SW8041124_COMPLIANCE_20050309

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW N�
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
I�D COMPLIANCE EVALUATION INSPECTION
l
DOC DATE
YYYYMMDD

INFILTRATION BASIN ANALYSIS
FILENAME: S:IWQSIINBASIN1041124.mar05.WK1
PROJECT NUMBER: 041124.mar05 DATE: 09-Mar-05
PROJECT NAME: Brock & Scott Office Building
DRAINAGE BASIN: Cape Fear REVIEWER: L. Lewis
RECEIVING STREAM: Hawletts-SFeek CLASS: -SA
Index No.: if? %C(leel- If ORW, is site within the 575' AEC?
SITE AREA 1.38 acres DRAINAGE AREA: 60300 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER
TOTAL
IMPERVIOUS, I= 65..1
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
362jINCHES/HOUR
or 0.000838 FPS
Elev. (ft)
Area, sq ft
Inc. Volume
Acc. Volume
BOTTOM 19.7
508
21
874
898.3
898.3
22
1364
1119
2017.3
OVERFLOW 23
1946
1655
3672.3
VOLUME I DEPTH 1 DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
TOTAL VOLUME AVAILABLE
STORAGE MET AT ELEVATION
TIME TO DRAWDOWN
25 YEAR 24 HOUR STORM NIA
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 =
CUBIC FEET
CUBIC FEET
FEET
HOURS MUST BE <120
0.33 CFS
0.43 CFS Must be > Or
3770.00 CF < 3672.3 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

03/03/2006 THU 8:48 FAX [phone] Corris, Kuske, Tunstall boi/008
VA �UO T
Nrr � '�) NCDENR � .
Nurnarolinaepartment of Environment and aturai esouroes
12 ardinal Drive Extension. Wilmington, NC 28405 [phone] FAX [phone]
NKT #04127 -
Request for Express Permit Review
�I
FILL-IN all information below and CHECK required Permit(s).
FAX to Cameron Weaver along with a narrative and vicinity map of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
r
APPLICANT Name James P. Bonner Managing Partner
Company BSB Properties, LLC
Address c/o Brock & Scott, PLLC 5919 Oleander Dr., Suite 115 City/State Wilmington, NC Zip 28403 County New Hanover
Phone [phone] Fax [phone] Email NIA
PROJECT Name Brock & Scott Office Buildin
ENGINEER/CONSULTANT J. Phillip Norris P.E.
Company Norris, Kuske & Tunstall Cgn$ulting.Engineers, Inc. _
Address 902 Market Street 1 City/State Wilmington, NC Zip 28401 County New Hanover
Phone [phone] Fax [phone] Email
❑ STREAM ORIGINATION CERTIFICATION
® STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ Off Site
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.
❑ WETLANDS (409) ❑ No Wetlands on Site" (letter from COE) ❑Wetlands Delineated/No JD
❑ Greater than 0.1 AC Wetlands Impacted ❑Jurisdictional Determination has been done
❑ Less than 0.1 AC Wetlands Impacted ❑Greater than 0.5 AC Wetlands Impacted
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits:
RECEIVED
SW $ MAR 0 3 2005
CAMA
LQS $ BY:
_,_P,7,b
401 $
Total Fee Amount $

03/03/2005 THU, 8:48 FAX [phone] Dorris, Kt>ske, Tunstall
Z002/008
STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
BROCK & SCOTT OFFICE BUILDING
WILMINGTON, NORTH CAROLINA
For
BSB Properties, LLC
Go Brock & Scott, PLLC 5919 Oleander Drive, Suite 115
Wilmington, NC 28403
[phone]
November 2004
Prepared by:
NORRIS, KUSKE, & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market.Street
Wilmington, North Carolina 28401
'[phone]
[phone] (Fax)
E-mail: office@nkteng-com
NFCT Project No. 04127
b

03/03/2005 THU, 8:48 FAX [phone] N1 orris, Kuske, Tunstall R 003/008
1
NARRATIVE
DESCRIPTION:
The project site is a 1.38-acre tract located at 5431 Oleander .Drive in
Wilmington, North Carolina. The soils of the site consist of moderately wooded, sandy
topsoil and grades ranging from 0.12% to 1.0%- Approximately 1.4 acres will be graded
to allow construction of a new office building with paved parking and paved access.
The runoff from the site is estimated using the rational method 10-year design storm
and rainfall data for the area_ Construction is scheduled to begin as soon as all permits
and approvals are obtained. i
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control
measures. Silt fencing will be provided where needed. The detention pond will be used
as a silt basin during construction and restored to its design contours prior to
completion. A gravel construction entrance will be constructed at the entrance.
Maintenance will be provided by the grading contractor and developer.
STORMWATER MANAGEMENT MEASURES:
i
The project site is located in New Hanover County. Land disturbing on the site
will exceed one acre, which requires the site to comply with the State Regulations. The
stormwater runoff from the development. wil I be directed to the stormwater infiltration
area.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed
when and if conditions warrant during construction. The detention pond/silt basin will
be constructed immediately after that portion of the site is cleared, and outlet structure
with protection will be installed. bisturbed areas will be landscaped or seeded upon
completion.
Y

03/03/2005 THU 8:48 FAX M 343 9604 Norrts, Kuske. Tunstall Z004/008
EROSION CONTROL NOTES AND MAINTENANCE PLAN
1. Install erosion control measures before beginning construction or as soon
thereafter as possible. All erosion and sediment control practices will be
checked for stability and operation following every runoff -producing rainfall but in
no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed.
2. 'Maintain the gravel construction entrances in a condition to prevent mud or
sediment from leaving the construction site. The contractor shall inspect the
construction entrances on ii daily basis. This will require periodic top dressing
with additional No. 4 stone. Any objectionable materials spilled, washed, or
tracked onto public roadwayi shall be removed immediately.
3. Install erosion control measures around the drop inlets as shown on the plans to
trap silt during construction'. Inspect the erosion control around the inlets after
each rain and make repairs immediately. Remove sediment when it becomes
0.50 deep to provide adequate storage volume for subsequent rains_ When the
contributing drainage area has been adequately stabilized, remove all materials
and any unstable soil and either salvage or dispose of it properly. Bring the
disturbed area to proper grade and appropriately stabilize all bare areas around
the drop inlets.
4. Sediment will be removed from behind the silt fence when it becomes 0.5 feet
deep at the fence. The sediment fence will be repaired as necessary to maintain
a barrier. Silt fence stakes:.' hall be spaced 6 feet apart unless a wire backing is
used with 8 foot stake spacing.
i
5. Inspect temporary sediment traps / check dams after each period of significant
rainfall. Remove sediment'and restore the trap to its original dimensions when
the sediment has accumulated to one-half the design depth of the trap. Place
the sediment that is removed in the designated disposal area and replace the
contaminated part of the gravel facing. Check the structure for damage from
erosion or piping. Periodically check the depth of the spillway to ensure it is a
minimum of 1.5 ft below the low point of the embankment. Immediately fill any
settlement of the embankment to slightly above design grade. Any riprap
displaced from the spillway must be replaced immediately. After all sediment -
producing areas have been, permanently stabilized, remove the structure and all
unstable sediment. Smooth the area to blend with the adjoining areas and
stabilize properly.
6. No cut or fill slopes shall exceed a side slope of 1 vertical to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within
15 days. ;

03/03/2005 THU 8:49 FAX [phone] Norris, Kuske, Tunstall 0005/008
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7. The stormwater ponds will act as sediment basins and will be cleaned out when
the level of sediment reaches 2.0 ft below the top of the riser. Gravel will be
cleaned or replaced when the sediment pool no longer drains properly.
8. All disturbed areas shall be seeded within 15 days of disturbance. All seeded
areas will be fertilized, reseeded as necessary and mulched according to
specifications in the vegetative plan to maintain a vigorous, dense vegetative
cover.
9. More stringent measures shall be used to halt erosion if those shown on this plan
are not effective.
10, All erosion shall be cont;-olled including side slopes before the project is
completed.
11- Remove temporary, measures upon completion of project. All permanent
measures will be well established before project closeout.

03/03/2005 THU 8:49 FAX [phone] Dorris, Kuske, Tunstall
9006/008
SECTION 02920
SOIL EROSIONIAND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other
water impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at
the initiation of work, and have these measures reviewed and approved by the local
permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land
disturbing activities, provide permanent protective covering for disturbed areas.
Temporary and permanent erosion control measures shall be coordinated to assure
economical, effective, and continuous erosion and sittation control throughout the
construction and post -construction period. Use the specified seed for both temporary and
permanent seeding. ,
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-16 grade or equivalent_
2.3 Lime shall be dolomitic agricuttural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, Me or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm
weather planting and unhulled for cool weather planting. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent_
2.7 Silt fence shall consist of., NCDOT Class A fabric supported by wood or metal
posts spaced not more than 6 feet on center. The bottom of the fabric shall be buried a
minimum of 6 inches.
2.8 Gravel for check dams shall be #57 washed stone.

03/03/2005 THU 8:49 FAX [phone] ;Dorris, Kuske, Tunstall
Z 007/008
2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B
as shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical harriers to sediment travel, settling basins for new ditches,
and establishment of vegetative cover.
3.2 Construction Practices
3.2. 1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3.1, unless otherwise
shown or directed. i
3.3 Temporary Physical Barriers are required where sedimentation on off site
property or excessive erosion is'a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
erosion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet
and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh
should be installed as pi?r manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be
applied at a rate of 150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence 6accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales,
shall consist of Class A rip rap at minimum two feet high and three feet thick across the
I

03/03/2005 THU 8:49 FAX [phone] Norris, Kuske, Tunstall
Z 008/008
watercourse, with a one foot thick layer of gravel on upstream side. Remove sediment if
accumulated to a depth of 1.0 feet at upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas,,shall be seeded with 2 to 3 pounds per 1000 square
feet of the specified seed mixture.'.I Seed shall be worked into the bed to a depth of 114
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored
as specified hereinbefore. Reapply as necessary to retain cover until grass is
established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long
by 6 inches thick at each entrance to the site used by construction vehicles, until such
time as the permanent roadway is; constructed. Remove soil if accumulated to a depth
greater than 0.5 inches.
3_6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosioi) control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by
the structure. Permanent streambank protection and grassed areas' shall be
maintained until completion of the project. Areas that fail to show a suitable stand of
grass or which are damaged by erosion shall be immediately repaired.
END OF SECTION
i•

Date
Design
NORRIS, KUSKE &TUNSTALL
902 Market St.
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Permit No.V��
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
NKT #04127
WATER QUALITY CLASSIFICATION REQUEST FORM
This form may be photocopied for use as an original.
1. PROJECT fNFORMATION
In order to determine whether a State Stormwater Management Permit will be required for a project in a
non -coastal county, the classification of the closest downslope surface waters (the surface waters that any sheet
flow or overflow from the project would flow toward) must be determined. Please complete Sections I and 11
below. DQW Staff will determine the receiving stream classification, complete Section III, and return the
completed form to you.
1. Project Name: Brock Scott Office Building County: New Hanover
2.. Contact Person: Phil Norris, P.E.1 Norris Kuske & Tunstall Consulting Engineers, Inc._
3. Mailing Address: 902 Market Street
4. City Wilmington T _State NC Zip 28401 Lae
910-343-9653
5. Name of closest downslope surface waters: Hewlett's�Lc Yd�l
6. Signature of contact person: �'UDate:
7. Is a Sedimentation Erosion Con rol Plan or a LAMA Major Permit required? X YES NO
II. REQUIRED ITEMS
An 8" x I I" copy of the appropriate portion of a USGS quad sheet showing the project, s property
boundaries, receiving stream, major roads or State Roads numbers, and nearest town or city must be
attached.
III. CLASSIFICATION REQUEST (To be completed by Regional Office personnel}
1. Name of surface waters: 0(d I L�4 Lr-e-&i,
2. River Basin: 0,Index No. q — i i
3. Classification (as established by the Environmental Management Commission): Q W
4. Proposed Classification, if applicable: I11A
5. State Stormwater Management Permit required? YES NO
6. Signature of Regional Office personnel: Date
cc: Linda Lewis
Engineer
Building Inspector
Central Files
Form SWU-I I I Version 10.99

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02/15/2005
A
TILE 13:22 FAX [phone] lorris? Kuske, Tunstall
NORRIS, KUSKE�,&T,UNS:T'ALL
CONSULTING ENI, GIRS ,,RT,NC;
t Pia U;:1;111'*t'
Memorandum
Date: February 15, 2005
y,
To: Noelle Lutheran }
NC DENR / Division of Water Quality s
1
From: Phil Norris, P.E. 000,ti
Re: Brock & Scott Office uilding,t.
Drainage Basin r ? ,.� I;;
NKT Project No. 04127
4!
2 001/001
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S. Tunstall• P.E.
J.A. Kuske, P.E. of Counsel
i
After further review with NC DOT, it appears that`the drainage along US 17 in this area
goes to Hinton Avenue and then towards Bradley Creels.
JPNJasn
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04127 02-15-05m
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902 Market Street • Wilmington, NC 28401-4733 Phone: [phone] • Fax: [phone]

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October 21, 2004
OnT
2 1~ 20
Norris, Kuske and Tunstall Consulting Engineers
902 Market Street
Wilmington, North Carolina 28401
Attention: Mr. J. Phillip Norris, P.E.
Reference: Double Ring Infiltrometer Testing
Oleander Drive and French Road Project
Wilmington, North Carolina
Job No. 1063-04-540
Dear Mr. Norris:
In accordance with S&ME Proposal 375-04 dated October 12, 2004, S&ME personnel have
recently conducted one double -ring infiltrometer test of the surficial soils at the subject site at the
approximate location shown in Figure 1. Specifically, our representatives performed the following
work items on October 19, 2004.
1. Advanced one hand -angered boring near the infiltrometer test location in order
to visually classify the in -place soils. A Munsell Soil Color Chart was used to
define the hue and chroma of the recovered soil samples.
2. Conducted one double -ring infiltrometer test at a depth of 9 inches below the
existing ground surface. This testing was conducted in general accordance with
American Society for Testing and Materials (ASTM) procedure D-3385
entitled, "Infiltration Rate of Soils in Field Using Double -Ring Infiltrometer".
Based on our field classifications of the excavated soils at the liand-augered boring location, the in -
place soils consist of slighlty silty sands which extended to the completed boring depth of 86 inches
below the existing ground surface. Water was encountered at a depth of 83 inches below the
existing ground surface. The site water level will fluctuate with climatic and seasonal conditions,
however, and may be higher or lower at other times of the year. It is our opinion that the depth to
the seasonal high water table exceeds four feet below the existing ground surface.
The average infiltration rate at test location 1 was approximately 36 inches per hour. A summary of
the field test results is presented in Table 1.
S&ME, Inc. 1910) 799-9945
6409 Amsterdam Way, Building B-3 1910) 799.9958 fax
Wilmington, North Carolina 28405 www.5maint.tom

9
Norris, Kuske and Tunstall Consulting Engineers
S&ME Job Number 1063-04-540
October 21, 2004
Page Two
S&ME appreciates the opportunity to provide our services during this phase of the project. Should
you have any questions after reviewing this letter, or if we can be of additional assistance, please do
not hesitate to contact us at your convenience.
Sincerely,
S&CIE, INC.
C. Richard Connell, II
Senior Engineering Technician
Michael W. Behen, P.E.
Senior Geotechnicai Engineer
CRC:MWBljns
Attachments

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TABLE 1
Double Ring Infiltrometer Testing
Oleander Drive and French Road Project
Wilmington, North Carolina
Job No. 1063-04-540
Date of Test: 10-19-04
Depth of Test Below Site Grade: 9 inches
Depth of Water in Rings: 4 inches
Inner Diameter of Inner Ring: 11.75 inches
Inner Diameter of Outer Ring: 22.5 inches
Depth to Water: 83 inches
Average Infiltration Rate: 36.2 inches per hour
SOIL PROFILE
Depth
Inches
Hue
Value/Chroma
Soil Description
0-5
2.5Y
4/ 1
Dark Gray Fine to Medium SAND - Trace of Silt
5-20
2.5Y
5/3
Light Olive Brown Fine to Medium SAND - Trace of Silt
20-38
2.5Y
4/4
Olive Brown Fine to Medium SAND - Trace of Silt
38-48
2.5Y
6/4
Light Yellowish Brown Fine to Medium SAND - Trace of Silt
48-72
2.5Y
7/2
Light Gray Fine to Medium SAND - Trace of Silt
72-86
2.5Y
6/4
Olive Yellow Fine to Medium SAND - Trace of Silt

0
LEGEND
{ib. Approximate Location
of Infiltrometer Test
SCALE: NOT TO SCALE
CHECKED BY: MWBICRC
DRAWN BY: JNS
DATE: 10-20-04
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G'` .. .. y... .
N •�.rJ�-.........-.
N ....,.......•......................•...-....................
-.•
:.srGir' : o e......
. .. ...................
D
N 23.50
in..................
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� A MA � - - - �:�•��z:oo
SEWER
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Note: Site plan drawing provided to S&ME by Norris,
Kuske and Tunstall Engineers personnel.
INFILTROMETER TESTING
OLEANDER DRIVE AND FRENCH ROAD
WILMINGTON, NORTH CAROLINA
ENGINEERING TESTING
FNVIRONNIENTAI,SERVICES JOB NUMBER: 1063-04-540
Figure
Number
1

[e-mail], 05:22 PM 40126l04, Boundary House Restaurant (NKT #04218) Brock & St
To: [e-mail]
From: "Amy Norris 1 Norris, Kuske & Tunstall Engineers" <[e-mail]>
Subject: Boundary House Restaurant (NKT #04218)g3rock=& Scott Office Building (NKT
#04127)
Cc:
Bcc:
Attached:
Linda,
l met with Vincent Lewis on 10-25-04 at two potential infiltration sites.
The first was in Calabash at the Boundary House Restaurant site. Vincent called the seasonal
high water table to be 40 inches below the ground surface. The existing ground elevation is
36.6, which means the seasonal high water table is at elevation 33.27.
The second site is in Wilmington near the intersection of Oleander Drive and French Road. It is
the Brock & Scott Office Building project. Vincent called the seasonal high water table at 60
inches. The existing ground elevation is 22.7, which means the seasonal high water table is at
elevation 17.7.
Vincent wanted me to e-mail you with this information to document the visits.
If you have any questions or comments, please feel free to call us at 343-9653. Thank you.
Phil Norris, P.E.
Amy S. Norris for Phil Norris, P.E.
Norris, Kuske, & Tunstall Consulting Engineers, Inc.
902 Market Street
Wilmington, NC 28401
910.343.9653
910.343.9604 (Fax)
Printed for "Amy Norris 1 Norris, Kuske & Tunstall Engineers...