RECEIVING STREAM: Futch Creek
CLASS: SA
Index No.: CPF24 18-87-19
If ORW, is site within the 575' AEC?
SITE AREA NIA acres
DRAINAGE AREA: 6'138:83', SQM
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS
STREET
17005,5027 1
CONCRETE
OTHER
TOTAL
170Q5'5027 C :: b 42`
Place a "1" here if Rational
% IMPERVIOUS, 1= 2 $°IA
RV= .05+.009 (1) =
b 3.
ELEVATION OF SEASONAL HIGH WATER TABLE
...... ;...: 2` M MSL
REPORTED INFILTRATION RATE
; 1:1 CM/HOUR
or 0.000005 MPS
SURFACE AREAS AND ELEVATIONS
Elev. (M) Area, sq M
Inc. Volume Acc. Volume
BOTTOM 4 887
4.25 980
233 233
4.5 1075
257 490
TOP 4.75 1178
282 772
VOLUME 1 DEPTH I DRAWDOWN CALCULATION
DESIGN STORM, INCHES
.......:.,<Q..C138' M i,Srt
DESIGN VOLUME
»;>;70[?
CUBIC M
TOTAL VOLUME AVAILABLE
.::.72'
CUBIC M
DEPTH OF RUNOFF
>;:: <0'7 (
M
TIME TO DRAWDOWN (0=.2355 CFS)
»:.>:<;;423
HOURS MUST BE <120
25 YEAR 24 HOUR STORM NIA
Intensity, i = .33 inches I hour
Qr=CiA=
CFS
Qp through the bottom of the basin=
CFS Must be > Qr
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min. event =
CM < CM
COMMENTS
Volume and drawdown are (not) within Design
Requirements.

INFILTRATION BASIN ANALYSIS
FILENAME: G:IDATAIWPDATAIWQSIINBASIN1011006M-2.WK1
PROJECT NUMBER: 011006M-2 Mod.
DATE: 25-Apr-03
PROJECT NAME: R-2405A US 17 Bypass Scotts Hill
DRAINAGE BASIN: Cape Fear
REVIEWER: L. Lewis
RECEIVING STREAM: Futch Creek
CLASS: SA
Index No.: CPF24 18-87-19
if ORW, is site within the 575' AEC?
SITE AREA NIA acres
DRAINAGE AREA: 3640;36' SQM
IMPERVIOUS AREA CALCULATION
Rational C
BUILDINGS
STREET
CONCRETE
Future development from SHB Church
36440 1
TOTAL
13644{136 C i 44`;:
Place a "1" here if Rational
% IMPERVIOUS, I= ::100:4°la.
RV= .05+.009 (I) =
4 9S<
ELEVATION OF SEASONAL HIGH WATER TABLE
M M S L
REPORTED INFILTRATION RATE
2;; CM/HOUR
or 0.000008 MPS
SURFACE AREAS AND ELEVATIONS
Elev. (M) Area, sq M
Inc. Volume Acc. Volume
BOTTOM 3.5 905
3.75 1075
248 248
4 1245
290 538
4.5 1690
734 1271
TOP 4.75 1935
453 1724
VOLUME 1 DEPTH ! DRAWDOWN CALCULATION
DESIGN STORM, INCHES
>a.48 M
DESIGN VOLUME
<::::;;:,,1:9
CUBIC M
TOTAL VOLUME AVAILABLE
:;:::,.>':'::;l
CUBIC M
DEPTH OF RUNOFF
1.21'.
M
TIME TO DRAWDOWN (Q=.4674 CFS)
;:;:::;4;:1:>3
HOURS MUST BE <120
25 YEAR 24 HOUR STORM N/A
Intensity, i = .33 inches 1 hour
Qr=CiA=
CFS
Op through the bottom of the basin=
CFS Must be > Qr
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min. event =
CM < CM
COMMENTS
Volume and drawdown are (not) within Design
Requirements.

�s
®® Kimley-Horn V
®ECEIED
®� and Associates, Inc. n /I�1
FEB 12 2003
Dw
plio�r # SW 5 �I f ��� M 1
SCOTTS HILL LOOP ROAD OUTFALL
INFILTRATION PONDS
R-2405A (US 17 BYPASS)
The intent of this infiltration pond located left of station 1 1+80 on Scotts 1-1111
Loop Road -Y14- is to capture the first 1.5" of runoff from the impervious
offsite area (4.2 acres) and hold for infiltration. The total area being piped to this
outfall location from US 17 is 15.1 acres. A splitter box has been designed and
placed in the system to only allow the first flush (1.5", approx. 2yr storm) to
enter pond 1. This pond is sized to treat and store 5 acres (maximum area
recommended for infiltration ponds). Storage volume requirements were
achieved for the offsite impervious areas. 'rhe hydraulic conductivity rates used
were conservative, but greater than the minimurn 0.52 inches per hour. The
bypass flow from the splitter box contains 10.1 acres from US 17 (15.1 total -- 5
to pond I) and takes it to the primary outlet.
POND 2
The pur3)ose of pond 2 is to receive the fixture water from Scotts ]Mill Baptist
Church expansion. The future church expansion will contribute 9 total acres (all
impervious). A splitter box has been designed and placed in the system to only
allow the first flush (1.5", approx. 2yr storm) to enter pond 2. The bypass flow
from the splitter box contains approximately 3 acres from Scotts 1-1111 Baptist
Church (9.0 acres - 6.0 to pond 2) and takes it to the final outfall location. Pond
2 serves as an infiltration bond and a water quantity pond that will adequately
pass the 100 year storm event without overtopping the downstream berm. It
provides 1.25m of depth for storage and infiltration below the bypass elevation.
Storage: Volume requirements were achieved for all 9.0 acres of offsite area. The
hydraulic conductivity rates used were conservative, but greater than the
minimtrn 0.52 inches per hour. During a small storm event, it is feasible that the
lirst 1.5 inches of runoff from all 9 acres would be stored and infiltrate through
poled 2. Duriri'glarge storm events, the additional flows will pass through the
-' bypass pipe and the outlet control structure (5'x 5' riser/barrel) located in pond 2`"
and will be routed to the outfall. in the event that one or both bypass pipes for
pond I and 2 are clogged, the riser/barrcl will function as an emergency spillway
that will pass the 100 year storm event for the entire offsite area (24.1 acres) and
maintain adequate freeboard from the downstream bei-ni.

L7MFj Kimsey -Horn
�rl and Associates, Inc. Sheel No. Z- Of
Job Z GS Subject Job No.
Designed by J � L_ Date L Z.=3 7• Checked by_z !n Dale
�- DW ?ATE-{ -r�>YA r,q.AN\
3C R P
OtiA — 3. of ra � 3 U i •
J S7L1i�!�l�i
r 70 NO> z ,
SuPRoUtiA++1(� WATL(Z C-dvNt- Y
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Worksheet for Circular Channel
no
Project Description
Worksheet
Church Pipe
Flow Element
Circular Chann
Method
Manning's Fon
Solve For
Channel Depth
Input Data
Mannings Coeffic 0.013
Slope
005000 fUft
Diameter
36 in
Discharge
50,00 cfs
Results
Depth
2.67 ft
Flow Area
6.6 fN
Wetted Perime
7,39 It
Top Width
1,88 It
Critical Depth
2.30 ft
Percent Full
89.0 %
Critical Slope
0.006421 ft/ft
Velocity
7.53 fUs
Velocity Head
0.88 ft
Specific Energ-
3.55 It
Froude Numbe
0.71
Maximum Disc
50.73 cfs
Discharge Full
47.16 cfs
Slope Full
0,005620 ft/ft
Flow Type
3ubedtical
Project Engineer: Dan Robinson
unlitled,fm2 Kimley Horn & Associates Inc FlowMaster v6, 1 [614k]
12/10/02 10:46:54 AM 0 Haeslad Methods, Inc. 37 Brookside Road WaterUury, CT 06708 USA [phone] Page 1 of t

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2 210r2
STATE OF NORTH CAROLINA HYDRAULICS UNIT
DEPARTMENT OF TRANSPORTATION
MICHAEL F. £ASLEY 1589 MAIL SERVICE CENTER, RALEIGH, N.C. 27699-1501 LYNDO TIPPETr
GOVERNOR SECRETARY
November 6, 2002
STATE PROJECT: 6.279001T (R-2405A)
COUNTY. Pender
DESCRIPTION: US 17 from east of I-40 at Wilmington to northeast of SR 1571
(Scotts Hill Loop Road)
MEMORANDUM TO: Mr. D. R. Henderson, PE
Sh-.
ate ��ydraauulics Engineer
FROM: Wainaina, PE
State Engineering Geologist
SUBJECT: Soil Hydraulic Conductivity Rates for Proposed Storm Water
Infiltration Basin — Addendum
(Supersedes memo dated August 16, 2002)
Project Description
The project site is located in Southeast Pender County within the township limits of Scotts Hill.
The area of investigation was increased to include a portion of the wooded area (Foy Property)
southeast boundary of the original site. The site is approximately 530 meters southeast of US 17
and adjacent to SR 1571 (Scott Hill Loop Road).
On October 16, 2002, an investigation was conducted for a proposed storm water infiltration
basin. Hand auger borings and continuous standard penetration drives were advanced to
determine soil classification and ground water elevations. Also, hydraulic conductivity test',VCrc
performed using a Compact Constant Head Permcamcier (Amoozement)_ These tests were
perforizled in addition to th -tesl completed on July 26, 2002.
RECEIVE
FEB 12 2003
DwQ

R-2405
Page 2
Physiography and GeolM
The project is located in the Lower Coastal Plain Physiographic Province. The topography is
typical of that region and consists of flat to gently sloping hills. The area investigated is
naturally depressed with elevations that range from 3.5 to 8.0 meters. Vegetation for the original
site consists of grass and weeds and for Site 2 the area is predominantly wooded with young
pines.
Geologically, the site is comprised of Quaternary age fluvial, marine and eolian type sediments.
The Quaternary sediments are probably underlain by limestone of the Castle Hayne Formation of
Eocene Age.
Soils and Hydraulic Conductivity Rates
Three units were chosen for hydraulic conductivity testing. The three units represent the soils
located within the top 1.5 meters of the soil column for both sites. Unit 1 consisted of 0.27 to
L40 meters of brown to tan, very fine to medium, slightly organic loamy sand/sandy loam with
fine roots at the surface. Unit 2 consisted of 0.37 to 1.1 meters of brown to tan, fine to medium
sand. Unit 3 was 0.30 to 0.70 meters of an orange -tan, fine to medium sandy clay loam.
1.
Hydraulic conductivity rates for the following three units are:
Site I Site 2
Unit 1: Loamy Sand/ Sandy loam 8.3 cm/h 4.7 cm/h
Unit 2: Sand 12.4 cm/h 21.7 cm/h
Unit 3: Sandy Clay Loam 1.8 cm/h) 1.1 cm/h, 2.9 cm/h
Groundwater
Groundwater elevations were taken during July of 2002 during below average rainfall conditions
and_ranged.frorn 0.9.1 to 1.09.meters above sea level. Groundwater measurement were taken
again in October during normal to above average rainfall conditions. Groundwater Nvas present
in one of (lie three borings and was recorded at L2 meters above sea level. Seasonal high
groundwater was interpolated as approximately 1.5 mctel's From the existing ground surface.

a
R-2403
Page 3
Miscellaneous
Other factors to consider when basing the design on field measured hydraulic conductivity rates:
1. The chemical and physical constituents of the receiving waters.
2. The infiltration capacity can be severely compromised by compaction from large equipment.
3.. The amount and type of'vegetation that is present.
1BB/LTP/kw
cc: Mr. H. A. Pope, PE
Mr. M. W. Clawson, PE
Mr. O. T. Anderson, PE
Mr. L. T. Packer
File: R-2405 (addendum) cchp.
Attachment: 3

ULSCHiH I ION: US 17 FROM EAST OF I-40 AT WILMINGTON TO
NORTHEAST OF SR 1571 (SCOTTS HILL LOOP ROAD)
SUBJECT: PROPOSED INFILTRATION BASIN
C3
r�
! °°
c
a � �o
POINT tt
.......
S'TA•T10N
OFF SET IM)
FROM -BY#4-
•:"
ELEVATION(Ivi)-
BI
10+75.0
-15.1
4.913
B2
1G-FG2.6
-50.0
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B3
10+ r 7.=1
-70-.7
3.9G5
,941...
In+C,O.O
-133.9
5.1-17
17
04
[MITED
SHIP, LTD.
r
B7
GROUND WATER ELEV.(M)
0.91
0.9c,
0.9
1.09
Dfi�

DESCRiF I ION: US 17 FROM EAST OF 1-40 AT WILMINGTON TO
NORTHEAST OF SR 1571 (SCOTTS HILL LOOP ROAD)
JSUBJECT: PROPOSED INFILTRATION BASIN B
y
•� \ �., ;;� III 1 �0..6�:p: �� --�% / � •. -'.• `�
FOX: PAMIL'Y PARTrD:_
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GC�©�CG�1MaCQf� �G����' � OQOG�C dOC� SHEET I OF I
)ROIECT NO. 6.279001T ID. R-2405A COUNTY PE=NDER GEOLOQST J. B. BARFIELD
;ITE.DESCRIPTION STORM WATER INFILTRATION BASIN SITE OFF SCOTTS KILL LOOP ROAD GROUND WATER
�0 NO, BI BORING LOCATION 10+75 JOFFSET -15.1067 j ALIGNMENT -BYI4- 0 HR. 4.57
VLLAR ELEVATION N/A I NORTHING 63,537.2390 1 FASTING 723,443.8440 24 HR. 4.02
WAL DEPTH 5.55m I DRILL MACHINE MOBILE B-47 I DRILL METHOD CONTINUOUS AUGER HAMMER TYPE N/A
TART DATE 7 / 2 4 / 0 2 COMPLETION DATE 7 / 2 4 / 02 IsuRFACE WATER DEPTH N / A IDEPTH TO ROCK N / A
ELEV. DEPTH BLOW COUNT PEN. SAMPLE V 0 SOIL AND ROCK
4.913m (M) 0.5 0.5 0.5 {M} , NUMBER MOI. G DESCRIPTION
T J�- - - - - __4___�-___I
-UNIT] F = -8.-3- cm /h - - - ; M LS BRN, LOAMY SAPID, SLIGHTLY ORGANIC
4.54310.371
3.633
3.39311.28
1.52
3.2331.68
2.413-4-2.50
013 + 3.G0
0.803+ 4.11
-0.027t 4.94
0.637`r5.55
M I SD I TAN, FINE TO MEDIUM, SAND
I M I SL j ORN-TAN, SLIGHTLY, CLAYEY, SANDY LOAM i
M �I TAN, ORN-TAN, SLIGHTLY, CLAYEY,
LS LOAMY SAND
WHITE, MEDIUM TO COARSE, SAND
W-S SD
S
w CL ORN-TAN, COARSE, CLAYEY LOAM
S ISDI ORN-TAN, FINE TO COARSE, SAND
ORN-TAN, SANDY, CLAY LOAM, WITH
S SHELL FRAGEMENTS
BORING TERMINATED @ 5.5m

r-q u u �J LS u uU W LJ LL� u- lril Ulu U Myu L-L� UU u U IF u " &-\I u V NJ I
(MOVECHHOCQL UHglr BOROHa LOa
,=,A u uuuw jy
5HEi!; C I OF I
ROIECT NO. 6.279001T
ID. R-2405A
COUNTY RENDER
GEOLOGIST J. B. BARFIELD
T_E DESCRIPTION STORM WATER INFILTRATION BASIN SITE OFF SCOTTS HILL LOOP ROAD
GROUND WATER
D' '� N0. B2
I BORING LOCATION 10+63
OFFSET-49.9872 FALIGNMENT -BY14-
0 HR. 3.81m
OLI.AR ELEVATION N/A
I NORTHING 63,573.06,
FASTING 723,453.1250
24 HR.3.72m
OTAL DEPTH 5.64m I DRILL MACHINE MOBILE B-47
I DRILL METHOD CONTINUOUS AUGER
I HAMMER TYPE N/A
FART DATE 7 / 2 4 / 0 2
COMPLETION DATE 7 / 2 4 / 02
SURFACE WATER DEPTH N / A
DEPTH TO ROCK N !A
ELEV. DEPTHBLOW COUNT PEN.
.675m (M) 0.5, 0.5' 0.5 (M)
SAMPLE
NUMBER
® p
M01. c
SOIL AND ROCK
DESCRIPTION
_
M
LS
BROWN, LOAMY SAND, SLIGHTLY ORGANIC
}.405
0.27
-------_-' --- ---
---_�--_---� - --- - - - -
M
$p
TAN, VERY, FINE SAND
1.035...
0-.64
----- - -- - --
-- -I - - ---
r 3 ^=7 - _e�
M
ORN-TAN, SANDY, CLAY LOAM •
1.605
•1.07
_y
_- - - - - -I - - - - - - - -
M
LS
TAN, VERY, FINE TO FINE, LOAMY SAND
;.275'
1.40
--� ��� y-------_
5.125
1.55
= - - - -- - - - - - - - - -
,- ---- - - - - --
M
LS ORN-TAN SLIGHTLY CLAYEY LOAMY SAND
- - - - -- - - - -- - - -
-i
- - - -- - - - -- ----
M-S
SO
ORN-TAN, FINE TO MEDIUM, SAND
-- - - - - - - - - -- -- - -�
0.045
4.72
r--'---- - - - - -- - --
-I
ORN TAN, FINE TO MEDIUM, SANDY,
- - - - - - - - -
r
L
CLAY LOAM
0.655-
5.33
- --- -_-------�
S
SC
ORN-TAN, SILTY CLAY
f.965_
5.64
-------_-� --
BORING TERMINATED 5.64M
_

GEOO VECHHOCAL UNHr M ©BONG LOO Q SHEET OF
�OJRCi' NO. 6.279001T ID. R-2405A
COUNTY PENDER
GEOLOGIST J. B. BARFIILD
-
TE DESCRIPTION STORM WATER INFILTRATION BASIN SITE. OFF SCOTTS HILL LOOP ROAD
GROUND WATER
1T NO. B3
1 BORING LOCATION 10f77 1 OFFSET--76.6852 1
ALIGNMENT -BY14-
0 HR- 3,23
)LLAR ELEVATION N/A
NORTHING
63,586.9030
FASTING
72 3,4 80.3310
24 HR. 3.05
DIAL DEPTH 3.66
DRILL MACHINE MOBILE
8-47 DRILL METHOD CONTINUOUS AUGER
HAMMER TYPE N/A
FART DATE 7 / 2 4 / 02
COMPLETION DATE
7 / 2 4 / 0 2
SURFACE WATER
DEPTH N / A
DEPTH TO ROCg N / A
-LEV. DEPTH BLOW COUNT PEN. SAMPLE ® L SOIL AND ROCK
.965m (M) 0.5' 0.5' 0.(M) , NUMBER M01. G DESCRIPTION
M j!-S BROWN, LOAMY SAND, SLIGHTLY ORGANIC
.535
0.43
-- -�
-
_ - -
-
_w
- -
==UNLT_-2
-= iz--ZqL--
.625•"
1.34
---r---
-- --_
�-__ -�---
----
---�
---- --- ---
�
!---��
-- -- - - - - -
.525
2.44-_
-_-- -
�- -- -- - - -
3.14
J-----;
_
3.66
.305
L-- E------
M SD I TAN, VERY FINE TO FINE, Sk
M �SD
WHITE, FINE TO MEDIUM, SAND
S
LS I DRK. TAN, LOAMY, FINE TO MEDIUM, SAND
S MOTTLEO,ORN-TAN,SANDY CLAY
BORING TERMINATED @ 3.66m

uuu ,--• u u w r, a uv V- U Ini L-a t! U tJ (T'dJ
a� L02
SHEET I OF I
.'ROJF,CT NO- fi.279001T ID. R-2405A COUNTY PENDER GEOLOGIST J. B. BARFIELD
JITE DESCRIPTION STORM WATER INFILTRATION BASIN SITE OFF SCOTTS HILL LOOP ROAD GROUND WATER
14' NO. 34 AORING LOCATION I0t61 OFFSET-93.8905 ALIGNMENT -BY14- 0 HR, 4.39m
OL�nR ELEVATION N/A NORTHING 63,610.5820 FASTING 723,476.0170 L( HR. 4.39m
fOTAL DEPTH 4.57m DRILL MACHINE MOBILE B-47 DRILL METHOD CONTINUOUS AUGERI HAMMER TYPE N/A
TART DATE 7 / 2 4 / 02 COMPLETION DATE 7 / 2 4 / 0 2 SURFACE WATER DEPTH N / A IDEPTH TO ROCK N / A
ELEV. DEPTH BLOW COUNT PEN. SAMPLE ® L SOIL AND ROCK
�.447m (M) 0,5'0.5'0.5 (M} NUMBER MDI G DESCRIPTION
5.177 0.27 —__-__�--µ—-=—=
M LS BROWN, LOAMY SAND, SLIGHTLY ORGANIC
4.717
0.73
- -- -
- --
1.407
1.04
--- -- - - - - --
--
---- -- - - - - --
----
5.227
2.22
- ;____,---------
---r-------
----
r--=----;--_-
'.007
3.44
; - - -� - - - _ ----
- - --
.607
3.84
�._--- -- --- - --
--
).877
4.57
---- - -- . - --.
----
M SO TAN, VERY FINE TO FINE, SAND
M SL ORN-TAN V. FINE TO FINE, SANDY LOAM
M SD TAN, VERY FINE TO FINE, SAND
M SD WHITE. FINE TO MEDIUM, SAND
M SC ORN-TAN, SILTY CLAY
M-w WHITE, FINE TO MEDIUM, SAND WITH
SD ORN-TAN STAINS AND THIN CLAY LENSES
W_S MOTTLED, FINE TO COARSE, SAND, WITH
SD THIN CLAY LENSES
CEMENTED MARL
BORING TERMINATED @ - 4,57m

__ _ _ _. •. - — ...,_ - - -. .. a —11 � u U u � u u u u u — 4 u ti u u u � u U `/ U V
REOTECHHMAL UMU B OHM L08 SHEET i OP
ROJECT N0.
6.279001T
[D. R-2405A
JCOIJINTY
PENDER
GEOLOGIST
J. B.
ITE DESCRIPTION STORM WATER INFILTRATION BASIN SITE
OFF SCOTTS HILL LOOP
ROADATER
Or NO.
85
BORING LOCATION 10+91
OFFSET-58.7470
ALIGNMENT -BY14-Y
WMANUAL
OLUAR ELEVATION N/A
NORTHING 63,564.4610
EASTING 723.481.5050
Y
OTAL DEPTH
3.5m
DRILL MACHINE MOBILE B-47
DRILL METHOD CONTINUOUS SPT
HAMMELTART
DATE
l0/16/0 2 LETION DATE 10/16/02
SURFACE WATER DEPTH N / A
DEPT
ELEV. PEPTHin
SLOW COUN
.172m I( m
3.672-1-- 0.5
2.972 + 1.2
Z.372 1.8
2.172 2.0
.872 2.3
..572 2.6
.I7?, 3.0
7.672 3.5
SAMPLE
IV
L
SOIL AND ROCK
25 50
75 100 NUMBER
M01.
�
DESCRIPTION
_ _ _
- - _ L _
- _
_
BROWN TO TAN, F. LOAMY SAND,
- _ =
- - _
M
LS
W/ TRACE ORGANICS IN TOP
-- --
--- -
--
- --
0.13m
- -U-N+
-3- _
1.1
_ _ - _
_ - _ Y
_c-fn
S
TAN-BRN, ORN-TAN, SANDY
M
L
CLAY LOAM
----
----__-
--
- - - '
-
-
TAN, W/ ORN-TAN STREAKS,
_ _ _ } _
- -
- « --
M_W
SD
FINE TO MEDIUM SAND
- - --
-_ I
- - -
GRAY-BRN, SANDY, CLAY LOAM
_
-_�-------I.
a
_ _
-
W
SD
WHITE, W/ ORN-•TAN STREAKS, FINE
SAND
_
GREY SILTY CLAY, W/ THIN SAND
_
_ _
_ _ - -
W-S
SC
LENSES, AND ORN-TAN, STAINS
_ _ _
_ _ = _
=
_ _ _ 7
S
C
GREY, W/ ORN-TAN STREAKS,
_ _
_ _ _
L
SANDY, CLAY LOAM
-- --
--- --
- -
, - -- ! CAVF IN
m
_ _ _
i _ - _ _
_ _ _I
_ _ _ 3,Im
S
A
CEMENTED MARL
BORING TERMINATED Q 3.5m

Q Uu truUU��uu" U./ u �uUuMuL-L=uu Uif-
u,3b:;a u\jZOLr�WUwUukou V'i P_
C�G©`�CC�G�1GlQC�Q� MOT' M OROHQ LOG
_
SiiFf;"I' I OF
ROJF.CT NO. 6.279001T I ID. R-2405A ICOUNTY PENDER
GEOLOGIST J. B.CAD
1TE DESCRIPTION STORM WATER INFILTRATION BASIN SITE OFF SCOTTS
HILL LOOP ROADATER
0" N0, B6 BORING LOCATION 10+96
OFFSET'-79.9986
ALIGNMENT -BY14-y
OL�.nR ELEVATION N/A
NORTHING 63,577.5440
BASTING
723.49q.80Q0
m'OTAL
DEPTH 3.6m
DRILL MACHINE MOBILE B-47
DRILL METHOD CONTINUOUS SPT HAMMERALTART
DATE 10/16/02 COMPLETION DATE 10/16/02
SURFACE WATER DEPTH N/A
DEPTHA
ELEV. DEPTH BLOW COUNT PEN. SAMPLE L SOIL AND ROCK
.604m (m) 0.5 0.5 0.5 0 25 50 . 75 100 NUMBER
. 0G DESCRIPTION
�mo
- LI 1- I i = 3 - _ 7
! - - - - -
BROWN TO TAN, F. LOAMY SAND,
f ---
W/ TRACE ORGANICS IN TOP
------7----
M LS 0.I6m
I
---�-------- ---'
2.204 1.4 !
S
_ _ _
TAN TO BROWN, W/ BLACK
L
E _ _ _ _ _ _;_ _ _ I_ _ _ _
M ORGANIC STREAKS, SANDY,
L CLAY LOAM
- - - -1 - - - - -.- - - -1- - - -
-- --------- - - - -,
W SC BROWN W/ GRAY STREAKS,
1.104 2.5 ' - - - - I
SILTY CLAY
L___�___________'
- -
S TAN -BROWN, GRAY WITH
W C ORN-TAN STREAKS, SANDY
L CLAY LOAM
-- -�-- - - - -_ ---I
S SD ORN-TAN, GRAY, FIDE
_ _ _ _ _ _ ._ _ _ _ _ _ _
TO MEDIUM .SAND
0.004- 3.6 - - -- - - -- - --' --
_
_--,_-__ - -__ __-,
BORING TERMINATED o 3.6m

u uu u uu zvuvuuvt5uu'Uw vLSIr WuN u uvu15IM U Utrl U lF6WnULrN1lnS U G;] u I!Uw U),
CSC OU CHHOCa°, L UHOTr p ©ROHO Lo(M SHEET j OF 1
RQlF:Cf N0. 6.279001T ID. R-2405A
COUNTY FENDER
GEOLOGIST J. B. BAR"'LD
ITE DESCRIPTION STORM WATER INFILTRATION BASIN SITE OFF SCOTTS
HILL LOOP ROAD
GROUND WATER
,C- • = , NO. B7
BORING LOCATION II+16
OFFSET-93.0416
ALIGNMENT -BYI4-
0 HR. DRY
:OLt,AR ELEVATION N/A NORTHING 63,580.4066
EASTING
723,519.8582
24 HR. DRY
DOTAL DEPTH 2.8m
DRILL MACHINE N/A
DRILL METHOD HAND AUGER HAMMER TYPE N/A
'TART DATE 10 / 17 / p 2
COMPLETION DATE I0 / 17 / 0 2 SURFACE WATER
DEPTH N / A
DEPTH TO ROCK N / A
ELEV.
3.035m
DEPTH BLOW COUNT PEN.
{ m I 0.5` 0.5' 0.5
SAMPLE
25 50 75 100 NUMBER
®
M01•
SOIL AND ROCK
DESCRIPTION
- - - 1 _ _ - - _ _ _ _ _ _
BROWN TO TAN, FINE TO MED.
M
SD
SAND, W/ TRACE ORGANICS
T-------------
IN TOP 0.10m
-U-N-I 2- — 2 I : 7- Cfn /
2.935
I•I
_ }}
-UN-) - I� _g _ /
- --------
M
SCL
ORN-TAN, SANDY, CLAY LOAM
2.635
1.4
7
! - - _ _ _ _ _
TAN, W/ DRK. TAN STREAKS,
-------1
TO MED. SAND
2.335
1.7
------- - -- - - --
- I- -• - - - - - -
W
SCL
ORN-TAN, SANDY. CLAY LOAM
2.05
1.9
---�------- ----
T - -
_
I
WHITE, W/ ORN-TAN, STREAKS
- _ L _ _- -T _ _ _` _ _ _ _+
S
SD
FINE TO MED. SAND WITH VERY
- 11
1
THIN LENSES OF GRAY CLAY
1.435
2.6
-- - CAVE IN
- -- r- -- - -
- - - -
$
SC
ORN-TAN, SILTY CLAY
1.235
2.8
-_- - - -�-
------
---�----1--------
DRY
_ - _. - -- ; _ -j
f =
BORING TERMINATED 0 2.8m
-
" f
_
IF- '- - - - - - -- -- - - - - -I
�c�

cr)
C
N
CV
LAJ
Cn
Lj-
0
Rfi
y�FROJECT:;�
sl
IIydrogra r,lr;
Qp- Fs5.21 cfs
Tp- 42 min.
At= ^ utin.
Stu ge-Slora t:
Ks- IIY70u
bA 1.2243
Zp- it ft.(invert)
1NVaet- 11.48 0.(clev)
Initial Waler Icvci;
L = n R(depth)
C"Nert;
N- 0
D- Is in.
Cd- 0
Invert- t; ft.(depth)
Riscribarrel:
N.
I
Dr-
70
in.
Riser Cw-
Risa Cd-
f).6
ft.
Zcr-
4.n2
O.(dcpth)
Db-
42
in.
BaTTcI Cd-
u,6
W6r L
L- 0
Zcr- o ft.(depth)
Cw- 0
Weir 2:
L-
Zcr- 0 ft.(depth)
Cw r)
Conlpuled results;
Z (invert)-
0
{[.(depth)
Norm surf area-
0.00 acres
Max surfarea-
0.45 acres
Ptak stage-
5.97 ft.
Actual Peak Sta¢e Elcv. - 17.45 ft.
Rise-
6.0 ft.
Pcakoulflow-
59.0 cfs
R- IOyr
Warcrshcd'Srorutd:na:
6 252
h- 30
P(6hr)- 4,82 in.
A- 24.1 acres
ll- 16 f1.
L- 4500 ft.
Ca- 0.66 (rat
ional)
CN- 79 (SCS p)
S- 2.66 ut.
Q--j 2.65
Tc- 31.0 min.
1- 4.13 inlhr
Estimated values:
Qp- 65.71 cfs
TV- 1 42 min.
Time
lnllow
Storage
Stage
Outflow
Riser
Riser
Band
RRspwy
Culvert
Weir l
Wcir 2
min I
cfs
(ft)
ft
( �
cfs
orifice(cfs)
wei cfs
cfs
cfs
cfs
cfs
cfs
0
0
0
0.00
0
0.0
0.0
0.0
0.0
0.00
0.0
0.0
2
0
0
0.00
0
0.0
0.0
0.0
0.0
0.00
0.0
0,0
4
1
43
0.01
0
0.0
0.0
010
0.0
0.00
0,0
0.0
6
3
217
0.04
0
0.0
0.0
0.1
0.0
0.00
0.0
0.0
8
6
602
0.10
0
0.0
0.0
0.3
0.0
0.00
0,0
0.0
t0
9
1279
0.19
0
0.0
0.0
0.7
0.0
0.00
O.O
0.0
12
12
2319
0.29
0
0.0
0.0
1.4
0.0
0.00
0.0
0.0
14
16
3787
0.43
0
TO
0.0
2.6
0.0
0.00
0.0
0.0
16
21
5736
0.60
0
0.0
0.0
4.4
0.0
0.DO
0.0
0.0
19
25
8211
0.81
0
0.0
0.0
6.8
0.0
0.DO
0.0
0.0
20
30
11245
1.04
0
0.0
0.0
10.0
OA
0.00
0.0
0,0
22
35
14856
1.31
0
0.0
0.0
14.0
0.0
0.00
0,0
0'0
24
40
19054
1.60
0
0.0
O.0
19.0
0.0
0.00
0.0
0.0
26
44
23931
1.92
0
0.0
00
25.0
0.0
0,00
0.0
0.0
28
49
29170
2.27
0
0.0
0.0
32.0
0.0
0.00
0.0
0.0
30
53
35039
2.64
0
0.0
0.0
40.1
0.0
0.D0
0.0
0.0
32
57
41397
3.02
0
0.0
0.0
49.2
Do
0.00
0.0
0.0
34
60
48I90
342
0
0.0
0.0
59.3
DA
0.00
0.0
0,0
36
62
55355
3.83
0
0.0
0.0
66,7
0.0
OA)
0.0
0.0
38
64
62821
4.25
0
0.0
0.0
73.1
0,0
0.00
0.0
0.0
40
65
70510
4,66
0
0.0
0.0
79.0
0.0
0.00
0.0
0,0
42
66
78340
5.08
4
52.1
3.6
84.5
3.6
0.00
0,0
0.0
44
65
85786
5.48
23
95.9
22.8
89.3
22A
0.00
0.0
0.0
46
64
90909
5.74
41
116,6
40.9
92.4
40.9
0.00
0.0
0.0
48
63
93735
5.89
52
126.5
52.2
94.1
52.2
0.00
0.0
0.0
50
60
95000
5.95
58
130.7
57.6
94.9
$7.6
0.00
0.0
0.0
52
57
95343
5.97
59
131.8
59.0
95.0
59.0
0.00
0A
0.0
54
54
95155
5,96
58
131.2
59.2
94.9
58.2
0.00
0,11
0.0
56
51
94667
5.93
56
129,E
56 1
94.6
56.1
0.00
0,0
0,0
58
48
94042
5.90
54
127.5
53.5
94,2
53.5
0.00
0.0
0.0
60
45
93369
5,87
51
125.3
50.7
93.9
50.7
0.00
0.0
0.0
62
42
92688
5.83
48
122.9
47.9
93.5
47.9
0.00
O.0
0.0
64
40
92019
5.90
45
120.6
45.2
93.1
45.2
0,00
0.0
0.0
66
37
91368
5.76
43
118.3
42.7
92.7
42.7
0,00
O'D
0.0
68
35
90741
5.73
40
116.0
40.2
9Z.3
40.2
0.00
0.0
0.0
_ 70
33
90136
5.70
38
113.7
38.0
91.9
38.0
0.00
0.0
0.0
72
31
99555
5.67
36
111.5
35,8
91,6
35.8
0.00
0.0
0.0
74
29
88998
5,64
34
109.4
33.7
91.2
33.7
0.00
0.0
0.0
76
28
88462
5.61
32
107.2
31.8
90.9
31.8
0.00
0.0
0.0
78
26
87948
5.59
30
105.2
30.0
90.6
30.0
0.00
0.0
0.0
80
-24
87454
5.56
28
103.1
28.3
90.3
28.3
0.00
0,0
0.0
82
23
86981
5.54
27
101.1
26,7
90,0
26.7
0.00
0.0
0.0
84
22
86526
5.51
25
99.2
25.2
99.7
25.2
0.00
0.0
O,0
86
20
86090
5.49
24
97.2
23.7
89.5
23.7
0.00
0,0
0.0
88
19
95671
5.47
22
95.4
22.4
89.2
22.4
0.00
Do
00
90
18
85269
545
21
93.5
21.1
89.9
21.1
0,00
0,0
00
92
17
84883
5.43
20
9I.7
19,9
83.7
19.9
0.00
0,0
0.0
94
16
84512
5.4F
19
90.0
18.8
88.5
18.8
0.00
0.0
0.0
96
15
84157
5.39
I8
88.2
17,7
88,2
17.7
0.00
0.0
0.0
98
14
83815
5.37
17
96.5
16.7
98.0
16.7
0.00
0.0
0.0
100
13
83487
5.36
I6
94.9
153
87,8
15.3
0.00
0.0
0.0

102
12
83172
5.34
15
83.3
14,9
37.6
14.9
0.00
0.0
0.0
104
12
82870
5.32
14
81.7
14.1
87.4
14.1
0.00
0.0
0.0
106
11
V579
5.31
13
So.1
13.3
87,2
13.3
0,00
0.0
0.0
108
10
92300
5.29
13
78.6
12.5
87.1
12.5
0.D0
0.0
0.0
I10
10
82033
5.28
12
77.1
11.8
86.9
I1.8
0.00
0.0
0.0
112
9
91775
5.27
11
75.6
11.2
86.7
11.2
0.00
0,0
0.0
114
9
81528
5.25
11
74.2
10.5
86.6
10.5
0,00
0.9
0.0
116
8
8 129 1
5.24
10
72.9
9.9
96.4
9.9
O.DO
0,0
0.0
118
8
81063
5.23
9
71.4
9.4
96.3
9.4
0.00
0.0
0.0
120
7
SOW
5,22
9
70.0
8.9
86.1
9.9
0.00
0.0
0.0
122
7
80633
5.21
8
69.7
8A
86.0
8A
0,00
0.0
0.0
124
6
80431
5.19
8
67.4
7.9
85.8
7.9
0,0D
0.0
0.0
126
6
80237
5.18
7
66.1
7.5
.95.1
7.5
0.D0
0.0
0.0
123
6
80050
5,17
7
64.9
7.t
85.6
7.1
0,00
0.0
0.0
130
5
79871
5.16
7
63.7
6.7
95.5
6.7
0,00
0.0
0.0
132
S
79699
5.16
6
62.5
6.3
85.4
6,3
0.DO
0.0
0.0
134
5
79533
5.15
6
61.3
5.9
85.2
5.9
0.00
0.0
0.0
136
4
79374
5.14
6
602
5.6
85.1
16
0.00
0.0
0.0
138
4
79221
5.13
5
59.1
5.3
95.0
5.3
0.00
0,0
0.0
140
4
79074
5.12
5
58.0
5.0
84,9
5.0
0.00
&0
0.0
142
4
78933
5.12
5
56.9
4.7
84.8
4.7
0.00
0.0
0.0
144
3
78797
5.I1
4
55.8
4,5
84.8
4,5
0,00
O.0
0.0
146
3
79667
5,10
4
54.8
4,2
94.7
4.2
0.D0
0,0
0.0
148
3
78541
5.09
4
53.8
4.0
84,6
4,0
0.00
0.0
0.0
ISO
3
78420
5.09
4
52.8
3.8
84.5
3.9
0.00
0.0
0.0
152
3
78305
5.08
4
51.8
3.6
84.4
3.6
0.00
0,0
0.0
154
2
78t93
5,08
3
50.8
3.4
84.4
3.4
0.06
0.0
0.0
156
2
78086
5.07
3
49.9
3.2
84.3
3.2
0.D0
0.0
0.0
158
2
77983
5.06
3
49.0
3.0
84.2
3,0
0.00
0.0
0.0
160
2
77884
5.06
3
48.1
2.9
84.1
2.9
0,00
0.0
0.0
162
2
77799
5,05
3
472
2.7
84,1
2.7
0.00
0.0
0.0
164
2
77697
5.05
3
46.4
2.6
84.0
2.6
0.00
0.0
0.0
166
2
77609
5.05
2
45.5
2,4
84.0
2.4
0,00
0,0
0.0
163
2
77524
5.04
2
44.7
2.3
83.9
2.3
0,00
0.0
0.0
170
2
77443
5.04
2
43.9
2.2
83.9
2.2
0.00
O.O
0.0
172
1
77364
5.03
2
43.1
2.1
83.8
2.1
0.00
0,0
0.0
174
1
77299
5.03
2
42.3
2.0
83,7
2,0
0.00
0.0
0.0
176
I
77216
5.02
2
41.6
1.9
83.7
l.9
0.00
0,0
0.0
178
1
77147
5.02
2
40.8
1.8
83.6
1.8
0.00
0.0
0,0
ISO
1
77079
5.02
2
40.1
1.7
83,6
1.7
0.D0
0.0
0.0
182
l
77015
5.01
2
39.4
1.6
83.6
L6
0.00
0.0
0.0
184
1
76953
5.01
1
38.7
1.5
83.5
1.5
0.D0
0.0
0.0
186
1
76893
5.01
1
38.0
1.4
83.5
1A
0.00
0.0
0,0
188.
1
76835
5.00
1
37.1
1.3
83.4
1.3
0. DO
0.0
0.0
190
1
76780
5,00
l
36.6
1.3
83A
1.3
0.00
0.0
0.0
192
t
76727
5.00
t
36,0
1.2
83.4
t.2
0.00
0.0
0.0
194
1
76676
5.00
1
35.4
1.1
83,3
1.1
0.00
0 0
0,0
196
1
76626
4.99
1
34.7
1.1
93.3
1.1
0.00
0.0
0.0
198
1
76579
4.99
1
34.1
1.0
83.3
1.0
0.00
0.0
0.0
200
1
76533
4.99
1
33.5
I'D
83.2
1.0
D 00
0.0
0.0
202
1
76489
4.99
1
33.0
0.9
83.2
0,9
0.00
0.0
0.0
204
I
76447
4,98
l
32.4
0,9
83.2
0.9
0.00
0.0
0.0
206
1
76406
4,98
1
31.8
0.8
83.1
0.8
0.00
0,0
0.0
208
0
76367
4.98
1
31.3
0.8
83.1
0.9
0.00
0.0
0.0
2l0
0
76329
4.98
1
30.7
0,7
83,1
0.7
0.00
0.0
0.0
212
0
76292
4.98
1
30.2
0.7
83.1
0.7
0.00
0.0
0.0
214
0
76257
4,97
I
29.7
0.7
83.0
0.7
O.00
0.0
0.0
216
0
76224
4.97
I
29.2
0.6
83.0
0.6
0,00
0.0
0.0
2l8
0
76191
4.97
t
28.7
0.6
83,0
O,6
0.00
0.0
0.0
220
0
76160
4.97
1
28.2
0,6
83.0
0.6
0.00
0.0
0.0
222
0
76130
4.97
1
27,7
0.6
83.0
0.6
0.00
0.0
0.0
224
0
76101
4,96
1
27.3
0.5
82.9
0.5
0,00
0.0
0.0
226
0
76073
4.96
0
26.8
0.5
82.9
0.5
0,00
0.0
0,0
229
0
76046
4.96
O
26.4
0 5
82.9
0.5
0.00
0.0
0.0
230
0
76020
4,96
0
25.9
0.4
82.9
0.4
0,00
0.0
0.0
232
0
75995
4.96
0
25.5
0.4
82.9
0.4
0,00
0.0
0.0
234
0
75971
4.96
0
25.1
OA
82.8
DA
0.00
0.0
0,0
236
0
75947
4.96
0
24.7
04
82.8
0.4
0,00
0.0
0.0
238
0
75925
4,%
0
24.3
0.4
82.8
0.4
0.00
0.0
0,0
240
0
75901
4.95
0
23.9
0.4
82.8
0A
0.00
0.0
0.0
242
0
75883
4.95
0
23.5
0.3
82.8
0.3
0.00
0.0
0.0
244
0
75963
4,95
0
23.1
0.3
82,8
0.3
0.00
0,0
0.0
246
0
75843
4,95
0
22.7
03
82.8
0.3
0.00
0,0
0.0
248
0
75825
4.95
0
22.4
0.3
82.7
0.3
0.00
0.0
0.0
250
0
75307
4.95
0
22.0
0.3
82.7
03
0.00
0.0
0.0
252
0
75789
4.95
0
21.7
0.3
82.7
013
0.00
0.0
0.0
254
0
75773
4.95
0
21.3
0.2
82,7
0.2
0.00
0.0
0.0
256
0
75756
4.95
0
21,0
0.2
82,7
0.2
0,Do
0.0
0.0
25S
0
75741
4,95
0
20,6
0.2
82.7
02
0.00
0.0
0.0
260
0
75726
4.94
0
20.3
0.2
82.7
01
0.00
0.0
0.0

262
0
75711
4.94
U
20.0
0.2
a2.7
0.2
O.DO
0.0
0.0
264
0
75697
4.94
0
19.7
0.2
82.7
0.2
0.00
0.0
o.0
266
0
75684
4,94
0
19.4
0.2
82.6
0.2
0.00
0.0
0.0
26a
0
75671
4.94
0
19.1
0.2
82.6
0,2
0.00
0.0
0,0
270
0
75658
4.94
0
t8.8
0.2
81.6
0.2
0.00
0.0
0.0
272
0
75646
4.94
0
18.5
0.2
82.6
0.2
0.00
0.0
0.0
274
0
75635
4.94
0
19.2
0.2
a2.6
0.2
0.00
0.0
0.0
276
0
75623
4,94
0
19.0
0.1
92.6
0.1
0.00
0.0
0.0
278
0
756 t 2
4.94
0
17.7
0.1
82.6
0.1
0.D0
0.0
0.0
280
0
75602
4.94
0
17.4
0.1
82.6
0.1
O.DO
0.0
0.0
282
0
75592
4.94
0
17,2
0.1
82.6
0.1
0.D0
0.0
00
284
0
75582
4.94
0
16.9
0,1
82.6
0.1
0.D0
010
0.0
286
O
75573
4.94
4
16.7
0.1
82.6
0.1
0.00
0.0
0.0
28a
0
75563
4.94
0
16.4
0.1
82.6
0.1
0.00
0.0
0.0
290
0
75555
4.94
0
16.2
0.1
82.6
0.1
0.00
0.0
0.0
292
0
75546
4.94
0
15.9
0.1
82.5
0 1
0.00
00
0.0
294
0 _
75538
4.93
0
15.7
0.1
82.5
0.1
0.00
0.0
0.0
296
0
75530
4.93
0
15.5
0.1
a2.5
0.1
0.00
0.0
0.0
298
0
75522
4.93
0
15.3
0.1
92.5
0.l
0.00
0.0
0.0
300
0
75515
4.93
0
15.0
0.1
82.5
0.1
0,00
0.0
0.0
302
0
75508
4.93
0
14.8
0.1
82.5
0.1
0,00
0.0
0.0
304
0
75501
4.93
0
14,6
0.1
82.5
0.1
0.00
0,0
0.0
306
0
75494
4.93
0
14.4
D,1
a2.5
0.1
0.00
D.o
0.0
308
0
75487
4,93
0
14.2
0.1
92.5
0.1
0.00
0.0
0.0
310
0
75431
4.93
0
14.0
0.1
82.5
0.1
0.00
0.0
0.0
312
0
75475
4.93
0
13.8
0.1
82.5
0.1
O.DO
0.0
0.0
314
0
75469
4.93
0
13.6
0.1
$2.5
0.1
0.00
0.0
0.0
316
0
75464
4.93
0
13.5
0.1
82.5
O.1
0.D0
0.0
0.0
318
0
75458
4.93
0
13.3
0.1
82.5
0.1
0.00
0.0
0.0
320
0
75453
4.93
0
13.1
0.1
92.5
0.t.
0.00
0.0
0.0
322
0
75449
4.93
0
12.9
0.1
82.5
0.E
0.00
0.0
0.0
324
0
75443
4.93
0
12.8
0.1
82.5
0.1
0.00
0,0
0.0
326
0
75438
4.93
0
12.6
0.1
82.5
O,l
0.00
0.0
0,0
328
0
75433
4.93
0
12,4
0.0
82.5
00
0,00
0.0
0.0
330
0
75429
4.93
0
12.3
00
82.5
0.0
0.00
0.0
0,0
332
4
75424
4.93
0
12.1
0.0
92.5
0.0
0.00
0.0
0.0
334
0
75420
4.93
0
11.9
0.0
82.5
0.0
0.00
0.0
0.0
336
0
7541b
4.93
0
11.8
0.0
82.5
0.0
0.00
0.0
0,0
338
0
75412
4.93
0
11.6
0.0
82.5
010
0,00
0.0
0.0
340'
0
754D8
4.93
0
11,5
0.0
82.5
0.0
0,00
0.0
0.0
342
0
75404
4.93
0
11.4
0.0
a2.5
0,0
0,00
0,0
0.0
344
0
75401
4.93
0
11.2
0.0
a2.4
0.0
0.00
0.0
0.0
346
0
75397
4,93
0
11.1
O.D
82.4
0.0
0.00
&0
0.0
348
0
75394
4.93
0
10.9
0.0
82.4
00
0.00
0.0
0.0
350
0
75391
4.93
0
10.8
0,0
82.4
0.0
0.00
0.0
0.0
352
0
75387
4.93
0
10.7
0.0
82.4
0,0
0.00
O.0
0.0
354
0
75384
4.93
0
IM
0,0
82A
00
O.00
0.0
0.0
356
0
75381
4,93
0
10.4
00
82A
0.0
O.DO
0,0
0,0
358
0
75379
4.93
0
10.3
0.0
82.4
0.0
O.DD
0.0
0,0
360
0
75376
4.93
0
10.2
0.0
82.4
0.0
0.00
0.0
0.0
362
0
75373
4.93
0
10.1
0.0
82.4
0.0
0.00
0.0
0.0
364
0
75370
4.93
0
9.9
0.0
82.4
O.o
0.00
0.0
0,0
366
0
75368
4.93
0
9.8
D0
82.4
0.0
OM
0.0
0.0
368
0
75365
4.93
0
9.7
0.0
82.4
0.0
0.00
0.0
0.0
370
0
75363
4.93
0
9.6
O.D
92.4
0.0
0.00
0.0
0.0
372
0
75361
4.93
0
9.5
0.0
82.4
0.0
0.00
0.0
0.0

Ilydnrbna It:
Qp- 75.74 cfs
Tp- 41 nun.
At 2 min.
Slagc•$lurar:
Ks- IIS'0t�
b- 1.2243
Z,- 0 ft.(inverr)
INVactr 11.48 ft.(CICv)
Initial Water Icvd:
Z,- rl fi.(depth)
('ulvcn:
N- JAO
Cd-Invert0.(depth)
Riscrlbarr&
N.
Dr-
Riser Cw-
Riser Cd-
Zcr-
Db-
Barrel Cd-
I
in.
0,
ft(depth)
in.
7U
3
ft,6
4A2
42
6,6
11'cir I:
L- 0
Zcr- 0 ft.(depth)
Cw- 0
Wcir 2:
L- II
Zcr- r1 ft.(depth)
Cw- 0
Computed results: Z (invert)- o A.
Normsurfarea- 0.00 acres
Max surfarea- D.45 acres
Peak stage- 6,13 fl. Actual Peak Stave Elev.
Rise- 6.1 ft,
Peak Dutllow- 73.4 cfs L.L W
R- 25yT
rshedrStonn data:
g- 300
h- 32
P(64r)- 5.71 in.
A- 24.1 acres
11- 16 ft.
L- 4500 ft.
Ca- 0.66 (raliona
CK- 79 (SCS N)
S- 2.66 in.
Q'- 3.42
Tc- 31.0 min.
1-1 4.76 1 in.lhr
tared values:
Qp- 75.74 cfs
T-p-1 47 min.
Time
lnfluw
Storage
Stage
Outflow
Riser
Riser
Barrel
RBspwy
Culvert
Weir 1
Web 2
min I
cfs
(ft t)
tl
cfs
orifice cfs
web cfsl
cfs I
cfs I
cfs
cfs
cfs
0
0
0
0.00
0
0.0
00
0.0
0.0
0.00
0.0
0.0
2
0
0
0.00
0
0.0
0.0
0.0
D,0
0.00
0.0
0,0
4
I
40
0.01
0
0.0
0.0
0.0
0.0
0.00
0.0
0.0
6
3
199
0,04
0
0.0
0.0
0.1
0.0
0.00
0.0
0.0
8
5
554
0.09
0
0,0
0.0
0.2
0,0
0.00
0.0
O,0
10
8
1178
0,16
0
0.0
0.0
0.6
0.0
0.00
0.0
0.0
12
11
2140
0.27
0
0,0
0.0
1.3
0.0
0.00
0.0
0.0
14
15
3504
OAO
0
0.0
0.0
2.4
OA
0.00
0.0
0,0
16
19
5325
0.57
0
0.0
0.0
4.0
O.0
0.00
0.0
0.0
18
24
7651
0.76
0
0.0
0.0
6.2
0.0
0.00
0.0
0.0
20
29
10520
0A9
0
0.0
0.0
9.2
0.0
0.00
0.0
0.0
22
34
13963
L24
0
0.0
0.0
13.0
0.0
0.00
0.0
0.0
24
39
17998
1.53
0
0.0
0.0
17.7
0.0
0.00
0.0
0.0
26
44
22635
1.84
0
0.0
00
23.5
0.0
OAO
O.D
0.0
28
49
27871
2.19
0
0.0
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K?,�P,ROJECT:kj'
I It
i dntgra lc
Qp- ha.Di+ cfs
Tp- 5[1 min.
At- '_ min.
Stagc-s o r:
Ks-
6- I.'243
Zo- 0 fl.(invcrt)
INVact- 11.48 ft.(elev)
Initial Water level:
Z- F IS ft.(depth)
Culvem
N- rl
D- in.
Cd- 0
Invert- B ft.(dcpth)
Risrrlharrel:
N-
l
Dr-
76
in.
Riser Cw-
3
Riser Cd-
a+.6
ft.
Zcr-
4.92
fl.(dcpth)
Dh-
42
in.
Barrel Cd-
0.6
Weir 1:
L- 0
Zcr- fl.(depth)
Cw- n
Wtir 2:
L- tt
Zcr- [t R.(depth)
Cw= 0
Computed results:
Z { nvcrij-
0
ft.
Norm surfarca-
0,00 acres
Max surfarea-
0.45 acres
Peak stage-
6.23 ft.
Actual Peak Stacc Clev. -
Rise-
6.2 ft.
t Li' V S+ 4G
Peak outflow-
82.9 cfs
R- 50yr
Walcrshcd+Sronn data;
g- 338
h- 33
P(6hr)- 6A in.
A- 24.1 acres
H- 16 ft.
L- 4501) ft,
Ca- 0.66 (rational)
CN-1 79 (SCS M)
S- 2.66 in.
Q•- 4.04
Tc- 3-1 0--1 nun.
1-[5.28 inJltr
Gstintated values:
Qp- 84.00 cfs
Tp- 1 50 min.
Time I Inflow I Storage I Stage I Outflow I I Riser I Riser I Bane] I RBspwy I Culvert I Weir ] I Weir 2
(nrin) I
(cfs) I
(Rt) I
(fl) I
(cfs}
orifice(cfs) I
weir(cfs) I
(cfs) I
(cfs) 1
(cfs) I
(cfs) I
(cfs) j
0
0
0
0.00
0
0.0
O,D
0.0
0.0
0.00
0.0
0.0
2
0
0
0,00
0
0.0
0.0
0.0
0.0
0.00
0.0
0.0
4
1
39
0,01
0
0.0
0.0
0.0
0.0
0.00
0.0
0.0
6
3
195
0.04
0
D,0
0A
0.l
0.0
O.DO
0.0
0.0
8
5
543
0.09
0
0.0
0.0
0.2
00
0.00
0.0
0.0
10
8
1156
0.16
0
0.0
0.0
0.6
0,0
0.00
0.0
0.0
12
11
2102
0.26
0
0,0
0.0
1.3
0.0
0.04)
0.0
0.0
14
0
3446
0.40
0
0,0
0.0
2.3
0.0
0.00
0.0
0.0
16
19
5244
0.56
0
0.D
D.0
3.9
0.0
000
0.0
0.0
18
24
7547
0.35
0
0.0
0.D
6.1
0.0
0.00
0.0
0.0
20'
29
10397
0.98
0
0.0
0.0
9.1
0.0
0.00
0.0
0.0
22
34
13828
L23
0
0.0
0.0
€2.9
0.0
0.00
GA
0.0
24
39
17865
1,52
0
0.0
0.0
17.6
0.0
O.DO
0.0
0.0
26
44
22524
1.84
0
0.0
0.0
23.3
0 0
0.00
0.0
0.0
28
49
27810
2.18
0
0.0
0.0
30.2
O,D
0,00
D.0
0.0
30
54
33720
2.55
0
0.0
0.0
38.3
D.0
0.00
0.0
0.0
32
59
40239
2.95
0
0.0
0.0
47.5
0.0
0.00
0.0
0.0
34
64
47347
3.37
0
Co
0.0
58.0
0.0
0.00
0.0
0,0
36
68
55009
3.81
0
0,0
0.0
66.4
0.0
0.00
0.0
0,a
38
72
63186
4.27
0
0.0
0,0
73.4
0.0
0.00
0.0
0.0
40
75
7IS29
4.74
0
D.0
0.0
79.9
0.0
000
0.0
0.0
42
78
80982
5.22
9
70.3
9.0
86.1
9.0
0100
0.0
0.0
44
81
89208
5,65
35
110.2
34.5
91A
34.5
0.D0
0.0
0.0
46
82
94748
5.94
56
129.9
56.5
94.7
56.5
0.00
0.0
0.0
48
84
97859
6.10
70
139.6
70.2
96.4
70.2
0.00
0A
0,0
50
84
99458
6.18
78
144.3
77.6
97.3
77.6
0.00
0.0
0.0
52
84
100225
6.22
81
146.6
91.2
97.9
81.2
0,00
O.0
0.0
54
83
100535
6.23
83
147,4
92.7
97.9
82.7
D.DO
0,0
0.0
56
82
100568
6.21
83
147.5
82.9
97.9
82.9
0,00
0.0
0.0
58
79
100405
6.23
82
147.1
82.1
97,9
82.1
0.00
0,0
0.0
60
77
1D0097
6.21
81
146.2
80,6
9T7
80.6
0, DO
0.0
0.0
62
74
99631
C19
78
144.8
73.4
97A
78.4
0,D0
0,a
0.0
64
70
99050
6,16
76
143.2
75.7
9TI
75.7
0.00
DA
0.0
66
67
99372
6A2
73
141.1
72.5
96.7
72.5
0,00
0.0
0.0
68
63
97648
6.09
69
139.0
69,2
96.3
69,2
0,00
0.0
0.0
70
60
96920_
6.05
66
136.7
66.0
95.9
66.0
_ 0.00
0.0
0.0
72
57
96204
6.01
63
134.5
62.8
95.5
62.8
0.00
0.0
0.0
74
54
95503
5.98
60
132.3
59.7
95.1
59.7
0.00
0.0
0.0
76
5l
- 94832
5.94
57
130,1
56.8
94,7
56.8
0,00
0.0
0,0
78
49
94171
591
54
12&0
54.1
94.3
54.1
0.00
0.0
0.0
80
46
93548
5.88
51
125.9
51A
94.0
5€.4
0.00
0.0
0.0
82
44
92939
5.8$
49
123,8
48.9
93.6
48.9
0.00
0.0
0.0
84
42
92350
5.82
47
121,7
46,6
93.3
46.6
0.00
0.0
0,0
86
40
95781
5.79
44
119.7
44.3
92.9
44.3
0.00
0.0
0.0
88
38
91232
5.7ti
42
117.8
42.1
92.6
42.1
D400
D.0
00
90
36
90702
5.73
40
115.8
40.€
92.3
40.1
0100
0.0
0.0
92
34
90190
5,70
38
113.9
38.2
92.0
39.2
0.00
(10
0.0
94
32
89696
5,69
36
111.)
36.3
91.7
36.3
0,00
D.o
0.0
96
31
89218
5.65
35
110.2
34,5
91A
34.5
0,00
0.0
0.0
98
29
88751
5.63
33
108.4
32.9
91.1
319
0.00
0.0
0.0
100
28
88311
5.61
31
106,6
31.3
90.9
311
0.00
0.0
0.0

102
26
87881
5.58
30
104.9
29.8
90.6
29.8
0.06
0,0
0.0
104
25
87465
5.56
28
103.2
28.3
90.3
28.3
0.00
0,0
0.0
106
24
87063
5.54
27
101.5
27.0
90.1
27.0
0.00
0.0
0.0
108
23
86675
5.52
26
99.8
25.7
89.8
25.7
0,00
0,0
0.0
110
21
86300
5.50
24
98.2
24.4
89.6
24A
0.00
0,0
0,0
112
20
85939
5.48
23
96.6
23.2
89A
212
0.00
0.0
0.0
Il4
l9
85588
5,46
22
95.0
22.1
89.1
22.1
0.00
0.0
0,0
116
I8
85250
5.45
21
93.4
21.1
88.9
21.1
0.00
0,0
0.D
118
17
84924
5.43
20
91.9
20.0
88.7
20.0
0.00
GO
0.0
120
17
94608
5.41
19
90.4
19.1
89.5
19.1
0.00
0.0
0.0
122
16
84303
5.40
18
89.0
18.2
88.3
18.2
0.00
0.0
0.0
124
15
84008
5.38
17
87.5
173
88.2
17.3
0.00
0.0
0.0
126
14
83723
5.37
16
86.1
16.5
88.0
16.5
0.00
0,0
0.0
128
13
83448
5.35
16
84.7
15.7
97.8
15.7
0.00
OA
0.0
130
13
93182
5.34
IS
83.3
14.9
97.6
14.9
0.00
0,0
0.0
132
12
82925
5.33
l4
82.0
14.Z
87.5
141
0.00
0.0
0.0
134
12
82677
5.31
14
80.6
13.5
87.3
13.5
0.00
0.0
0.0
136
I t
92437
5.30
13
79.3
12.9
87.1
12.9
0.00
0.0
0.0
118
10
82205
5.29
12
78.0
12.3
87.0
12.3
0.00
0,0
0.0
140
10
91980
5.29
12
76.8
11.7
86,9
11.7
0.00
0,0
0.0
142
9
81764
5.26
11
75.5
11.1
86.7
11.1
0.00
0.0
0.0
144
9
91554
5.25
Il
74.3
10.6
866
10.6
0.00
0.0
0.0
146
8
81351
5.24
10
73,1
10.1
86.4
10.1
0.00
Co
0.0
148
8
81155
5.23
10
72.0
9.6
86.3
9.6
0,00
0.0
0.0
150
8
90966
5.22
9
701
9.2
86.2
9.2
0.00
D.0
0.0
152
7
80783
5.21
9
69.7
8.7
86.1
8.7
0.D0
0,D
0.0
154
7
80606
5.20
8
68.5
83
86,0
8.3
0,00
0.0
0.0
156
7
80435
5.19
8
67.4
7.9
85.8
7.9
0.00
0.0
0.0
158
6
80270
5.19
8
66.4
7.5
85.7
7.5
0.00
0.0
010
160
6
80110
S.19
7
65.3
7.2
85.6
7.2
0.00
0.0
0.0
162
6
79955
5.17
7
64.3
6.8
85.5
6.8
0.00
0.0
0.0
164
5
79906
5.16
7
63.2
6,5
85.4
6.5
0.00
0.0
0.0
l66
5
79661
5.15
6
62.2
61
85.3
6.2
0.00
0.0
0.0
168
5
79521
5.15
6
61.2
5.9
85.2
5.9
0.00
0.0
0.0
170
5
79386
5.14
6
603
5.6
85.2
5.6
0.00
0.0
0.0
172
'4
79255
5.13
5
59.3
5.4
85.1
5.4
0.00
0.0
0.0
174
4
79129
5.13
5
58.4
5.1
85.0
5.1
0.00
0.0
0.0
176
4
79007
5.12
5
57,4
4.9
84.9
4.9
0.00
0,0
0.0
178
4
78889
5.11
5
56,5
4.7
84.9
4.7
0.00
0,0
0.0
180
4
78774
5.11
4
55.6
4.4
84.7
4.4
0,00
0.0
0.0
182
3
79664
5.10
4
$4.8
4.2
84.7
4.2
0.00
0.0
0.0
184
3
78557
5.10
4
53.9
4.0
84.6
4.0
0.00
0.0
0.0
186
3
79453
5.09
4
53.0
3.9
84.5
3.9
0.00
0.0
0.0
188
3
78353
5.08
4
52.2
3.7
84.5
33
0.00
0.0
0.0
190
3
78256
5.09
4
51.4
3.5
84.4
3.5
0.00
0.0
0.0
192
3
78163
5.07
3
50.6
3.3
84.3
3.3
0.00
0.0
0,0
194
2
79072
5.07
3
49.8
3.2
84.3
3.2
0.00
0,0
0,0
196
2
77984
5.07
3
49.0
3.0
94.2
3.0
0.00
0.0
0.0
l98
2
77900
5.06
3
48.2
2.9
64.2
2.9
0.00
0.0
0.0
200
2
77818
5.06
3
47.5
2.9
84.1
2.8
0,00
0.0
0.0
202
2
77739
5.05
3
46.8
2.6
84.0
16
0.00
0.0
0,0
204
2
77662
5.05
3
4&0
2.5
84.0
2.5
O.DD
0.0
0.0
206
2
77587
5.04
2
45.3
2.4
83.9
2.4
O.DO
0.0
(10
208
2
77516
5.04
2
44,6
2.3
83.9
2.3
0.00
0.0
DA
2I0
2
77446
5.04
2
43.9
2.2
83.8
2.2
0.00
0.0
0.0
212
2
77379
5.03
2
43.2
2.t
83A
2.1
0.00
0.0
0.0
214
I
77314
5.03
2
42.6
2.0
83.8
2.0
0.00
0.0
0.0
216
I
77251
5.03
2
41.9
1.9
83.7
1.9
0.00
0.0
0.0
218
1
77190
5.02
2
41.3
1.8
93.7
t.8
0.00
0.0
0.0
220
1
77131
5.02
2
40.6
1.7
83.6
1.7
0.00
0.0
DO
222
I
77074
5.02
2
40.0
1.7
83.6
1.7
0l00
0.0
0.0
224
I
77018
S.U1
2
39.4
1.6
83.6
1.6
0.00
0.0
0.0
226
1
76965
5.01
2
38.8
1.5
83.5
I.5
O.OD
0.0
0.0
228
1
76913
5.01
1
38.2
1.4
83.5
1.4
0.00
0.0
0.0
230
_ 1
76863
5.01
1
37.6
1.4
83.5
IA
0.00
0.0
0.0
232
1
76815
5.00
1
37.1
1.3
83.4
1.3
0,00
0.0
0.0
234
l
76769
5.DO
t
36.5
l.3
83.4
1.3
0,00
0.0
0.0
236
1
76722
5.DO
I
35.9
1.2
83.4
1.2
0,00
0.0
0.0
239
1
76678
5.00
1
35.4
E.1
83.3
1.1
0,00
0.0
0.0
240
I
76636
4.99
1
34.9
1.1
93.3
1.1
0.00
0,0
0.0
242
1
76594
4.99
E
34.3
1.0
93.3
I o
0.00
0.0
0.0
244
E
76555
4.99
1
33.8
1,0
83.2
1.0
0.00
0.0
0,0
246
1
76516
4.99
t
333
1.0
83.2
1.0
0.00
0,0
_0.0
2148
1
76479
4.99
1
32.8
0.9
83.2
0.9
0.00
0.0
0,0
250
l
76442
4.93
1
32.1
0.9
83.2
0.9
0.00
0.0
D,0
252
I
76407
4,96
1
31.8
0.8
83.1
0.8
0,00
0.0
0.0
254
1
76373
4.98
1
31.4
0.8
83.1
0'8
0,00
0.0
0.0
256
0
76340
4,98
1
30.9
0.8
83.1
0.8
0.00
0.0
0.0
253
0
76309
4,98
1
30.5
0.7
83.1
0.7
0.00
0,0
0.0
260
0
76278
4.97
1
30.0
0.7
83.1
0.7
0.00
0.0
0.0

262
11
76248
4.97
1
29.6
0,7
83.0
n.7
on
0,0
0.0
264
0
76219
4.97
1
29.1
0.6
83.0
0.6
o,00
Do
0.0
266
0
76191
4.97
1
28.7
D.6 '
83.0
0.6
D.DO
00
0,0
268
0
76t64
4.97
1
28.3
0.6
83.0
0.6
0.00
0,0
0.0
270
0
76138
4.97
1
27.9
0.6
83.0
0.6
0.00
09
0,0
272
0
76112
4.97
1
27.5
0.5
82.9
0,5
0.00
09
0.0
274
0
76088
4.96
1
27.1
0.5
82.9
0,5
O.DO
0.0
0.0
276
0
76064
4.96
0
26.7
0,5
82.9
0.5
0.00
0.0
0.0
278
0
76041
496
0
26.3
0.5
82.9
OS
O.Do
0.0
0.0
280
0
76013
4.96
D
25.9
0.4
82.9
0.4
0.00
0.0
0.0
292
0
75996
4,96
0
25.5
0.4
82.9
0.4
0.00
0.0
0.0
284
0
75975
4.96
0
25.2
0.4
82.8
0.4
0.DO
0.0
0.0
236
0
75955
4.96
0
24.8
0.4
82.8
0.4
0.DO
0.0
0,0
289
0
75935
4.96
0
24.4
0.4
82.8
0.4
0.00
0.0
0.0
290
0
75916
4.96
0
24.1
0.4
82.8
0.4
0.00
0.0
0.0
292
0
75898
4.95
0
23.8
0.3
82.8
0.3
0.DO
0.0
0.0
294
0
75880
4,95
0
23A
0.3
82.8
0.3
O.DO
0.0
0.0
296
0
75362
4.95
0
23.1
0.3
82.8
0.3
0.00
0.0
0.0
298
0
75845
4.95
0
22.8
0.3
82.8
0.3
0.00
0.0
0.0
3DO
0
75929
4,95
0
22,4
0.3
82.7
0.3
0.00
0.0
0.0
302
0
75813
4.95
0
22.1
0.3
82.7
0.3
0.00
0.0
0.0
304
0
75798
4.95
0
21.8
D,3
82.7
0.3
OM
0.0
0,0
306
0
75783
4,95
0
21.5
0.3
82.7
0.3
0.00
0.0
0.0
308
0
75768
4.95
0
21.2
0.2
82.7
0.2
0.00
0.0
0,0
310
0
75754
4,95
0
20.9
0.2
823
0.2
0,00
0,0
D,0
312
D
75741
4.95
0
20.6
0.2
82.7
0.2
0,00
0.0
00
314
0
75728
4.95
0
20.4
0.2
92.7
0.2
0.00
co
0.0
316
0
75715
4,94
0
20.1
0,2
82,7
0.2
0,00
OA
0.0
318
0
75703
4.94
0
19.8
0.2
82.7
0.2
0.00
0.0
0.0
320
0
75691
4.94
0
19.5
0.2
82.6
0.2
0.00
0,0
0.0
322
0
75679
4.94
0
19.3
0.2
82.6
0.2
0.00
0.0
0.0
324
0
75669
4.94
0
19.0
0.2
82.6
0.2
0.00
0.0
0.0
326
0
75657
4.94
0
18.8
0.2
82.6
0.2
TOO
0.0
0.0
328
O
75646
4.94
0
18.5
0.2
82.6
0,2
TOO
0.0
0.0
330
0
75636
4,94
0
18.3
0.2
82.6
0,2
0.DO
0.0
0,0
332
0
75626
4.94
0
18.0
0.2
82.6
0.2
0.00
0.0
0.0
334
0
75616
4.94
0
17.8
0.1
82.6
0.1
O.DO
0.0
0.0
336
0
75607
4.94
0
17.5
0.1
82.6
0.1
0.DO
0.0
00
339
0
75598
4.94
0
17.3
0.1
82,6
0.1
0.00
0.0
0.0
340'
0
75599
4.94
0
17.1
0.1
82,6
0.1
0.00
0.0
0.0
342
0
75580
4.94
0
16.9
0.1
82.6
0.1
0.DO
0.0
0,0
344
0
75572
4.94
0
16.6
0.1
82.6
0.1
0.00
0,0
0.0
346
0
75564
4.94
0
16A
0.1
82.6
0.1
0.00
0.0
0,0
343
0
75556
4.94
0
16.2
0.1
82.6
0,1
0.00
0.0
0.0
350
0
75548
4.94
0
16.0
0.1
82.5
0.1
0,00
0.0
0.0
352
0
75541
4.94
0
15.9
0.1
92.5
O.1
D.00
0,0
0.0
354
0
75534
4.93
0
15.6
0.1
82.5
0.1
0.00
(10
0,0
356
0
75527
4.93
0
ISA
0.1
82.5
0,1
0.00
OA
0,0
358
0
75520
4.93
0
15.2
0.1
82.5
0.1
0.00
0.0
0,0
360
0
75513
4.93
0
15.0
0.1
82.5
0.1
0.00
0.0
0.0
362
0
75507
4.93
0
14.8
0.1
82.5
0.1
0.00
0.0
0.0
364
0
75501
4.93
0
14.6
0.1
82.5
0.1
0,00
0,0
0.0
366
0
75495
4.93
0
14A
0.1
82.5
0.1
0.00
0.0
0.0
369
0
75489
4.93
0
14.3
0.1
82.5
0.1
0.00
0.0
0.0
370
0
75493
4.93
0
14.1
0.1
82,5
0.1
0A0
0.0
0.0
372
0
75478
4.93
0
13.9
0.1
82.5
0.1
0.00
0.0
0.0
374
0
75472
4.93
0
13.7
DA
82.5
0.1
0.00
0.0
0.0
376
0
75467
4.93
0
13.6
0.1
82.5
0.1
0,00
0.0
0.0
378
0
75462
4.93
D
13.4
0,1
82.5
GA
0ko
0.0
0.0
380
0
75457
4.93
0
13.2
0.1
82.5
0,1
0.00
0.0
0.0
382
0
75453
4.93
0
13.1
0.l
92.5
0.1
0.00
0.0
0.0
394
0
75448
4.93
D
129
0.l
825
0.1
0.00
0.0
0.0
386
0
75443
4.93
0
12.8
0.l
82.5
0.1
0.00
0.0
0.0
393
0
75439
4.93
0
12.6
0.1
82.5
0.1
0.00
0.0
0.0
390
0
75435
4.93
0
12.5...._._0.t_
82.5
0.1
0.00
0.0
0.0
392
0
75431
4.93
0
12.3
0.0
82.5
0.0
0.00
0,0
0.0
394
0
75427
4.93
0
12.2
OA
82.5
0.0
0.00
0,0
0.0
396
0
75423
4.93
0
12.0
0,0
82.5
0.0
0.00
0.0
0.0
398
0
75419
4.93
0
11.9
0.0
82.5
0.0
0.00
0.0
0.0
400
0
75415
4.93
0
11.8
0,0
82.5
0.0
0.00
0.0
0.0
402
0
75412
4.93
0
11.6
D,0
82.5
0.0
0.00
0.0
0.0
404
0
75408
4.93
0
11.5
0,0
82.5
0.0
0.00
D.0
0.0
406
0
75405
4.93
0 _
11.4
D,0
82.5
0.0
0.00
0.0
O.D
408
0
75401
4.93
0
11.2
0,0
82A
0.0
0.00
0.0
0.0
410
0
75398
4.93
0
11.1
D,0
82A
0.0
0.00
0.0
O,u
412
0
75395
4.93
0
t 1.0
0,0
82.4
0.0
0.00
0,0
0,0
414
0
75392
4.93
0
49
0.0
.82.4
0.0
0.00
O.o
0.0
410
0
75389
4.93
0
10.1
0.0
82.4
0.0
11A0
0.0
0.0
418
0
75386
4,93
0
10.6
0.0
82.4
0.6
0.00
0.0
0.0
420
0
75384
4,93
0
10.5
0.0
82.4
0.0
0.00
0.0
0.0

422
0
75381
4.93
0
10.4
O.n
82,4
0.0
0,00
0,0
0.0
424
0
7537a
4.93
0
10.3
0.0
82.4
0.0
0,00
0.0
0.0
426
0
7537G
4,93
0
10.2
0.0
82A
0.0
0,00
0.0
0.0
42a
0
75373
4.93
0
10.1
0.0
82,4
0.0
0.00
0,0
0.0
430
0
75371
4.93
0
9.9
0.0
82.4
0.0
0.00
D,0
0.0
432
0
75368
4,93
0
9.8
0.0
82.4
0.0
D.00
0.0
0.0
434
0
75366
4.93
0
9.7
0.0
82.4
0.0
0.DO
0.0
0.0
436
0
75364
4.93
0
9.6
0.0
82.4
0.0
0.00
0.0
0.0
438
0
75161
4,93
0
9.5
0.0
82.4
0.0
O.DO
0.0
0.0
440
0
75359
4,93
0
9.4
0.0
82.4
0.0
0.00
0.0
0.0
442
0
75357
4.93
0
9.3
0.0
82.4
0.0
0.00
0,0
0.0
444
0
75355
4.91
0
9.2
0.0
82.4
0.0
0.00
0,0
0.0

by ; P, ROJECT:;�4
I®
1 lydir�E�a I
Qp- 9',II1 cfs
Tp- S,i min.
At- ! min.
Slagc-Sling e:
Ks-
In'rx
b- I.'243
Zo- {I R.(invert)
TNVacr- I I.48 ft.(cicv)
Nilial Water lever.
7.; ft.(depth)
Culvert:
N- 0
p- 6 in.
Cd- 0
Invert G ft.(dcpth)
R iscribarrel:
N-
I
Dr-
79
in.
Riser Cw-
Riser Cd-
D 6
ft.
Zcr-
4.41)
ft.(dcpth)
Db-
42
in.
B-1 Cd-
ri.6
Weir I:
Zcr- 6 ft.(depth)
Cw- It
Weir 2:
L- n
Zcr- n ft.(depth)
Cw- U
Computed resultso 7. (invert)- I. ft.
Normsurfarea- 0.00 acres
Maxsurfarca- 0.46 acres
Peak stage- 6.32 11. Actual Peal Slaec Elcv. - 17.80 ft.
Rise- 6.3 ft. L 1. t V
Peak outflow- 9i.4cfs
5'�
Time I
Inflow
Storage
Slage
On1110W
_(min)
{cfs)
(ft))
(ft}
{cfs)
0
0
0
0.00
0
2
0
0
0,00
0
4
1
- 38
0.01
0
6
3
192
0.04
0
8
5
535
0,09
0
10
8
1139
0.16
0
l2
11
2074
0.26
0
l4
15
3403
0.39
0
16
19
5184
0.55
0
18
24
7470
0.75
0
20,
29
W306
0,97
0
22
34
13729
1.23
0
24
39
17767
1.51
0
26
44
22443
1,83
0
28
50
27767
2.18
0
30
55
33743
2.56
0
32
60
40364
2.96
0
34
65
47615
3.39
0
36
70
55471
3.83
0
38
75
63901
4.30
0
40
79
72863
4.79
0
42
82
82309
5.29
13
44
85
90681
5.73
40
46
88
96124
6.01
62
48
90
99191
6.16
76
50
91
100808
6.25
84
52
92
101670
6.29
88
54
92
102115
6.31
90
56
91
102307
6.32
91
58
90
102316
6,32
91
60
88
102175
6.32
91
62
86
101899
6.30
89
64
83
101496
6.28
87
66
79
100972
6.25
85
68
76
100335
6.22
82
70
72
99623
6.19
78
72
69
98882
6.15
75 -' ' '
74
65
99143
6.11
72
76
62
97420
6.07
68
78
59
96717
6,04
65
80
57
96035
6,00
62
82
54
95374
5.47
59
84
51
94735
5.94
56
86
49
94117
5.91
54
88
47
93519
5.88
51
90
44
92940
5.85
- 49
92
42
92381
5.82
47
94
40
91839
5.79
45
96
38
91,115
5.76
42
98
36
90809
5.74
41
100
35
90319
5.71
39
g-
376
h-
34
P(6hr)-
7.09
in.
A-
24.1
acres
H-
16
ft.
L-
4500
ft.
Ca-
0.66
(rational)
CN-1
79
(SCS p)
S-
2.66 in.
Q•-
4.67
Tr"
31.0
min.
1-1
5.78
inAu
rsiiituted values:
Qp- 1 92.01 cfs
Tp- 53 min.
Riser I
Riser I
Barrel
RBspwy
Culvert
Weir 1
Weir 2
Uriftce{cfs
we' cfs
cfs
cfs I
(cfs
cfs
cfs
0.0
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0,00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
0.0
0.0
0.0
0.1
0.0
0.00
0.0
0.0
0.0
0.0
0.2
0.0
0,00
0.0
0.0
0.0
0.0
0.6
0.0
0.00
0.0
0.0
0.0
0.0
1.3
0.0
0.00
0.0
0.0
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0.2
82.6
0.2
0.00
0.0
0.0
354
0
75617
4.94
0
17.3
0.1
82.6
0.1
0,00
0.0
0.0
356
0
75609
4.94
0
17.6
O.1
82.6
0.1
0.00
0.0
0.0
359
0
75599
4.94
0
17.4
DA
82.6
0.1
0.00
O 0
0.0
360
o
75591
494
0
17.1
0.1
a2,6
0.1
0.00
0.0
0.0
362
0
75583
4.94
0
16.9
0.1
82.6
0.1
0,00
0.0
0.0
364
0
75574
4.94
0
16.7
0.1
82.6
O.)
0.00
0.0
0.0
366
0
75567
4.94
0
16.5
0.1
82.6
0.1
0.00
0.0
0.0
368
0
75559
4.94
0
16.3
0.l
82.6
0.1
O.DD
D.0
0.0
370
0
75552
4.94
0
16.1
0.1
92.6
0.1
0.00
as
0.0
372
0
75544
4.94
0
15.9
0.1
82,5
0.1
0.00
0.0
0.0
374
0
75537
4,93
0
15.7
0.1
82.5
0.1
0,00
0.0
0.0
376
0
75530
4,93
0
15.5
().1
82.5
0.1
0.00
0.0
0.0
37a
0
75524
4.93
0
15.3
O, l
82.5
0.1
0.00
0.0
0.0
390
0
755t7
4.93
0
15.1
O.1
82.5
0.1
0.00
0.0
0,0
382
0
75511
493
0
14.9
0,1
82.5
0.1
0.00
0,0
0.0
384
0
755o5
4.93
0
14.8
0.1
82,5
0.1
0.00
0,0
00
386
0
75499
4,93
0
14.6
0.1
82.5
0.1
0.00
0.0
D.0
38a
0
75493
4.93
0
14.4
0.1
a2.5
0.1
0.00
0,0
0.0
390
0
75488
4.93
0
14.2
0.1
82.5
0.1
0.00
0,D
0.0
392
0
75482
4.93- - -
0
14,1
0.1
82.5
0. t
0.o0
_
0.0
0.0
394
0
75477
493 -
0
13.9
0.1
82.5
0.1
0.00
0.0
0.0
395
0
75472
4.93
0
13.7
O.1
82.5
0.1
0,00
0.0
0.0
398
0
75467
4.93
0
13,6
O.1
92.5
0.1
0.00
0.0
0,0
400,
0
75462
4.93
0
13.4
D.1
82.5
0,1
0,00
0.0
0.0
402
0
75457
4.93
0
13.3
0.1
82.5
0.1
o.00
0.0
0.0
404
0
75453
4.93
0
13.1
0.1
82.5
0.1
0.00
0.0
0.0
406
0
75448
4.93
0
)2,9
0.1
R2.5
0.1
0.00
O.D
0.0
403
0
75444
4.93
0
12.8
0.1
82.5
0.1
0.00
0.0
0,0
410
0
75440
4,93
0
12-6
0.1
82.5
0.t
0.00
0.0
0.0
41Z
0
75435
4.93
0
12.5
0.1
82.5
0.1
Goo
0.0
0.0
414
0
75431
4.93
0
12.4
0.0
$2.5
0.0
000
0.0
0.0
416
0
75428
4.93
0
l2.!
0.0
82.5
0.0
0,U0
0.0
0.0
419
0
75424
4.93
0
l2.1
0.0
82.5
0.0
o,00
0.0
0.0
420
0
75420
4.93
U
119
0.0
82.5
0.0
0,00
0.0
0.0

422
0
75416
4.93
0
11,8
0.0
82.5
0.0
0.00
0.0
0.0
424
0
75413
4.93
0
113
0,0
92.5
0.0
0.00
0.4
0.0
426
u
7541u
4.93
u
11.5
OA
82.5
0.0
0.00
0,0
0,4
428
0
75406
4.93
0
11.4
0,0
82.5
0.0
0.00
0,0
0.0
430
0
75403
4.93
0
11,3
0.0
82.4
00
0.00
0,0
0.0
432
0
75400
4.93
0
11.2
0.0
82.4
0.0
OM
0.0
0.0
434
0
75397
4.93
0
11.0
0.0
82,4
0.0
0.00
0.0
0.0
436
0
75394
4.93
0
10.9
0.0
82.4
0.0
0.00
0.0
0.0
439
0
75391
4.93
0
10.8
0.0
82.4
0.0
0.00
0.0
0.0
440
0
75388
4.93
0
10.7
0.0
82.4
0.0
0.00
0.0
0.0
442
0
75385
4.93
0
10.6
0.0
82.4
0.0
0.40
0,0
0,0
444
0
75383
4.93
0
10.5
0.0
82.4
0.0
0.00
0.0
0.0
446
0
75390
4.93
0
10.4
0.0
92.4
0.0
0.00
0.0
0.0
448
0
75377
4.93
0
10.2
0.0
82.4
0.0
0.00
0.0
0,0
450
0
75375
4.93
0
10.1
0.0
82.4
0.0
0.00
0.0
0.0
452
0
75373
4.93
0
10.0
0.0
82.4
0.0
0.00
0.0
0.0
454
0
75370
4.93
0
9.9
0.0
82.4
0.0
0,00
0.0
0'0
456
0
75368
4.93
0
9.8
0.0
82.4
0.0
0.00
0.0
0.0
458
0
75366
4.93
0
9.7
0.0
82.4
0.0
0.00
0.0
0.0
460
0
75363
4.93
0
9.6
0,0
92.4
0.0
0,00
0.0
0.0
462
0
75361
4.93
0
9.5
00
82,4
0.0
0.00
0,0
0.0
464
0
75359
4.93
0
9.4
0.0
82.4
0.0
0.00
0.0
0.0
466
0
75357
4.93
0
9.3
0.0
82.4
0.0
0.00
0.0
0.0
463
0
75355
4,93
0
9.2
0.0
82.4
0.0
0.00
0.0
0.0
470
0
75353
4.93
0
9,1
0.0
82.4
0.0
0.00
0.0
0.0
472
0
75351
4.92
0
9.1
4A
82.4
0.0
0.00
0.0
0.0

1. linter the contour elevations for which areas are measured.
First contour is estimtatc of invert of depression.
2. Enter the measured contour areas, most conveniently expressed in square feet.
3. Compute the incremental storage volw:lc (between the contours) by the average -end -area
method applied vertically. The incremental volume is the average of the upper and lower contour
areas multiplied by the vertical separation of the contours. The result is in cubic feet.
4. Enter the accumulated volume, obtained by adding each incremental volurne to the sum of the lower increments.
The result is the total storage available at each contour.
S. Enter the stage, or depth, referred to tote invert of doe pond.
One may usefully plot a stage -storage curve by using the data of columns 4 & S. However, there is much
more information readily obtainable from the stage -storage function of the funn of ( S-KsZb )- The
columnar computations ofthe below table continue:
6. Enter the natural logaridun of Storage (the accumulated volurne ofcol. 4).
7. Enter the rahnal logarithm of Stage (col. 5).
2 3 4 5 6 7 8
1 (EIOV.) I
_ _ i Sg tq
I {cu (t)-- L
' _ (CU ft) S _j
it) z
l 1
1
1
11.48
9741
0
0
0
12.3
11571
8737.92
8737.92
0,92
9.07543
-0,1985
0.8475
13.12
13401
1o238.52
18976.44
1.64
9.85095
0.4947
1,59677
13.94
15661
11915.42
30891,96
2.46
10,3382
0.90016
2.37739
14.76
19191
13879,32
4477t.18
3,28
10.7093
1,18784
3,21907
15.58
20828
15997.79
60768,97
4.1
11.0148
1,41099
4,13148
16.4
23465
18160.13
78929.1
492
11.2763
1.59331
5.11513
17,22
27125
20741.9
99671
5.74
11.5096
1.74746
6.18905
18.04
30623
23676.69
123347.68
6.56
11.7228
1.88099
7.36594
18.86
34993
26902.56
150250,24
7.38
11,9201
1.99877
8.65395
19.68
42301
3090.54
181940.78
8.2
12.1114
2.10413
10.1182
Stage -Storage Function (log -log plot)
10
B
y 8
5 y= 1.2249x • 9,278
4
2
-0.5 0 0.5 1 1.5 2
LnZ
Ks- 10700 [exp(intercept))
b= 1.2243 [slope]
Stage -Storage Function
Air8 }
.. _ .�
Mr axi , .e.� r x� •hy 7S'rs';.,� "tig
U.
0 873T9 18976 30692 44771 60769 78929
Storage (Cu fl)

TR-55 Current Data Description
--- Identification Data ---
User: dan Date: 1/7/2003
Project: US 17 Units: English
SubTitle: Scotts Hill Loop Road Outfall Pond Areal Units: Acres
State: North Carolina
County: Pender
Filename: R:\011056064\hydro\US17TR55.w55
--- Sub -Area Data ---
Name Description Reach Area(ac) RCN Tc
--------------------------------
Church Are Outlet 9 98 0.250
US 17 Area Outlet 15.1 67 0.519
Total area: 24.10 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
---------------------------
3.9, 5.2 6.0 6.8 7.7 8.5 3.3
Storm Data Source: Orangeburg County, SC (NRCS)
Rainfall DistributJon Type: Type II
Dimensionless Unit Hydrograph: <standard>
TR-55, Version 2002.00.12 Page 1 1/7/2003 2:57:37 PM

dan US 17
Scotts Hill Loop Road putEall Pond
Pender County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's End Wetted
Travel
Identifier/
Length
Slope n Area Perimeter Velocity
Time
(Et)
(ft/ft) (sq ft) (Et) (ft/sec)
(hr)
Church Are
-------------------------------------------
SHEET
25
0.0050
0.190
CHANNEL
650
3.000
0,060
Time of Concentration
0.250
US 17 Area
SHEET
SHALLOW
CHANNEL
100 0,0100
50 0,0030
4500 0.0030
0.284
0.050 0.016
0.013 4.90 5.66 5.708 0.219
Time of Concentration 0.519 7�
TR-55, Version 2002'.00.12- - Page 1 1/7/2003 2:57:37.PM

dan us 17
Scotts Hill Loop Road Outfall Pond
Pender County, North Carolina
Sub -Area Land Use and Curve Number Details
Sub -Area
Hydrologic
Sub -Area
Curve
Identifier Land Use
Soil
Area
Number
Group
(ac)
----------------------------------------------------
Church ArePaved parking lots, roofs, driveways
B
9
98
Total Area / Weighted Curve Number
9
98
US 17 AreaOpen space; grass cover 50% to 75%
(fair) A
5.45
49
Open space; grass cover > 75%
(good) B
5.45
61
Paved; curbs and storm sewers
B
4.2
9B
Total Area / weighted Curve Number
15.1
67
TR-55, Version 2002.00.12 Page 1 1'/7/2043"--"' 2:57:37 PM

dan US 17
Scotts Hill Loop Road outfall Pond
Pender County, North Carolina
Sub -Area Summary Table
Sub -Area
.Drainage
Time of
Curve
Receiving Sub -Area
Identifier
Area
Concentration
Number
Reach Description
(ac)
(hr)
--------------------------------------------------------------------------------
Church Are
9.000
0.250
98
Outlet
US 17 Area
15.100
0.519
67
Outlet
Total Area: 24.10 (ac)
-TR-55, Verci'or'`-20O2,.'007'12 Page 1 1/7/2003 2:57:37 PM "- -"

dan
US 17
Scotts Hill
Loop Road
outfall Pond
Pender County,
North Carolina
Watershed
Peak
Table
Sub -Area
Peak Flow by
Rainfall Return Period
or Reach
2-Yr
5-Yr
10-Yr
25-Yr 50-Yr
100-Yr
1-Yr
Identifier
----------------------------------------------------------------------------------
(cfs)
(cfs)
(cfs)
(cfs) (cfs)
(cfs)
(cfs)
SUBAREAS
Church Are
36.05
48.28
55.78
63.29 71.70
79.19
30.42
US 17 Area
12.71
24.39
32.28
40.55 50,31
59.10
8.03
REACHES
OUTLET
43.71
64.96
78.81
92.73 105.27
124.03
34.65
TR-55, Version 2002.00.12 _ 'Pac3e 1^=- — F- "`Y-1'/7/2003 2:57:37 PM

dan US 17
Scotts Hill Loop Road OutEall Pond
Pender County, North Carolina
Hydrograph Peak/Peak Time Table
Sub -Area Peak Flow and Peak Time (hr) by Rainfall Return.Period
or Reach 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
(hr) (hr) (hr) (hr) (hr) (hr) (hr)
----------------------------------------------------------------------------------
SUBAREAS
Church Are 36.05 4B.28 55.78 63.29 71.70 79.19 30.42
12,03 12.03 12.03 12.03 12.03 12,03 12.03
US 17 Area 12.71 24.39 .. 32.28 40.55 50.31 59.10 8.03
12.23 12.20 12.19 12.21 12.20 12.20 12.22
REACHES
OUTLET 43.71 64.96 78.81 92.73 109.27 124.03 34.65
2002.00.12 Page 1 1/7/2003 2 :57:37 P9" •- •

A LT -WA
NCDENR
North Carolina Department of Environment and Natural Resou
Division of Coastal Management
Michael F. Easley, Governor Donna D. Moffitt, Director William G. Ross Jr., Secretary
31 l 8/03 A
Linda Lewis
NC DENR, NC Division of Water Quality
Stormwater Management Section
Wilmington District
127 Cardinal Drive Ext.
Wilmington, NC 28405-3845
REFERENCE: ACTID-04-3620 County: New Hanover
Applicant/Sponsor: NC Department of Transportation
1-40 Connector, R-2405A
Dear Ms. Lewis:
The attached U.S. Army Corps of Engineers Public Notice, dated 3/10/03 describing a federal
project or permit is being circulated to interested State agencies for comments concerning the
proposal's consistency with the North Carolina Coastal Management Program.
Please indicate your viewpoint on the proposal and return this form to me before 4/11/03.
Sincerely,
D�ouglase4kzggett' f
Major Permits and Consistency Coordinator
REPLY This office objects to the project as proposed
This office supports the project proposal.
Comments on this project are attached.
No comment.
Signed
Date
1638 Mail Service Center, Raleigh, North Carolina 27699-1638
Phone: [phone] FAX: [phone] Internet: http:1/dcm2.enr.state.nc.us
An Equal Opportunity 1 Affirmative Action Employer — 50% Recycled 110% Post Consumer Paper

Action ID No. 199403620
DEPARTMENT OF THE ARMY
Wilmington District, Corps of Engineers
Post Office Box 1890
Wilmington, North Carolina 28402-1890
PUBLIC NOTICE
March 10, 2003
The NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT), c/o Dr.
GREGORY J. THORPE, PHD, MANAGER, PROJECT DEVELOPMENT AND
ENVIRONMENTAL ANALYSIS BRANCH, 1548 MAIL SERVICE CENTER, RALEIGH,
NORTH CAROLINA 27699-1548 HAS APPLIED FOR A DEPARTMENT OF THE ARMY
PERMIT TO DISCHARGE FILL MATERIAL INTO98.2 ACRES OF JURISDICTIONAL
WETLANDS IN THE HEADWATERS OF PRINCE GEORGES CREEK, SMITH CREEK
AND OTHER UNNAMED TRIBUTARIES TO THE NORTHEAST CAPE FEAR RIVER AND
THE ATLANTIC INTRACOASTAL WATERWAY TO CONSTRUCT THE I-40
CONNECTOR FROM PORTERS NECK TO I-40 INCLUDING THE WIDENING OF US
HIGHWAY 17 FROM PORTERS NECK TO SCOTTS HILL LOOP ROAD, WILMINGTON,
NEW HANOVER COUNTY, NORTH CAROLINA (TIP PROJECT NO. R-2405A).
The following description of the work is taken from data provided by the applicant and
from observations made during site visits by representatives of the Corps of Engineers.
History: The State Environmental Assessment (SEA) prepared by the North Carolina
Department of Transportation (NCDOT) describing this project was approved on June 14, 1994
and on December 17, 1998, a State Finding of No Significant Impact was prepared (FONSI). As
described in the SEA, the original project extended from I-40 to NC Highway 17 at Porters Neck
and included the widening of US Highway 17 to four lanes to NC Highway 50 in Holly Ridge in
Pender County. The widening of US Highway 17 from Porters Neck to Holly Ridge'was
subsequently addressed in a separate FONSI dated November 1, 1994. With the exception of the
section between Porters Neck and Scotts Hill Loop Road, US Highway 17 has been widened to
four -lanes including a five -lane section through Hampstead. Impacts to waters and wetlands
associated with these projects have been considered under separate permit actions.
The project now being considered for authorization is a four -lane, median divided facility
entirely on new location between I-40 and US Highway 17 and includes the widening of US
Highway 17 to four -lanes between Porters Neck and Scotts Hill Loop Road in Pender County.
The project will connect to the eastern terminus of the Wilmington Bypass interchange at
I-40 and will require the construction of a new interchange at US Highway 17 at Porters Neck.
The proposed median width will be 46 feet with embankment slopes at 4:1. Flatter slopes on this
project are being proposed to preclude the need for additional shoulder widths to accommodate
guardrail. NCDOT has replaced its initial proposal to construct a storm water facility adjacent to

2
Scotts Hill Loop Road to carry runoff from a portion of the US 17 widening with a new
stormwater facility located adjacent to Scotts Hill Loop on the property of the Scotts Hill Baptist
Church. The new facility will not impact any wetlands.
The new location portion of the I-40 Connector traverses a broad, relatively flat
interstrearn divide wetland system in the headwaters of Prince Georges Creek, Island Creek,
Smith Creek, Pages Creek and Futch Creek. Dominant vegetation includes pond pine (Pinus
serotina , loblolly pine, (P. taeda), Sweet gum (Liquidambar st yr� aciflua), red maple Acer
rubrum and a variety of broad leaved, evergreen shrubs including fetterbush QLonia lucida) and
gallbeny Iex lg abra, I.. coriacca . Prevalent soil types include Murville mucky sands and Leon
fine sands. With the exception of the channelized headwater of Prince Georges Creek at the
western end of the project, no jurisdictional streams will be impacted by the proposed project.
Construction of the proposed project will permanently impact 98.2 acres of wetlands and
173.2 feet of stream associated with Prince Georges Creek. Permanent impacts to jurisdictional
wetlands are summarized as follows:
Wet Pine Flatwoods
Bottomland Hardwoods
93.9 acres
4.3 acres
Total Wetland Impacts
98.2 acres
NCDOT is proposing to use the Dale Tract, the Corbett Tract, and the Haws Run Tract in
the following forms and amounts to provide any necessary compensatory mitigation for the
unavoidable wetland impacts associated with this project:
Community Impacts Site Amount
Wet Pine Flats 93.9 ac Dale Tract 93.9 acres restoration
Wet Pine Flats Corbett Tract 467.0 acres preservation
Bottomland Hardwood 4.3 Haws Run 4.3 acres restoration
Bottomland Hardwood Corbett Tract 26.0 acres preservation
In order to compensate for the unavoidable 173.2 feet of stream impacts associated with
Prince Georges Creek, the NCDOT proposes to utilize the North Carolina Wetland Restoration
Program (WRP) to provide 352 feet of compensatory stream mitigation.
The purpose of the work is to provide a freeway connection to the Wilmington Bypass to
allow through traffic to avoid Market Street and the greater Wilmington urbanarea. A map
showing the location of the proposed road and the location of the three proposed mitigation sites
are included with this public notice. The SEA and FONSI, complete set of plan sheets, and the

3
complete mitigation proposal and plans may be inspected at the U.S. Army Corps of Engineers,
Regulatory Division office, 69 Darlington Avenue, Wilmington, North Carolina between the
hours of 8:00 am and 4:30 pm Monday through Friday.
The applicant has determined that the proposed work is consistent with the North
Carolina Coastal Zone Management Plan and has submitted this determination to the North
Carolina Division of Coastal Management (NCDCM) for its review and concurrence. This
proposal shall be reviewed for the applicability of other actions by North Carolina agencies such
as:
a. The issuance of a Water Quality Certification under Section 401 of the Clean Water
Act by the North Carolina Division of Water Quality (NCDWQ).
b. The issuance of a permit to dredge and/or fill under North Carolina General Statute
113-229 by the North Carolina Division of Coastal Management (NCDCM).
c. The issuance of a permit under the North Carolina Coastal Area Management Act
(CAMA) by the North Carolina Division of Coastal Management (NCDCM) or their delegates.
d. The issuance of an easement to fill or otherwise occupy State-owned submerged land
under North Carolina General Statute 143-341(4), 146-6, 146-11, and 146-12 by the North
Carolina Department of Administration (NCDA) and the North Carolina Council of State.
e. The approval of an Erosion and Sedimentation Control Plan by the land Quality
Section, North Carolina Division of Land Resources (NCDLR), pursuant to the State
Sedimentation Pollution Control Act of 1973 (NC G.S. 113 A-50-66).
The requested Department of the Army (DA) permit will be denied if any required State
or local authorization and/or certification is denied. No DA permit will be issued until a State
coordinated viewpoint is received and reviewed by this agency. Recipients of this notice are
encouraged to. furnish comments on factors of concern represented by the above agencies directly
to the respective agency, with a copy famished to the Corps of Engineers.
This notice initiates the Essential Fish Habitat (EFI1) consultation requirements of the
Magnuson -Stevens Fishery Conservation and Management Act. The District Engineer's initial
determination is that the proposed project would not adversely impact EFH or associated
fisheries managed by the South Atlantic or Mid Atlantic Fishery Management Councils or the
National Marine Fisheries Service.
This application is being considered pursuant to Section 404 of the Clean Water Act (33
U.S.C. 1344). Any person may request, in writing within the comment period specified in this
notice, that a public hearing be held to consider this application. Requests for public hearing
shall state, with particularity, the reasons for holding a public hearing.

The I-40 Connector alignment will have no direct impact on structures of historical or
architectural importance. However, one National Register architectural property is located along
the US 17 portion of the project. The Poplar Grove/Foy House is located just east of US 17 near
Scotts Hill Loop Road. The National Register Boundaries of this site encompass 14.8 acres.
Improvements to US 17 in this area will be constructed west of the existing roadway and,
according to the applicant, should not directly impact this site. Potential impacts to this property,
or any other registered properties, or properties listed as being eligible for inclusion on the latest
published version of the National Register of Historic Places, identified during the review of this
project, will be coordinated, as appropriate, with the SHPO..Consultation of the National
Register is the extent of cultural resource investigations by the District Engineer, and he is
otherwise unaware of the presence of any other such resources. Presently, unknown -
archeological, scientific, prehistorical, or historical data may be lost or destroyed by work
authorized by the requested.permit.
The District Engineer, based on available information, is not aware that the proposed
activity will affect species, or their critical habitat, designated as endangered or threatened
pursuant to the Endangered Species Act of 1973. According to information provided by the
applicant, the NCDOT has continued to work on the conservation measures outlined in the
biological opinion issued by the U.S. Fish and Wildlife Service (USFWS) on May 22, 2002 on
the effects of the proposed project on rough -leaf loosestrife (LMimachia aVerulaefolia).
The decision, whether to issue a permit, wilt be based on an evaluation of the probable
impacts, including cumulative impacts, of the proposed activity and its intended use on the public
interest. Evaluation of the probable impacts that the proposed activity may have on the public.
interest requires a careful weighing of all those factors that become relevant in each particular
case: The benefits that may be expected to accrue from the proposal must be balanced against its
foreseeable detriments. The decision whether to authorize a proposal, and if so the conditions
under which it will be allowed to occur, are therefore decided by the outcome of the general
balancing process. That decision should reflect the national concern for both protection and use.
of important resources. All factors that may be relevant to the proposal must be considered
including the cumulative effects of it. Among those are conservation, economics, aesthetics,
general environmental concerns, wetlands, cultural values, fish and wildlife values, flood hazards
and flood plain values (according to Executive Order 11988), land use, navigation, shore erosion
and accretion, recreation, water supply and conservation, water quality, energy needs, safety,
food and fiber production, mineral needs, considerations of property ownership, and, in general,
the needs and welfare of the people. For activities involving the placement of dredged or fill
materials in waters of the United States, a permit will be denied if the discharge that would be
authorized would not comply with the Environmental Protection Agency's 404(b)(1) guidelines.
Subject to the preceding sentence and any other applicable guidelines or criteria, a permit will be
granted unless the District Engineer decides that it would be contrary to the public interest.

The Corps of Engineers is soliciting comments from the public; Federal, State and local
agencies and officials; Indian Tribes and other interested parties to consider and evaluate the
impacts of this proposed activity. Any comments received will be considered by the Corps of
Engineers to decide whether to issue, modify, condition or deny a permit for this proposal. To
make this decision, comments are used to assess impacts on endangered species, historic
properties, water quality, general environmental effects and the other public interest factors listed
above. Comments are used in the preparation of an Environmental Assessment (EA) and/or an
Environmental Impact Statement (EIS) pursuant to the National Environmental Policy Act
(NEPA). Comments are also used to decide the need for a public hearing and to decide the
public interest of the proposed activity.
Generally, the decision whether to issue this Department of the Army (DA) permit will
not be made until the North Carolina Division of Water Quality (NCDWQ) issues, denies, or
waives State certification required by Section 401 of the Clean Water Act. The NCDWQ
considers whether the proposed activity will comply with Sections 301, 302, 306, and 307 of the
Clean Water Act. The application and this public notice for the Department of the Army (DA)
permit serves as application to the NCDWQ for certification.
Additional information regarding the Clean Water Act certification may be reviewed at
the offices of the Environmental Operations Section, North Carolina Division of Water Quality
(NCDWQ), Salisbury Street, Archdale Building, Raleigh, North Carolina. Copies of such
materials will be furnished to any person requesting copies upon payment of reproduction costs.
All persons wanting to make comments regarding the application for Clean Water Act
certification should do so in writing delivered to the North Carolina Division of Water Quality
(NCDWQ), 1621 Mail Service Center, Raleigh, North Carolina 27699-1621, on or before
April 2, 2003, Attention: Mr. John Dorney.
Written comments pertinent to the proposed work, as outlined above, will be received in
this office, Attention: Mr. Dave Timpy, until 4:15 p.m., April 9,.2003.

VICINITY MAP
pow
OJECT
N.C.OEPT.OF TRANSPORTAT
DIVISION OF HIGHWAYS
NEW HANOVER & PENOER COUr
PROJECT 6.279001T (R-240
US 17 FROM EAST OF I-40
WILMINGTON TO 0.26 MI NORTH
OF SR 1571(SCOTTS HILL LOOP
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FROM THE CATENA GROUP FAX NO. : 919-732-5625 Sep, 19 2001 06:51AN Pi
r .
303 Pond Lily Court
HMS,borough, NC 27278
[phone]
Infiltration Basin Soil Report
Scotts Hill Loop Road
I-40 Connector
TIP R-2504 A.
fender County
State Project Number 6279001 T
Prepared For:
Marshall Clawson
NCDOT — Hydraulics UIIrt
1590 Mail Service Center
Century Center Building B
Raleigh, NC 27612
Prepared By:
The Catena Group
Hillsborough, North Carolina
September 18, 2001

INTRODUCTION
The following Soil Technical Report is submitted to assist in the implementation of an
infiltration basin on Scotts Hill Loop Road in Pender County, North Carolina. The basin will be built
in association with the 1-40 Connector (R-2405 A), state project number 62790011'.
PRIMARY INVESTIGATOR'S CREDENTIALS
Principal Investigator: Michael G. Wood N.C. Licensed Soil Scientist (Certification # 1219)
Certified Grade l Water Pollution Control System
Operator (Certification # 19595)
Education: M.S. Soil Science, University of Rhode Island, Kingston, R1
B.S. Recreation Management, University of Vermont, Burlington, VT
SOIL INVESTIGATION
The field survey was conducted on July 17, 2001 and September 10, 2001. Soil borings were
made with a hand auger throughout the basin area. Soil color was determined with a Munsell Soil
Color Chart. The topography, site physical characteristics, and vegetation communities were noted
at these points in order to determine if any repeating patterns existed.
Numerous soil borings were made throughout the basin. The physical and morphological
characteristics were recorded with special consideration given to the seasonal high water table.
Following is a soil profile that is typical of the soil within the study area.
A 0-6 inches: dark yellowish brown (i OYR 4/6) fine sandy loam; very friable, granular
structure.
Bw1 6-30 inches; olive brown (2.5Y 4/4) fine sandy loam, very friable, subangular blocky
structure.
Bw2 30-44 inches; light olive brown (2.5Y 5/4) fire sandy loam with few faint light yellowish
brown (2.5Y 6/4) depletions; very friable, subangular blocky structure.
Bw3 44-49 inches; light yellowish brown (2.5Y 6/4) fine sandy loam with few faint light olive
brown (2.5Y 5/4) concentrations; very friable, st.rbangluar blocky structure.
2C1 49-55 inches; yellowish brown (I OYR 5/8) sandy clay loam with few distinct grayish brown
(1 OYR 5/2); friable, subangular blocky structure.
2C2 55-63 inches; yellowish brown (I OYR 5/8) sandy clay loam; friable, subangular blocky
structure.
3C 63-73 inches; brownish yellow (10YR 6/6) sandy loam; friable, subangular blocky structure.
4C 73-84+ inches; yellowish brown (I OYR 5/8) sandy clay loam. friable, subangular blocky
structure.

FROM : THG CATENA GROUP FAX NO. 919-732-5625 Sep. 19 2231 06:59AM P1
The abrupt change between the Bw3 horizon and the 2C1 was determined to be the result of
lithologic discontinuity as opposed to the natural translocation of clay through the soil profile, hence
the 2C notation.
SEASONAL HIGH WATER TABLE. The lithologic discontinuity has also created a minor
aquatard that has resulted in the development of redoximorphic features in the 30-56 inch horizon.
However, these depletions and concentrations did not persist beyond 50-inches, malting it clearly
evident that the seasonal high water was below these horizons. The boring was subsequently
advanced to 7 feet with no other evidence of seasonal high water encountered. While the seasonal
high water table was encountered in some of the borings near the lower end of the basin, none were
within 2 feet of the design surface.
HYDRAULIC CONDUCTNiTY. The soil was broken into two units, a sandy loam top soil
and a sandy clay loam subsoil. A constant head permeameter (Amooze:meter) was utilized to
measure the conductivity rates. Three conductivity tests were run for each unit and the results for
each were averaged and the calculated as follows:
Sandy loam top soil — 4.6 cm/hour
Sandy clay loam subsoil — 0.30 cmlhr
The calculations arriving at these rates are attached to this report.
Some other factors that are typically considered when basing a design on the field measured
hydraulic conductivity rate:
l . The design will need to be based on the most limiting conductivity rate if the area is excavated to
the point that the porosity in the top soil (sandy loam) is no longer able to contain the target run-
off amount.
2. The physical and chemical constituents of the receiving waters must also be considered when
determining the design rate.
3. The infiltration capacity can be severely compormised by compaction from large equipment and
may need to be factored into the design conductivity rate.
4. The amount and type of vegetation will affect the infiltration raze and needs to be considered in
the design.
CONCLUSION
The findings presented herein represent The Catena Group's professional opinion based on
our site and soils evaluation and knowledge of the current standards and regulations regarding soil
classification and soil pedogensis. The studied area appears to meet the minimal requirements for
depth to seasonal high water table and hydraulic conductivity rates. However, the information herein
does not guarantee proper functioning of the infiltration basin since this will be based on many other
factors including those previously mentioned iR this report, as well as basin design, construction and
maintenance. The final approval of the infiltration basin must by authorized by the North Carolina
Division of Water Quality. Any concurrence with the findings of this report will be made at that
time.

FROM THE CATENR 3ROUP
J * •
FAX NO. : 919-732-5625 Sep. 19 2001 06:52AN P3
HYDRAULIC CONDUCTIVITY STUDY
R-2504 A - Sandy loam (Top Soil)
Date: 07/17/2001
Location: Profile 1 (G78-34U)
SET UP
Hole Depth (cm):
Reference (cm): +}�+'}
Head (cm).
CHT Tube(s) setting: - 30,48 Hoie diameter
_ Hole radius (r): 3
Valve Setting.'`.:- coefficient A; 0.000823
1-ON 2-ON
Coversion Factor (C.F. 105.0
Water change in Chamber clock Elapsed Time Q K K
I Heading
water level
C•F.
time
(min)
(hr)
(cma/hr)
(cm/hr)
(inlhr)
2.1
105.0
2.
2.00
0.033
6015.0
5.4426
2.1427
1.7
105.0
4 0 ;
2.00
0.033
5355.0
4.4059
1.7346
2.3
105.0
s
2.00
0.033
7245.0
5,9509
2.3468
{ ;2'43-Ze"l
1.7
105.0
r8 j
2.00
0,033
5355.0
4.4059
1.7346
e`t22:,"�
1.8
105.0
:�;1Q'{3" '`
2.00
0.033
5670.0
4.6651
1.8366
Zgfi;i
1.8
105.0
`?�0
2.00
0.033
5670.0
4.6651
1.8366
r
1.9
105.0
;.:?"-i4;0 =,
2.00
0.033
5985.0
4.9242
1.9387

PROM THE CATENA GROUP
' , 5
FAX NO. : 919-732-5625 Sep. 19 2001 06:53RM P4
HYDRAULIC CONDUCTIVITY STUDY
R-2504 A
- Sandy clay loam Subsoil
Date, 07/17/2001
Location: Profile 2 (G80)
SET UP
Hole Depth (cm):�
Reference (cm):
+WOKS' r�
Head (cm):
;yY.Y'�`.`
CHT Tube(s) setting: = 13B.38 Hole diameter (cm): I
� .4F
Hole radius (r): 2.9
Valve Setting: ���z���.. «_y_ K�:_'�<:1: coefficient A: 0.000837
1-ON --- 2-ON�
Coversion Factor (C.F.): 20.0
Water change in Chamber clock Elapsed Time Q K K
Reading water level C.F. time (min) (hr) (cm3/hr) (cm/hr) (in/hr)
0.0
20.0
yy'.`��{{t1tj•`i wNy:
0.6
20.0
[ r
2.00
0.033
360.0
0.3014
0.1187
0.6
20.0
�x W
2.00
0,033
360.0
0.3014
0.1187
0.7
20.0
°- "�
2.00
0.033
420.0
0.3516
0.1384
0.6
20.0
2.00
0.033
360.0
0.3014
0.1187
0.6
20,0
_
Y
2.00
0.033
360.0
0.3014
0.1167

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