SW8071210_Historical File_20180711

®McGill
A S S O C I A T E S
July 2, 2018
Ms. Kelly Johnson
NC Division of Energy, Mineral & Land Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Dear Kelly:
_ X
40
JUL
Subject: Stormwater Permit Application
Town Creek Middle School and
Elementary School Classroom Addition
Lake Park Drive SE
Winnabow, North Carolina
Please find enclosed the following items for review and approval for the above referenced project:
Item Copies Description
1. 2 Stormwater Permit Application Form Pages 3--4 Revised
2. 2 Supplement-EZ Wet Pond Form - Revised
3. 2 Stormwater Design Report - Revised
4. 2 Construction Plan (Partial Plan Set)
5. 2 Land Management Group, Inc. Non -Stream Verification
The following items are in response to the comments found in your review letter dated June 20, 2018:
2.b.ii.4. The low density impervious area has been maximized to 24% as recommended. Permit
Application Sections IV.8. and IV.10 have been updated accordingly. The revised pages are
enclosed.
Additionally, Section 5 of the Stormwater Report has been updated to show the future
impervious areas.
2.b.iii.5.a Drainage Area Map DAM-4 showing the entire site boundary has been added to the
Stormwater Report.
2.bdii.5.b.i. All three proposed drainage areas are included on DAM-4 referenced above.
2.b.iii.5.b.ii.I DAM-3 has been revised to clarify drainage area boundaries prior to and after this
modification by separating pre and post development maps.
The dry pond note has been modified to clarify intent.
712 VILLAGE ROAD SW, SUITE 103, SHALLOTTE, NORTH CAROLINA 28470 1 910.755.5872 1 www.megillengineers.com

Page 2
2.b.iii.5.b.ii.2 The natural drainage area boundaries are defined on DAM-1 and DAM2 on the plans and
within the pre and post drainage area tables. The natural boundaries include but are not
limited to the (3) pocket wetlands areas and perimeter ditches.
2.b.iii.5.b.ii.3 One copy of each drainage area map is included in each of the two reports.
2.b.iii.5.b.ii.4 Bearings and distances have been added to the overall site drainage area post development
boundaries on DAM-4.
2.b.iii.5.b.ii.5 In addition to the drainage arrows shown on DAM-1 and DAM-2 defining drainage patterns,
the elevation layer has been turned on for further clarification on DAM-2.
4.a.i. The design volume calculation has been modified for non -SA waters.
4.a.ii. The calculations have been updated and submitted in the requested table format.
The relevant elevations have been labeled in plan view.
4.a.iii. The wet pond supplement form has been updated accordingly and is attached.
The form has been emailed.
4.b. No water quality swales are proposed in the low density drainage area.
4.c. Yes, the subject ditch has been determined not to be a stream. See attached email verification
from Land Management Group, Inc.
However, as the site elevations allow us to pull the proposed outfall back, we have decided
to do so as an extra precaution. The plan and calculations have been updated accordingly.
4.d. The pond detail has been updated to reflect a deeper forebay entrance.
Please note that there are two inflow pipe systems entering the forebay on opposite sides that
effects the contours at the bottom of the forebay.
4.e. SCM was modeled showing that it contains the 100 year storm (enclosed). For storm events
larger than 100 year, the entire SCM 2 top of bank will serve as an overflow weir to the
surrounding parking lot and drives in lieu of concentrating the flow as it is surrounded by
parking lots and drives.
41 The "Front View of Typical Trash Rack" detail remains at the top of Detail Sheet C-509.
4.g. The note stating "dewatering method by portable pump" remains on Detail Sheet C-509. A
box has been drawn around the note.
4.h. A fountain is not proposed for this project.
4.i. Berm velocity calculations have been added to Section 11 of the Stormwater Report.

Page 3
4;j. Inflow and outflow velocity calculations have been added to Sections 10 and 11 of the
Stormwater Report summarizing the results found in the Storm Sewers Design Calculations
in Section 9.
4.k. The requested note "...the basin shall be completely cleaned out prior to conversion to the
final basin..." remains on Erosion Control Sheet C-103.
4.1. An updated set of plans including only those sheets applicable to the stormwater review are
enclosed including:
I. C-001
COVER SHEET
2. C-002
GENERAL NOTES SHEET
3. C-101
INDEX SHEET and LEGEND
4. C-102
EXISTING CONDITIONS and TREE SURVEY
5. C-103
EROSION CONTROL PLAN
LAKE PARK DRIVE IMPROVEMENTS
6. C-201
PLAN and PROFILE - LAKE PARK DRIVE
ELEMENTARY SCHOOL ADDITION (ES)
7. C-302
LAYOUT PLAN - ELEMENTARY SCHOOL
8. C-303
STORMWATER and GRADING PLAN - ES
MIDDLE SCHOOL (MS)
9. C-402A
LAYOUT PLAN - MIDDLE SCHOOL
10. C-402B
LAYOUT PLAN - MIDDLE SCHOOL
11. C-402C
LAYOUT PLAN - MIDDLE SCHOOL
12. C-403A
STORMWATER and GRADING PLAN - MS
13. C-403B
STORMWATER and GRADING PLAN - MS
14. C-403C
STORMWATER and GRADING PLAN - MS
DETAILS
15. C-501
EROSION CONTROL DETAIL SHEET
16. C-502
EROSION CONTROL DETAIL SHEET
17. C-503
EROSION CONTROL DETAIL SHEET
18. C-504
EROSION CONTROL DETAIL SHEET
19. C-505
STORM DRAINAGE DETAIL SHEET
20. C-506
STORM DRAINAGE DETAIL SHEET
21. C-507
STORM DRAINAGE DETAIL SHEET
22. C-508
STORM DRAINAGE DETAIL SHEET
23. C-509
STORM DRAINAGE DETAIL SHEET
Please note that the demolition sheets were originally included to show the impervious areas
being removed within the drainage area, however, they have been removed as requested.
We respectfully request that the number of requests for additional information be reconsidered due to the
out of the ordinary circumstances of this project and the off -site wet pond permit and drainage area issue
that needed to be resolved prior to moving forward with this permit application request, including the
response time given to the original design engineer to research records.
Please contact me at [phone] or [e-mail] should you have any questions
during your review.

We appreciate your help in this process.
Sincerely,
McGILL ASSOCIATES, E.A.
4VO4j
Holly Cook, PE
Shallotte Office
Enclosures
Page ,4

McGill
• A S S O C I A T E S
STORMWATER
DESIGN REPORT
Project:
Town Creek Middle School
And
Elementary School Classroom Addition
Brunswick County, NC
For:
Brunswick County Schools
JUL 0 3 ���
March 15, 2018
Rev. July 2, 2018

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Johnson, Kelly
From: Holly Cook <[e-mail]>
Sent: Monday, July 2, 2018 12:36 PM
To: Johnson, Kelly
Subiect: RE: [External] Town Creek Schools - Meeting
Attachments: C-403B_Grading.pdf, C-509_SW Details.pdf, DAM 1 2 3 4.pdf, 18-0627_SSW-SWU-101-
App-DEMLR_Pg3-4.pdf, 18-0702_Elev.pdf
Kelly,
Please find attached several draft pdfs documents for our 1:00 phone meeting.
Sincerely,
Holly Cook, PE
Project Engineer
qMcGiR
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] I Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Holly Cook
Sent: Friday, June 29, 20181:56 PM
To:'Johnson, Kelly' <[e-mail]>
Subject: RE: [External] Town Creek Schools - Meeting
Kelly,
Monday afternoon will have to be on the phone. I will try to send you a few items for discussion and
then call you at 1:00. Thank you.
Sincerely,
Holly Cook, PE
Project Engineer
aMc-Giff
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com

From: Johnson, Kelly <[e-mail]>
Sent: Friday, June 29, 2018 12:35 PM
To: Holly Cook<[e-mail]>
Subject: RE: [External] Town Creek Schools - Meeting
I just tried to call, but it sounds like you are off today. Did you want to chat Monday afternoon at 1pm? In person, or on
the phone?
Have a good weekend,
Kelly
From: Holly Cook[mailto:[e-mail]]
Sent: Thursday, June 28, 2018 11:37 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: [External] Town Creek Schools - Meeting
OK, no problem.
Sincerely,
Holly Cook, PE
Project Enginee
r""��''
A.43 rti t .'a"J E 5
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Johnson, Kelly <[e-mail]>
Sent: Thursday, June 28, 2018 11:36 AM
To: Holly Cook<[e-mail]>
Subject: Re: [External] Town Creek Schools - Meeting
I won't be out of the office all next week, but I will only be working for two of five days and so I need to see
what else is on my plate. I am home with a sick kid today, but I will get back with you tomorrow.
KJ
From: Holly Cook<[e-mail]>
Sent: Thursday, June 28, 2018 11:24 AM

McGill
A S S O C I A T E S
Stormwater Design Report Index
Town Crcck Mliddic School and Elementary School Classroom Addition
Brunswick County, NC
SECTION
1 Stormwater Narrative
2 Map with Site Identification
•8 Brunswick County GIS
❖ USGS
NC Surface Water Classifications
3 Soils Data
❖ Stormwater Soil boring Elevation Table Summary
40- Preliminary Wetland Delineation for Town Creek Elementary School by Land
Management Group, Inc.
❖ Preliminary Wetland Delineation for Town Creek Middle School by Land Management
Group, Inc.
❖ Post COE Meeting Upland/ Wetland Delineation Sketch by Land Management Group,
Inc.
❖ Geotechnical Engineering Letter for Town Creek Middle School Fire Lane by ECS
Southeast, LLP
■ Seasonal High Water Table Determination
■ Soil Profiles
■ Location Map
■ Pavement Recommendations
❖ Geotechnical Engineering Report by ECS Southeast, LLP
■ Seasonal High Water Table Determination
■ Soil Profiles
■ Soil Infiltration Rates
Location Map
■ Pavement Recommendations
Page Iof3

McGill
A S S O C I A T E S
Stormwater Design Report Index
Town Creek Middle School and Elcmentary School Classroom Addition
Brunswick County, NC
4 Drainage Area Maps
DAM-1 Pre Development: Project Area
DAM-2 Post Development: Project Area
❖ DAM-3 Pre and Post Development: Existing Wet Pond
❖ DAM-4 Overall Site Drainage Boundaries
i 5 Pre and Post Development Site Area Summary
6 Site Runoff Summary
•'• Pre Development
♦ ■ Time of Concentration Calculations
■ Rainfall Intensity Calculations
❖ Post Development
■ Time of Concentration Calculations
■ Rainfall Intensity Calculations
7 Open Channel Flow Calculations
see Flow Calculation Summary
Channel Report Demonstrating Maximum Conditions — Grass
f❖ Channel Report Demonstrating Maximum Conditions — Bare Soil
❖ Channel Report Temporary Swale — Grass
❖ Channel Report Temporary Swale — Bare Soil
8 Gutter Spread Calculations
❖ Gutter Spread Calculation Summary
❖ Maximum Conditions Combination Inlet Sag
❖ Maximum Conditions -- Combination Inlet On Grade
Page 2 of 3

t
McGill
t -,dd A S S O C I A T E S
Stormwater Design Report Index
Town Creek Middle School and Elementary School Classroom Addition,
Brunswick County, NC
9 Storm Sewers Design Calculations
d• System A
❖ System B-C
❖ System D
•;• System ES
10 Stormwater Control Measure SCM 1
Drainage Area Land Use Summary
❖ Design Calculations
❖ Hydraflow Hydrographs Report
❖ Inflow and Outflow Velocity Calculations
••• Weir Report
11 Stormwater Control Measure - SCM 2
❖ Drainage Area Land Use Summary
❖ Water Quality Volume Calculations
❖ Design Calculations
Hydraflow Hydrographs Report — SCM 2
❖ Hydraflow Hydrographs Report — SCM 2 Forebay
❖ Inflow and Outflow Velocity Calculations
❖ Berm Velocity Calculations
i 12 Erosion & Sediment Control Temporary Sediment Facility Calculations
❖ Temporary Sediment Trap 1
❖ Temporary Sediment Basin 2
❖ Orifice Sizing Calculations
13 Existing Wet Pond
❖ Built Upon Area Summary
Drainage Area Summary
❖ Existing Permit Page 3 of 6 — Reference Purposes Only
Page 3 of 3

Section 1
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k1,-',,,McGifl
A S S 0 C i A T E S
STORMWATER NARRATIVE
Town Creek Middle School
and
Town Creek Elementary School Expansion
for
Brunswick County Schools
PROJECT DESCRIPTION
The purpose of this project is for the construction of the new Town Creek Middle School and expansion ofthe existing
Town Creek Elementary School off of Lake Park Drive SE on approximately 60.67 acres of which 21.28 acres is the
current Town Creek Elementary School site and 39.38 acres is the current Town Creek Middle School site.
19.4 acres will be disturbed as part of this project. The limits of disturbance are defined on the plans by the location
of the silt fence (SF), tree protection (TP), and/or construction fence.
LAYOUT
The proposed 7,607 sf Town Creek Elementary School building expansion is to be located along the southern wing
of the existing school building. The expansion consists of six (6) classrooms, vestibule, girls restroom facility, and
boys restroom facility.
The proposed 2-story 91,280 sf gfa Town Creek Middle School building, future 2,824 sf expansion, roadways, parking
lots, sidewalks, athletic fields and associated facilities are to be located off of Lake Park Drive SE northeast of the
existing Town Creek Elementary School building with shared access roadways, bus parking, and walkways between
the schools. The proposed building straddles the existing school property line. The shared property line shall be
vacated and the parcels combined.
PHASING
This project is to be phased.
Phase 1— Elementary School Classroom Addition
Phase 2 — Middle School Building and Site Improvements
Phase 3 — Middle School Classroom Addition
ADJACENT PROPERTY
The project is bound to the north by a large parcel zoned CI that includes forested area nearest the proposed project,
agricultural area, and a mobile home off of Governors Road. The project is bound to the south and east by a large,
vacant parcel zoned R75. Plans for development of this vacant parcel were submitted to Brunswick County in 2007
and the status of the development is unknown. The project is bound to the west by a large, vacant parcel zoned R75
and the Town Creek Park zoned CP.
EXISTING SITE CONDITIONS
The existing Town Creek Elementary School site is currently developed and contains the school building, asphalt
parking lots, walkways, playground structures, and associated facilities. A portion of the site is undisturbed woodlands.
Page 1 of 3

The project area contains gradual to moderate slopes. In general, the site slopes away from the building to the
perimeter of the property.
The existing Town Creek Middle School site is currently undeveloped and contains dense vegetation. The project
area contains gradual to moderate slopes. In general, the site slopes to the north and east.
SOILS
A Soil Boring Report was performed by ECS Southeast as part of this work and is included in this report. In summary,
soils conditions throughout the site do not support the use of stormwater infiltration methods.
Areas of significant surface wetness may be anticipated during construction.
CRITICAL AREAS
A wetlands investigation was completed by Land Management Group within the project areas of the site. Additional
wetlands areas may or may not exist on the portion of the site outside of the project limits and were not located as part
of this work.
Approximately 2,169 sf of wetlands `A' and 3,546 sf of wetlands `C' will be disturbed for the installation of the fire
lane and sidewalk at the southern portion of the site in order to ensure that the proposed fire lane extends to all portions
of the building as required by code and is located outside of the building collapse zone.
Approximately 1,200 LF of Potential Waters of the U.S. are located along the eastern parcel boundary of Parcel
840006202. This ditch is identified as a relatively permanent water and is not a stream.
STORMWATER MANAGEMENT
A High Density Stormwater Permit, SW8 071210, was issued by the North Carolina Department of Environment and
Natural Resources Division of Water Quality (NCDENR DWQ) for the Town Creek Elementary School project in
2007 and modified on June 16, 2010.
This project falls under Section 15.A. NCAC 02H .1019 Coastal Counties of the North Carolina Administrative Code
Current Stormwater Rules. Vacating the shared property line between schools and combining the parcels should allow
this project to apply to NCDENR DWQ for a Permit Modification for the following:
Drainage Area 1, High Density: Existing Elementary School Building and Existing Site Improvements and
Proposed Elementary School Classroom Addition
Drainage Area 2, High Density: Proposed Middle School Building, Bus Lane Improvements, Entrance Road,
Main Parking Lot, Loading Area
Drainage Area 3, Low Density: Administration Parking Lot and Future Impervious Areas up to 24%
The 39.38 acre Middle School portion of this project is anew review for state stormwater. No modifications to the
existing Town Creek Elementary School off -site stormwater wet pond are proposed as part of this work.
The stormwater runoff from the existing Town Creek Elementary School is conveyed by open channel and closed
conveyance systems to an existing off -site stormwater wet pond. No net increase in impervious areas or stormwater
runoff to the existing stormwater wet pond are proposed as part of this work. Outside of the limits of construction
shown on this plan, no changes to the previously approved and permitted Town reek Eiementary School stormwater
plan are proposed as part of this work.
,, 2 of 3

The existing off -site stormwater wet pond was designed and approved to handle 246,395 sf of impervious area with
no additional capacity. The existing pond was previously certified and is assumed compliant.
All stormwater runoff from the Town Creek Elementary School Expansion Addition is directed to a new dry pond via
roof drain collection system to manage stormwater runoff prior to entering the existing off -site wet pond to ensure
that there is no net increase in stormwater runoff for the 10 year storm event. The pond outfalls at a post -development
l rate less than the pre -development rate to the existing off -site wet pond stormwater collection system during design
storm conditions.
All stormwater runoff from the Town Creek Middle School site will be directed to new stormwater control measures
or sheet flow as allowed. The proposed Middle School Building and a portion of the site improvements are directed
to a new on -site wet pond via stormwater collection system. The pond outfalls at a post -development rate less than
the pre -development rate to the existing perimeter ditch.
All remaining portions of the project area are considered low density and are conveyed to the perimeter ditch(es)
and/or wetlands areas via grassed swales or sheet flow at non -erosive rates.
The selection of the stormwater control measures was dictated by the topographic survey data and the soil boring data,
groundwater elevations and soil permeability rates.
Less than 20.0 acres will be disturbed as part of this work.
Stormwater control measures will ensure that there will be no net increase in post construction peak stormwater
discharge leaving the development area from the predevelopment conditions.
All stormwater management practices shall be constructed and maintained in accordance with the State of North
Carolina Stormwater Permitting Program and the Brunswick County Stormwater Management Ordinance.
EROSION CONTROL
All vegetative and structural erosion and sediment control practices shall be constructed and maintained in accordance
with the Minimum Standards and Specifications of the North Carolina Erosion and Sediment Control Planning and
Design Manual.
Selection of erosion and sediment control practices takes into account the existing topography and vegetation. The
primary erosion control practice for concentrated runoff from construction activities for this project is temporary
sediment basins/traps.
The area of the permanent stormwater control measures (SCM) shall be used as temporary sediment facilities. The
temporary bottom elevations shall be six (6) inches above the final bottom elevation. The facilities shall be completely
cleaned out prior to conversion to the permanent facilities.
The disturbed area of Phase 1 is less than 1 acre and the concentrated runoff from construction activities will be treated
by a temporary sediment trap. Sheet flow runoff will be treated by silt fence. in addition to the use of inlet protection
and tree protection as shown.
The disturbed area of Phase 2 is less than 19 acres and the concentrated runoff from construction activities will be
treated by a temporary sediment basin. Open channels contain rock check dams and erosion control matting as
required. Sheet flow runoff will be treated by silt fence, in addition to the use of inlet protection and tree protection
as shown.
The primary erosion control practice for Phase 3 is silt fence as the area of disturbance is less than one acre.
Pa:.7e 3 of 3
L

Section 12

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Section 3

UMcGiR
A S S U V 1 A TG S
SA
ormwater Soil Boring Elevation Table
Project: Town Creek Schools
Location: Brunswick County. NC
Date: March-18
Soil Ground
Boring Elev 1
SHWT
Depth Z
Elev
Groundwater
Depth 2 Elev
Rate
Infiltration
Depth Z
Elev
(ft)
(in)
(ft)
(in)
(ft)
(in/hr)
(in)
(ft)
Elementary School
1 26.5
l0
25.7
24
24.5
0.024
14
25.33
2 27.0
16
25.7
32
24.3
0.006
10
26.17
3 26.3
24
24.3
36
23.3
0.039
10
25.47
Average =
25.2
Middle School
4 26.8
22
25.0
40
23.5
0.000
71
24.80
5 27.3
14
26.1
20
25.6
0.011
26.30
Average =
25.6
6 26.9
12
25.9
24
24.9
0.001
12
25.90
7 25.6
18
24.1
36
22.6
0.001
12
24.60
8 27.6
16
26.3
24
25.6
0.001
18
26.10
Average =
25.4
Overall Middle School Site
Average
25.5
Design
Note:
1 Ground elevations per survey.
2 Groundwater depths per Soils Report by ECS.

NOTE: This is not a survey. All boundaries and distances are considered approximate.
t This represents a preliminary sketch prepared from field notes. A survey of delineated
areas and review and approval by the US Army Corps of Engineers is recommended prior
to specific site planning.
A XI
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40
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1�71Yrr y
Legend
Flagged wetlands (pending review & approval by
the U.S. Army Corps of Engineers) —0.4 ac
Map Source: McGill Associates Site plan, 2016 NG OneMap Aerial Photography
Town Creek Elementary
Brunswick County, NC
February 2018
LMG # 40-17-140A
LMG
LAJD MANAGEMENT GROUP .
Envir; nmxntnf C-'.RPPIi
www.imarouo.net
3805 Wrightsville Avenue
Wilmington, NC 28403
Phone:[phone] Fax:[phone]
SCALE 1" = 100'
Preliminary
UplandMetland
Delineation Sketch

Potential Waters of the US (relatively permanent waters) — 1.200-linear feet
® Marginal Areas - Not Flagged — 2.8-acres
NOTE: This is not a surrey. All boundaries and distances are considered approximate.
This represents a preliminary sketch prepared from field notes. Asurvey of delineated
areas and review and approval by the US Army Corps of Engineers Is recommended prior
to specific site planning.
LAWETLANDS12017 WETLANDS FILES140-17-140 —Town Creek Middle School. Craig EdteraAAAPS
Map Source: 2016 NC OneMap Imagery
I�1
SCALE 1" = 300'
(when printed at IVx17')
I Town Creek Middle School i LMG _ I
Brunswick County, NC Figure 7
Em:ran.rx,af O •.uim::r
Preliminary
www.Imemuo.net UplandlWetland Sketch
May 2017 3805 Wrightsville Avenue
LMG # 40-17-140 Wilmington, NC 28403
Phone: [phone] Fax: [phone]

NOTE: This is not a survey. All boundaries and distances are considered approximate.
This represents a preliminary sketch prepared from field notes. A survey of delineated
areas is recommended prior to specific site planning. This delineation was field verified
by the US Army Corps of Engineers on 4/17/18.
r
Y�
1 -
�
Iy$] +4
F e
1 �1lG. Ali
,I
1 -
Legend
Tax parcel -21.3 ac
Areas considered to be uplands -20.8 ac (98%)
Wetlands originally flagged by LMG -0.4 ac (2%
_ Wetlands added at COE Meeting -0.1 ac (<1 %)
Waters of the U.S. -30 I.f.
Map Source: 2016 NC OneMap Aerial Photography
RC:AI F 1" = 9nn'
Town Creek Elementary �LMG
Brunswick County, NC "`�°M"N��"Post COE Meeting
'� Environnentnl Cons,•Itants ants
www.imorouo.net Upland/Wetland
April 2018 3805 Wrightsville Avenue delineation Sketch
LMG # 40-17-140A Wilmington, NC 28403
Phone:91tl.452.tl001 Fax:[phone]

ECS 1- H EA T, L L P "Setting the Standard for Service"
w Geotechnical , Construction Materials _ Environmental • Facilities NC Regv!ered Engiro-^nng Fim+ F 1r78
NC R,gc.ntere,t aec ^gists ',,in C-ANI
Reg•stcred Er:ginee.,ing Firm 3252
Mr. Craig Eckert
Brunswick County Schools
35 Referendum Drive
Bolivia, North Carolina 28422
Reference: Geotechnical Engineering Letter
TCMS Fire Lane
6330 Lake Park Dr. SE
Winnabow, Brunswick County, North Carolina
Dear Mr. Eckert:
March 9, 2018
ECS Project No. 22:26426
As requested, two (2) hand auger borings with Kessler Dynamic Cone Penetrometer (DCP) tests
and seasonal high water table estimates were performed in the area of the proposed fire lane for
the new Town Creek Middle School located near 6330 Lake Park Drive SE in Winnabow, Brunswick
County, North Carolina. We understand that the proposed fire lane will be either pervious or
impervious. If gravel/ABC stone is used for the fire lane, the fire lane should be considered
impervious. If a pave geotextile is implemented (grass, porous aggregate, etc.) the fire lane can be
considered pervious.
Groundwater Observations: The apparent groundwater depths were observed at the end of the
work day and appeared to range from approximately 1.7 feet below ground surface. The
groundwater levels are noted on the boring logs attached to this letter. The SHWT ranged from
around 0.5 to 0.8 feet at the test locations. The SHWT report is attached to this letter.
Fire Lane Design Considerations: The in place subgrade soil can be modeled with a CBR value of 3.
The fire lane will be designed with an ESAL of 75,000.
For a pervious fire lane, fire lane can utilize a porous paver system such as Grasspave2. The use of
a porous paver system that is selected should be installed per manufacturer specifications and
have a bearing capacity suitable to support a fire truck. An open graded base course utilizing sand
or gravel should be used under the porous paver system. The thickness of the open graded base
course should be based on the water storage determined by the Civil Engineer. After the open
graded base course is placed, the geotextile can be placed and back -filled with sand in accordance
with manufacturer specification.
For a gravel fire lane, the fire lane should be considered impervious and consist of at least 22
inches of ABC Stone. Alternatively, if approximately 2 feet of undercut is performed, the section
can be reduced to 16 inches of ABC stone, and if TX140 geogrid is used, the section can be
reduced to 10 inches of ABC stone.
6714 Netherlands Drive. Wilmington, NC 28405 - T 910-686-9114 • F: 910-686-9666 • www.ecslimited.com
ECS Capital Services, PLLC • ECS Florida. LLC • ECS Mid -Atlantic, LLC • ECS Midwest. LLC • ECS Southeast, LLP ECS Texas, LLP

TCMS Fire Lane Letter March 9, 2018
ECS Project No. 22:26426 Page 3
Materials satisfactory for use as structural fill should consist of inorganic soils classified as SM, SC,
SW, SP, GW, GP, GM, and GC, or a combination of these group symbols, per ASTM D 2487.
Natural fine-grained soils classified as clays or silts (CL, ML) should generally not be considered for
use as engineered fill, but may be evaluated by the geotechnical engineer to determine their
suitability at the contractor's request. The materials should be free of organic matter, debris, and
shouid contain no particle sizes greater than 4 inches in the largest dimension. Open graded
materials, such as gravels (GW and GP), which contain void space in their mass should not be used
in structural fills unless properly encapsulated with filter fabric. Suitable structural fill material
should have the index properties shown below.
Structural Fill Index Properties
Max % Fines
Wcation with Respect to Final Grade
LL
pi
Passing # 200 Sieve
Fire Lane Area
35 max
9 max
20
Materials that should not be used as engineered fill include topsoil, organic materials (OH, OL),
and high plasticity clays and silts (CH, MH). Such materials removed during grading operations
should be either stockpiled for later use in landscape fills, or placed in approved on or off -site
disposal areas.
In the area of the pervious fire lane area, compaction of at least 90% and no more than 95%
should be achieved. In the area of the impervious fire lane area, compaction of at least 98%
should be achieved. ECS should be called on to document that proper fill compaction has been
achieved.
Fill Compaction Control: The expanded limits of the proposed construction areas should be well
defined, including the limits of the fill zones for the proposed construction area, at the time of fill
placement. Grade controls should be maintained throughout the filling operations. All filling
operations should be observed on a full-time basis by a qualified representative of the
construction testing laboratory to determine that the minimum compaction requirements are
being achieved. Field density testing of fills will be performed at the frequencies shown in the
table below but not less than 1 test per lift.
Frequency of Compaction Tests in Fill Areas
Location Frequency of Tests
Fire Lane Area 1 test per 10,000 sq. ft.
Compaction equipment suitable to the soil type being compacted should be used to compact the
subgrades and fill materials. A vibratory steel drum roller should be used for compaction of
coarse -grained soils (Sands) as well as for sealing compacted surfaces.
Fill materials should not be placed on frozen soils, on frost -heaved soils, and/or on excessively
wet soils. Borrow fill materials should not contain frozen materials at the time of placement, and
all frozen or frost -heaved soils should be removed prior to placement of structural fill or other fill
soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and
moisture conditioned.

TCMS Fire Lane Letter March 9, 2018
ECS Project No. 22:26426 Page 4
At the end of each work day, all fill areas should be graded to facilitate drainage of any
precipitation and the surface should be sealed by use of a smooth -drum roller to limit infiltration
of surface water. During placement and compaction of new fill at the beginning of each workday, the
Contractor may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak
plane will not be formed between the new fill and the existing subgrade soils.
Drying and compaction of wet soils is typically difficult during the cold, winter months.
Accordingly, earthwork should be performed during the warmer, drier times of the year, if
practical. Proper drainage should be maintained during the earthwork phases of construction to
prevent ponding of water which has a tendency to degrade subgrade soils.
Where fill materials will be placed to widen existing embankment fills, or placed up against
sloping ground, the soil subgrade should be scarified and the new fill benched or keyed into the
existing material. Fill material should be placed in horizontal lifts. In confined areas such as utility
trenches, portable compaction equipment and thin lifts of 3 inches to 4 inches may be required to
achieve specified degrees of compaction.
We recommend that the grading contractor have equipment on site during earthwork for both
drying and wetting fill soils. We do not anticipate significant problems in controlling moisture
within the fill during dry weather, but moisture control may be difficult during winter months or
extended periods of rain. The control of moisture content of higher plasticity soils is difficult
when these soils become wet. Further, such soils are easily degraded by construction traffic when
the moisture content is elevated.

TCM5 Fire Lane Letter March 9, 2018
EC5 Project No. 22.26426 Page 5
Closure: ECS has prepared this report of findings, evaluations, and recommendations to guide
geotechnical-related design and construction aspects of the project. The description of the
proposed project is based on information provided to ECS by McGill and Associates. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately so that we can review
the report in light of the changes and provide additional or alternate recommendations as may be
required to reflect the proposed construction.
It has been our pleasure to be of service to Brunswick County Schools during the design phase of
this project. We would appreciate the opportunity to remain involved during the continuation of
the design phase, and we would like to provide our services during construction phase operations
as well to verify the assumptions of subsurface conditions made for this report. Should you have
any questions concerning the information contained in this report, or if we can be of further
assistance to you, please contact us.
Respectfully submitted,
ECS Southeast, LLP
Mike Ellis, L:t
Project Manager
MEllis@ecslimited. com
Attachments: Site Location Plan
Exploration Location Plan
Kessler DCP Test Results
Reference Notes for USCS Classification
Hand Auger Boring logs
SHWT Report
ASFE Document
d I.
� 3/09/18 '
���555VVVJJ! I i`f� V 1'A\��
Winslow Gains, PE
Principal Engineer
WGoins @ecslimited. com

14-

w
WVA="mw
14"M —W, =
..................
wpm LpEq2wmmwrvm&T"uk
�a�.t
K-1
OLD FRE LANE
I'VAU FIR7 I ANP
GBR LOCA"IRION
K-2
44pmw",&
DENOTES APPROXIMATE LOCATION Or HAND AUGER BORING WITH KESSLER DCP TEST
REFERENCE
McGill Associates
EER
EXPLORATION i uivvto — Fire Lane ENGINDRAFTING WEG I FMW
LOCATION DIAGRAM SCALE Pm(,mQ NTS SHE2ET
OF
PROJECT
NO. 22.26426
Winnabow, North Carolina DATE 3/5/2018

DCP TEST DATA
Project:
Location:
TCMS - Fire Lane
K-1
Hffmer
10.1 ItsCH
1 Q 17.6lbs.
Q both hammers used
Date: 5-Mar-18
Soil Type(s): SAND (SC, SM) and CLAY (CL)
BoilQ y CL
I Q All other soils
No. of
Blows
Cumulative
Penetration
(mm)
Type of
Hammer
c
—
=
W
O
0.1
0
5
10
15
20
25
30
35
40
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635
762
889
1016
100.0
E
E
3
d
W
0
0
1
5
259
1
5
Soo
1
5
673
1
5
803
1
5
904
1
Ll
1.0
10.0
_
a20
p
0
0
5
10
16
25
30
35
40
0
2000
14
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
127
254
381
BOB
635
762
Based on approximate Interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement Portland
Cement Association, page 8,1956) 889
1016
42 56 69 83
CAPACITY, psi
E
E
3
W
-•-
—----- --
28
BEARING

DCP TEST DATA
Project:
Location:
TCMS - Fire Lane
K-2
i eT
1I HU 101lbs.
I O 17.6 lbs.
Q Both hammers used
Date: 5-Mar-18
Soil Type(s): SAND (SM, SC)
pe
�YCH
Q CL
I QQ All other soils
i
I
No. of
Blows
Cumulative
Penetration
(mm)
Type of
Hammer
01
0
5
10
15
c
—
= 20
w
p
25
30
35
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635
762
889
1016
100.0
E
E
2
a
W
0
0
1
5
358
1
5
622
1
5
759
1
J40
1.0
10.0
0
0
5
10
15
_
a20
u1
p
25
30
35
40
0
2000
14
BEARING
4000
CAPACITY, psf
6000 8000 10000 12000
0
127
21
381
508
635
762
Based on approximate Interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8.1966) 889
1016
42 56 69 83
CAPACITY, psi
E
E
3
a
w
0
28
BEARING

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division
Group Symbol
Typical Names
Classification Criteria
GW
Well -graded gravels and gravel-
Co = D601DIO Greater than 4
,�,
sand mixtures, little or no fines
-8
CZ = (D30)2/(DIOxD60) Between 1 and 3
8
GP
Poorly graded gravels and gravel-
a
Not meeting both criteria for GW
�° c
sand mixtures, little or no fines
o
CA rA o
�00
3 ��
c
GM
Silty gravels, gravel -sand -silt
rn `" a ,'n
0; U
Atterberg limits plot below "A' line or
N
mixtures
°
c7 C7 ;
plasticity index less than 4
o
0 0
�
o'a
oGC
Clayey gravels, gravel -sand -clay
°
Atterberg limits plot above "A" line
a
mixtures
and plasticity index greater than 7
SW
Well -graded sands and gravelly
c
y c y
Cu = D6i/D10 Greater than 6
b W,
,
sands, little or no fines
o
N N c
CZ = (D30)2/(DIOxD60) Between 1 and 3
V O
V V
v
N
d z
z z
z
SP
Poorly graded sands and gravelly
y
Not meeting both criteria for SW
B
o y
sands, little or no fines
a
°
w
U
tn - Cq
Atterberg limits plot below "A" line or
SM
Silty sands, sand -silt mixtures"
c
plasticity index less than 4
SC
Clayey sands, sand -clay mixtures
o
Atterberg limits plot above "A" line
2
and plasticity index greater than 7
>
ML
Inorganic silts, very fine sands,
Note: U-line represents approximate upper limit of IL and PI combinations
N
rock flour, silty or clayey fine
for natural
soils (empircally detemtined). ASTM-132487.
Nsands
as
'0 O
N zb
��'., �„ y
= '
CL
Inorganic clays of low to medium
f:q,cvd bra 9a.,.a.',ro 0" pl%0. ma.
++Caerlim:l &ea,,i¢r7 "•x i='urEsais-
b n
a .y
U��
plasticity, gravelly clays, sandy
„
— .... ......... ...... .
?'` �+
a
e
clays, silty clays, lean clays
�
�
40
u o
OL
Organic silts and organic silty
c
clays of low plasticity
MH
Inorganic silts, micaceous or
to ...
diatomaceous fine sands or silts,
elastic silts
t0
y
CH
Inorganic clays of high plasticidy,
a
0
fat clays
°°
unurouurt °° ,a n°
OH
Organic clays of medium to high
Plasticity chart for the classification of fine-grained soils.
plasticity
Tests made on fraction finer than No. 40 sieve
Highly organic soils
Pt
Peat, muck and other highly
Fibrous organic matter; will
organic soils
char, bum, or glow
UNIFIED S 0 1 L
CLASSIFICATION
RIP
SYSTEM
E,M

CLIENT
Job#:
BORING#
SHEET
--- �
Brunswick County Schools
22:26426
K-1
1 OF 1
jjj'''
PROJECT NAME
ARCHITECT -ENGINEER
TCMS - Fire Lane
SITE LOCATION
CALIBRATED PENETROMETER TONS/Fr
Lake Paris Dr SE Winnabow. Brunswick Goun North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
'
w
LIMIT% CONTENT% LIMIT%
9�
F
o
BOTTOM OF CASING ]♦ LOSS OF CIRCULATION D
n
o
a
a
0
Uj >
SURFACE ELEVATION
5
® STANDARD PENETRATION
o
(
U)
0
M
3 W
9
ED
BLows�Fr
Topsoil/Rootmat Depth [6'j
(SM) SILTY FINE SAND WITH CLAYEY
LAYERS, dark gray, moist
1
(CL) SANDY CLAY, orange to gray, moist to
saturated
2
3
4
END OF BORING @ 4.0'
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL 1.7' WS❑ WD❑
BORING STARTED 3/5/18
CAVE IN DEPTH
WL(SHW) s WL(ACR)
BORING COMPLETED 3/5/18
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L

CLIENT
Job
BORING#
SHEET
—
Brunswick County Schools
22:26426
K-2
1 OF 1
ri {'
1
PROJECTNAME
ARCHITECT -ENGINEER
TCMS - Fire Lane
-i
SITE LOCATION
CALIBRATED PENETROMETER TONS+72
6330 Lake Park Dr SE Winnabow. Brunswick Counly, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EAST:NG
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT%
BOTTOM OF CASINGLOSS OF CIRCULATION TM�
w z
J
g
J O
¢ ~
® STANDARD PENETRATION
SURFACE ELEVATION
¢
3 w
Q
m
BLOWSIFT
Topsoil/Rootmat Depth [61
(SM) SILTY FINE SAND WITH CLAYEY
LAYERS, dark gray, moist to saturated
QZ
(SC) CLAYEY FINE SAND, orange to gray,
saturated
3
4
END OF BORING (ig 4.0'
I
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
WL 1.7' WS ❑ WD ❑
BORING STARTED 3/5/18
CAVE IN DEPTH
WL(SHW) WL(ACR)
BORING COMPLETED 315/18
HAMMERTYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L

L
yrurrn,�=-�1
I Ch ECS SOUTHEAST, LLP "Setting the Standard for Service"
+ Geotechnical • Construction Materials • Environmental • Facilities Ott Ca �ir qq r ;,n rgllr F VJ,
AIG S3G` r:'sr :es C*,rnoj;-*M F,rin Q-4CC
March 8, 2018
Mr. Craig Eckert
Brunswick County Schools
35 Referendum Drive
Bolivia, North Carolina 28422
Reference: Report of Seasonal High Water Table Estimation
Town Creek Schools
Winnabow, Brunswick County, North Carolina
ECS Project No. 49.6405
Dear Mr. Eckert:
ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
within the proposed stormwater control measure (SCM) area(s) at 6330 Lake Park Drive in
Winnabow, Brunswick County, North Carolina. This letter, with attachments, is the report of our
testing.
Field Testing
On March 5, 2018, ECS conducted an exploration of the subsurface soil and groundwater
conditions at two requested locations shown on the attached Boring Location Plan (Figure 1).
ECS located the boring locations using GPS equipment. The purpose of this exploration was to
obtain subsurface information of the in situ soils for the SCM area(s). ECS explored the
subsurface soil and groundwater conditions by advancing one hand auger boring into the
existing ground surface at each of the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS also
recorded the SHWT and groundwater elevation observed at the time of the hand auger borings.
The attached Infiltration Testing Form provides a summary of the subsurface conditions
encountered at the hand auger boring locations.
The SHWT and groundwater elevation was estimated at the boring locations below the existing
grade elevation. A summary of the findings are as follows:
Location
SHWT
Groundwater
B-1
10 inches
20 inches
B-2
6 inches
20 inches
SHWT may vary within the proposed site due to changes in elevation and subsurface
conditions. ECS observed wetland flagging within the vicinity of B-2. ECS anticipates that the
SHWT be at the surface elevation within the wetland areas located in the SCM system footprint.
I• GS C.Aprtol Sen/ices. PLLC • ECS Florida, L t_G • FGS Mid Atlant n, l.I_C T ECS Midwest Ll.t : • ECS Scn&e"- LLP • ECS Texas. LLP
wvvw ecslimited.com

Report of SHWT Estimation
Town Creek Schools
Winnabow, Brunswick County, North Carolina
ECS Project No. 49.6405
March 8, 2018
Closure
ECS's analysis of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. If the project
information provided to us is changed, please contact us so that our recommendations can be
reviewed and appropriate revisions provided, if necessary. The discovery of any site or
subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our review, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us.
Respectfully,
ECS SOUTHEAST, LLP
K. Brooks Wall
Project Manager
bwall(cDecslimited.com
910-686-9114
Attachments: Figure 1 - Boring Location Plan
Boring Log Form
ASFE Document
W. Brandon Fulton, PSC, PWS, LSS
Environmental Department Manager
bfulton()ecslimited.com
704-525-5152

r
Infiltration Testing Form
Town Creek Schools
Winnabow, Brunswick County, North Carolina
ECS Project No. 49.6405
March 5t", 2018
Location Depth USCS
B-1 n-12„ SC
12"-48" CL
Soil Description
Orange/gray silty clayey SAND
Gray sandy CLAY
Seasonal High Water Table was estimated to be at 10 inches below the
existing grade elevation.
Groundwater was encountered at 20 inches below the existing grade
elevation.
Location Depth USCS Soil Description
B-2 0-24" SM Dark gray silty/clayey SAND
24"-48" SC Orange/gray clayey SAND
Seasonal High Water Table was estimated to be of 6 inches below the
existing grade elevation.
Groundwater was encountered at 20 inches below the existing grade
elevation.

Geolechnicel Engineeping Repopt
�,
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engineer
may not fulfill the needs of a construction contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is unique, prepared solelyfor the client. No one
except you should rely on your geotechnical engineering report without first
conferring with the geotechnical engineer who prepared it. And no one - not
even you - should apply the report for any purpose or project except the one
originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Gootechnical Engineering Report Is Based on
A Unique Set of Project-Speclihc Factors
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk management preferences; the general nature of the
structure involved, its size, and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads, parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from alight industrial plant
to a refrigerated warehouse,
elevation, configuration, location, orientation, or weight of the
proposed structure,
composition of the design team, or
project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which they
were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the
time the study was performed. Do not rely on a geotechnical engineering
report whose adequacy may have been affected by: the passage of time; by
man-made events, such as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Retaining the geotechnical engineerwho developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated conditions.
A Reports Recommendations Are Not Final
Do not overrely on the construction recommendations included in your re-
port. Those recommendations are not final, because geotechnical engineers
develop them principally from judgmentand opinion. Geotechnical engineers
can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineers Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, butpreface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
timeto perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly,
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a gcocnvfron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; imne of the ser*es Mlomww:d in cm neeft mM
UN geotechnical NGTmft W* wore bo4wed or corwhrcted
1W the pmepose of mu prevewthm Proper ARIbmentaft of
the reecowveysd 1n uds report WE wot of itself
as snpwmt to invot "M from growiwg in or on se sm-
MR iwYo/ve(L
Rely on Your ASFE-Member Geotechnical
Engmeer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
ASPE
The hest People an Earth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: [e-mail] www.asfe.org
Copyright 2004 byASFE, Inc. Duplication, reproduction, or copying of this document in whole or In part, by any means whatsoever, is strictly prohibited, except with ASFE's specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes
of scholarly research or book review. only members ofASFE may use this document as a complement to or as an element of a geotachnical engineering report. Any other firm,
individual, or other entity that so uses this document without being anASFE member could be committing negligent or intentional (fraudulent) misrepresentation.
IIGER06045,0M

ECS Southeast, LLP
C Geotechnical Engineering Report
Town Creek Elementary/Middle School
f
6330 Lake Park Dr. SE
Winnabow, North Carolina
c
ECS Project Number # 22:25758
December 20, 2017

- md%
:- C S SOUTHEAST, LLP "Setting the Standard for Service'
M Geotechnical - Construction Materials • Environmental - Facilities NO, Registered Engineering Firm F-1078
NC Registered Geologists Firm C-400
SC Registered Engineering Firm 32,12
December 20, 2017
Mr. Craig Eckert
Brunswick County Schools
35 Referendum Drive
Bolivia, North Carolina 28422
ECS Project No. 22:25758
Reference: Geotechnical Engineering Report
Town Creek Elementary/Middle School
6330 Lake Park Dr. SE
Winnabow, Brunswick County, North Carolina
Dear Mr. Eckert:
ECS Southeast, LLP (ECS) has completed the subsurface exploration and geotechnical engineering
analyses for the above -referenced project. Our services were performed in general accordance with
our Proposal No. 22:2699111-GP, dated November 21, 2017. This report presents our understanding
of the geotechnical aspects of the project, the results of the field exploration conducted, and our
design and construction recommendations.
It has been our pleasure to be of service to Brunswick County Schools during the design phase of this
project. We would appreciate the opportunity to remain involved during the continuation of the
design phase, and we would like to provide our services during construction phase operations as well
to verify the assumptions of subsurface conditions made for this report. Should you have any
questions concerning the information contained in this report, or if we can be of further assistance to
you, please contact us.
Respectfully submitted,
ECS Southeast, LLP
Mike Ellis, Et.
Project Manager
[e-mail]
J /.
Winslow Goins, PE
Principal Engineer
[e-mail]
5:.. 1 J
r. !
its y� _ °'{ ��y
vA'-112/20/1,7 "."
Pi
6714 Netherlands Drive, Wilmington, NC 28405 • T• 910-686-9114 " F: 910-686-9666 • www.ecslimited.com
ECS Capitol Services, PLLC " ECS Florida. LLC " ECS Mid-Alantic. LLC " ECS Midwest. LLC • ECS Southeast, LLP • ECS Texas. LLP

Town Creek Elementary/Middle School
ECS Project No. 22.25758
TABLE OF CONTENTS
December 20, 2017
Page
EXECUTIVESUMMARY.............................................................................................................1
1.0 INTRODUCTION..................................................................................................................2
1.1 General...................................................................................................................................2
1.2 Scope of Services....................................................................................................................2
1.3 Authorization..........................................................................................................................3
2.0 PROJECT INFORMATION.....................................................................................................4
2.1 Project Location......................................................................................................................4
2.2 Current Site Conditions..........................................................................................................4
2.3 Proposed Construction...........................................................................................................4
2.3.1 Site Civil Features..........................................................................................................4
2.3.2 Structural Information/Loads.......................................................................................
5
3.0 FIELD EXPLORATION...........................................................................................................6
3.1 Field Exploration Program......................................................................................................6
3.1.1 Cone Penetrometer Soundings.....................................................................................6
3.1.2 Direct Push Borings.......................................................................................................6
3.1.3 Kessler Dynamic Cone Penetrometer Tests..................................................................7
3.2 Regional/Site Geology............................................................................................................7
3.3 Subsurface Characterization...........................................................................................:......9
3.4 Groundwater Observations....................................................................................................9
4.0 DESIGN RECOMMENDATIONS...........................................................................................10
4.1 Building Design.....................................................................................................................10
4.1.1 Foundations................................................................................................................10
4.1.2 Floor Slabs...................................................................................................................10
4.1.3 Seismic Design Considerations...................................................................................11
4.2.1 Pavement Sections.....................................................................................................12
5.0 SITE CONSTRUCTION RECOMMENDATIONS.......................................................................14
5.1 Subgrade Preparation..........................................................................................................14
5.1.1 Stripping and Grubbing...............................................................................................14
5.1.2 Proofrolling.................................................................................................................14
5.1.3 Site Temporary Dewatering........................................................................................14
5.2 Earthwork Operations..........................................................................................................15
5.2.1 Structural Fill Materials...............................................................................................15
5.2.2 Compaction.................................................................................................................15
5.3 General Construction Considerations..................................................................................17
6.0 CLOSING...........................................................................................................................19

Town Creek Elementary/Middle School
ECS Project No. 22:25758
APPENDICES
Appendix A — Drawings & Reports
Site Location Diagram
f • Exploration Location Diagram
Appendix B — Field Operations
• Reference Notes for Sounding Logs
• CPT Sounding Logs S-1 through 5-23 and Shear Wave Velocity Profile
• Kessler Logs
• Reference Notes to USCS Classification
• Hand Auger Boring Logs - K-1 through K-12
• Direct Push Boring Logs - DP-1 through DP-3
Appendix C — SHWT and Infiltration Test Report
• SHWT and Infiltration Report
Appendix D — Supplemental Report Documents
• ASFE Document
December 20, 2017
Page ii

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 1
EXECUTIVE SUMMARY
The following summarizes the main findings of the exploration, particularly those that may have a
cost impact on the planned development. Further, our principal foundation recommendations
are summarized. Information gleaned from the executive summary should not be utilized in lieu
of reading the entire geotechnical report.
• The geotechnical exploration performed for the planned development included twenty
three (23) electronic cone penetration test (CPT) soundings, twelve (12) Kessler dynamic
cone penetrometer (DCP) tests, and eight (8) hand augers with seasonal high water table
(SHWT) estimations and infiltration tests.
• The soundings generally encountered coastal plain soils consisting of Silty and Clean SAND
(SM, SP), Sandy SILT (ML), Silty CLAY (CL-ML), Lean CLAY (CL), and Fat CLAY (CH).
• It is important to note that the natural geology at the site may have been modified in the
past. Therefore, potential fill and unsuitable materials may be present at the site.
• The proposed building can be supported with a shallow foundation having an allowable
bearing pressure of 2,000 psf. Undercutting in the upper two to four feet should be
expected in the vicinity of soundings S-5, S-8, S-9, S-11, S-12, S.-17, and S-13 through 5-22.
• Based on the results of the CPT soundings and our evaluation of the site, liquefiable soils
are present and it shall be assigned a seismic class "F".
• The SHWT and Infiltration Report is presented in Appendix C of this report.
L

Town Creek Elementary/Middle School
ECS Project No. 22:25758
1.0 INTRODUCTION
1.1 GENERAL
December 20, 2017
Page 2
ECS' understanding of this project is based on information provided by Mr. Craig Eckert of
Brunswick County Schools. The site is located near 6300 Lake Park Dr. SE in Winnabow, Brunswick
County, North Carolina. The project will consist of constructing a middle school with a gross
square footage of approximately 90,000 square feet. Additionally, the project will consist of
expanding the existing elementary school. We understand that associated drive and parking areas
will be constructed north of the proposed middle school.
This report contains the results of our subsurface explorations, site characterization, engineering
analyses, and recommendations for the design of the proposed construction.
1.2 SCOPE OF SERVICES
To obtain the necessary geotechnical information required for design of the proposed
development, a total of twenty three (23) CPT soundings were performed. CPT soundings S-1
through 5-13 and 5-15 through 5-23 were advanced to approximately 25 feet beneath the ground
surface. CPT sounding S-14 was advanced to a refusal depth of approximately 34.3 feet beneath
the ground surface. Shear wave velocity tests were performed in sounding S-14 for seismic site
classification and liquefaction potential.
This report discusses our exploratory and testing procedures, presents our findings and
evaluations and includes the following:
• A brief review and description of our field test procedures and the results of testing
conducted;
• A review of surface topographical features and site conditions;
• A review of area and site geologic conditions;
e A review of subsurface soil stratigraphy with pertinent available physical properties;
• Preliminary foundation recommendations;
o Allowable bearing pressure;
o Settlement estimates (total and differential);
• Site development recommendations;
• Suitability of soils for use as fill material;
• Pavement design recommendations;
® Discussion of groundwater impact;
• Compaction recommendations;
• Special conditions encountered;
• Seismic site ciassification and liquefaction potential;
• Site vicinity map;
• Exploration location plan; and
• CPT sounding logs.
0

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 3
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 22.21699R?-GP, dated October
3, 2017, as authorized by Brunswick County Schools on December 7, 2017, and includes the Terms
and Conditions of Service outlined with our proposal.

I
Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 4
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION
The site is located at 6300 Lake Park Dr. SE in Winnabow, Brunswick County, North Carolina.
Figure 2.1.1 below shows an aerial image of the site.
2.2 CURRENT SITE CONDITIONS
Figure 2.1.1 Site Location
4t The site consists of an existing elementary school and ranges from open to moderately wooded.
! Typical site elevations range from around 26 to 35 feet.
y 2.3 PROPOSED CONSTRUCTION
+I The project will consist of expanding the existing elementary school and constructing a new,
90,000 square foot middle school. We understand that associated drive and parking areas will be
constructed north of the proposed middle school.
2.3.1 Site Civil Features
• Grading for stormwater ponds, roadways and building pads
• Cuts and fills less than 3 feet (assumed)
L

Town Creek Elementory/Middle School
ECS Project No. 22.25758
December 20, 2017
Page 5
2.3.2 Structural Information/Loads
Structural loading information was provided by Mr. Jeff Troutman, P.E. of Criser Troutman Tanner
Consulting Engineers. The following information explains our assumed structural loads for the
1 purpose of the recommendations made in this report:
Table 2.3.2.1 Design Values
SUBJECT
DESIGN INFORMATION / EXPECTATIONS
Usage
School
Column Loads
50 to 86 kips
Wall Loads
3 to 6 kips/ft
Finish Floor Elevation
1 ±3 feet of existing grade (assumed)

Town Creek Elementary/Middle School
ECS Project No. 22:25758
3.0 FIELD EXPLORATION
3.1 FIELD EXPLORATION PROGRAM
December20, 2017
Page 6
The field exploration was planned with the objective of characterizing the project site in general
geotechnical and geological terms and to evaluate subsequent field data to assist in the
determination of geotechnical recommendations.
3.1.1 Cone Penetrometer Soundings
The subsurface conditions were explored by drilling twenty three (23) electronic cone penetration
test (CPT) soundings within the proposed building areas. CPT sounding 5-14 was advanced to a
refusal depth of approximately 34.3 feet beneath the existing ground surface.
Sounding locations were located in the field by an ECS representative using a hand held GPS unit
and referencing existing site features. The approximate as -drilled sounding location is shown on
the Exploration Location Diagram in Appendix A.
The CPT soundings were conducted in general accordance with ASTM D 5778. The cone used in
the soundings has a tip area of 10 cmZ and a sleeve area of 150 cmZ. The CPT soundings recorded
tip resistance and sleeve friction measurements to assist in determining pertinent index and
engineering properties of the site soils. The ratio of the sleeve friction to tip resistance is then
used to aid in assessing the soil types through which the tip is advanced. The results of the CPT
soundings are presented in Appendix B.
Within sounding 5-14, seismic tests were performed at approximately three foot intervals to
refusal to measure the shear wave velocity (vs) of the subsurface materials to aid in assessing the
dynamic response properties of the site subsurface materials. The seismic shear waves are
generated by making impact with a 20-pound sledgehammer onto a steel beam. The impacts are
initiated on the right and left sides of the CPT rig and the corresponding wave traces recorded on
an oscilloscope are analyzed to determine the shear wave velocity of the tested material. The
waves are measured with three geophones that are installed in the cone. The results of the CPT
soundings are presented in Appendix B.
3.1.2 Direct Push Borings
ECS explored the proposed stormwater pond areas by advancing three (3) direct push borings to a
depth of approximately 16 feet below the existing subgrade at the site. The approximate boring
locations are shown on the attached Exploration Location Diagram.
The direct push boring method obtains continuous soil samples by driving four foot long sample
tubes by means of a percussion hammer. The sample tubes are returned to the ECS soils
laboratory in Wilmington, North Carolina and are visually classified according to the Unified Soil
Classification System (USCS).
The direct push Boring Logs in Appendix B contain detailed information recorded at each of the
boring locations.

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 7
3.1.3 Kessler Dynamic Cone Penetrometer Tests
Twelve (12) Kessler Dynamic Cone Penetrometer (DCP) tests were performed in the proposed
pavement areas. The Kessler DCP is used to estimate the strength characteristics of soils. The
Kessler DCP was continuously driven approximately 2 feet below the existing ground surface. The
Kessler DCP is driven into the soil by dropping a Dual -Mass 17.6 lb Hammer from a height of 22.6
inches. The depth of cone penetration is measured at selected penetration or hammer drop
intervals and the soil shear strength is reported in terms of the Kessler DCP index. The Kessler DCP
index is based on the average penetration depth resulting from one blow of the 17.6 lb hammer.
The Kessler DCP index can be correlated to CBR and modulus of rigidity. The individual results of
the Kessler DCP tests are presented in Appendix B.
3.2 REGIONAL/SITE GEOLOGY
It is important to note that the natural geology at the site may have been modified in the past.
Therefore, potential fill and unsuitable materials may be present at the site. The site is located in
the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is composed of
seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area generally
consist of sedimentary materials transported from other areas by the ocean or rivers. These
deposits vary in thickness from a thin veneer along the western edge of the region to more than
10,000 feet near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated
rocks similar to those underlying the Piedmont and Mountain Physiographic Provinces. In
general, shallow unconfined groundwater movement within the overlying soils is largely
controlled by topographic gradients. Recharge occurs primarily by infiltration along higher
elevations and typically discharges into streams or other surface water bodies. The elevation of
the shallow water table is transient and can vary greatly with seasonal fluctuations in
precipitation.
Based on the U.S. Geological Surveyl,2 the proposed construct site lies within the Waccamaw
Formation (Tpyw). Soils in the Waccamaw Formation typically contain alluvial silty sands and clays
with shells. An overview of the general site geology Is illustrated in Figure 3.2.1 below.
1 The North Carolina Dept. of Environment, Health, and Natural Resources, Division of Land Resources, NC Geological
Survey, in cooperation with the NC Center for Geographic Information and Analysis, 1998, Geology - North Carolina
(1:250,000), coverage data file geol250. The data represents the digital equivalent of the official State Geology map
(1:500,000 scale), but was digitized from (1:250,000 scale) base maps.
2 Rhodes, Thomas S., and Conrad, Stephen G., 1985, Geologic Map of North Carolina: Department of Natural Resources
and Community Development, Division of Land Resources, and the NC Geological Survey, 1:500,000-scale, compiled by
Brown, Philip M., et al, and Parker, John M. III, and in association with the State Geologic Map Advisory Committee.

i
Town Creek Elementary/Middle School
s ECS Project No. 22:25758
*Ixki ti4'
Tpyw: Waccarrtaw Formation
(Ternary)
I (Detailed desc iot %
j '"3Cf% i3'a'i? f�?isil3is -fOSSiVeTOUS 52=: "
with sift and day, bluish -gray to tan, loosely
consolidated. Straddles Pleistocene -
Pliocene boundary.
Y5 Y
r-.
ci
December 20, 2017
Page 8
Figure 3.2.1
i Geologic map for Figure 3.2.1 obtained from The North Carolina Dept. of Environment, Health, and Natural Resources, Division of Land
Resources, NC Geological Survey, in cooperation with the NC Center for Geographic Information and Analysis, 1998, Geology - North
f Carolina (1:250,000), coverage data file geo1250 and Google Earth.
i

Town Creek Elementary/Middle School
ECS Project No. 22:25758
3.3 SUBSURFACE CHARACTERIZATION
December 20, 2017
Page 9
The subsurface conditions encountered were generally consistent with published geological
mapping. The following sections provide generalized characterizations of the soil encountered
during our subsurface exploration. For subsurface information at a specific location, refer to the
CPT Sounding Logs in Appendix B.
Table 3.3.1 Subsurface Stratieraohv
Approximate
tratum
IDescription
Ranges of
Depth Range (ft)
I
N*-Values"' blows
per foot (bpf)
0-0.5
N/A
Soundings performed throughout contained an
N/A
observed thickness of topsoil. Deeper topsoil or
organic laden soils are most likely present in wet,
poorly drained areas and potentially unexplored areas
of the site.
0.5-6.0
1
Loose to Dense, Silty and Clean SAND (SM, SP) with
2 to 42
interbedded layers of Very Soft to Stiff, Sandy SILT
(ML), Silty CLAY (CL-ML) and Lean CLAY (CL), Moist to
Wet
6.0-18.0
II
Very Soft to Firm, Sandy SILT (ML), Silty CLAY (CL-ML),
0 to 17
Lear CLAY (CL) and Fat CLAY (CH) with interbedded
layers of Loose to Medium Dense Silty and Clean
SAND (SM, SP), Wet to Saturated
18.0-34.0
111
Loose to Very Dense, Silty, and Clean SAND (SM, SP),
5 to 50+
Saturated
34.0
IV
LIMESTONE
100+
Notes: (1) Equivalent Corrected Standard Penetration Test Resistances
3.4 GROUNDWATER OBSERVATIONS
Porewater pressure measurements were made at the soundine locations during exploration as
noted on the CPT sounding logs in Appendix B. The apparent groundwater depths were observed
at the time of drilling to range from approximately 3.0 to 10.5 feet below ground surface.
The highest groundwater observations are normally encountered in the late winter and early
spring. Variations in the long-term water table may occur as a result of changes in precipitation,
evaporation, surface water runoff, construction activities, and other factors not immediately
apparent at the time of this exploration. If long term water levels are crucial to the development
of this site, it would be prudent to verify water levels with the use of perforated pipes or
piezometers.

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 10
f
4.0 DESIGN RECOMMENDATIONS
1 4.1 BUILDING DESIGN
The following sections provide recommendations for foundation design.
4.1.1 Foundations
Deep Foundations: Provided that the subgrades are prepared as discussed herein, the proposed
elementary school expansion and new middle school can be supported by conventional shallow
foundations. Undercutting in the upper two to four feet should be expected in the vicinity of
soundings S-5, S-8, S-9, 5-11, S-12, S-17, and S-18 through 5-22. The design of the foundation shall
utilize the following parameters:
Table 4.1.1.1 Foundation Design
Design Parameter
Column Footing
Wall Footing
Net Allowable Bearing Pressure
2,000 psf
2,000 psf
Acceptable Bearing Soil Material
Stratum I
Stratum I
Minimum Width
30 inches
18 inches
Minimum Footing Embedment Depth (below
slab or finished grade)
12 inches
12 inches
Estimated Total Settlement
1 inch
1 inch
Estimated Differential Settlement
Less than 0.5 inches
Less than 0.5 inches
1. Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils
above the base of the foundation.
It will be important to have the geotechnicai engineer of record observe the foundation subgrade
prior to placing foundation concrete; to confirm the bearing soils are what was anticipated. If soft
or unsuitable soils are observed at the footing bearing elevations, the unsuitable soils should be
undercut and removed. Any undercut should be backfilled with approved structural fill up to the
original design bottom of footing elevation; the original footing shall be constructed on top of the
structural fill. The depth and lateral extent of the undercut should be determined in the field
during undercutting operation. An ECS representative must be on site during the undercut and
backfill of the areas in order to provide a report stating that the repairs were in accordance with
our recommendations.
4.1.2 Floor Slabs
Assuming the lowest finished floor elevation is around the current elevation, it appears that the
slabs for the structures will bear on the Stratum I soils —SANDS (SM, SP) and CLAYS (CL). Provided
the subgrade recommendations of this report are followed, this material is likely suitable for the
support of a slab -on -grade.
t..
11

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 11
Subgrade Modulus: Provided the Subgrade Preparations and Earthwork Operations Sections of
this report are followed, the slab may be designed assuming a modulus of Subgrade reaction, k of
125 pci (lbs/cu. inch). The modulus of subgrade reaction value is based on a 1 ft by 1 ft plate load
test basis.
Slab Isolation: Ground -supported siabs should be isolated from the foundations and foundation -
supported elements of the structure so that differential movement between the foundations and
slab will not induce excessive shear and bending stresses in the floor slab. Where the structural
configuration prevents the use of a free-floating slab, the slab should be designed with suitable
reinforcement and load transfer devices to preclude overstressing of the slab. Maximum
differential settlement of soils supporting interior slabs is anticipated to be less than 0.5 inches in
50 feet.
4.1.3 Seismic Design Considerations
Seismic Site Classification: The International Building Code (IBC) 2009 requires site classification
for seismic design based on the upper 100 feet of a soil profile. Three methods are utilized in
classifying sites, namely the shear wave velocity (vs) method; the unconfined compressive
strength (s„) method; and the Standard Penetration Resistance (N-value) method. The first
method (shear wave velocity) was used in classifying this site.
The results of the shear wave velocity profiles are contained in Appendix C. The seismic site class
definitions for the weighted average of shear wave velocity or SPT N-value in the upper 100 feet
of the soil profile are shown in the following table:
Table 4.1.3.1: Seismic Site Classification
Site
Class
Soil Profile Name
Shear Wave Velocity, Vs,
(ft•Is)
N value (bpf)
A
Hard Rock
Vs > 5,000 fps
N/A
B
Rock
2,500 < Vs <_ 5,000 fps
N/A
C
I Very dense soil and soft rock
1,200 < Vs <_ 2,500 fps
>50
D
Stiff Soil Profile
600 <_ Vs <_ 1,200 fps
15 to 60
E
Soft Soil Profile
Vs < 600 fps
<15
The North Carolina Building Code (2009 International Building Code with North Carolina
Amendments) requires that a seismic Site Class be assigned for new structures. The seismic Site
Class for the site was determined by calculating a weighted average of the shear velocities of the
overburden to the depth of rock/refusal. The CPT test data indicates that the existing natural,
overburden soils at the site have shear velocities ranging from approximately 240 ft/sec to 1,260
ft/sec. The method for determining the weighted average value is presented in Section 1613.5.5
of the IBC 2009. The weighted average value for the site is 844 ft/sec. Based on the results of the
CPT soundings, the site is assigned a seismic site class "D". However, liquefiable soils are present
at the site that will cause liquefaction induced settlements and the IBC classifies sites with the
potential for liquefaction as Seismic Site Class "F".
4
i
L

Town Creek Elementary/Middle School
ECS Project No. 22:25758
December 20, 2017
Page 12
The IBC 2009 allows the design spectral response accelerations for a site to be determined
without regard to liquefaction provided buildings have a fundamental period of less than or equal
to 0.5 seconds and the risks of liquefaction are considered in design. The buildings should meet
this criterion; however, this must be confirmed by the Structural Engineer.
The Site Class definition should not be confused with the Seismic Design Category designation,
which the Structural Engineer typically assesses. If a higher site classification is beneficial to the
project, ECS would be pleased to discuss additional testing capabilities in this regard.
If a Site Class F must be used, a site specific seismic hazard analysis (which is beyond our scope of
work) is needed to determine the seismic design parameters. As such, additional seismic hazard
analysis of the site could be needed to satisfy code requirements.
Liquefaction: When a saturated soil with little to no cohesion liquefies during a major earthquake,
it experiences a temporary loss of shear strength as a result of a transient rise in excess pore
water pressure generated by strong ground motion. Flow failure, lateral spreading, differential
settlement, loss of bearing, ground fissures, and sand boils are evidence of excess pore pressure
generation and liquefaction.
The potential for liquefaction at the site is considered low based upon the CPT results and the
liquefaction index procedure developed by Iwasaki (1982). Based on our CPT results and our
evaluation using a site peak ground acceleration of 0.14, an earthquake event with a magnitude
of 7.3 and procedures developed by Robertson (2009) and Boulanger & Idriss (2014), the
liquefaction induced settlement at the subject site is estimated to generally range from
approximately 1 to 3 inches. This settlement would result from volumetric compression of the
liquefiable sand layers which occurs as seismically -induced excess soil pore water pressures
dissipate.
If risks associated with liquefaction are not acceptable or the proposed structure cannot be
designed to accommodate the anticipated settlement without suffering catastrophic failure,
ground improvement techniques will be required. Ground improvement techniques such as
vibro-replacement and geo-composite drains could be designed to mitigate or reduce the site's
susceptibility to liquefaction and allow support of the structure on conventional shallow
foundations.
4.2.1 Pavement Sections
Subgrade Characteristics: Based on the results of our hand auger borings, it appears that the soils
that will be exposed as pavement subgrades generally consist of SANDS (SM, SP) and CLAYS (CL).
Based on the Kessler DCP results, a CBR value of 8 has been selected to model the in place
subgrade soils. The pavement design assumes subgrades consist of suitable materials evaluated
by ECS and placed and compacted to at least 98 percent of the maximum dry density as
determined by the standard Proctor test (ASTM D 698) in accordance with the project
specifications. Due to loose and soft soils in the upper 2 feet of the subgrade soils, isolated in
place densification and undercutting up to approximately 2 feet should be anticipated in areas of
the proposed parking and drive areas.

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 13
Design Considerations: For the design and construction of exterior pavements, the subgrades
should be prepared in strict accordance with the recommendations in the "Subgrade Preparation"
and "Engineered Fill Placement" sections of this report. An important consideration with the
design and construction of pavements is surface and subsurface drainage. Where standing water
develops, either on the pavement surface or within the base course layer, softening of the
subgrade and other problems related to the deterioration of the pavement can be expected.
Furthermore, good drainage should minimize the possibility of the subgrade materials becoming
saturated during the normal service period of the pavement.
Anticipated traffic conditions were not provided to ECS. However, based on our experience for
light duty traffic for similar projects, a flexible pavement section may consist of at least 2 inches of
surface mix asphalt overlying at least 6 inches of grade aggregate base in the parking areas.
Similarly, a heavy duty, flexible pavement section may consist of at least 3 inches of surface mix
asphalt overlying at least 8 inches of graded aggregate base in the roadway areas. For a rigid
pavement section, we recommend 6 inches of 650 psi flexible strength concrete underlain by 4
inches of ABC stone.
The graded aggregate based course materials beneath pavements should be compacted to at
least 98 percent of their modified Proctor maximum dry density (ASTM D 1557).
Regardless of the section and type of construction utilized, saturation of the subgrade materials
and asphalt pavement areas results in a softening of the subgrade material and shortened life
span for the pavement. Therefore, we recommend that both the surface and subsurface
materials for the pavement be properly graded to enhance surface and subgrade drainage. By
quickly removing surface and subsurface water, softening of the subgrade can be reduced and the
performance of the parking area can be improved. Site preparation for the parking areas should
be similar to that for the building area including stripping, proofrolling, and the placement of
compacted structural fill.
L

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 14
5.0 SITE CONSTRUCTION RECOMMENDATIONS
5.1 SUBGRADE PREPARATION
5.1.1 Stripping and Grubbing
It should be noted that the natural geology of the site has been modified in the past; therefore
potential unsuitable material may be present on the site. The subgrade preparation should consist
of stripping all vegetation, rootmat, topsoil, existing fill, and any other soft or unsuitable materials
from the 10-foot expanded building area and 5-foot expanded pavement areas. ECS should be
called on to verify that topsoil and unsuitable surficial materials have been completely removed
prior to the placement of structural fill or construction of the building and parking lot.
5.1.2 Proofrolling
After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the
placement of any structural fill or other construction materials, the exposed subgrade should be
examined by the geotechnical engineer or authorized representative. The exposed subgrade
should be thoroughly proofrolled with previously approved construction equipment having a
minimum axle load of 10 tons (e.g. fully loaded tandem -axle dump truck). The areas subject to
proofrolling should be traversed by the equipment in two perpendicular (orthogonal) directions
with overlapping passes of the vehicle under the observation of the geotechnical engineer or
authorized representative. This procedure is intended to assist in identifying any localized
yielding materials. In the event that unstable or "pumping" subgrade is identified by the
proofrolling, those areas should be marked for repair prior to the placement of any subsequent
structural fill or other construction materials. Methods of repair of unstable subgrade, such as
undercutting or moisture conditioning or chemical stabilization, should be discussed with the
geotechnical engineer to determine the appropriate procedure with regard to the existing
conditions causing the instability. Test pits may be excavated to explore the shallow subsurface
materials in the area of the instability to help in determined the cause of the observed unstable
materials and to assist in the evaluation of the appropriate remedial action to stabilize the
subgrade.
5.1.3 Site Temporary Dewatering
Subsurface Water: Due to the relatively shallow groundwater conditions observed at select
locations during this exploration, temporary construction dewatering may be necessary to
facilitate efficient below -grade construction. Dewatering operations for the majority of the site
can be handled by the use of conventional submersible pumps directly in the excavation or
temporary trenches or French drains consisting of free draining granular stone wrapped in filter
fabric to direct the flow of water and to remove water from the excavation. If temporary sump
pits are used, we recommend they be established at an elevation 3 to 5 feet below the bottom of
the excavation subgrade or bottom of footing. A perforated 55 gallon drum or other temporary
structure could be used to house the pump. We recommend continuous dewatering of the
excavations using electric pumps or manned gasoline pumps be used during construction.

Town Creek Elementary/Middle School
ECS Project No. 22:25758
5.2 EARTHWORK OPERATIONS
5.2.1 Structural Fill Materials
December 20, 2017
Page 15
Product Submittals: Prior to placement of structural fill, representative bulk samples (about 50
pounds) of on -site and off -site borrow should be submitted to ECS for laboratory testing, which
will include Atterberg limits, natural moisture content, grain -size distribution, and moisture -
density relationships for compaction. Import materials should be tested prior to being hauled to
the site to determine if they meet project specifications.
Satisfactory Structural Fill Materials: Materials satisfactory for use as structural fill should consist
of inorganic soils classified as SM, SC, SW, SP, GW, GP, GM, and GC, or a combination of these
group symbols, per ASTM D 2487. Natural fine-grained soils classified as clays or silts (CL, ML)
should generally not be considered for use as engineered fill, but may be evaluated by the
geotechnical engineer to determine their suitability at the contractor's request. The materials
should be free of organic matter, debris, and should contain no particle sizes greater than 4 inches
in the largest dimension. Open graded materials, such as gravels (GW and GP), which contain void
space in their mass should not be used in structural fills unless properly encapsulated with filter
fabric. Suitable structural fill material should have the index properties shown in Table 5.2.1.1.
Table 5.2.1.1 Structural Fill Index Properties
Locationwith Respect to Final Grade
LL
PI
Max % Fines
Passing # 200 Sieve
Building Area
35 max
9 max
20
Pavement Area
35 max
9 max
20
Unsatisfactory Materials: Materials that should not be used as engineered fill include topsoil,
organic materials (OH, OL), and high plasticity clays and silts (CH, MH). Such materials removed
during grading operations should be either stockpiled for later use in landscape fills, or placed in
approved on or off -site disposal areas.
On -Site Borrow Suitability: Near surface SANDS (SM, SP) with a fines content less than 20 percent
should be suitable for re -use as structural fill. A majority of the soils present in the location of the
proposed stormwater pond, corresponding to borings DP-1 through DP-3, are not consider
suitable for re -use as structural fill. Moisture conditioning should be anticipated for the soils to
achieve the optimum moisture content for fill placement.
5.2.2 Compaction
Structural Fill Compaction: Structural fill within the expanded building, pavement, and
embankment limits should be placed in maximum 8-inch loose lifts, moisture conditioned as
necessary to within -3 and +3 % of the soil's optimum moisture content, and be compacted with
suitable equipment to a dry density of at least 98% of the standard Proctor maximum dry density
(ASTM D698). Beyond these areas, compaction of at least 95% should be achieved. ECS should be
called on to document that proper fill compaction has been achieved.

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22.25758 Page 16
Fill Compaction Control: The expanded limits of the proposed construction areas should be well
defined, including the limits of the fill zones for the proposed construction area, at the time of fill
placement. Grade controls should be maintained throughout the filling operations. All filling
operations should be observed on a full-time basis by a qualified representative of the
construction testing laboratory to determine that the minimum compaction requirements are
being achieved. Field density testing of fills will be performed at the frequencies shown in Table
5.2.2.1, but not less than 1 test per lift.
Table 5.2.2.1 Freauencv of Comnaction Tests in Fill Areas
Location
Frequency of Tests
Building Area
1 test per 2,500 sq. ft.
Utility Trenches
1 test per 200 sq. ft.
Pavement Areas
1 test per 10,000 sq. ft.
Compaction Equipment: Compaction equipment suitable to the soil type being compacted should
be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should
be suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used
for compaction of coarse -grained soils (Sands) as well as for sealing compacted surfaces.
Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost -heaved
soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at
the time of placement, and all frozen or frost -heaved soils should be removed prior to placement
of structural fill or other fill soils and aggregates. Excessively wet soils or aggregates should be
scarified, aerated, and moisture conditioned.
At the end of each work day, all fill areas should be graded to facilitate drainage of any
precipitation and the surface should be sealed by use of a smooth -drum roller to limit infiltration
of surface water. During placement and compaction of new fill at the beginning of each workday, the
Contractor may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak
plane will not be formed between the new fill and the existing subgrade soils.
Drying and compaction of wet soils is typically difficult during the cold, winter months.
Accordingly, earthwork should be performed during the warmer, drier times of the year, if
practical. Proper drainage should be maintained during the earthwork phases of construction to
prevent ponding of water which has a tendency to degrade subgrade soils.
Where fill materials will be placed to widen existing embankment fills, or placed up against
sloping ground, the soil subgrade should be scarified and the new fill benched or keyed into the
existing material. Fill material should be placed in horizontal lifts. In confined areas such as utility
trenches, portable compaction equipment and thin lifts of 3 inches to 4 inches may be required to
achieve specified degrees of compaction.

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 22:25758 Page 17
We recommend that the grading contractor have equipment on site during earthwork for both
drying and wetting fill soils. We do not anticipate significant problems in controlling moisture
within the fill during dry weather, but moisture control may be difficult during winter months or
extended periods of rain. The control of moisture content of higher plasticity soils is difficult
r when these soils become wet. Further, such soils are easily degraded by construction traffic when
1 the moisture content is elevated.
5.3 GENERAL CONSTRUCTION CONSIDERATIONS
Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional
costs should be anticipated. At these times, reduction of soil moisture may need to be
accomplished by a combination of mechanical manipulation and the use of chemical additives,
such as lime or cement, in order to lower moisture contents to levels appropriate for compaction.
Alternatively, during the drier times of the year, such as the summer months, moisture may need
to be added to the soil to provide adequate moisture for successful compaction according to the
project requirements.
Subgrade Protection: Measures should also be taken to limit site disturbance, especially from
rubber -tired heavy construction equipment, and to control and remove surface water from
development areas. It would be advisable to designate a haul road and construction staging area
to limit the areas of disturbance and to prevent construction traffic from excessively degrading
sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas
could be covered with excess depths of aggregate to protect those subgrades. The aggregate can
later be removed and used in pavement areas.
Surface Drainage: Surface drainage conditions should be properly maintained. Surface water
should be directed away from the construction area, and the work area should be sloped away
from the construction area at a gradient of 1 percent or greater to reduce the potential of
ponding water and the subsequent saturation of the surface soils. At the end of each work day,
the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize
infiltration of surface water.
Excavation Safety: Cuts or excavations associated with utility excavations may require forming or
bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope
failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate
protection of the excavations and trench walls is provided.
Excavation Considerations: Based on the results of the soundings, we expect that the natural
Coastal Plain soils encountered on this site can be excavated with conventional earth moving
equipment such as loaders, bulldozers, rubber tired backhoes, etc.
The site soils are OSHA Type C soils for the purpose of temporary excavation support. Excavations
should be constructed in compliance with current OSHA standards for excavation and trenching
safety. Excavations should be observed by a "competent person," as defined by OSHA, who
should evaluate the specific soil type and other conditions, which may control the excavation side
slopes or the need for shoring or bracing. Regardless, site safety shall be the sole responsibiiity of
the contractor and their subcontractors. Exposed earth slopes shall be protected during periods
of inclement weather.

Town Creek Elementary/Middle School
ECS Project No. 22:25758
December 20, 2017
Page 18
r Erosion Control: The surface soils may be erodible. Therefore, the contractor should provide and
I maintain good site drainage during earthwork operations to maintain the integrity of the surface
soils. All erosion and sedimentation controls should be iPi accordance with sound engineering
( practices and local requirements.
L

Town Creek Elementary/Middle School December 20, 2017
ECS Project No. 2225758 Page 19
6.0 CLOSING
ECS has prepared this report of findings, evaluations, and recommendations to guide
geotechnical-related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS by Brunswick
County Schools. If any of this information is inaccurate, either due to our interpretation of the
documents provided or site or design changes that may occur later, ECS should be contacted
immediately so that we can review the report in light of the changes and provide additional or
alternate recommendations as may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of the
geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

` APPENDIX A — Drawings & Reports
I Site Location Diagram
Exploration Location Diagram

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I
r APPENDIX B — Field Operations
I Reference Notes for Sounding Logs
CPT Sounding Logs -S-1 through S-23 and Shear Wave Velocity Profile
Kessler Logs
Reference Notes to USCS Classification
Hand Auger Boring Logs — K-? through K-12
Direct Push Boring Logs — DP-1 through DP-3
L

I
_ REFERENCE NOTES FOR CONE PENETRATION
TEST (CPT) SOUNDINGS
In the CPT sounding procedure (ASTM-13-5778), an electronically instrumented cone penetrometer
j is hydraulically advanced through soil to measure point resistance (Q, pore water pressure (u2),
J and sleeve friction (Q. These values are recorded continuously as the cone is pushed to the
desired depth. CPT data is corrected for depth and used to estimate soil classifications and
I` intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained
I shear strength. The graphs below represent one of the accepted methods of CPT soil behavior
classification (Robertson, 1990).
ft)
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ai 10",
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Friction Ratio, Fr N
1. Sensitive, Fine Grained
2. Organic Soils-Peats
3. Clays; Clay to Silty Clay
4. Clayey Silt to Silty Clay
5. Silty Sand to Sandy Silt
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Pore Pressure Ratio, Bq
6. Clean Sands to Silty Sands
7. Gravelly Sand to Sand
8. Very Stiff Sand to Clayey Sand
9. Very Stiff Fine Grained
The following table presents a correlation of corrected cone tip resistance (Q to soil consistency
or relative density:
SAND
SILT/CLAY
Corrected Cone Tip
Resistance is
Relative Density
Corrected Cone Tip
Resistance is
Relative Density
<20
'Very Loose
<5
Very Soft
20-40
Loose
5-10
Soft
40-120
Medium Dense
10-15
Firm
15-30
Stiff
120-200
Dense
30-45
1 Very Stiff
>200
Very Dense
45-60
Hard
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DCP TEST DATA
Project: Town Creek Middle/Elementary School Date: 22-Nov-17
Location: K-1 Soil Type(s): Sandy Clay, Silty and Clayey Sanc
r Hammer Sal Type
I Q 10.1 `0s1 1 r Q CH
II 0176.0S. I Q CL
Q Both har,me s of I ® AR other sd!s
No. of Cumulative Type of
Blows Penetration Hammer 0.1
(mm) 0 r
0 I 0 1 F
5 1 419
5 1 610
1 5
1
1
1 10
1
1 15
1 C
1 - 20
1 a.
W
1 p
a 25
1 30
1
1
35
1
1
1 40
0
0
0
0
0
0
1
0.1
0
5
10
15
c
20
a
w
p 25
30
35
40
CBR
1.0 10.0 100.0
0
127
254
381
E
E
508 =
I —
a
W
635 p
762
889
1016
1.0 10.0 100.0
BEARING CAPACITY, psf
2000 4000 6000 8000 10000 12000
0
127
254
381 E
E
508 3
w
635 p
Based on approximate interrelationships 762
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Ce I.ertAssociatll n,pageS, 4955) � 889
1016
0 14 28 42 56 69 83
BEARING CAPACITY, psi
0

DCP TEST DATA
Project: Town Creek Meddle/Efementary School
Date: 22-Nov-17
Location: K-2
Soil Type(s): Clayey Sand
Hamm er
Soil Type
Q 10.1 i]5.
Q CH
I in 17.61is.
Q CL
Q Both ha,.: as asaC
.All other soils
No. of Cumulative Type of
Blows Penetration Hammer 01
(mm) 0
0 0 1
5 691 1 5
1
1
1 10
I 1 .
1 15
- ....—.._..._._ i 1 C
H 20
i 1 a
_ 1 0
I , 25
1 30
' — 1 35
1
1
I 1 40
1 0.1 1.0 10.0 100.0
1 BEARING CAPACITY, psf
1
0 2000 4000 6000 soon 10000 12000
0
5
10
15
C
(— 20
a
W
C 25
30
35
40
1
1
0
127
254
381 E
E
508 �
a
W
635 �
M
889
1016
0 14 28 42 56 69 83
BEARING CAPACITY, psi

DCP TEST DATA
File Name:
Project:
Location:
Town Creek MiddleiOementary School Date: 22-Nov-17
K-3 Soll Type(s): Low plasticity Clay with CBR<10
Hp3�1 lbs. Soil=ype
QQ 17.6 lbs. Up CCLL
Q Both hammers used Q Al other soils
+
j
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
6
10
15
c
= 20
IL
W
25
30
35
40
0.1
1.0
CBR
10.0
100.0
0
127
254
381
508
635
762
889
1016
100.0
E
H
o.
W
0
0
1
5
470
1
5
701
1
77L
1.0
10.0
0
0
5
10
16
c
20
IL
0
25
30
35
40
200
BEARING
400
CAPACITY, psf
600 60o 1000
1200
Based on approximate Interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8,1966)
(

DCP TEST DATA
File Name:
Project: Town Creek Middie(tfemenfary School Date: 22-Nov-17
Location: K-4 Soil Type(s): Low plasticity Clay with CBR<10
H(T1D1lbs. rSail=ype
Q 17.6 lbs. I Q a
(� Both hammers used I Q All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
10
15
c
= 20
w
c
25
30
35
40
0.1
1.0
CBR
10.0
100.0
0
127
264
381
E
E
508 3
I--
w
635
762
9
::is
100.0
0
0
1
5
279
1
5
566
1
3
699
1
1.0
10.0
920 240
0
5
10
15
c
20
IL
W
C
26
30
35
40
960
BEARING CAPACITY, psf
980 1000 1020 1040 1060
-
--
Based on approximate Interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8,1985)
L

DCP TEST DATA
File Name:
Project: -Town Creek MiddleiEletnentary School Date: 22-Nov-17
Location: K-5 Soil Type(s): Low ]plasticity Clay with CBR<10
��� 101 lbs.( CH
QQ 17.6 lbs. S CL
Q Both hammers used O All other soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
10F
15
c
= 20
IL
W
25
30
36
40
0.1
1.0
{CBR
10.0
100.0
0
127
264
381
E
508 =
-
W
636
762
889
1015
100.0
0
0
1
5
343
1
5
1 668
1
1.0
10.0
576 878
0
5
10
15
C
H 20
a
W
O
25
30
35
40
880
BEARING
882
CAPACITY, psf
884 886 888 890 892 8.
Based on approximate interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8,1955)
L

DCP TEST DATA
Project: Town Creek Middle/Elementary School Date: 22-Nov-17
Location: K-6 Soil Type(s): Silty Sand and Sandy Clay
Hammer Sol Twe
Q 10,11bs. O C
0 17.61bs. Q CL
Q Both ha:rmas used i All other Bois
No. of Cumulative Type of
Blows Penetration Hammer 01
(mm) 0
0 1 0 1
—5 _ 422 1 5
5 i 663 1
� 1
1 10
_ 1
15
1 3 20
I 1
25
1 30
t
I I 1
35
1
1
' 40
1 1
1 0.1
1
I 1
i I 0 2000
1 5
1
1 10
I
1
15
C
1
i
1
1
20
n.
1
W
1
25
I �
1
}----------
--
30
1---
35
------
1 --
40
-----------....----�
--
CBR
1.0 10.0 100.0
0
127
254
381
E
E
508
o.
W
635
762
889
1016
1.0 10.0 100.0
BEARING CAPACITY, psf
4000 6000 8000 10000 12000
0
127
254
381 £
E
508 3
W
635 C
762
889
1016
0 14 28 42 56 69 83
BEARING CAPACITY, psi

DCP TEST DATA
Project: Town Creek Middle/Elementary School Date: 22-Nov-17
Location: K-7 Soil Type(s): Silty Sand and Sandy Ciey
Hammer Sail Type
0 1.ls. C
17.6 lb0 s. � CL
0 Both hammers urea 6 All other soils
No. of Cumulative Type of (;13 it
Blows Penetration Hammer 0.1 1.0 10.0 100.0
(mm) 0
0 I 0 1
5 89 1 5
5 152 1
5 ( 259 1
5 i 345
5 I 409
5 516
1 10
1
1 15
1 c
i ---- = 20
1 W
1 p
1 25
1 30
1
1 35
1
1
40
0
127
254
381
E
E
508 3
a
W
635 p
762
aa9
1016
1
0.1
1.0 10.0
100.0
1
1
HEARING CAPACITY, psf
1
1
0 2000 4000 6000 8000 10000
12000
1
0
0
1
5
127
1
1
254
10
1
1
15
381
E
1
c
E
rrL
W
20
508
a
1
p
25
635
p
1
1
30
I
762
_
Based onapprobmateInterrelationships
1
of CBR and Bearing values (Design of
1
35
Concrete Airport Pavement, Portland
889
I CementA...:ociation,page 8, 1°55)
I I
_....___.
40
' 1016
0 14 28 42 56 69
83
1
BEARING CAPACITY, PSI
1

DCP TEST DATA
File Name:
Project: Torun Greek Middie/Etementary School gate: 22-Nov-17
Location: K-8 Soil Type(s): Low plasticity Clay with CBR<10
!i
(} 101 lbs.I(J CH
0 17.6 lbs. 0 C:
0 Both hammers used I 0 All oC^er soils
No. of
Blows
Accumulative
Penetration
(mm)
Type of
Hammer
0.1
0
5
10
15
c
= 20
w
p
25
30
36
40
0.1
1.0
CBR
10.0
100.0
0
127
264
381
E
608 =
a
tL
636
762
889
1016
100.0
0
0
1
5
97
1
5
155
1
5
267
1
5
437
1
5
569
1
5
691
1
1.0
10.0
0 1000
0
5
10
16
C
F 20
IL
w
to
26
30
36
i F
40
BEARING CAPACITY, psf
2000 3000 4000 5000
Based on approximate iMerrelatlonships
of CBR and Bearing values (Design of
Concrete Airport Pavement, PorOand
Cement Association, page 8,1955)
6
L

DCP TEST DATA
Project: Town Creek Middle/Efementary School Date: 22-Nov-17
Location: K-9 Soil Type(s): Clean Sand
rHammer r 5011 Type
I0 IT6Ils. I 0 CL
Q Both u-ems usra I • All other sdls
No. of Cumulative Type of
Blows Penetration I Hammer 01
5 +- 198
5 1 353
5 572
2 673
0
1
1 5
1
1
1 10
1
1 15
1 C
1 a
W
1 C
i 25
1
1 30
1
1
35
1
1
40
1
0.1
1
0
0
5
10
15
C
3
W20
f] 25
30
35
40
0
1.0 10.0 100.0
0
127
254
381
E
E
508
a
W
635 c
762
889
1016
1.0 10.0 100.0
BEARING I-AFACITY, pst
2000 4000 6000 8000 10000 12000
0
127
254
381 E
E
508 H
a
W
635
Based on approsimate Interrelationships 7 762
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland 889
Cement Association, page 0,105)
i I I I 1016
0 14 28 42 56 69 63

DCP TEST DATA
Project: Town Creek !diddle/Elementary School Date: 22-Nov-17
Location: K-10 Soil Type(s): Sandy
Hammer Clay and Clean Sand
r i;
Q1.1b I QCH
17.61bs. I Q CL
Q 9.•th har^ffs uszr; I6 AN other soils
No. of Cumulative Type of CBR
Blows Penetration Hammer 0.1 1.0 10.0 100.0
(mm)
0
I
0
1
!
=
O
0
5
10
15
20
25
30
35
40
=5= 206
5 l 330
—,1--
1
5 I 399
1
5 500
1
5 704
1
l
1
I
.._...._.. 1
1
1
!
1
_ l —��.—
---1—
—
1
1
!
1
1
0.1
i
1
�
1
� �
1
i
1
0
I—
0
—
--1
_.... _...... .__-;.... - .... ... _ _-- ....
-_
10
15
l
1
1
f= 20
In,
1
0
1
25
i 1
---- — --- —--.—....----- - -- 40
1 2 14 28 42 56 69 33
1 BEARING CAPACITY, psi
1

DCP TEST DATA
Project: Town Creek MiddWElementery School Date: 22-Nov-17
Location: K-11 Soil Type(s): Silty and Clean Sand
Hammer Sail Type
Q10.1la. r OCH
17n!as. � � 0CL
0 Both hanames :seL I A All other Solis
No. of I Cumulative Type of
Blows Penetration Hammer 01
r--i
5 1 218
5 297
5 345
5 381
5 445
5 521
5 566
0
1
5
1
1 10
1
1 15
3 20
1 r
1 O
?5
30
1
35
1
1
1 40
1 0.1 1.0 10.0 100.0
1
1 istARING CArAuti r, psi
—I 0 2000 4000 6000 8000 10000 12000
a
0
5
10
15
c
Fz- 20
a
W
O 25
30
35
40
0
127
254
381 E
E
sos
W
635 G
762
889
1016
0 14 28 42 56 69 E3
BEARING CAPACITY, psi

DCP TEST DATA
Project: Town Creek Middle/Elementary School Date: 22-Nov-17
Location: K-12 Soil Type(s): Silty and Clean Sand
Hammer Sop Type
010.1 tes. O CH
ip 17-6 sus, 1 G C•_
Q 3Mt hammer: usa� 1 • Ali other soils
E
I
No. of
Blows
Cumulative
Penetration
(mm)
Type of
Hammer
0 I 0
1
5 221
1
5 i 401
1
5 500
_
1
it
0
0
0
f
0.1
0
5
10
15
C
= 20
Lu
25
30
35
40
CBR
1.0 10.0 100.0
0.1 1.0 10.0
,1sxA,RING uArACITY, p.
0 2000 4000 6000 8000
0
5
10
15
c
F 20
a
to
25
30
35
40
0
127
254
381
E
E
508 3
a
W
635
762
889
1016
100.0
10000 12000
0
127
254
381 E
E
508 3
a
W
635
762
889
—�—� 1016
0 14 28 42 56 69 33
BEARING CAPACITY, psi
Based on approximate Interrelationships
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Association, page 8, 18:5)
4

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division
Group Symbol
Typical Names
Classification Criteria
GW
Well -graded gravels and gravel-
Cn = D6d`Dl0 Greater than 4
sand mixtures, little or no fines
CZ = (D30)2/(DtoxD60) Between 1 and 3
Q c
GP
m
Poorly graded gravels and gravel-
O %p
m
Not meeting both criteria for GW
z
�° c
sand mixtures, little or no fines o
o
$y
el
°
GM
Silty gravels, gravel -sand -silt =
o e'
a v 6
Atterberglimits lot below "A" line or
P
c
mixtures
55 :a
plasticity index less than 4
o
00
a o�
cGC
Clayey gravels, gravel -sand -clay
Atterberg limits plot above "A" line
8 -8
mixtures
and plasticity index greater than 7
SW
Well -graded sands and gravelly
o y
Cu = D6o/Dlo Greater than 6
„
sands, little or no fines o
g N 8
CZ = (D�2/(D10xD60) Between 1 and 3
U�
��
o
CJ
`-;;
oz .
z-' z
a
o
y z
SP
Poorly graded sands and gravelly N
v y
Not meeting both criteria for SW
oy
sands, little or no fines
a 0 a
°
"� a
SM
U
Silty
C4
Atterberg limits plot below "A" line or
0
sands, sand -silt mixtures
S
plasticity index less than 4
SC
Clayey sands, sand -clay mixtures
j o
Atterberg limits plot above "A" line
and plasticity index greater than 7
>
ML
Inorganic silts, very fine sands,
Note: Wine represents approximate upper limit of id. and PI combinations
a�
rock flour, silty or clayey fine
for natural
soils (empircally determined). ASTM-132487.
N
sands
N
m0
7Oi
•;•.aerlin•S: 6eun isr f°r naLral soih.
-. E; is
CL
Inorganic clays of low to medium „ .
_ _ .. ........ .
plasticity, gravelly clays, sandy
c c
clays, silty clays, lean clays
40­
u,
OL
Organic silts and organic silty
c
clays of low plasticity.-.-
1S
a
'
tn
MH
Inorganic silts, micaceous or
diatomaceous fine sands or silts,
1
elastic silts °.
U
CH
Inorganic clays of high plasticidy,
°
fat clays
'°
'° b manure; ,° N M itd
OH
Organic clays of medium to high
Plasticity chart for the classification of fine-grained soils.
plasticity
Tests made on fraction finer than No. 40 sieve
Highly organic soils
Pt
Peat, muck and other highly
Fibrous organic matter; will
organic soils
char, burn, or glow
UNIFIED SOIE
CLASSIFICATION
ISO
SYSTEM
TM
L

CLIENT
Job#.
BORING#
SHEET
- --
Brunswick County Schools
22:25758
K-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary School
SITE LOCATION
-0- CALIBRATED PENETROMETER TONS/Fr
6330 Lake Park Dr. Winnabow. Brunswick County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
f
,
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGUSH UNITS
w
`IM T% CONTEENT% LIMIT%
i
F
o
BOTTOM OF CASING LOSS OF CIRCULATION
0
(L
11
~
�n
8
SURFACE ELEVATION
5
STANDARD PENETRAT'.ON
o
3 W
g
BLOWS/FT
D
Topsoil/Rootmat Depth [8'1
(SM) SILTY FINE SAND, orange, moist
2
3
(SC) CLAYE FINE SAND, orange to gray, moist
(CL) SANDY LEAN CLAY, orange to gray,
moist
I
4
END OF BORING@ 4.0'
5
6�
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WIDE]
BORING STARTED 11/22/117
CAVE IN DEPTH
WL(SHW) 1 WL(ACR)
BORING COMPLETED t 1/22/1 7
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L

CLIENT
Job M.
BORING #
SHEET
Brunswick County Schools
22:25758
K-2
1 OF 1
PROJECT NAME
ARCHITECT-ENGINEER�-�
Town Creek Middle/Elements School
SITE LOCATION
CALIBRATED PENETROMETER TONSIFr
6330 Lake Park Dr. Winnabow. Brunswick Coun North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTiON OF MATERIAL ENGLISH UNITS
W
Z
LL
L!Mi T% CON T ENT% LIMIT%
z
o
BOTTOM OF CASING ]♦ LOSS OF CIRCULATION D
LU
> 0
v n
w
�°
g
SURFACE ELEVATION
F <
® STANDARD PENETRATION
W
U)
N
cc
3 LU
m
BLOWS/FT
D
Topsoil/Rootmat Depth [8'1
(SC) CIAYEY FINE TO MEDIUM SAND, tan to
1
gray, moist to saturated
2
3
I
4
I
END OF BORING @ 4.0'
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 3.5 Ws El WD❑
BORING STARTED 11/22/17
CAVE IN DEPTH
x- WL(SHW) 1 WL(ACR)
BORING COMPLETED 11/22/17
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L

CLIENT
Job#:
BORING#
SHEET-�
Brunswick County Schools
22:25758
K-3
1 OF 101
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elements School
�-
SITE LOCATION
�- CALIBRATED PENETROMETER TONS/FTZ
6330 Lake Park Dr Winnabow, Brunswick Counly, North Carolina
ROCK QUALITY DESIGNATION &RECOVERY
NORTHING EASTiNG STATION
i
RQD% - — - REC%
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
=
z
3
LIMIT% CONTENT% LIMIT%
9�
0.
F
o
BOTTOM OF CASING 10 LOSS OF CIRCULATION %
>
v n
=
d
a
a
a
g
SURFACE ELEVATION
O
w a
>
3
STANDARD PENETRATION
z
3 w
O
m
BLOWSIFT
n
Topsoil/Rootmat Depth [6"]
(CL) SANDY LEAN CLAY, orange to gray,
moist to saturated
2
3
4
END OF BORING @ 4.0-
5
Is
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. INSITU THE TRANSITION MAY BE GRADUAL.
WL 3.5 WS ❑ WD❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) WL(ACR)
BORING COMPLETED 11/22/17
HAMMER TYPE
SZ WL
RIG FOREMAN
DRILLING METHOD Hand Auger

CLIENT
Job#:
BORING#
SHEET_��
Brunswick County Schools
22:25758
K-4
1 OF 1
--.-_-gal
�j
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary School
SITE LOCATION
-a CALIBRATED PENETROMETER TONSIFT2
6330 Lake Park Dr. Winnabow, Brunswick Counly, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
LINCIT% CONTENT% LIMIT%
a
F
o
BOTTOM OF CASING ]♦ LOSS OF CIRCULATION �
zOT�,
v n
LL
z
>
SURFACE ELEVATION
=
a
a
2a
8
>
®STANDARD PENETRATION
m
BLOWS/FT
n
y
w
Topsoil/Rootmat Depth [6'1
(CL) SANDY LEAN CLAY, oragne to gray,
moist to saturated
2
3
4-
-
END OF BORING @ 4.0'
5
6
I THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 3.5 WS❑ WO❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) 1 WL(ACR)
BORING COMPLETED 11/22/17
HAMMERTYPE
SZ WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L.

CUENT
Job#:
BORING#
SHEET
Brunswick County Schools
22:25758
K-5
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary School
SITE LOCATION
CALIBRATED PENETROMETER TONS/F r'
6330 Lake Park Dr. Winnabow. Brunswick County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
=
z
9 E
LIMIT% CONTENT% LIIVII T%
z
o
-
BOTTOM OF CASING ]♦ LOSS OF CIRCULATION
w
J O
v
a
a
a
SURFACE ELEVATION
F >
O
® STANDBARODPENNE RATION
a
ti
An
¢
vai
3 u�,
m
Topsoil/Rootmat Depth [8"]
(CL) SANDY LEAN CLAY, orange to gray,
moist to saturated
2
3
4
END OF BORING @ 4.0'
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY UNES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 3.8 WS ❑ WD ❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) 1 WL(ACR)
BORING COMPLETED 11/22/17
HAMMERTYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger

CLIENT
Job#:
BORING#
SHEET
Brunswick County Schools
22:25758
K-6
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elements School
-..
SITE LOCATION
Q CALIBRATED PENETROMETER TONS/Fr
6330 Lake Park Dr. Winnabow. Brunswick Counly, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
I
w
Z
v
LIMIT% CONTEN i -A LIMIT%
^
Z
L
b
BOTTOM OF CASING 10 LOSS OF CIRCULATION 29�
>
X
_
g
g¢
g
>
SURFACE ELEVATION
¢ >
5
® STANDARD PENETRATION
it
m
BLOWSIFT
can
cSi
can
3 w
D
Topsoil/Rootmat Depth [6"]
(SM) SILTY FINE SAND, orange, moist
2
(CL) SANDY LEAN CLAY, orange to gray,
moist
3
4
END OF BORING@ 4.0'
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Sz WL WS ❑ WD ❑
BORING STARTED 11/22/17
CAVE IN DEPTH
E WL(SHW) = WL(ACR)
BORING COMPLETED 11/22/17
HAMMERTYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger

CLIENT
Job
BORING#
SHEET
- _-_�—
Brunswick County Schools
22:25758
K-7
1 OF 1
jr--
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elements School
I -
SITE LOCATION
CALIBRATED PENETROMETER TONSlFTz
' 6330 Fake Park Dr. Winnabow. Brunswick County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
=
g
LIMI i to CONTENT% LiMi T %
a
a
BOTTOM OF CASING 3D LOSS OF CIRCULATION �
w
0
_
a
g
SURFACE ELEVATION
F
¢
F w
�n
5
STANDARD PENETRATION
it
3 y
Q
BLOWS/FT
8
m
TopsoiURootmat Depth [4'1
(SM) SILTY FINE SAND, gray, moist
1
2
(SC) CLAYEY FINE SAND, orange to gray,
moist
3
4
END OF BORING @ 4.0-
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
Q WL WS ❑ WD ❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) t WL(ACR)
BORING COMPLETED 11/22/17
HAMMERTYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger

CLIENT
Job#.
BORING#
SHEET
0
Brunswick County Schools
22:25758
K-8
1 OF 17
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary School
�-
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FTZ
6330 Lake Park Dr. Wnnabow. Brunswick County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
=
g
v
LIMIT% CONTENT% LIMIT%
v
z
a
BOTTOM OF CASING LOSS OF CIRCULATION
w
LL
w
0
=
a
a
a
�
SURFACE ELEVATION
w
�
O
®STANDARD PENETRATION
W
Q
Val
Val
faA
K
?s
m
BLOWS/FT
D
Topsoil/Rootmat [4'1
(CL) SANDY LEAN CLAY, orange to gray,
moist
t
2
3
4
I
END OF BORING 4.0'
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
4 WL WS ❑ WD ❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) WL(ACR)
BORING COMPLETED 11/22/17
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger

CLIENT
Jab#.
BORING#
SHEET
r_
Brunswick County Schools
22:25758
K-9
1 OF 1
fj (�'`i
J i
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary School
SITE LOCATION
-�-CALIBRATED PENETROMETER TONSIFr
6330 Lake Park Dr. Winnabow. Brunswick Counly, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING STATION
RQD% — — — REM —
PLASTIC WATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIMIT% CONTENT% LIMIT %
F
BOTTOM OF CASING LOSS OF CIRCULATION
w
I
v
v
F
SURFACE ELEVATION
a_
a.
0-
~
5
® STANDARD PENETRATION
Lu
0
3
g
BLOWSIFT
D
Topsoil/Rootmat Depth [6"]
(SP Probable Fill) FINE TO MEDIUM SAND,
gray, moist
1
2
3
4
END OF BORING Q 4.0'
5
6
THE STRATIFICATION LINES REPRFSFNT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL ME] WD❑
BORING STARTED 11/22/17
CAVE IN DEPTH
X WL(SHW) Z WL(ACR)
BORING COMPLETED 11/22/17
HAMMERTYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger

CLIENT
Job#:
BORING#
SHEET
Brunswick County Schools
22:25758
K-10
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementa School
SITE LOCATION
�- CALIBRATED PENETROMETER TONS/FTZ
6330 Lake Park Dr. Winnabow. Brunswick County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
Uj
-
Z
w
LIMIT% CONTENT% LIMIT%
v
z
H
b
i
BOTTOM OF CASING ]♦ LOSS OF CIRCULATION
0
v A
SURFACE ELEVATION
x
a
a
a
w�
F
w >
®STANDARD PENETRATION
ran
ran
It
w
m
BLOWS/Fr
Topsoil/Rootmat Depth [4'1
(SP/GP Probable Fill) FINE TO MEDIUM SAND
,
AND GRAVEL, brown, moist
';;�°J
(SP Probble Fill) FINE TO MEDIUM SAND, tan
to gray, moist
2
3
(CL) SANDY LEAN CLAY, orange to gray,
moist
4-
-
END OF BORING @ 4.0'
5
r
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL wS❑ WD❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) t WL(ACR)
BORINGCOMPLETED 11/22/17
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L

CLIENT
Job#:
BORING#
SHEET,—
Brunswick County Schools
22:25758
K-11
1 OF 1
1
• { r�ll
PROJECT NAME
ARCHITECT-ENGINEER}A
Town Creek Middle/Elementary School
�-
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONSlFT'
6330 Lake Park Dr. Winnabow. Brunswick County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTIKG
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
-
LIMIT-' CONTENT% LIMIT-'
^
z
a
BOTTOM OF CASING LOSS OF CIRCULATION
z
X
O
�
SURFACE ELEVATIONLU
...
a
a
a
�
of~
¢
g
STANDARD PENETEa
CaRATION
3 W
m
0
Topsoil/Rootmat Depth [4'1
(SP Probable Fill) FINE TO MEDIUM SAND
1
WITH CLAY LENSES, oragne to gray, moist
2
(SM) SILTY FINE SAND WITH CLAY LENSES,
gray, moist
3
4
END OF BORING 4.0'
5
6
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
WL WS❑ WD❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) WL(ACR)
BORING COMPLETED 11/22/17
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L

CLIENT
Job#:
BORING#
SHEET
—`—�
Brunswick County Schools
22:25758
K-12
1 OF 1
1
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary School
= �-
SITE LOCATION
CALIBRATED PENETROMETER TONSIFl2
6330 Lake Park Dr. Winnabow. Brunswick Counly. North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
i
DESCRIPTION OF MATERIAL ENGLISH UNITS
LIV,!'% CONTENT.% L11AIT%
O
z
>
0
BOTTOM OF CASING LOSS OF CIRCULATION D
z
^
O
a
SURFACE ELEVATION
a >
o
® STANDARD PENETRATION
BLOWSIFr
Topsoil/Rootmat Depth [6'1
(SM) SILTY FINE SAND WITH CLAY LENSES,
gray to brown, moist
1
2
(SP) FINE SAND WITH ROOTS, gray to brows,
moist
(SM) SILTY FINE SAND, brown to gray, moist
3
4-
-
Hill
END OF BORING @ 4.0'
5-
6—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD❑
BORING STARTED 11/22/17
CAVE IN DEPTH
WL(SHW) 1 WL(ACR)
BORING COMPLETED 11/22/17
HAMMER TYPE
WL
RIG FOREMAN
DRILLING METHOD Hand Auger
L

CLIENT
Brunswick Count Schools
Job #:
22:25758
BORING #
DP-1
SHEET
1 OF 1
E�_T_Z� -y_-i
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary Shool-
1
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/FTZ
6330 Lake Park Dr. Winnabow. Brunswick Coun1y, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING FASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
�✓ S r
® STANDARD PENETRATION
BLOWS/FT
LL
o
z
W
g
W
w
(L
caSr
z
`
o
W
g
v�
g
W
�
WWW[
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING 10 LOSS OF CIRCULATION ���
uJ
F
F w
$ w
a
m
SURFACE ELEVATION
D
TOPSOIL (11 "}
(SC) CLAYEY FINE SAND, tan/gray, moist
(CL) SANDY LEAN CLAY, gray/orange, moist
4
(CH) SILTY FAT CLAY, gray, moist to wet
(SM) SILTY FINE SAND, wet, trace clay
g
(CH) SILTY FAT CLAY, gray, wet
(SM) SILTY FINE TO MEDIUM SAND, gray to
orange, wet, trace clay
12
(CH) SILTY FAT CLAY, gray/red, wet
(CL) SANDY LEAN CLAY, tan/gray/blue, wet
(SC) CLAYEY FINE TO MEDIUM SAND, dark
ra /blue, wet
HIGHLY WEATHERD LIMESTONE, sampled
16
as fine to coarse sand with gravel and shells,
gray,saturated
BORING TERMINATED @ 16.0'
20
24
I
I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL 6 WS❑ WD❑
BORING STARTED 11-30-17
CAVE IN DEPTH
9 WL(SHW) 1 WL(ACR)
BORING COMPLETED 11-30-17
HAMMER TYPE
WL
RIG FOREMAN RS
DRILLING METHOD Direct Push Boring

L
L
CLIENT
Job #:
BORING #
SHEET
Brunswick County Schools
22:25758
DP-2
1 OF 1
�j i
J
PROJECT NAME
ARCHITECT -ENGINEER
Town Creek Middle/Elementary Shool
SITE LOCATION
CALIBRATED PENETROMETER TONS1W
6330 Lake Park Dr. Winnabow. Brunswick County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
ROD% - — - REC% I
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
I
w
L:
� U.LIMIT%
CONTENT% LIMIT%
z
rl
o
BOTTOM OF CASING LOSS OF CIRCULATION 16
w Z
a R
=
J
J
J
7
J
Q ~
f0
~a
2
2
g
v
SURFACE ELEVATION
w
®STANDARD PENETRATION
o
vas
vas
vas
Q
3 w
m
BLOWS/FT
TOPSOIL (12')
(SC) CLAYEY FINE SAND, dark brown, moist,
trace roots
(CL) SILTY LEAN CLAY, gray/orange, moist
4
(CH) SILTY FAT CLAY, gray/orange, moist to
wet
e
(CL) SILTY LEAN CLAY, gray/tan, wet, trace
sand
12
(CH) SILTY FAT CLAY, gray, wAwet
(CL) SANDY LEAN CLAY, gray
(CH) SILTY FAT CLAY, gray/da
00
is
SM SILTY FINE SANDgray,BORING
TERMINATED @ 16.
20
i24
poi
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 7.5 WS❑ WD❑
BORING STARTED 11-30-17
CAVE IN DEPTH
ff- WL(SHW) `� WL(ACR)
BORING COMPLETED 11-30-17
HAMMER TYPE
4 WL
RIG FOREMAN RS
DRILLING METHOD Direct Push Boring

CLIENT
Job#:
BORING#
SHEET
Brunswick County Schools
22:25758
DP-3
1 OF 1
y
-�
PROJECT NAME
ARCH:TECT-ENGINEER
Town Creek Middle/Elementary Shool�-���
SITE LOCATION
-Q- CALIBRATED PENETROMETER TONS/Fr
6330 Lake Park Dr. Winnabow. Brunswick County, North Carolina
RUCK DUALITY DESIGNATION & RECOVERY
NORTHING EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
0
F
ij
O
z
a
9
w
Ja
A
z
o
a
R
O
M
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION D
_
w z
J -
F
W �
w
m
©
X
® STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION
TOPSOIL 6"
(SM) SILTY FINE TO MEDIUM SAND, brown
tan/ moist
(SC) CLAYEY FINE TO MEDIUN SAND, tan,
moist
(CL) SANDY LEAND CLAY, tan/gray/orange,
moist
4
(CH) SILTY FAT CLAY, gray/orange, moist to
wet
(CL) SILTY LEAN CLAY, gray, wet, trace sand
8
(CH) SILTY FAT CLAY, gray/dark gray, wet
(SM) SILTY FINE TO MEDIUM SAND, gray,
12
wet trace clay
(CL) SANDY LEAN CLAY, tan/gray, wet
(CH) SILTY FAT CLAY, gray, wet
16
SM SILTY FINE SANDgray, wet trace cla
BORING TERMINATED @ 16.0'
20
2a
I
I
�I
l
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 6.5 Ws El WD❑
BORING STARTED 11-30-17
CAVE IN DEPTH
WL(SHW) WL(ACR)
BORING COMPLETED 11-30-17
HAMMER TYPE
WL
RIG FOREMAN RS
DRILLING METHOD Direct Push Boring

APPENDIX C — SHWT and Infiltration Report
SHWT and Infiltration Report
L

I
I
L
_ _ I ECS SOUTHEAST, LLP "Sefting the Standard for Service"
I.. Geotechnical Y Construction Materials - Environmental ► Facilities NC atprea=1
+newm.l?irmF-107.
h1C Ft•„�ieten�i Ges!ocpts F,n C•.FCI
ieristu:ed En!jn",.!n.; z:nm 328t+
(December 15, 2017
Mr. Craig Eckert
Brunswick County Schools
35 Referendum Drive
Bolivia, North Carolina 28422
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
Town Creek Schools
Winnabow, Brunswick County, North Carolina
ECS Project No. 22.25758
Dear Mr. Eckert:
ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
and infiltration testing within the stormwater control measure (SCM) area(s) at 6330 Lake Park
Drive in Winnabow, Brunswick County, North Carolina. This letter, with attachments, is the
report of our testing.
Field Testing
On December 12th and 13th, ECS conducted an exploration of the subsurface soil and
groundwater conditions at eight requested locations shown on the attached Boring Location
Plan (Figure 1). ECS located the boring locations using GPS equipment. The purpose of this
exploration was to obtain subsurface information of the in situ soils for the SCM area(s). ECS
explored the subsurface soil and groundwater conditions by advancing one hand auger boring
into the existing ground surface at each of the requested boring locations. ECS visually
classified the subsurface soils and obtained representative samples of each soil type
encountered. ECS also recorded the SHWT and groundwater elevation observed at the time of
the hand auger borings. The attached Infiltration Testing Form provides a summary of the
subsurface conditions encountered at the hand auger boring locations.
The SHWT and groundwater elevation was estimated at the boring locations below the existing
grade elevation. A summary of the findings are as follows:
Location
SHWT
Groundwater
1-1
10 inches
24 inches
1-2
16 inches
32 inches
1-3
24 inches
Winches
1-4
22 inches
40 inches
1-5
14 inches
20 inches
1-6
12 inches
24 inches
1-7
18 inches
Winches
1-8
16 inches
24 inches
ECS Capitol Services. PLLC • ECS Flonda. LLC • ECS 14MKi-Mantc, LLC • ECS Mid.vest. LLC • ECS Southeast LLP - ECS Texas LLP
w+ww,ecslimited.com

Report of SHWT Estimation and Infiltration Testing
Town Creek Schools
Wnnabow, Brunswick County, North Carolina
ECS Project No. 22.25758
December 15, 2017
ECS has conducted eight infiltration tests utilizing a compact constant head permeameter near
the hand auger borings in order to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive
soil horizon. Tests in clayey conditions are conducted for durations of up to 30 minutes. If a
more precise hydraulic conductivity value is desired for these locations, then ECS recommends
collecting samples by advancing Shelby tubes and performing laboratory permeability testing.
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
1-1
Gray silty SAND
14 inches
0.024
1-2
Tan/grayTan/gray clayey SAND
10 inches
_
0.006
1-3
Black silty SAND
10 inches
0.039
1-4
Orange/gray CLAY
24 inches
<0.001
1-5
Tan/grayTan/gray clayey SAND
12 inches
0.011
1-6
Tan/orange/gray sandy CLAY
12 inches
<0.001
1-7
Tan/orange/gray sandy CLAY
12 inches
<0.001
1-8
Tanlorange/gray sandy CLAY
18 inches
<0.001
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation and
subsurface conditions.
Closure
ECS's analysis of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. If the project
information provided to us is changed, please contact us so that our recommendations can be
reviewed and appropriate revisions provided, if necessary. The discovery of any site or
subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our review, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.
L
2

Report of SHWT Estimation and Infiltration Testing
Town Creek Schools
Winnabow, Brunswick County, North Carolina
ECS Project No. 22.25758
December 15, 2017
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us.
Respectfully,
ECS SOUTHEAST, LLP
f
K. Brooks Wall
Project Manager
bwall(cb-ecslimited.com
910-686-9114
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
ASFE Document
c
W. Brandon Fulton, PSC; PWS, LSS
Environmental Department Manager
bfulton0ecslimited.com
704-525-5152
3

Infiltration Testing Form
Town Creek Schools
Winnabow, Brunswick County, North Carolina
f ECS Project No. 22.25785
December 12t" and 13t"72017
Location Depth USCS
!-1 0-13" Sl,R!
13"-30" SM
Soil Description
Tan/gray fine SAND w/silt
Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 10 inches below the
existing grade elevation.
Groundwater was encountered at 24 inches below the existing grade
elevation.
Test was conducted at 14 inches below existing grade elevation
Infiltration Rate: 0.024 inches per hour
Location Depth USCS Soil Description
1-2 0-36" Sc Tan/gray clayey SAND
Seasonal High Water Table was estimated to be at 16 inches below the
existing grade elevation.
Groundwater was encountered at 32 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.006 inches per hour
Location Depth USCS
1-3 0-12" SM
12"-36" SW
Soil Description
Black silty SAND
Tan/orange fine SAND w/clay
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 36 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.039 inches per hour
L

u
Infiltration Testing Form
Town Creek Schools
Winnabow, Brunswick County, North Carolina
ECS Project No. 22.25785
December 12t" and 13t"1 2017
Location Depth USCS Soil Description
1-4 0-22" SC Tan/orange clayey SAND
22"-40" CL Orange/gray CLAY
Seasonal High Water Table was estimated to be at 22 inches below the
existing grade elevation.
Groundwater was encountered at 40 inches below the existing grade
elevation.
Test was conducted at 24 inches below existing grade elevation
Infiltration Rate: <0.001 inches per hour
Location Depth USCS Sail Description
1-5 0-101, SM Black silty SAND
12"-36" SC Tan/gray clayey SAND
Seasonal High Water Table was estimated to be at 14 inches below the
existing grade elevation.
Groundwater was encountered at 20 inches below the existing grade
elevation.
Test was conducted at 12 inches below existing grade elevation
Infiltration Rate: 0.011 inches per hour
Location Depth USCS
1-6 0-101, SC
10"-36" CL
Soil Description
Gray clayey SAND
Tan/orange/gray sandy CLAY
Seasonal High Water Table was estimated to be at 12 inches below the
existing grade elevation.
Groundwater was encountered at 24 inches below the existing grade
elevation.
Test was conducted at 12 inches below existing grade elevation
Infiltration Rate: <0.001 inches per hour
L

Infiltration Testing Form
Town Creek Schools
Winnabow, Brunswick County, North Carolina
ECS Project No. 22.25785
December 12th and 13th1 2017
Location Depth USCS Soil Description
1-7 0-101, SC Gray/brown clayey SAND
10"-36" CL Tan/orange/gray sandy CLAY
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Groundwater was encountered at 36 inches below the existing grade
elevation.
Test was conducted at 12 inches below existing grade elevation
Infiltration Rate: <0.001 inches per hour
Location Depth USCS Soil Description
1-8 0-16" Sc Gray/brown clayey SAND
16"-36" CL Tan/orange/gray sandy CLAY
Seasonal High Water Table was estimated to be at 16 inches below the
existing grade elevation.
Groundwater was encountered at 24 inches below the existing grade
elevation.
Test was conducted at 18 inches below existing grade elevation
Infiltration Rate: <0.001 inches per hour
L

APPENDIX D -- Supplemental Report Documents
ASFE Document
i
L

Geotechnical Engineeping Report
- ,
Geotechnical Services Are Performed top
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engineer
may not fulfill the needs of a construction contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is unique, prepared solelyfor the client. No one
except you should rely on your geotechnical engineering report without first
conferring with the geotechnical engineer who prepared it. And no one - not
even you -should apply the report for any purpose or project except the one
originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A r. al Engineering Report Is Based om
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk management preferences; the general nature of the
structure involved, its size, and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads, parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from alight industrial plant
to a refrigerated warehouse,
L
elevation, configuration, location, orientation, or weight of the
proposed structure,
composition of the design team, or
project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which they
were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the
time the study was performed. Do not rely on a geotechnical engineering
reportwhose adequacy may have been affected by: the passage of time; by
man-made events, such as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Endings Are Pr,-!' J­"
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Retaining the geotechnical engineer who developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated conditions.
A Report`s Recommendations Are Not Final
Do not overrely on the construction recommendations included in your re-
port. Those recommendations are not final, because geotechnical engineers
develop them principallyfrom judgment and opinion. Geotechnical engineers
can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geolechnicai Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design teams plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, butpreface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
who prepared the report (a modest tee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
time to perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disciplines,
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, tochniqucs, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvi ron mental in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. While groundwater, wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; none of the sw*es perlormW in cooneeft so
Me geotedmlden SO* wm deem or conducted
fan the purpose of Blow pr1evendM Ampler motion of
the r mumdetiens COVDAd in U* ropers W Not of itself
he mlfndent to preveet WN from men" or on Me strvc-
Mpg involved
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
ASPE
The Beet People an Earth
8811 Colesville Road/Suite G106; Silver Spring, MD 20910
Telephone.' 301/565-2733 Facsimile. 301/589-2017
e-mail: infonasfe.org www.asfe.org
Copyright2004 byASFE, Inc. Duplication, reproduction, or copying of this document in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission ofASFE, and only for purposes
ofscholarly research or book review. Only members ofASFE may use this document as a complement to or as an element of geotechnical engineering report Any other firm,
individual, or other entity that so uses this document without being anASFE member could be committing nenligent or intentional (fraudulent) misrepresentation.
IIGER06045.0M

Section 15
L

-1 McGiR.
Pre and Post Development Site Areas
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
I. Total Project Area
Elementary School Parcel:
Middle School Parcel:
H. Pre Development Areas
927,392 sf = 21.290 ac
1,715,393 sf = 39.380 ac
Total: 2,642,785 sf = 60.670 ac
Date:
Land Use
Area
Area
"C"
CA
(sf)
(ac)
Pre
Pre
Pervious
Turf/ Vegetation/ Woodlands
89%
2,345,798
53.85
0.20
10.77
Wetlands
2%
50,592
1.16
0.20
0.23
Other
0%
0
0.00
0.20
0.00
Sub -Total
91%
2,396,390
55.01
Impervious - Elementary School
Ex. Building
3%
89,656
2.06
090
1.85 i
Ex. Roadways/ Parking/ Basketball
5%
142,854
3.28
0.90
2.95
Ex. Sidewalks/ Covered Walkways
1%
13,885
0.32
0.90
0.29
Sub -Total
9%
246,395
5.66
Impervious - Middle School
Building
0%
0
0.00
0.90
0.00
Asphalt Roadways/ Parking
0%
0
0.00
0.90
0.00
Asphalt Bus Lane Improvements
0%
0
0.00
0.90
0.00
Sidewalks/ Covered Walkways
0%
0
0.00
0.90
0.00
Concrete Loading/ Dumpster Area
0%
0
0.00
0.90
0.00
Other
i
1 0%
0
0.00
0.90
0.00
0%
0
0.00
Sub -Total
Total
100%
2,642,785
60.67
0.27
16.09
Pagel of 3

mcGifl
Pre and Post Develoament Site Areas
iII. Post Development Areas
Land Use
Area
Area
"C"
CA
(SO
(ac)
Post
Post
Pervious
Turf/ Vegetation/ Woodlands
65%
1,711,228
39.28
0.20
7.86
Wetlands 3
2%
44,877
1.03
0.20
0.21
Fire Lane - Grasspave 2
0%
1,041
0.02
0.20
0.00
Fire Lane - Grasspave 2
1%
23,806
0.55
0.20
0.11
Sub -Total
67%
1,780,952
40.89
Impervious - Elementary School
Ex. Building
3%
89.656
2.06
0.90
1.85
Ex. Roadways/ Parking/ Basketball
5%
140,408
3.22
0.90
2.90
Ex. Sidewalks/ Covered Walkways'
0%
12,943
0.30
0.90
0.27
Future
0%
2,000
0.05
0.90
0.04
New Building Addition
0%
7,607
0.17
0.90
0.16
New Sidewalks/ Covered Walkways
0%
633
0.01
0.90
0.01
Sub -Total
10%
253,247
5.81
Impervious - Middle School
Building
3%
68,894
1.58
0.90
1.42
Future Building
0%
2,824
0.06
0.90
0.06
Asphalt Roadways/ Parking 2
5%
129,758
2.98
0.90
2.68
Asphalt Bus Lane Improvements 2
1%
18A52
0.42
0.90
0.38
Sidewalks/ Covered Walkways
1%
27,412
0.63
0.90
0.57
Concrete Loading/ Dumpster Area
0%
8,036
0.18
0.90
0.17
Fire Pump House
0%
195
0.00
0.90
0.00
Future
1
13%
354,056
8.13
0.90
7.32
Sub -Total
23%
609,627
14.00
i vial
100%
2,642,785
60.69
0.43
26.00
Page 2 of 3

McGill
A< S S 0 C 9A T F S
Pre and Post Development Site Areas
IV. Summary
Imgerveous Area
Area
s
Area
ac
Pre Development
9.3% 246,395 5.66
Post Development
32.7% 862,874 19.81
Total Ia Increase 23.3% 616,479 14.15
V. Notes
1 Sections of existing concrete sidewalk removed for proposed improvements
and not replaced by new concrete sidewalk or covered walkways.
2 Asphalt roadway and parking areas include concrete curb and gutter.
3 Areas of wetlands to be filled as part of this work.
Page 3 of 3

Section 16
I

11
M.cGifl
A. 1 0 Cc r► F. s
Pre Development Site Runoff
Project: Town Creek Middle School and Elementary School Addition Date: May-18
ir
Location: `v`dinnabow, NC
Drainage
Outfall
Drainage
Area
Area
(sf)
Area
(ac)
"C"
Tc
(min)
110
(in/hr)
Q io
(cfs)
Existing Off -Site Wet Pond
A
E
41,924 0.96 0.42 5 9.70
91,737 2.11 0.38 5 9.70
3.92
7.76
Sub -Total
133,661 3.07
11.68
Wetlands 'A' - Elementary School Site
B
77,775 1.79 0.20 5 9.70
3.46
Sub -Total
77,775 1.79
3.46
Perimeter of Site
C1
C2
C3
296,152 6.80 0.20 15 6.54
165,285 3.79 0.20 7 8.92
133,323 3.06 0.20 5 9.70
8.89
6.77
5.94
Sub -Total
594,760 13.65
21.60
Wetlands 'B' - Middle School Site
D
37,089 0.85 0.20 5 9.70
1.65
Sub -Total
37,089 0.85
1.65
Total 843,285 19.36
38.40
Page 1 of 1
L

McGiRASSOCIA
Pre Development Time of Concentration Calculations
Project: Town Creek Middle School and Elementary School Addition Date: Mar-18
Location: Winnabow, NC
I. NRCS Segmental Method (TR-55)
Unpaved Areas: Tc = 0.001 (L) / S o.53 (Eq. La)
Paved Areas: Tc = 0.0008 (L) / S 0.53 (Eq. 2.a)
II. Pre Development Path
Pre -Development Drainage Area = A
Longest Length of Flow, L = 170 ft
Elevation Drop, H = 4.60 ft
Average Watershed Slope, S = 0.0271 ft/ft
Drainage Area is : Unpaved
Use Equation Eq.: La
Time of Concentration, Tc = 1.15 min Use, Tc = 5 min
III. Pre Development Path
Pre -Development Drainage Area = B
Longest Length of Flow, L = 150 ft
Elevation Drop, H = 2.00 ft
Average Watershed Slope, S = 0.0133 ft/ft
Drainage Area is: Unpaved
Use Equation Eq.: La
Time of Concentration, Tc = 1.48 min Use, Tc = 5 min
Page 1 of 3
L

McGill
A S S O C I ATE S
Pre Development Time of Concentration Calculations
IV. Pre Development Path
Pre -Development Drainage Area = CI
Longest Length of Flow, L = 770 ft
Elevation Drop, H = 3.00 ft
Average Watershed Slope, S = 0.0039 ft/ft
Drainage Area is : Unpaved
Use Equation Eq.:
La
Time of Concentration, Tc =
14.57 min
V. Pre Development Path
Pre-Devclopment Drainage Area =
C2
Longest Length of Flow, L =
350 ft
Elevation Drop, H =
1.20 ft
Average Watershed Slope, S =
0.0034 ft/ft
Drainage Area is : Unpaved
Use Equation Eq.:
La
Time of Concentration, Tc = 7.09 min
VI. Pre Development Path
Pre -Development Drainage Area = C3
Longest Length of Flow, L = 360 ft
Elevation Drop, H = 2.30 ft
Average Watershed Slope, S = 0.0064 ft/ft
Drainage Area is : Unpaved
Use Equation Eq.: La
Time of Concentration, Tc = 5.24 min
Page 2 of 3
Use, Tc = 15 min
Use, Tc = 7 min
Use, Tc = 5 min

McGill
A S S O C i A T C S
Pre Development Time of Concentration Calculations
VIL Pre Development Path
Pre -Development Drainage Area =
D
Longest Length of Flow, L =
178 ft
Elevation Drop, H =
3.10 ft
Average Watershed Slope, S =
0.0174 ft/ft
Drainage Area is :
Unpaved
Use Equation Eq.:
La
Time of Concentration, Tc =
0.00 min Use, Tc = 5 min
VIII. Pre Development Path
Pre -Development Drainage Area = E
Longest Length of Flow, L = 210 ft
Elevation Drop, H = 3.25 ft
Average Watershed Slope, S = 0.0155 ft/ft
Drainage Area is : Unpaved
Use Equation Eq.: La
Time of Concentration, Tc = 0.00 min Use, Tc = 5 min
Page 3 of 3

@McGJH
Rainfall Intensity Data
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
Date: Mar-18
I. Intensity Duration Frequency (IDF) Table
Wilmington, NC
ARI
5
10
15
30
60
120
3
6
12
2.4
(years)
min
min
min
min
min
min
hr
hr
hr
hr
2
7.39
5.92
4.96
3.42
2.15
1.28
0.91
0.56
0.33
0.19
10
9.70
7.75
6.54
4.74
3.08
1.94
1.39
0.87
0.51
0.30
25
10.98
8.75
7.40
5.48
3.65
2.38
1.73
1.08
0.64
0.38
100
12.92
10.27
8.65
6.63
4.56
3.18
2.37
1.49
0.89
0.53
H. Pre Development Drainage Area with Tc = 5 Minutes
Time of Concentration, Tc =
5
min
Design Storm =
10
year
Intensity, I =
9.70
in/hr
* See Time of Concentration Calculations
III. Pre Development Drainage Area with Tc = 7 Minutes
Time of Concentration, Tc = 7 min * See Time of Concentration Calculations
Design Storm = 10 year
Intensity, I = 8.92 in/hr
IV. Pre Development Drainage Area with Tc =15 Minutes
Time of Concentration, Tc = 15 min * See Time of Concentration Calculations
Design Storm = 10 year
Intensity, I = 6.54 in/hr
Page 1 of 1

McGill
A. S 1* 0 C 1 A T E S
Post Development Site Runoff
Project: Town Creek Middle School and Elementary School Addition Date: Jul-18
Location: Winnabow, NC
Drainage
Outfall
Drainage
Area
I
Area
I (SO
Area
(ac)
licit
Tc
(min)
I io
(in/hr)
Q 10
(cfs)
Existing Off -Site Wet Pond
Al
A2
E
F
15,590 0.36
26,334 0.60 0.30 5 9.70
40,428 0.93 0.55 5 9.70
22,205 0.51 0.30 5 9.70
0.40
1.76
4.95
1.48
Sub -Total
104,557 2.40
8.59
Wetlands'A' - Elementary School Site
B
56,944 1.31 0.20 5 9.70
2.54
Sub -Total
56,944 1.31
2.54
Perimeter of Site
C1
C2
C3
417,028 9.57
222,900 5.12 0.30 20 5.94
35,658 0.82 0.25 5 9.70
4.18
9.12
1.99
Sub -Total
675,586 15.51
15.28
Wetlands 'B' - Middle School Site
D
6,198 0.14 0.20 5 9.70
0.28
0.28
Sub -Total
6,198 0.14
Total * 843,285 19.36 26.69
* Calculations include project area only. Site areas outside of project area remain undisturbed.
Summary
Qio Post < / = Qao Pre
26.69 cfs 38.40 cfs
Page 1 of 1
OK

Post Development Time of Concentration Calculations
Project: Town Creek Middle School and Elementary School Addition Date: Mar-18
Location: Winnabow, NC
I. NRCS Segmental Method (TR-55)
Unpaved Areas: Tc = 0.001 (L) / S 0.53
Paved Areas: Tc = 0.0008 (L) / S 0.53
IL Post Development Path
Pre -Development Drainage Area =
B
Longest Length of Flow, L =
310 ft
Elevation Drop, H =
1.50 ft
Average Watershed Slope, S =
0.0048 ft/ft
Drainage Area is : Unpaved
Use Equation Eq.:
La
Time of Concentration, Tc = 5.23 min
III. Post Development Path
Pre -Development Drainage Area =
C2
Longest Length of Flow, L =
125 ft
Elevation Drop, H =
0.50 ft
Average Watershed Slope, S =
0.0040 ft/ft
Drainage Area is :
Unpaved
Use Equation Eq.:
La
Time of Concentration, Tc = 2.33 min
Use, Tc = 5 min
Page 1 of 1
(Eq. La)
(Eq. 2.a)
Use, Tc = 5 min
Longest Length of Flow, L = 205 ft
Elevation Drop, H = 3.00 ft
Avg Watershed Slope, S = 0.0146 ft/ft
Drainage Area is : Paved
Use Equation Eq.: 2.a
Time of Concentration, Tc = 1.54 min

@McGill
A S 4 4 C( A T E S
Rainfall Intensity Data
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
Date: Mar-18
L Intensity Duration Frequency (lDF) Table
Wilmington, NC
ARI
5
10
15
30
60
120
3
6
12
24
(years)
min
min
min
min
min
min
hr
hr
hr
hr
2
7.39
5.92
4.96
3.42
2.15
1.28
0.91
0.56
0.33
0.19
10
9.70
7.75
6.54
4.74
3.08
1.94
1.39
0.87
0.51
0.30
25
10.98
8.75
7.40
5.48
3.65
2.38
1.73
1.08
0.64
0.38
100
12.92
10.27
8.65
6.63
4.56
3.18
2.37
1.49
0.89
0.53
II. Post Development Drainage Area with Tc = 5 Minutes
Time of Concentration, Tc = 5 min * See Time of Concentration Calculations
Design Storm = 10 year
Intensity, I = 9.70 in/hr
III. Post Development Drainage Area with Tc = 20 Minutes
Time of Concentration, Tc = 20 min * See Time of Concentration Calculations
Design Storm = 10 year
Intensity, I = 5.94 in/hr
Page 1 of 1

r
7
Section 17
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Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Swale A - Grass
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 26.00
Slope (%)
= 0.50
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.29
Elev (ft) Section
28.00
27.50
27.00
26.50
26.00
25.50
1 2 3 4
5
Reach (ft)
Highlighted
Depth IT
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Mar 14 2018
= 0.36
= 1.290
= 1.11
= 1.16
= 4.28
= 0.22
= 4.16
= 0.38
6 7 8 9 10
Depth (ft)
2.00
1.50
1.00
0.50
W11
n cn

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
i Swale A - Bare Soil
I
Trapezoidal
j Bottom Width (ft)
= 2.00
I Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 26.00
Slope (%)
= 0.50
N-Value
= 0.020
Calculations
Compute by:
Known Q
} Known Q (cfs)
= 1.29
Elev ft
()
f
Section
ZO.UU
27.50
27.00
26.60
26.00
25.50
Wednesday, Mar 14 2018
Highlighted
Depth (ft)
= 0.26
Q (cfs)
= 1.290
Area (sqft)
= 0.72
Velocity (ft/s)
= 1.78
Wetted Perim (ft)
= 3.64
Crit Depth, Yc (ft)
= 0.22
Top Width (ft)
= 3.56
EGL (ft)
= 0.31
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
K I1

Channel Report
F
I Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Temporary Swale - Grass
i
Trapezoidal
j Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
f Invert Elev (ft)
= 25.40
i Slope (%)
= 0.50
N-Value
= 0.035
i
Calculations
Compute by:
Known Q
Known Q (cis)
I
f
= 3.85
Elev (ft)
27.00
i
26.50
` 26.00
E
25,50
25.00
k
24.50
Section
0 2 4 6 8
Reach (ft)
Wednesday, Mar 14 2018
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
10 12 14
= 0.62
= 3.850
= 2.39
= 1.61
= 5.92
= 0.40
= 5.72
= 0.66
Depth (ft)
-LOU
1.10
1 .1
0.10
-0.40

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Temporary Swale - Bare Soil
Trapezoidal
I Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 25.40
E Slope (%)
= 0.50
N-Value
= 0.020
Calculations
Compute by:
Known Q
f Known Q (cfs)
= 3.85
Elev (ft) Section
27.00
26.50
f
26.00
25.50
25.00
24.50
2 4 6
8
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ftls)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Mar 14 2018
= 0.47
= 3.850
= 1.60
= 2.40
= 4.97
= 0.40
= 4.82
= 0.56
Depth (ft)
1.60
1.10
M
0.10
u.40
rr.Ta
10 12 14 16 v vv

Section 8
L

Gutter Spread Calculation Summary
Project: 1 own Creek Middle School and Elementary School Addition
Location: Winnabow, NC
I. Combination Inlet - Sag
a. Maximum Drainage Area to Gutter Pan
Maximum Drainage Area, A = 0.21 ac
Runoff Coefficient, C = 0.80
Intensity, I = 4.00 in/hr
Design Q = 0.67 cfs
b. Spread
Date: Mar-18
Lane Width = 10.00 ft
Gutter Width = 2.00 ft
Minimum Gutter Slope = 0.50 %
Spread = 3.05 ft * See Hydraflow Express Results
C. Summary Spread </= 1/2 Lane Width OK
H. Combination Inlet - On Grade
a. Maximum Drainage Area to Gutter Pan
Maximum Drainage Area, A = 0.12 ac
Runoff Coefficient, C = 0.90
Intensity, I = 4.00 in/hr
Design Q = 0.43 cfs
b. Spread
Lane Width = 10.00 ft
Gutter Width = 2.00 ft
Minimum Gutter Slope = 0.50 %
Spread = 3.30 ft * See Hydraflow Express Results
C. Summary Spread </= 1/2 Lane Width OK
Page 1 of 1

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Maximum Conditions - Sag
Combination Inlet
Calculations
Location
= Sag
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 4.00
Grate Area (sqft)
= 3.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
Local Depr (in)
= 2.00
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= -0-
Bypass Depth (in)
Gutter n-value
= -0-
9.I I.jI1S-1SI:r.3 M!W
Wednesday, Mar 14 2018
Known Q
= 0.67
= 0.67
= 0.67
_ -0-
= 4.17
= 100
= 3.05
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc.
Maximum Conditions - On Grade
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cis)
Throat Height (in)
= 4.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
I Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.080
Efficiency (%)
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
Local Depr (in)
= 2.00
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 0.50
Bypass Depth (in)
Gutter n-value
= 0.013
AI I dimensions in (ed
Wednesday, Mar 14 2018
Known Q
= 0.43
= 0.43
= 0.43
_ -0-
= 4.23
= 99
= 3.30
= 1.88
= 0.50
= 0.48

Section 19

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Section 10

MMcGifl
, 5 'S 0 C 1 A T B S
Post Development SCM 1 Drainage Area
Project: Town Creek Middle School and Elementary School Addition Date: Mar-18
Location: Shallotte, NC
I. Drainage Area 15,590 sf = 0.358 ac
II. Post Development Areas
i
Land Use
Area
Area
"C"
CA
(s fl
(ac)
Post
Post
Pervious
TurfNegetation
39%
6,041
0.14
0.20
0.03
Other
0%
0
0.00
0.20
0.00
Sub -Total
39%
6,041
0.14
Impervious
Existing Elementary School Bldg
0%
0
0.00
0.90
0.00
Existing Concrete Sidewalk
8%
1,309
0.03
0.90
0.03
Proposed Building Addition
49%
7,607
0.17
0.90
0.16
Proposed Concrete Walk/Patio
4%
633
0.01
0.90
0.01
Other
0%
0
0.00
0.90
0.00
61%
9,549
0.22
Sub -Total
Total
100%
15,590
0.36
0.63
0.23
Page 1 of 1

McGiff
Al 3 3 0 L 1 A T" E S
Stormwater Control Measure Data: SCM 1
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
I. Table A
2.00 ft I
1.50
Key Elevation
Elevation
Area
I
Description
U
(ft)
(SO
Top of Bank, TOB
27.30
1,550
6" Freeboard
26.80
100 Year Rise
26.57
10 Year Rise
26.50
Water Quality Elevation
26.46
1,050
1 ft Contour
26.30
966
Sediment Cleanout
25.80
Bottom Elevation
25.30
510
High Water, SHWT
24.70
Sediment Trap Contour
24.30 330
Sediment Trap Bottom
23.80 252
Page 1 of 1
Date: Mar-18
* 10" Below Existing Grade

Hydraflow Table of Contents
18-0311_SCM_1.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Sunday, 03 / 11 / 2018
10 -Year
HydrographReports................................................................................................... ........... 1
Hydrograph No. 1, Rationai, To SCM I .................................................................................... 1
Hydrograph No. 2, Reservoir, Out SCM 1................................................................................ 2
Pond Report - Out SCM 1
100 - Year
HydrographReports................................................................................................................... 4
Hydrograph No. 1, Rational, To SCM 1.................................................................................... 4
Hydrograph No. 2, Reservoir, Out SCM 1................................................................................ 5
L

j--
Hydrograph Report
`,
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 1 Sunday, 03 / 11 / 2018
Hyd. No. 1
To SCM 1
Hydrograph type
= Rational
Peak discharge
= 1.862 cfs
Storm frequency
= 10 yrs
Time to peak
= 9 min
' Time interval
= 1 min
Hyd. volume
= 1,005 cuft
Drainage area
= 0.360 ac
Runoff coeff.
= 0.63
Intensity
= 8.209 in/hr
Tc by User
= 9.00 min
OF Curve
= NCDOT
Wilmington-hydraflovAi%fRec limb fact
= 1/1
Q (cfs)
2.00
1.00
0.00
0
To SCM 1
Hyd. No. 1 —10 Year
2 4 6 8 10 12 14 16
Hyd No. 1
Q (cfs)
2.00
1.00
0.00
18
Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. A 1
Hyd. No. 2
Out SCM 1
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
inflow hyd. No.
= 1 - '10 SCM i
Reservoir name
= Out SCM 1
Storage Indication method used. EAltration extracted from Outflow.
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Out SCM 1
Hyd. No. 2 —10 Year
Sunday, 03 / 11 / 2018
= 0.404 cfs
= 16 min
= 118 cuft
= 26.50 ft
= 941 cult
2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Hyd No. 1 I I l i E [ 1 Total storage used = 941 cuft
Q (cfs)
2.00
1.00
0.00
28
Time (min)

Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc.. v11
Sunday, 03 / 11 ! 2018
Pond No.1 - Out SCM 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 25.30 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 25.30
510
0
0
1.00 26.30
966
726
726
1.16 26.46
1,050
161
887
2.00 27.30
1,550
1,085
1,972
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A] [B]
[C]
[D]
Rise (In) = 0.00
0.00
0.00
0.00
Crest Len (ft)
= 10.00 0.00
0.00
0.00
Span (In) = 0.00
0.00
0.00
0.00
Crest El. (ft)
= 26.46 0.00
0.00
0.00
No. Barrels = 0
0
0
0
Weir Coeff.
3.33 3.33
3.33
3.33
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type
= Rect --
--
Length (ft) 0.00
0.00
0.00
0.00
Multi -Stage
= No No
No
No
Slope (%) 0.00
0.00
0.00
n/a
N-Value .013
.013
.013
n/a
Orifice Coeff. 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.020 (by Contour)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 25.50
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0 00
Note: Culvert/Orifice outflows are analyzed under inlet Cie) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and subinerydrwe (s)
Stage / Discharge
Elev (ft)
27.30
27.10
26.90
26.70
26.50
26.30
26.10
25.90
25.70
25.50
2530
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00
Total Q Discharge (cis)

Hydrograph Report
` Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v11
r Hyd. No. 1
To SCM 1
4
Sunday, 03 / 11 / 2018
Hydrograph type
= Rational
Peak discharge
= 2.490 cfs
Storm frequency
= 100 yrs
Time to peak
= 9 min
Time interval
= 1 min
Hyd. volume
= 1,345 cuft
Drainage area
= 0.360 ac
Runoff coeff.
= 0.63
Intensity
= 10.979 in/hr
Tc by User
= 9.00 min
OF Curve
= NCDOT Wilmington-hydraflovA§WRec
limb fact
= 1/1
To SCM 1
Q (cfs) Hyd. No. 1 -100 Year
` 3.00
2.00
0 2
L— Hyd No. 1
l
4 6 8 10
Q (cfs)
3.00
2.00
1.00
'- 0.00
12 14 16 18
Time (min)
L

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCADO Civil 310 2016 by Autodesk, Inc. A 1
Hyd. No. 2
Out SCM 1
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1 - To SCM 1
Reservoir name
= Out SCM 1
Storage Indication method used. Exfiltration extracted from Outflow.
0 KI
1.00
0.00
0 2 4
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Out SCM 1
Hyd. No. 2 -- 100 Year
Sunday, 03 / 11 / 2018
= 1.253 cfs
= 13 min
= 457 cuft
28.57 ft
= 1,028 cuft
Q (cfs)
3.00
I'm
1.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 111 1 1 1 Total storage used =1,028 cult Time (min)

McGifl,
Inflow and Outflow Velocity Calculations: SCM 1
Project: Town Creek Schools
Location: Winnabow, NC
I. Concentrated Flow into SCM
* 10 Year Storm Event
Date: Jul-18
Storm System = ES *See Storm ES Storm Sewer Tabulation
Structure = EO
Inflow Velocity = 2.48 ft/s </= 2.50 ft/s OK
II. Concentrated Flow out of SCM * 10 Year Storm Event
Structure = Berm *See Hyrdaflow Weir Report
Velocity Out of SCM = 0.76 ft/s </= 2.50 ft/s OK
Page 1 of 1

Weir Report
i Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
r SCM 1 Outflow
I
Rectangular Weir
Crest
= Sharp
Bottom Length (ft)
= 10.00
Total .Depth (ft)
= 0.84
Calculations
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
1 Known Q (cfs)
= 0.40
Depth (ft)
1.00
0.50
,1 1 C
-0.50
0 1 2 3 4
Weir W.S.
SCM 1 Outflow
5 6 7
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Top Width (ft)
Thursday, Jun 28 2018
= 0.05
= 0.400
= 0.52
= 0.78
= 10.00
Depth (ft)
1.00
0.50
OO
-0.50
8 9 10 11 12
Length (ft)

Section 11

McGill
A. s S 0 C O A Z F S
Post Development SCM 2 Drainage Area
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
I. Total Drainage Area
Total: 417,028 sf = 9.574 ac
IL Post Development Areas
Date: May-18
Area
Area
"C"
CA
Land Use
(sf)
(ac)
Post
Post
Pervious
Turf/ Vegetation/ Woodlands
43%
179,433
4.12
0.20
0.82
Wetlands
0%
0
0.00
0.20
0.00
Fire Lane - Grasspave 2
0%
1,041
0.02
0.20
0.00
43%
180,474
4.14
Sub -Total
Impervious - Elementary School
Ex. Building
0%
0
0.00
0.90
0.00
Ex. Roadways/ Parking/ Basketball
2%
6,572
0.15
0.90
0.14
Ex. Sidewalks/ Covered Walkways 1
0%
266
0.01
0.90
0.01
New Building Addition
0%
0
0.00
0.90
0.00
New Sidewalks/ Covered Walkways
0%
0
0.00
0.90
0.00
2%
6,838
0.16
Sub -Total
Impervious - Middle School
Building
17%
68,894
1.58
0.90
1.42
Future Building
1%
2,824
0.06
0.90
0.06
Asphalt Roadways/ Parking 2
27%
113,700
2.61
0.90
2.35
Asphalt Bus Lane Improvements
2
4%
17,671
0.41
0.90
0.37
Sidewalks/ Covered Walkways
4%
18,396
0.42
0.90
0.38
Concrete Loading/ Dumpster Area
2%
8,036
0.18
0.90
0.17
Fire Pump House
0%
195
0.00
0.90
0.00
Sub -Total
55%
229,716
5.27
Total
100%
417,028
9.57
0.60
5.72
Page 1 of 1

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O'McGifl
A i0IL i A7E'3
Water Quality Volume: SCM 2
Project: Town Creek Middle School and Elementary School Addition Date: Jul-18
Location: Winnabow, NC
Ia. Pre Development Data
Total Drainage Area, A = 9.57 ac
Drainage Area Impervious Area = 0.32 ac
Impervious Area Fraction, Ia = 0.03
Ib. Post Development Data
Total Drainage Area, A = 9.57 ac
Drainage Area Impervious Area = 5.43 ac
Impervious Area Fraction, Ia = 0.57
Runoff Coefficient, Rv = 0.05 + (0.9 * Ia)
Runoff Coefficient, Rv = 0.08 ac Runoff Coefficient, Rv 0.56 ac
II. Water Quality Volume Required
Simple Method Design Volume, DV = 3630 * Rd * Rv * A
Coastal =
Yes
SA Waters =
No
Design Storm, Rd =
1.50 in
Design Volume, DV Pre = 4,174 cf
Design Volume, DV Post = 29,218 cf
Design Volume, DV = 29,218 cf
rYI. Water Quality Volume Provided
* 15A NCAC 02H . 10 19 Coastal Counties
Provided Volume, DV = 29,374 cf * See Hydraflow Hydrographs Data
Pagel of 3

McGill
x S �S 0 C I &7 L S
Stormwater Control Measure Design Calculations: SCM 2
Project: Town Creek Middle School and Elementary School Addition Date: Jul-18
Location: Winnabow, NC
I. Post Development Stormwater Control Measure
Project Density = Low density with areas of high density
Pretreatment = Forebay
Primary SWM = Wet Pond
II. Main Pool Volume Required
Hydraulic Residence Time,1H-RT = 14 days
Time B/T Storm Events, Ts = 5 days
Design Volume, DV = 29,218 cf
Main Pool Volume, Vmp = 0.87 * (HRT / Ts) * Dv
Main Pool Volume, Vmp = 71,174 cf
III. Volume Provided
IV. Summary
Main Pool Volume, Vmp = 71,978 cf = * See Hydraflow Hydrographs Data
Main Pool Vol
Required
71,174
Main Pool Vol
Provided
71,978 cf
Page 2 of 3
ON

t
MCILIM"
A :S S Ck €: r A' h S
Orifice SizinLy: SCM 2
Project: Town Creek Middle School and Elementary School Addition
.Location: Winnabow, NC
I. Determine Flow Rate
2-Day Drawdown:
Design Volume, DV = 29,374 cf
Drawdown Time, Td = 2 days
Flow Rate, Qd = 14,687 cf/d
H. Size Orifice
5-Day Drawdown:
Orifice Pipe Diameter, Do = (Qd / (2310 * (H)0.5))0.5
Storage Depth, H = 1.10 ft
Driving Head, H/3 = 0.37 ft
Orifice Pipe Diameter, Do = 3.24 in
Use Do =
3.00
in
Drawdown Time, Td =
2.34
days
Drawdown Time, Td =
56.16
hours
Page 3 of 3
Date: Jul-18
Design Volume, DV = 29,374 cf
Drawdown Time, Td = 5 days
Flow Rate, Qd = 5,875 cf/d
Orifice Pipe Diameter, Do = 2.05 in

Hydraflow Table of Contents
18-0626 SCM_2_Total.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. v11 Wednesday, 06 127 / 2018
10 - Year
HydrographReports................................................................................................................... 1
Hydrograph No. 11, Rational, To SCM 2................................................................................... 1
Hydrograph No. 2, Reservoir, Out SCM 2................................................................................ 2
PondReport - SCM 2.......................................................................................................... 3
100 -Year
HydrographReports................................................................................................................... 4
Hydrograph No. 1, Rational, To SCM 2................................................................................... 4
Hydrograph No. 2, Reservoir, Out SCM 2................................................................................ 5

Hydrograph Report
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
ToSCM2
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 9.570 ac
Runoff coeff.
Intensity
= 6.363 in/hr
Tc by User
OF Curve
= NCDOT Wilmington-hydraflovADEfRec limb fact
Q (cfs)
40.00
RIQUIR
10.00
To SCM 2
Hyd. No. 1 --10 Year
Wednesday, 06 127 / 2018
= 36.53 cfs
= 0.28 hrs
= 37,265 cuft
= 0.6
= 17.00 min
= 1/1
Q (cfs)
40.00
30.00
20.00
10.00
0.00 J/ 1 1 I 1 1 1 1 1 1 1 1 1 1 I N 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.6
Hyd No. 1
Time (hrs)

Hydrograph Report
2
a
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 2
Out SCM 2
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1 - To SCM 2
Reservoir name
= SCM 2
Storage Indication method used. Wet pond routing start elevation = 25.00 ft
Q (cfs)
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. elevation
Max. Storage
Out SCM 2
Hyd. No. 2 --10 Year
Wednesday.0612712018
_ 4.178 cfs
= 0.53 hrs
= 9,318 cuft
= 26.50 ft
= 120,587 tuft
0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0
Hyd No. 2 Hyd No. 1 1 1 l 1 I 1 Total storage used = 120,587 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
3.3
Time (hrs)

Pond
Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Wednesday, 06 / 27 / 2018
Pond No. 1 - SCM 2
Pond Data
1 Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 17.00 ft
Stage / Storage Table
r Stage (ft)
Elevation (ft)
Contour area (sqft) Incr. Storage (cuft)
Total storage (cuft)
1 0.00
17.00
4,158
0
0
1.00
18.00
5,249
4,692
4,692
2.00
19.00
6,393
5,811
10,503
3.00
20.00
7,584
6,979
17,483
3.50
20.50
9,623
4,291
21,774
4.00
21.00
10,545
5,040
26,814
5.00
22.00
12,462
11,489
38,303
6.00
23.00
14,477
13,456
51,758
7.00
24.00
16,591
15,520
67,279
8.00
25.00
18,802
17,683
84,962
9.00
26.00
25,542
22,084
107,046
9.28
26.28
26,541
7,291
114,336
10.00
27.00
29,146
20,038
134,374
10.50
27.50
30,985
15,029
149,403
Culvert / Orifice
Structures
Weir Structures
E
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in)
= 3.00
0.00
0.00
0.00 Crest Len (ft)
= 12.00 0.00
0.00 0.00
Span (in)
= 3.00
0.00
0.00
0.00 Crest El. (ft)
= 26.28 0.00
0.00 0.00
No. Barrels
= 1
0
0
0 Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft)
= 25.00
0.00
0.00
0.00 Weir Type
= Rect ---
---
Length (ft)
= 4.00
0.00
0.00
0.00 Multi -Stage
= No No
No No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .011
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60 Exfil.(Inlhr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No TW Elev. (ft)
= 25.77
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet
(oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
Stave / Discharge
Elev (ft)
12.00
1
10.00
8.00
6.00
4.00
l 2.00
0.00
29.00
27.00
25.00
23.00
21.00
i 9.00
17 00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 46.00 50.00 55.00
- Total Q
Discharge (cis)

Hydrograph Report
4
1-
L
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
To SCM 2
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 9.570 ac
Runoff coeff.
Intensity
= 8.642 in/hr
Tc by User
OF Curve
= NCDOT Wilmington-hydraflovA&VRec limb fact
Q (cfs)
50.00
40.00
30.00
20.00
10.00
To SCM 2
Hyd. No. 1 -100 Year
Wednesday, 06 / 27 / 2018
= 49.62 cfs
= 0.28 hrs
= 50,615 tuft
= 0.6
= 17.00 min
= 1 /1
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 y I I I I I I I i 1 1 i i I k 0.00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.6
Hyd No. 1
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 2
Out SCM 2
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 1 min
inflow hyd. No.
= 1 - To SCM 2
Reservoir name
= SCM 2
Storage Indication method used. Wet pond routing start elevation = 25.00 ft
Q (cfs)
I 50.00
40.00
I
f 30.00
20.00
�. 10.00
t_.
0.00
0.0 0.3
— Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Out SCM 2
Hyd. No. 2 --100 Year
5
Wednesday, 06 / 27 / 2018
= 13.59 cfs
= 0.48 h rs
= 22,667 cuft
= 26.78 ft
= 128,199 cuft
0.7 1.0 1.3 1.7 2.0 2.3 2.7
Hyd No. 1 [ I i [ 11 Total storage used = 128,199 cuff
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
3.0
Time (hrs)

Pond Report
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. A 1
Pond No. 1 - SCM 2 Forebay
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 20.50 ft
Stage / Storage Table
Wednesday, 06 / 27 / 2018
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
20.50
1,424
0
0
0.50
21.00
1,719
785
785
1.50
22.00
2,345
2,024
2,808
2.50
23.00
3,020
2,675
5,483
3.50
24.00
3,745
3,376
8,859
4.50
25.00
4,518
4,125
12,984
Culvert / Orifice
Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 0.00 0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 0.00 0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 0.00 0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= --
--
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
No No
No
No
Slope (°/a)
= 0.00
0.00
0.00
n/a
N-Value
= .000
.000
.000
n/a
Orifice Coeff.
= 0.00
0.00
0.00
0.00
Exfll.(in/hr)
= 0.000 (by Wet area)
Multistage
n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice
outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (tc) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation
Clv A
Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User
Total
ft cuft ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 20.50
--
--
--- - -
0.000
0.50
785 21.00
---
---
-- ---
---
0.000
1.50
2,808 22.00
---
-- --
-- ---
--- ---
0.000
2.50
5,483 23.00
---
---
-- --
-- --
- ---
0.000
3.50
8,859 24.00
---
---
--
--
---
0.000
4.50
12,984 25.00
--
---
-
--
-
0.000
L

McGiff
A 1 4 O U! A T l
Inflow and Outflow Velocity Calculations: SCM 2
Project: Town Creek Schools
Location: Winnabow, NC
I. Concentrated Flow into SCM Forebay
Storm System = A
Structure = AO
Inflow Velocity = 1.30 ft/s </= 2.50
Storm System = B-C
Structure = BO
Inflow Velocity = . 2.12 ft/s </= 2.50
II. Concentrated Flow out of SCM Main Pool
Storm System = D
Structure = DO
Discharge Velocity = 1.15 ft/s </= 2.50
Page 1 of 1
Date: Jul-18
* 10 Year Storm Event
*See Storm —A Storm Sewer Tabulation
ft/s OK
*See Storm B-C Storm Sewer Tabulation
ft/s OK
* 10 Year Storm Event
*See Storm D Storm Sewer Tabulation
ft/s OK

Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
SCM 2 Berm
Rectangular Weir
Crest
= Sharp
Bottom Length (ft)
= 62.00
Total Depth (ft)
= 1.50
Calculations
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 36.53
Depth (ft)
2.00
1.50
1.00
0.50
SCM 2 Berm
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Top Width (ft)
Thursday, Jun 28 2018
= 0.31
= 36.53
= 19.53
= 1.87
= 62.00
Max. Velocity at Tailwater = (
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50 i f 1 1 1 1 1 1 1 1 1 1 1 1 1 -0.50
0 5 i 0 15 20 25 3U 35 40 45 50 55 60 65 70 75
Weir W.S. Length (ft)

1r-
Section 112
L

1
McGilft
A S S 0 C G A T E S
Temporary Sediment Trap: 1
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
l Date: Mar-18
I
Disturbed
Area to Trap
(SO (ac)
Storage Volume
Inflow
Q ,o
(cfs)
Surface Area
Min Side
Slopes
X:I
L/W
Ratio
X:1
Depth
(ft)
Required 2 Provided
(cf) (cf)
Required' Provided
(sf) (SO
0.36 1,288 809 966 2.00 3.5
Notes:
1 Minimum surface area required = 435 sf/cfs Q to peak inflow
2 Minimum sediment storage volume = 3,600 cf/ac disturbed area
3 Minimum depth = 3.5 ft (1.5 feet excavated below grade)
Page 1 of 1
L

Hydraflow Table of Contents 18-0311_SCM_1_TEMP.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Sunday, 03 / 11 / 2018
10 - Year
HydrographReports................................................................................................................... 1
Hydrograph No. 1, Rational, To SCM 1.................................................................................... 1
Hydrograph No. 2, Reservoir, Out SCM 1 - Temp ................................................................... 2
PondReport - SCM 1 - Temp.............................................................................................. 3
100 - Year
HydrographReports................................................................................................................... 4
Hydrograph No. 1, Rational, To SCM 1.................................................................................... 4
Hydrograph No. 2, Reservoir, Out SCM 1 - Temp
a

r Hydrograph Report
S Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
To SCM 1
1
Sunday, 03 11112018
Hydrograph type
= Rational
Peak discharge
= 1.862 cfs
Storm frequency
= 10 yrs
Time to peak
= 9 min
Time interval
= 1 min
Hyd. volume
= 1,005 cuft
Drainage area
= 0.360 ac
Runoff coeff.
= 0.63
Intensity
= 8.209 in/hr
Tc by User
= 9.00 min
OF Curve
= NCDOT Wilmington-hydraflovA&VRec
limb fact
= 1/1
To SCM 1
Q (c) Hyd. No. 1 —10 Year
2.00
I
1.00
0.00
0
2 4 6 8 10 12 14 16
Hyd No. 1
Q (cfs)
2.00
1.00

Hydrograph Report
KA
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2016 by Autodesk, Inc. v11
Hyd. No. 2
Out SCM 1 - Temp
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1 - To SCM 1
Reservoir name
= SCM 1 - Temp
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
2.00
1.00
0.00
0
Peak discharge
Time to peak
Hyd. volume
Max. rElevation
Max. Storage
Out SCM 1 - Temp
Hyd. No. 2 --10 Year
Sunday, 03 / 11 / 2018
= 0.000 cfs
= n/a
= 0 cuft
= 25.91 rt
= 1,005 cuft
V1
i\N
2 4 6 8 10 12 14 16
Hyd No. 2 Hyd No. 1 [ 1 1 I [ I Total storage used = 1,005 cuft
Q (cfs)
2.00
1.00
- 0.00
18
Time (min)

Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Sunday, 03 1112018
Pond No.1 - SCM 1 - Temp
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 23.80 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 23.80
252
0
0
0.50 24.30
330
145
145
1.50 25.30
510
417
562
2.50 26.30
966
726
1,288
3.50 27.30
1,550
1,246
2,534
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 0.00 0.00
0.00
0.00
Crest Len (ft)
= 10.00 0.00
0.00
0.00
Span (in) = 0.00 0.00
0.00
0.00
Crest El. (ft)
= 26.46 0.00
0.00
0.00
No. Barrels = 0 0
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 0.00 0.00
0.00
0.00
Weir Type
= Rect --
Length (ft) = 0.00 0.00
0.00
0.00
Multi -Stage
No No
No
No
Slope I[%) = 0.00 0.00
0.00
n/a
N-Value = .013 .013
.013
n/a
Orifice Coeff. 0.60 0.60
0.60
0.60
Exfil.(in/hr)
= 0.020 (by Contour)
Multi -Stage = n/a No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
0.00
0.00 3.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (le) and outlet (oc) control. Weir risers checked for orMce conditions (ic) and submergence (s)
Stage / Discharge
6.00 9.00 12.00 15.00 18.00 21.00 24.00
Elev (ft)
27.80
26.80
25.80
24.80
23.80
27.00
Discharge (cls)

i
Hydrograph Report
F
I Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11
Hyd. No. 1
To SCM 1
4
Sunday, 03 / 11 / 2018
Hydrograph type
= Rational
Peak discharge
= 2.490 cfs
Storm frequency
= 100 yrs
Time to peak
= 9 min
Time interval
= 1 min
Hyd. volume
= 1,345 cult
Drainage area
= 0.360 ac
Runoff coefi.
= 0.63
Intensity
= 10.979 in/hr
Tc by User
= 9.00 min
OF Curve
= NCDOT Wilmington-hydraflornrP. &Mec limb fact
= 1/1
2.00
1.00
0.00
0
To SCM 1
Hyd. No. 1 --100 Year
2 4 6 8 10 12 14 16
Hyd No. 1
Q (cfs)
3.00
2.00
1.00

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v11 Sunday, 03 / 11 / 2018
Hyd. No. 2
Out SCM 1 - Temp
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
inflow hyd. No. - 1 -TO SCM 1 Max. Elevation = 26.35 ft
Reservoir name = SCM 1 - Temp Max. Storage = 1,345 cuft
Storage Indication method used. Exiiiltration extracted from Outflow.
Out SCM 1 - Temp
Q (ems) Hyd. No. 2 —100 Year Q (S)
3.00 3.00
I
f
2.00 2.00
_ I _
1 1.00 1.00
1, - �
L 0.00
0 2 4 6 8 10 12 14 16 18
Time (min)
Hyd No. 2 — Hyd No. 1 I I I I Total storage used = 1,345 cult

McGifl
A 3 3 0 C 9 A r E S
Temporary Sediment Basin: 2
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
Date: Mar-18
Disturbed
Area to Basin
(SO (ac)
Storage Volume
Inflow
Q io
(cfs)
Surface Area
Min Side
Slopes
X:1
L/W
Ratio
X:1
Deptb.
(ft)
Required 2 Provided
(cf) (cf)
Required' Provided
(sf) (SO
801,540 18.40 33,121 84,780 44.05 19,162 19,795 3 2.00 10
Notes:
1 Minimum surface area required = 435 sf/cfs Q 30 peak inflow
2 Minimum sediment storage volume = 1,800 cf/ac disturbed area
3 Minimum depth = 3.5 ft (1.5 feet excavated below grade)
Q io = CIA where,
Disturbed Area, A =
18.4 Ac
C =
0.42
Tc =
22 Min
I =
5.7 In/Hr
Page 1of1

McGill
ASSOCIA.7FS
Orifice Sizing: SCM 2 Temporary Skimmer
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
I. Determine Flow Rate
2-Day Drawdown:
Design Storage Volume, DV = 33,121 cf
Drawdown Time, Td = 2 days
Flow Rate, Qd = 16,561 cf/d
H. Size Skimmer Orifice
5-Day Drawdown:
Date: Apr-18
Design Storage Volume, DV = 33,121 cf
Drawdown Time, Td = 5 days
Flow Rate, Qd = 6,624 cf/d
Orifice Pipe Diameter, Do = (Qd / (2310 * (H)0.5))0.5
Storage Depth, H = 1.73 ft
Driving Head, H/3 = 0.58 ft
Orifice Pipe Diameter, Do = 3.07 in Orifice Pipe Diameter, Do = 1.94 in
Use Do = 2.00 in
Page 1 of 1

Section 113
L
L

Existing Wet Pond - Built Upon Area
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NC
I. Existing Permit - Existing Wet Pond
* SW8 071210 High Density Stormwater Permit
Total Permitted BUA:
BUA Reserved for Future Use:
246,395 sf = 5.656 ac
0 sf = 0.000 ac
H. Proposed Revisions to Existing Wet Pond Drainage Area
Land Use
Area
I Area
(SO
(ac)
Built Upon Area (BUA)
Elementary School Addition
7,607 0.17
ES Addition Sidewalk
633 0.01
Concrete Sidewalks - ES South
-234 -0.01
Concrete Sidewalks - ES East
-708 -0.02
Asphalt Roadway - Bus Lane
-10,613 -0.24
Asphalt Roadway - Lake Park Dr
1,315 0.03
-2,000 -0.05
Sub -Total
III. Proposed Permit - Existing Wet Pond
Proposed BUA:
Bi TA Reserved for Fut��re Use:
Total Permitted BUA:
244,395 sf = 5.611 ac
2,000 sf = 0.046 ac
246,395 sf = 5.656 ac
Page 1 of 1
Date: May-18

McGill
.O. � .% 0 4' 1 h7 E 5
Existing Wet Pond - Drainage Area
Project: Town Creek Middle School and Elementary School Addition
Location: Winnabow, NCL
I. Existing Permit - Existing Wet Pond
* SW8 071210 High Density Stormwater Permit
Total Drainage Area: . 642,736 sf = 14.755 ac
H. Proposed Revisions to Existing Wet Pond Drainage Area
Drainage Area
Area
(sf)
Area
(ac)
Perimeter Area
56,787 1.30
Lake Park Dr
8,328 0.19
Bus Lane
-65,115 -1.49
Sub -Total
0 0.00
III. Proposed Permit - Existing Wet Pond
Total Drainage Area: 642,736 sf = 14.755 ac
Page 1 of 1
Date: May-18

EXISTING PERMIT PAGE 3 OF 6
IV. PROJECT INFORMATION FOR REFERENCE PURPOSES ONLY
L
1. In the space provided below, briefly summarize how the Stormwater runoff will be treated.
Stormwater runoff will be directed to an off -site wet detention basin (Pond 8 of Rice Creek Plantation -
Phase 1) via stormwater collection system.
2. a. If claiming vested rights, identity the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ® Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cave Fear River basin.
4. Total Property Area: 21.29 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+: 21.29 acres
* Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal Higgh Water (NHM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MH1N) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 26.6 %
9. How many drainage areas does the project have? 1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
the following information for each drainage area identified in Project Information item 9. If there
a r r n e r e a et with the information for each area
provided in the same format as below.
Basin Information
Dra a -Area 1, :'::
Dr:Aiji4
I3rarna `e Area`:
Drainage Area
Receiving Stream Name
Rice Creek
Stream Class *
C, SW
Stream Index Number *
18-81-6
Total Drainage Area (so
-94}39
{.LA "t -S to
On -site Drainage Area (so
642,736
Off -site Drainage Area (sf)
-791-003r
Pro osed Impervious Area** s-292;494=
2
5
% Impervious Area** total
4G--53e.
Impervious" Surface Area
Drain:' . Area ;i
Drainage Area J
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
89,656
On -site Streets (so
0
On -site Parking (so
142,854
On -site Sidewalks (sf)
13,885
Other on -site (so
0
Future (so
0
Off -site (sf)
45;2=
Existing BUA*1* (so
0
Total (st):
* Stream Class and Index Number can be determined at:
** Impervious area is defined as the built upon area inclue
buildings, roads, parking areas,
***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA thai
is to be removed and which will be replaced by new B UA.
{ Form SWU-101 Version 07July2009 Page 3 of 6

rN
JUL 0 3 201-3
BY:
From: Wes Fryar
To: Kim Williams: Holly Cook; Corey Novak
Subject: Re: Town Creek Schools - Potential Waters of the US
®ate: Thursday, June 21, 2018 7:34:48 AM
I can confirm it is not a stream on the site I flagged. It was identified as a relatively
permanent water (Waters of the us) by the Corps. In simple terms, a jurisdictional ditch!
Wes Fryar
Environmental Scientist - Project Manager
Land Management Group, Inc.
3805 Wrightsville Ave, Suite 15, 28403
910-452-0001
*sent from my phone

'
�
~� ---------~~-r~"-~-''-

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
June 20, 2018
AioD 4-3
can VA)
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
WILLIAM E. (TOBY) VINSON, JR.
Interim !Director
The County of Brunswick & Brunswick County Board of Education
Attn: Colonel Les Tubb, Superintendent
c/o Mr. Craig Eckert, Director of Capital Projects & Planning, Brunswick Board of Education
PO Box 249
Bolivia, NC 28422
Subject: Request for Additional Information
Stormwater Project No. SW8 071210
Town Creek Middle School and Elementary School Classroom Addition
Brunswick County
Dear Mr. Eckert:
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit
Application for the subject project on March 26, 2018. A request for additional information was made on
March 27, 2018 and a response was received on March 28, 2018. A second request for additional
information was made on April 4, 2018 and a response was received on April 18, 2018. This is the third
request for additional information. Please respond by July 6, 2018. A preliminary in-depth review of
that information has determined that the application is not complete and that additional information is
needed. To continue the review, please provide the following additional information. (This is a
continuation of previous discussions in order to keep all of the information together. Please see the text in
blue.)
1. Additional Project Area:
a. 3/27/18, KJ:
i. The current proposal increases the project area from 21.29ac to 60.67ac, and the
newly added 39.38ac will be subject to the 2017 rules. But, the application
shows that there will be three pockets of high density, which isn't in the 2017
rules. The 2017 rules [.1003(1)(d)] has the following similar provision. I suspect
that this is what you are doing, but I need a drainage area map showing the layout
of all of the drainage areas and how the "natural drainage area boundaries,
variations in land use, and/or construction phasing" impact that. I see several
stormwater exhibits in the plans, but I do not see a drainage area map?
1. Rule Text:
(d) On a case -by -case basis as determined by the Division during application
review, projects may be considered to have both high and low density areas
based on one or more of the following criteria:
(i) natural drainage area boundaries;
(ii) variations in land use throughout the project; and
(iii) construction phasing.
b. 3/28/18, HC: Three Drainage Area Maps are included in the Stormwater Report. All
three maps a!m attached for your reference. Tables A and B on the Pre and Post DAMS
define the drainage areas based on natural drainage boundaries, variations in land use,
and construction phasing.
i. Section 4:
1. Pre -Development DAM showing project limits
2. Post -Development DAM showing project limits
State of North Carolina I Environmental Quality I Energy. Mrieral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 2 of 13
ii. Section 13: Existing off -site wet pond DAM showing existing permitted
drainage area with proposed revisions
c. 4/4/18, KJ: Please see 2(bxiii)(3) below.
2. Data:
a. Tables:
i. 3/27/18, KJ:
1. I have inserted both the table in Section 'IV (10) of the application (1st
table below) and a summary table of this data compared to the 2010
permit below (2" d table below).
2. Table in Application:
10. Compk4e the following information for each drainage area identified in Prt*vt Information itim 9. If there
are more than four drainage areas in the project. att4ch an additional oduvt with the information for each area
provided in the came format as bwlow.
Basin Information
Drains _ Ala_a Ex Ikaina a Area 1
. ''° .
Iurair►a �r Area 2
Ilrai a Area i
Receiving Stream Name
Rke Creek Rive C wt+
Rice Crwk
Rice Creel.
Stream Class •
Ca Sw ? C:; S14
C, Sw
C, S4V
Stream Index.Number •
18-31-6
18•81-6
18.81.6
ISSI-6
Total Drains Area (cf1
5/411107
I_W)XI
427.438
1629450
On -site Drains a Area 00
570107
15:><!J
427 38
1629450
Off -Rite Drainage Arm (st) 1
0
0
0
0
Proposed im niousArea" s
23971
ui7N
2i7765
228i16
a; Impervious Area— total
42.0 t,1.3
55,6
1.1
Impervious. " Surface Area
Drahta Area LR
Drains a real.
Drahta e Ama 2
Drains a Area .3
On -site Buiidin %IAIK st)
14965f,
7MV
68894
On-sitestrxvts sf
0
On -site Parkin sf)
� 1:17381"
144257
15777
.
On-si'+adewalks s
M.'
1?651
1912
21790
7029
Other on -site (sf)
�l,__w _-,Y..
�.
Future (sf)
2824
I
Off -site (6f)
0
Ends BU-A••• (so
0
Total sf):
239704
+1wi9
237765
22W6
Sfrmn) Clnsa card Inds Nurr:l crcart iy drfrm:iared aC btlr✓l e+rtrrl.raed�aar.ari/irrl�nrl(tralr>adild»I[in:irue.
3. 2010 Permit v/s Proposed:
6/16/2010
Proposed
T atai
Ti otai
Existing
DA1
(Al on Supplement)
DA2
Ci on supplement)
DA3
Offsite?
Dry pond
Wet Pond
Low Density
Project Area
21.29
50.67
Drainage Area
14.76
50.67
13.09
0.36
9.82
37.41
542,736
2,542,785
570,407
15,590
427,338
1,629,450
Impervious Area
246,395
509,824
239,704
9,549
237,765
22,805
% impervious 1
38.3%1
19.3%
42.0%
51.3%
55.6%
1.4%
b. Questions:
ac
ac
sf
sf
i. "Ex" Drainage Area:
1. I believe the first column in the application labeled "Ex" is intended to
be the "existing", already permitted drainage area. Is that correct?
2. 3/28/18, HC: Yes
ii. Offsite area:
1. 3/27/18, KJ: If so, the drainage area draining offsite to SW8 070333
reduced from 14.76ac to 13.09ac and the impervious reduced from
246,395sf to 239,704sf. If this modification will impact the
configuration permitted for SW8 07033, then SW8 070333 must also be
modified. Will this be the case or are corrections needed to the data?
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 3 of 13
2. 3/28/18, HC:
a. The calculations in Section 13 of the Stormwater Report address
the reduction in drainage area and impervious area. Yes, the
reduced areas are correct. However, it is not our intent to modify
the existing SW8 070333 permit for the off -site wet pond. If
reducing the impervious area to the pond triggers a permit
modification, then we request to reserve the remaining BUA for
future use.
b. Would it also be possible to reserve future drainage area as well?
c. By reserving both of these areas for future use, this would allow
us to proceed without modifying SW8 070333.
d. If we do not modify the existing permit, will this simplify the
Permit Transfer issue?
3. 4/4/18, KJ:
a. "Future impervious": This type of impervious area is essentially
a slush fund of impervious that tracks what can "fit" into an
SCM that is already designed. It is useful because if one day you
want to add a sidewalk or other item, and that sidewalk is within
the "future" amount, then you simply obtain a minor
modification to reduce the "future impervious" and label it
"sidewalk". It makes these types of future modifications easier
because you don't have to re -run the pond design calculations.
b. "Future Drainage Area": Any time a drainage area changes, it
impacts the design of the SCM that it serves, and we have to re-
run the pond design calculations which is a major modification.
We therefore do not have "future drainage areas". (Even if the
drainage area decreases such that the required volume for the
pond decreases, that is still a major modification.) Drainage area
can only be in one SCM or another. If you will remove drainage
area from the SW8 070333 pond, then SW8 070333 will have to
be modified to reflect that change.
State ol'North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Off cc 1127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 4 of 13
4. 5/18/18 Add Info Response (H. Cook) & 6/20/18 DEMLR (K. Johnson)
Recommendation: The application indicates that the project will be
19.3% impervious because it does not claim "future" impervious area to
be available in the low density area. It is recommended that you claim
354,056sf of future impervious in the low density area in order to max -
out the total overall impervious at 24% as shown below. This will
simplify future impervious additions for the school.
6f 16/2010
Proposed
5/18118
Recommended 6/20/18
Total
A:i Cf fsrte to
SW8 070333)
SCM 1
Total
Wfsite to
SW8 070333
SCM 1
Onsite Wet
Pond'
SCM 2
Low Density
A -ea
Total
Offsite to
SW8 070333
SCMI1
Onsite Wet
Pond'
5CM2
Low Density
Area
Project Area
21.29
60.67
14.76
9.57
36.34
60.67
14.76
9.57
36.34
Drainage Area
14.76
60.67
14.76
9.57
36.34
60.67
14.76
9.57
36.34
542,735
2,542,795
542,735
417,029
1,583,021
2,542,785
542,735
417,028
1,583,021
% Impervious
38.3%
19.3%
38.3%
56.754
1.6%
32.7%
38.3%'
56.7%
24.0%
Impervious Area
245,395
508,818
246,395
235,554
25,869
852,874
245,395
235,5541
379,925
Onsite Buildings
-
165,157
97,263
68,894
0166,157
97,263
58,894
0
Onsite Streets
-
0
0
0
0
0
0
0
0
Onsite Parking
-
296,654
133,555
145,979
17,119
296,654
133,556
145,979
17,119
Onsite Sidewalks
41,183
13,576
18,857
8,750
41,183
13,575
18,857
8,750
Other Onsite
0
0
0
0
0
0
0
0
Future
-
4,824
2,000
2,824
0
358,880
2,000
2,824
354,056
Offsite
-
0
0
0
0
0
0
0
0
Exsst;n& Pre-',788
-
0
0
0
0
0
0
n
0
fhe Onsite `11iet Pond (SCM2) has a dry pond in its drainage area. The dr{ pond is for peak fiow mitigation only.
iii. Dry Pond:
1. 3/27/18, KJ: The dry pond is treating a high density drainage area
(61.3%), but it is not a Primary SCM [per .1002(37)]. The 2017 rule
introduced two new terms; "runoff treatment" method [per .1002(43)]
and "runoff volume match" method [per .1002(43)]. The runoff
treatment method is the way most projects are done where you collect the
water from all impervious surfaces and treat it in an SCM (and I believe
this project is done that way). Runoff volume match is essentially LID-
EZ. However, if you use "runoff treatment", the rule says either a
primary SCM or a combination of primary and secondary SCMs are
needed to provide equal or better treatment. How will the proposed
project meet this requirement?
2. 3/28/18, HC:
a. Section 6 of the Stormwater Report provides Pre and Post
Development Site Runoff Summaries. The 10-year runoff is
evaluated to each drainage outfall pre and post development.
b. The Post -Development runoff to each Drainage Outfall (existing
off -site wet pond, wetlands pocket on Elementary School site,
wetlands pocket on Middle School site, etc.) is less than the Pre -
Development runoff to each Drainage Outfall.
c. SCM 1_
i. Pre -Development Drainage Area `A' Q 10 = 3.92 cfs.
ii. Post -Development Drainage Area 'Al' (SCM 1) plus
`A2' (sheet flow) Q10 = 2.16 cfs
iii. Post < Pre
ac
ac
sf
sf
sf
sr
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drivc Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 5 of 13
d. The primary purpose of the dry pond is to collect and manage the
peak stormwater runoff from the proposed Elementary School
Addition and release the runoff at a non -erosive flow less than
pre -development flow conditions. The inflow pipe is buried and
terminates at a yard inlet structure which allows the stormwater
to rise and waterfall out of the weir into the basin. This
dissipates the energy and provides non -erosive velocities into the
basin. This structure is to serve as pretreatment for the dry pond.
e. An orifice pipe is not required for this design as hydraulic
calculations show the pond naturally draws down over 30
minutes through natural infiltration. Please note that an
infiltration basin was evaluated and ruled out at this location due
to high groundwater conditions. The 10-year discharge from
SCM 1 and storm events larger than 10 year enter the perimeter
closed conveyance storm system making its way to the existing
off -site wet pond for treatment.
f. SCM 1 is technically within the drainage area of the existing wet
pond, does this not qualify as a treatment train?
g. We can revise the `Drainage Area Ex' impervious area to include
`future use' as well as remove overall drainage area from
`Drainage Area 3' (low density) and reserve it for future use to
`Drainage Area Ex' should this allow us to not modify the
existing SW8 070333.
h. This will not change the proposed drainage arca maps as grading
will remain as shown on the plan.
i. Correct, see Section 13 of the Stormwater Report.
4/4/18, KJ:
a. I have not gone through any of the data or drainage area maps in
detail. But, it sounds like you are saying that the dry pond's
drainage area is inside the wet pond's drainage area and the dry
pond simply mitigates peak flow. If so, then the wet pond will
be the primary SCM. If that is the case, then let's label the wet
pond as the SCM for the drainage area. The dry pond will be
mentioned in the permit, but it will not be the primary treatment
mechanism. I recommend that the table in your application have
four columns:
i. Existing/Offsite
ii. Wet Pond (with dry pond for hydrology)
iii. Low Density
iv. Total (Offsite + Wet Pond + Low Density)
b. High &c Low Density in This Permit:
i. I recommend that you have three drainage areas on your
DA map:
1. Existing/Offsite
2. Wet Pond (with dry pond for hydrology)
3. Low Density
ii. When you update the drainage area maps, please make
sure that you establish the "natural drainage area
boundaries", "variations in land use throughout the
project", and/or "construction phasing" per [.1003(1)(d)]
as discussed above to establish that the project can have
low density areas since it is overall high -density.
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension 1 Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 6 of 13
c. Also, FYI, I discussed the treatment train question with Annette
Lucas in our Central Office, and evidently when they convened
the stakeholder group to establish the MDCs the group
discontinued the treatment train methodology. Evidently
treatment trains are based on diminishing returns on percent
removal, and NCSU, EPA, and others have moved to percent
concentrations as the basis for pollutant removal as opposed to
percent removal. (You will not need credit for the dry pond if it
is inside the wet pond's drainage area, but FYI.)
4. 5/18/18 Add Info Response (H. Cook): Three drainage area (DA) sheets
were provided on 5/18/18:
a. DAM 1: Pre -development drainage (map not inserted)
b. DAM2: Post -development drainage
_ Ma
r
J
4�
PW
O
SHEET
-_ i- _— — -= DN 2 I
a
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 25405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 7 of 13
c. DAM3: Existing Wet Pond drainage area map.
• M�iv r� %cr , w..ie •o
.,�wc rn:r pu nr..w r
5. 6/20/18 DEMLR (K. Johnson):
a. These three maps (DAM I, DAM2, and DAM3) show the same
area, but the entire drainage area for the project does not appear
to be on a drainage area map. Please show the entire project.
b. Please show the following three drainage areas on the drainage
area map:
i. Three drainage areas:
1. Existing/Offsite: 14.76ac
2. Wet Pond (with dry pond for hydrology):
9.57ac
3. Low Density Area: 36.34ac
ii. Other items needed:
1. Please clarify the:
a. Location of the drainage area line
draining offsite to SW8 070333 prior to
this modification.
b. Location of the drainage area line
draining offsite to SW8 070333 after to
this modification.
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 8 of 13
c. Questions:
i. DAM3 shows areas such as
"portion of drainage area
managed by SCM 1 prior to
release into existing wet pond
drainage area". Which drainage
area is that area now in (offsite,
wet pond/SCM2, or low
density?) Please ensure that the
drainage areas before and after
the modification are clear on the
plans.
ii. DAM2 shows sub -drainage
areas totaling to 19.36ac. But,
that value isn't the size of any of
the drainage areas (offsite, wet
pond/SCM2, or low density)?
iii. Where is the dry pond in
relation to the wet pond?
(Before or after?)
2. Please show and label the "natural drainage area
boundaries", "variations in land use throughout
the project", and/or "construction phasing" per
[.1003(1)(d)] as discussed above to establish that
the project can have low density areas since it is
overall high -density. For clarification, this must
be a line on the plan and you have to also
provide justification that that line meets the
requirements of .1003 (1)(d).
3. Please submit two copies of the drainage area
maps. (One copy of each map was submitted on.
5/18/18.)
4. Please provide dimensioned project or project
phase boundary with bearings and distances
[.1042(2)(g)(ii)].
5. Please provide the contours and drainage
patterns within the drainage areas
[.1042(2)(g)(ii), .1002(15), and .1002(38)].
3. Permittee:
a. 2010 Permit Typo: The current (2010) permit is written to "Brunswick County
Schools". That was a typo because the application listed "Brunswick County Board of
Education" as the intended permittee and as the owner. I will note a correction when the
modification is issued.
b. Questions:
i. The Special Warranty Deed submitted for the portion of the project that will be
added shows that "The County of Brunswick" owns the real estate pursuant to a
12/5/16 Agency Agreement with "Brunswick County Board of Education.". It
says "It is the intention of both parties to combine this parcel together with the
21.29ac [tract already permitted]."
1. 21.20ac Tract:
a. 3/27/18, KJ: I do not see a deed on file for the 21.29ac tract that
was permitted in 2010, and so I do not know who owns that
tract. Please submit this deed.
b. 3/28/18, HC: The old deed is attached.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 9 of 13
c. 6/20/18: The 21.29ac deed is on file.
ii. What is the nature of the relationship between the County and the Board of
Education? There are two potential paths forward:
1. Function Like a Lease?:
a. 3/27/18, KJ: Does it function like a lease such that we can fill
out the application as a lease, and have both parties sign the
application? The application essentially says that if the
lease/agreement falls through that the property owner will be
responsible for the permit. The exact statement to sign is
inserted below. If so, please have both parties sign the
application in the appropriate areas. There are directions on the
application form. (I suspect that this will be what you end up
choosing to do....)
b. 3/28/18, HC: Discussions are taking place to determine the best
way to proceed.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEILR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit I understand that the operation of a stormwater treatrwnt facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
2. Permit Issue to Both?:
a. 3/27/18, KJ: Or, do you want the permit issued to both parties
with both parties signing as owners/permit applicants?
i. If so, please submit signatures as permit
applicants. (You would just have two copies of the
applicable pages so that you can have two signatures.)
ii. Please also submit O&M agreements from both parties.
1. Permit Information Update Form: Since the
permit should already be issued to the
Brunswick County Board of Education and we
are either going to issue the modified permit to
either the Brunswick County Board of Education
and the County of Brunswick as either a
situation similar to a lease or as co-permittees,
we will not require a formal permit
transfer. (This will be much simpler and
cheaper.) But, we will need to have the Permit
Information Update Form for the file to
document the official change of ownership. The
form is available on our website,
https://deq.nc.gov/about/divisions/energy-
mineral-land-resources/energy-mineral-land-
rules/stormwater-program/post-construction.
b. 3/28/18, HC:
i. Discussions are taking place to determine the best way
to proceed.
ii. Acknowledged.
3. 5/18/18 (H. Cook): The application was revised to issue the permit to
both:
a. The County of Brunswick, and
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 10 of 13
b. Brunswick County Board of Education
4. 6/20/18 DEMLR (K. Johnson): No further action needed on this item.
For clarification:
a. The Permit Update Form has been submitted.
b. Correction to Original SW8 071210 Permit: The permit will
reference a correction noting that it was issued to Brunswick
County Schools, but it should have been issued to Brunswick
County Board of Education.
c. Correction to Master SW8 070333 Permit: This is the master
permit where 17.46ac of the SW8 071210 project area will drain.
I will issue a "correction" to this permit to document the fact that
the SW8 070333 drainage area plans were not on file, and that
SW8 071210 moved the drainage area line for the SW8 070333
for the area inside SW8 071210. There was no net change in
either the drainage area or the impervious area previously
permitted as offsite area for SW8 071210 by SW8 070333.
4. 6/20/18: Now that we have established the size and location of the three drainage areas and
resolved most of the other big -picture items, I have been able to conduct the standard review for
the project as a whole:
a. Main Pool Surface Area and Volume, [.1053(1)]:
i. Hydraulic Residence Time: It appears that the Design Volume Required was
calculated using the difference of the pine and post development values. This is
done in SA waters where the design storm is higher, but for non -SA designs the
pre -development volume is not removed from the Design Volume [A 019(6)].
The data below is recommended.
5/18/2018 6/20/2018
Drainage Area.
417,028
417,028
impervious area:
235,554
236,554
Volume of Main Poo;, Vmp:
61,002
71,177
Hydraulic Residence Time, HRT:
14
14
Average Time Between Events, Ts:
5
5
Design Volume Required, DV:
25,042
29,219
Rv:
0.5605
0.5605
Design Storm:
1.5
1.5
sf
sf
cf
days
days
cf
ii. Please submit the table showing the elevations, areas, incremental volumes, and
accumulated volumes for the main pond/basin, forebay and the total
[.1042(2)(f)]:
1. Please ensure that you do not include the minimum six-inch sediment
storage in the volumes provided [.1053(3)].
2. Please also ensure that you size the forebay to 15-20% of only the main
pond/basin (as opposed to the basin + forebay) [.1053(5)].
3. Please ensure that the average depth is sized per the equations in the
design manual under MDC 2 for wet ponds [.1053(2)]. Please note that
the equations in the manual use "VPP" as the Volume of the permanent
pool of the main pond/basin (as opposed to the basin + forebay).
4. Please show the relevant elevations on the plans. For instance, the plans
show that the "bottom" of the pond is 17.Omsl, but it is unclear if that is
the bottom of the sediment elevation (excavated depth) or the top of the
sediment elevation (used for pond design).
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 11 of 13
5.
Here is an example from another project.
Basin
Forebay
Tatal
Contour
Contour
Contour
El
SA lnc Vol
Cum Vol
El
SA Inc Vol
Cum Vol
El
Vol CumVol
(ft)
(30 (cf)
W1
(ft?
(sf) (cfi
(cf)
(ft)
(cf) (cf)
Excavated Depth, Main Pond
11.5
0 0
Q
11.5
Bottom Poad, Main pond
12.0
14,201 Q
Q
iSAInc
excavated Depth tdeepest point), Farebay
12.5
15,069 7,318
7,318
12.5
Q 0
0
Bottom Road, Forebay
13.0
15,9371 7,752
15,059
13.5
2,912 0
0
13.0
14.0
17,745 16,841
3i,91Q
14.0
4,676 1,897
i,897
14.0
pp 16.5 22.902 11,120 82,316 16.5 7,289 3,441 16451. 16.5
17.0
17.5
TP Volume: 39,954
PP Volume: 98,767 = 82,316 (basin) + 16,451 (forebay)
PP Area: 30,191 27.902 fbasin)+ 7,289 (forebey'
2017 Design Manual: Average
% Forebay #1:
iii. Pond Supplement Form:
1. Please update this form to reflect any revised values (including any
drawdown values if they are revised.)
2. The supplement form indicates that there will be 336,554sf of new
impervious (which is the total on the application for the new
pond/SCM2). But the form also indicates that there will be 6,838sf of
existing impervious area?
3. Please email the supplement form to the email address provided below so
that it can be preserved electronically per the regulatory requirements
[.1042(2)].
b. Low Density Area: Will there be swales in the low density drainage area? If so, please
provide the following. If not, please disregard this paragraph.
i. Supplement Form: Please provide the low density supplement form.
ii. Swale Flow Rate, Non -Erosive for 1Oyr Storm [. 1003 (2)(c)(ii)]: Please provide
engineering calculations supporting the information presented in the low density
supplement to demonstrate that the conveyances have been designed to not erode
during the peak flow from the 10-year storm event.
iii. Please email the supplement form to the email address provided below so that it
can be preserved electronically per the regulatory requirements [.1042(2)].
c. Setbacks/Buffers [.1003(4)(a)]: The plans identify "Potential Waters of the
US/Relatively Permanent Waters".
i. Has this been determined not to be a stream?
1. If this is not a stream, please provide justification/documentation.
2. Please provide a 5Oft setback measured from the centerline of the stream
(if applicable). The setback shall be measured from the normal pool
elevation of impounded structures, from the top of bank of each side of
streams or rivers, and from the mean high waterline of tidal waters,
perpendicular to the shoreline. Please identify the top of bank on the
plans and the associated 50-foot setback.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 12 of 13
ii. Swales to Buffers [.1003(4)(e)]: All stormwater discharges into the vegetated
setback must be released at the edge of the setback and allowed to flow through
as dispersed flow. Please update the plans if necessary.
d. Forebay [.1053(5)(b)]: The forebay entrance shall be deeper than the forebay exit.
Please update the pond detail.
e. Emergency Overflow [.1050(5)]: SCMs shall include an overflow or bypass device for
inflow volumes in excess of the treatment volume, or, if applicable, the peak attenuation
volume. Please provide an overflow.
f. Trash Rack [.1053(10)]: A trash rack or other device shall be provided to prevent large
debris from entering the outlet system. Please provide a detail of the device as opposed
to a note that the contractor will choose a trash rack. (DEMLR recommends </= 6"
openings.)
g. Pump for Drawdown [.1050(6)]: SCMs shall have a method to draw down any standing
water to facilitate maintenance and inspection. Please include a note on the plans
regarding how the pond will be drawn down.
h. Fountain [.1053(9)]: If you would like to be able to install a fountain in SCM2, then
please select a maximum pump horsepower and provide documentation that it will not
cause a resuspension of sediment within the pond, or cause erosion on the side slopes of
the pond.
i. Berm Velocity [.1053(5)(c)]: Please demonstrate that the water flowing over or through
the structure that separates the forebay from the main pool shall flow at a nonerosive
velocity.
Pond Inlet and Outlet Flowrate, Non -Erosive for IOyr Storm [.1050(4)]:
i. Please provide engineering calculations demonstrating that the inlets of the
SCMs shall be designed to protect the SCM from erosion resulting from
stormwater flow into the SCM during the peak flow from the 10-year storm
event.
ii. Please provide engineering calculations demonstrating that the outlets of the
SCM will not cause erosion downslope of the discharge point during the peak
flow from the 10-year storm event.
k. E&SC Note [.1050(7)]: Every SCM impacted by sedimentation and erosion control
during the construction phase shall be cleaned out and converted to its approved design
state. Please provide a note on the plans for this issue.
1. List of Sheet Numbers: Please provide a list of sheet numbers that are relevant to
covering all of the intended data for the State Stormwater permit. It appears that some
sheet submitted may not be needed. (For instance, the demolition plan.)
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 02H.1042(2).
The requested information should be received in this Office prior to July 6, 2018, or the application will
be returned as incomplete. Please note that only three letters requesting additional information is
allowed in the State Stormwater Program. If the information is not satisfactorily provided after the
second request, the project will be returned. If the project is returned and you wish to re -submit later, you
will need to resubmit all required items at that time, including the application fee.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 071210
Page 13 of 13
If additional time is needed to submit the requested information please e-mail, mail, or fax your extension
request, prior to the original due date, to the Division using the contact information available in this letter.
The extension request must include a justification and a date of when the requested information will be
submitted to the Division. Please remember that extension requests delay the issuance of the final
permit. The Division is allowed 90 days from the receipt of a complete application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a v oiatiun of NNCGS 143 215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned application number on all correspondence. If you have any questions
concerning this matter, please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
Kelly Johnson
Environmental Engineer
GDS/kpj: \\\Stormwater\Permits & Projects\2007\071210 HD\2018 06 addinfo 071210
cc: Ms. Holly Cook, PE, McGill & Associates (via email only)
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Of icc 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

Johnson, Kelly
From: Johnson, Kelly
Sent: Wednesday, June 20, 2018 2:56 PM
To: 'Holly Cook'; 'Craig Eckert'
Cc: 'Michael Norton'; 'Lora White'
Subject: SW8 071210, Town Creek Elementary School State Stormwater Permit
Attachments: 2018 06 addinfo 071210 via email.docx
Mr. Eckert & Ms. Cook,
Please see the attached request for additional information. Please note that the DEMLR no longer mails hard copies of
these letters. This is the only copy you will receive. Also, I have added onto tine summary of the previous discussions we
have had. Please note that the relevant/new information is in blue.
Thanks,
Kelly
From: Johnson, Kelly
Sent: Thursday, May 17, 2018 3:52 PM
To: 'Holly Cook'<[e-mail]>
Cc:'Michael Norton'<michael. norton@ mcgi I lengineers.com>; 'Lora White'<Iora.white@mcgiIlenginee rs.com>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
Holly,
i got your voicemail. I think it would best to just issue an extension so that you all can get the signatures you need
rather than submitting the package without the signatures. What date do you need for the revised due date?
Thanks,
Kelly
From: Johnson, Kelly
Sent: Wednesday, May 9, 2018 8:55 AM
To: 'Holly Cook' <ho ily.cook@mceil!engineers.com>
Cc: Michael Norton <inichael.norton@mcgillent ineers.com>; Lora White < [e-mail]>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
5/18 it is.
Thanks,
Kelly
From: Holly Cook [mailto;hoily.coo -a -ncgill_e.nvine. rs.com]
Sent: Wednesday, May 9, 2018 8:37 AM
To: Johnson, Kelly <.kelly.p.ohnson@ncdenr.,-7;ov>
Cc: Michael Norton <m chael.norton q c1illeng�neers.com>; Lora White <lora.white a me itlengineers.com>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI

Kelly,
Thank you for the direction. We will proceed with modifying the drainage area and report to ensure
an area match.
Would Friday, May 18 be an acceptable due date?
Sincerely,
Holly Cook, PE
Project Engineer
`McGill
1 t t 11# E
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Johnson, Kelly j srtsor ncc:e �r._.ov>
Sent: Tuesday, May 8, 2018 3:42 PM
To: Holly Cook<h:.�Ilv.cc,c'-�r`ic;illengis�eers.cc�^r�>
Cc: Michael Norton <mici.ael.r,ortor;c2mc iIlenu ineersocom>; Lora White<iora.wf,iteCmc�:?.Ilengineers.car:i>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
Holly,
David was unable to find the DA map for the cther permit that Town 'Creek Elementary drains partially offsite to (SW8
070333). Technically, i an, supposed to e.sk SW8 070333 to modify that Permit to show that the: DA line moved. But I
can't exactly do that if the SW8 070333 plan is not in the DEIVILR file, and the original design engineer alsc does not have
it. So, I talked to GecYgette about it and we are going o have w move on without me U ing SW8 070333 because there
really isn't any other choice. I will have to work out the %-?etails on how I document this in t1? files, but we will move
forward with modifying the school (SW8 071210) with the drainage area lines "moving" as you have proposed. As we
discussed, I created toe drawing below to depict the genera! idea of, how the line will inove and that the square footage
of the drainage areas ai?d impervious areas will be maintained. Bur, I understand that the yei ow in this diagram may be
larger on the actual plan set.
If you have questions or if you need to extend the 5/14 due date, please let me know.
Thanks,
Kelly

Johnson, Kelly
From: Johnson, Kelly
Sent: Monday, June 18, 2018 3:26 PM
To: 'Craig Eckert'
Subject: RE: [External] Town Creek
Mr. Eckert,
I understand that you all need to get this work done before school. (I am a Belville Elementary parent.) I will do what I
can to get through this quickly. I can't, however, approve the permit in pieces. I have to approve the whole set of plans
at the same time.
I will get to this as soon as I can.
Thanks,
Kelly
From: Craig Eckert [mailto:[e-mail]]
Sent: Friday, June 8, 2018 10:55 AM
To: Johnson, Kelly <[e-mail]>
Subject: [External] Town Creek
Hi Kelly
I know that you are probably really really busy hence the email versus a phone call.
We secured early funding for the early site work and the elementary school addition. The early site work was a
combined subcontractor bid.
The early funding was to complete the extensive trucking of unsuitable material/fill prior to buses rolling in
August and to support the elementary school addition completion for the 2019 school year.
The contractor had scheduled to do the school pad earthwork this summer, extend water and sanitary sewer
under the pads, and get out from under the existing/new bus loop with utilities (and repave). I believe that one
run of new storm line with a couple of boxes is in that bus loop.
McGill will issue construction drawings for selected work (erosion control measures, water, sanitary sewer, but
can not issue the bus loop storm sewer drawing without clearance from NCDEQ.
Could myself and Mcgill possibly meet early next week to discuss, or could you look at the bus loop area and
possible cut that area loose.
I really appreciate any additional help above what you have already done for us.
I'm on the road today but my cell is 910-398-3815.

I'm in constant email contact also.
Thank You
Craig
BRUNSWICK COUNTY SCHOOLS
Craig Eckert, Director of Capital Projects & Planning
(W) 910-253-1078 (C) 910-398-3815
ceckert0%bcswan.net
All e-mail correspondence to and from this address is subject to the
North Carolina Public Records Law, which may result in monitoring and
disclosure to third parties, including law enforcement.
CEI 111;' .`_ E
WwaT`.t
i
Visit the BCS homepager

Johnson, Kelly
From: Michael Norton <[e-mail]>
Sent: Monday, June 4, 2018 4:19 PM
To: Johnson, Kelly
Cc: Holly Cook
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
Hi Kelly
I wanted to update you on the project status following a meeting by the owners last week.
In order to satisfy site construction needs while the children are out for summer break the contractor will need to begin
initial site clearing on June 111h (under the approved EC Plan). I've discussed this with Rhonda, and made the contractor
aware of the need to follow up with Creighton Brown ahead of time.
Obviously, no impervious areas or specifics related to stormwater approval will be authorized until final approvals are
received, but I wanted you to be aware of the schedule for site preparation in case you received any calls or
correspondence.
Thanks again for all your help.
Michael
Michael A. Norton, PE
Shallotte Office Director
'McGfll
,. AKS0VIAl}iS,
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: 910.755,5872 1 Cell: 910.367.6869 1 Fax: [phone]
[e-mail] I www.mcaillengineers.com
From: Johnson, Kelly <[e-mail]>
Sent: Tuesday, May 8, 2018 3:42 PM
To: Holly Cook <[e-mail]>
Cc: Michael Norton <[e-mail]>; Lora White <[e-mail]>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School FYI
Holly,
David was unable to find the DA map for the other permit that Town Creek Elementary drains partially offsite to (SW8
070333). Technically, I am supposed to ask SW8 070333 to modify that permit to show that the DA line moved. But I
can't exactly do that if the SW8 070333 plan is not in the DEMLR file, and the original design engineer also does not have
it. So, I talked to Georgette about it and we are going to have to move on without modifying SW8 070333 because there

really ihn't any other choice. I will have to work out the details on how I document this in the files, but we will move
forward with modifying the school (SW8 071210) with the drainage area lines "moving" as you have proposed. As we
discussed, I created the drawing below to depict the general idea of how the line will move and that the square footage
of the drainage areas and impervious areas will be maintained. But, I understand that the yellow in this diagram may be
larger on the actual plan set.
If you have questions or if you need to extend the 5/14 due date, please let me know.
Thanks,
Kelly
Current Offsite DA
- Proposed Offsite DA Line
} fit imap Aria w Ofsite Purl] NMI 0704331
ru4inagv Area Abased to tifNIP, Porto
E) Ui:iartrgv Airft riPrtv6�eci firnrrt){tsiw•�(artLt
itre'ved in auhv m-"Ci4
-)Where c Q =6-i? i3oif0 ?r�m+..,,o.iff-..ar.d
rent&prfizoi0 ¢nftsivif1/eiFl�_s/
From: Johnson, Kelly
Sent: Tuesday, April 10, 2018 9:50 AM
To:'Holly Cook'<[e-mail]>
Cc: Michael Norton<[e-mail]>; Lora White <lora.white mcgillengineers.com>
Subject: RE: [External] RE: Town Creek Elementary School - FYI
4/25 sounds good. I will keep you in the loop in what I hear from David.
Thanks,
Kelly
From: Holly Cook[riiailto:[e-mail]]
Sent: Tuesday, April 10, 2018 9:46 AM
To: Johnson, Kelly<I(L,-Ily.i:).=hnsni:@ncdenr.gov>
Cc: Michael Norton <michael.norton me illengineers_com>; Lora White <lora.white « me ig Ilengineers.com>
Subject: [External] RE: Town Creek Elementary School - FYI
External email. ❑o not click links or open attachments unless verified. Send ail suspicious email as an attachment to

Kelly,
Based on the emails below, this is an official request to extend the Wednesday, April 11, 2018
request for information due date two weeks to Wednesday, April 25, 2018.
Sincerely,
Holly Cook, PE
Project Engineer
0
McGifl
.
712 Village Road SW, Suite 103 i Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgilleneineers.com
From: Johnson, Kelly <kelly.p.iohnson ncc'nn>
Sent: Tuesday, April 10, 2018 8:44 AM
To: Holly Cook<[e-mail]>
Subject: Town Creek Elementary School - FYI
Holly,
The original engineer is going to try to find the DA map, FYI.
Thanks,
Kelly
From: d bowman [mailto:dbowman atmc.net]
Sent: Monday, April 9, 2018 4:05 PM
To: Elizabeth Nelson <elizabeth.nelson@capefearengineerir►g.com>
Cc: Johnson, Kelly <[e-mail]>
Subject: [External] Re: Rice Creek Plantation
-� ternal email. Do not click links or open attachments unless verified. Send al sif picioUs entail as an attarhrnent to
Kelly,
I'm not exactly sure just what you are looking for, but I do have most of the files and paperwork for
both the Rice Creek Development and Town Creek Elementary School. I'll try to look through those
files and see what I can find pertaining to drainage areas and the pond for the school. It may take a
little time since all of those records are in boxes in storage, but I'll see what I can do. I'll let you know
what I find.
David B. Bowman, PE
From: "Elizabeth Nelson" <eiizabeth.neison@ca efearen_gineerin .com.-
To: "d bowman" <dbowmar i;aatmcmet>
Cc: "Johnson, Kelly" <kelly.p.iohnson nrdei-lr�.c ov_>

11W
Sent: Monday, April 9, 2018 8:08:39 AM
Subject: FW: Rice Creek Plantation
David —
Hope you are doing well!
See below from Kelly Johnson — please let her know if this is something you can provide — she is copied on this email.
Elizabeth tf nelson, PE
CAPE PR
ENGI'NE ERi�+C
elizabetn :-elson ca efearenaineerin .com
PH: 910.30. 1 044
151 Poole Road, Ste. 100 1 Belville, NC ! 28451
From: Johnson, Kelly [mailto:kelly.p.[ohnsnn i-cae�nr_EoL]
Sent: Friday, April 06, 2018 11:27 AM
To: Elizabeth Nelson<elizab-eth.nelson(a?capeieareii i� iieering.com>
Subject: Rice Creek Plantation
Elizabeth,
This is a long shot. I am missing a piece of paper in a file and I am hoping you may have a copy of it...
Avery longtime ago you worked on this project, which is next to Town Creek Elementary. Pond 8 was revised to let the
school drain offsite to Rice Creek Plantation. The Drainage area map for Pond 8 was clearly submitted (#7 below), but it
is not on file. (Three versions of the permit are also missing...) The school is changing, and they need to move that DA
line. I have asked them for a minor modification for Rice Creek to show the DA line's new location. But, that is hard to
do since we don't know the old location. (The school at least knows where the line is on *their* property, so they can
move forward. But, it is sloppy to not have the DA line for Pond 8 in its file.)
I realize that you don't even work there anymore, but I thought I would reach out and check...
Thanks,
Kelly

13 0 W M AN D k,"S 101 N
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Sincerely,
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R1'1" 0 6 ZOID
5

ollwsov+,
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

McGill
A S S O C I A T E S
May 17, 2018
Ms. Kelly .lonnson
NC Division of Energy, Mineral & Land Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Dear Kelly:
o1�a�o
Subject: Stormwater Permit Application
Town Creel; Middle School and
Elementary School Classroom Addition
Lake Park Drive SE
Winnabow, North Carolina
Please find enclosed the following items for review and approval for the above referenced project:
Item Copies Description
1.
1
Original Stormwater Management Permit Application Form — Revised
2.
1
Copy of the Stormwater Management Permit Application Form
3.
1
Original Supplement Forms - Revised
4.
1
Copy of the Supplement Forms
5.
1
Original Operation & Maintenance Agreement - Revised
6.
1
Copy of the Operation & Maintenance Agreement
7.
1
Original Permit Information Update Application Form
8.
1
Copy of the Permit Information Update Application Form
9.
1
Stormwater Design Report - Revised
10.
2
Construction Plan Sealed May 17, 2018 (Partial Plan Set)
The plans, applications, and calculations have been updated based on your March 27, 2018 request for
information and subsequent correspondence. Please replace the original submittal documents with the
enclosed attachments as required.
In summary, the built upon area and total drainage area for the existing off -site wet pond have been balanced
to equal the numbers shown on the existing Town Creek Elementary School stormwater permit in order to
avoid modifying the existing Rice Creek off -site wet pond permit. The detailed calculations can be found
in Section 13 of the Stormwater Report. The required updates have been made to the three enclosed
Drainage Area Maps which can be found in Section 4 of the Stormwater Report to accommodate the balance
in numbers. No major changes have been made to the construction plans.
RECEIVE
712 VILLAGE ROAD SW, SUITE 103, SHALLOTTE, NORTH CAROLINA 28470 1 910.755.5872 1riIlIem
0�
%Y:

I'agtG
This project has three main drainage areas.
1. Existing off -site wet pond, including SCM 1 dry pond for stormwater management purposes
2. Proposed on -site wet pond
3. Tow density sheet flow
The enclosed application and supplemental documents have been revised as recommended to include both
the County and Board of Education as the permittee in order to avoid a Permit Transfer as the original
permit was issued in the wrong name.
Please contact me at [phone] or [e-mail] should you have any questions
during your review.
We appreciate your help in this process.
Sincerely,
,jM/c�/GJI,L�L ASSOJCIATES, P.A.
�7u+.c yJ .wJ
Holly Cook, PE
Shallotte Office
Enclosures
cc: Kurt Thompson, RA, KSQ Design
Craig Eckert, Director of Capital Projects & Planning, Brunswick County Schools

Johnson, Kelly
From: Johnson, Kelly
Sent: Thursday, May 17, 2018 3:52 PM
To: 'Holly Cook'
Cc: 'Michael Norton'; 'Lora White'
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School FYI
t•;olly,
i aot your voicemail. I think it would best to just issue an extension so that you all can get the signatures you need
ratifier than submitidng the package without the signatures. What date do you need for the revised due date?
hanks,
Kelly
From: Johnson, Kelly
Sent: Wednesday, May 9, 2018 8:55 AM
To: 'Holly Cook'<[e-mail]>
Cc: Michael Norton<[e-mail]>; Lora White<[e-mail]>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
5/18 it is.
Thanks,
Kelly
From: Holly Cook [mailto:[e-mail],m]
Sent: Wednesday, May 9, 2018 8:37 AM
To: Johnson, Kelly <[e-mail]>
Cc: Michael Norton <michael.norton me ill-nyineers.com>; Lora White<[e-mail]_m>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
Kelly,
Thank you for the direction. We will proceed with modifying the drainage area and report to ensure
an area match.
Would Friday, May 18 be an acceptable due date?
Sincerely,
Holly Cook, PE
Project Engineer
. I'cG-M
M
L—em% ,, ' o # i % J : S

712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Johnson, Kelly <k Ihpiohnson@ncde�.ov>
Sent: Tuesday, May 8, 2018 3:42 PM
To: Holly Cook <holly.coo_,(^+mr.?iElen.r;ineers.com>
Cc: Michael Norton Lora White <lora.white@mcgillengiiie_:rs.com>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
Holly,
David was unable to find the DA map for the other permit that Town Creek Elementary drains partially offsite to (SW8
070333). Technically, I am supposed to ask SW8 070333 to modify that permit to show that the DA line moved. But I
can't exactly do that I the SW8 070333 plan is not in the DEMLR file, and the original design engine _r also does not have
it. So, I taiked to Georgette about it and we are going to have to move on without modifying SW8 070333 because there
really isn't any other choice. I h.rill have to work out the detaiis on how I document this in the files, but we will move
forward with mrmlifying the school (SW8 07 .210) with the drainage area lines "moving" as you have proposed. As we
discussed, I -created the drmving below to depict the general idea of. how the: line will move and that the square footage
of the drainage areas and impervious areas will be maintained. But, I understand that the yellow in this diagram may be
larger on the actual plan set.
If you have questions or if you need to extend the 5/14 due date, please let me know.
Thanks,
Kelly
Cur-ert Offstte IAA line
rg Ex mrsalp-Arr:t $r tisisltP Ft,ard �S3NH del:}3331
Proposed Offsite DA One
Marriage Area "-, 0ftt4G. Pond (5w8070333)
1,r i<r,,.io' Ar• ,,r Atrri•l;ua i t±Ml t�;'Wi0
[3viatna4,»}At(.:.Rear>. N<,r. €Srk hr$K-Xid
04 r.itvd ui new pond)
FA:.;i.;.��r!'.16
From: Johnson, Kelly
Sent: Tuesday, April 10, 2018 9:50 AM
To:'Holly Cook' <holly.! @r�illengineers.cnm>

Cc: Michael Norton <michael.norton mcalller jneers.com>; Lora White <lora.white@mc illen; ineers.com>
Subject: RE: [External] RE: Town Creek Elementary School - FYI
4,125 sounds good. I will keep you in the loop in what I hear from David.
Thanks,
:telly
From: Holly Cook[mailtoholl��.coc►kmci;.lci.nePrs.com]
Sent: Tuesday, April 10, 2018 9:46 AM
To: Johnson, Kelly <kelly pJohnson(QncuLnr.gov_>
Cc: Michael Norton <micltcel.norton mcgilleneiretr,rs.com>; Lora White<lora.whitegmceillerigineers.com>
Subject: [External] RE: Town Creek Elementary School - FYI
Extei nal email. Do not click links or open attacie is tiniest' verifle 1. Serw all suspicious email as an attachinert to
Kelly,
Based on the emails below, this is an official request to extend the Wednesday, April 11, 2018
request for information due date two weeks to Wednesday, April 25, 2018.
Sincerely,
Holly Cook, PE
Project Engineer
@McGill
i' t ; A t ! n
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
holly.cook(@mcgillengineers.com I www.mcgillengineers.com
From: Johnson, Kelly <[e-mail]>
Sent: Tuesday, April 10, 2018 8:44 AM
To: Holly Cook <holly.cook mct?illeneineers.com>
Subject: Town Creek Elementary School - FYI
Holly,
The original engineer is going to try to find the DA map, FYI.
Thanks,
Kelly
From: d bowman mailto:[e-mail]]
Sent: Monday, April 9, 2018 4:05 PM
To: Elizabeth Nelson <eliz:abeth. nelson AcapPfearent;inee rine.com>
Cc: Johnson, Kelly <keL�[e-mail]>
Subject: [External] Re: Rice Creek Plantation
xternal email. Do not click links or open attachments unless verified. Send ail suspipous email as an attachment to
IAgaimt—Sg:n;.

Kelly,
I'm not exactly sure just what you are looking for, but I do have most of the files and paperwork for
both the Rice Creek Development and Town Creek Elementary School. I'll try to look through those
files and see what I can find pertaining to drainage areas and the pond for the school. It may take a
little time since all of those records are in boxes in storage, but I'll see what I can do. I'll let you know
what I find.
David B. Bowman, PE
From: "Elizabeth Nelson" <P!i7abeth.nelson(a--)capefearen�,iieeri�.a.com>
To: "d bowman" net>
Cc: "Johnson, Kelly" <kelp{.p..ioi)nson(a).ncdenr.gov>
Sent: Monday, April 9, 2018 8:08:39 AM
Subject: FW: Rice Creek Plantation
David —
Hope you ar-2 doing w-2ll!
See below from Kelly Johnson —Please let her know if this is something you car. provide — she is copied on this email.
Elizabeth M.'NW[ O-11, PE
CAFE FEAR
ENC I :e:I` �:�ING
eli:'7aeth.r;Elc�«c�fearer_,cinri..n.
151 Poole Road, Sto. 1 5 i Belville; l iv 2' =t51
From: Johnson, Kelly [ri ,ilto:!:ell_n. ,_ hr_4.�r
Sent: Friday, April 06, 2018 11:27 AM
To: Elizabeth Nelson <e!izabeth.nElsnn canEf aPen;in22L nV,.o in>
Subject: Rice Creek Plantation
Elizabeth,
This is a long shot. I am missing a piece of paper in a file and I am hoping you may have a copy of it...
A very long time ago you worked on this project, which is next to Town Creek Elementary. Pond 8 was revised to let the
school drain offsite to Rice Creek Plantation. The Drainage area map for Pond 8 was clearly submitted (#7 below), but it
is not on file. (Three versions of the permit are also missing...) The school is changing, and they need to move that DA
line. I have asked them for a minor modification for Rice Creek to show the DA line's new location. But, that is hard to
do since we don't know the old location. (The school at least knows where the line is on *their* property, so they can
move forward. But, it is sloppy to not have the DA line for Pond 8 in its file.)
I realize that you don't even work there anymore, but I thought 1 would reach out and check...
Thanks,
Kelly

10* HOW MAN OESIGN
SLRVICES, PA
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Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

Johnson, Kelly
From: Johnson, Kelly
Sent: Wednesday, May 9, 2018 8:55 AM
To: 'Holly Cook'
Cc: Michael Norton; Lora White
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
5/18 it is.
Thanks,
Kelly
From: Holly Cook[mailto:[e-mail]]
Sent: Wednesday, May 9, 2018 8:37 AM
To: Johnson, Kelly <[e-mail]>
Cc: Michael Norton <[e-mail]>; Lora White <[e-mail]>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School FYI
Kelly,
Thank you for the direction. We will proceed with modifying the drainage area and report to ensure
an area match.
Would Friday, May 18 be an acceptable due date?
Sincerely,
Holly Cook, PE
Project Engineeer
1MMcGfl1
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Johnson, Kelly <kelly.p.iohnson@ncdenrnv_>
Sent: Tuesday, May 8, 2018 3:42 PM
To: Holly Cook<[e-mail]>
Cc: Michael Norton<michael.norton@mcgillenginee rs.com>; Lora White<lora.white@mcgiIle ngineers.com>
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
Holly,
David was unable to find the DA map for the other permit that Town Creek Elementary drains partially offsite to (SW8
070333). Technically, I am supposed to ask SW8 070333 to modify that permit to show that the DA line moved. But I

can't exactly do that if the SW8 070333 plan is not in the DEiVILR file, and the or:aina: design engineer a'so does not have
it. So, I talked to Georgette about it and we are going to have to move on wi-ihout modifyii lg SW8 070333 because there
really isn't any other choice. I will have to work out the details on how! document this in the files, but we wi!I move
forward with modifying the school (SW8 071210) with the drainage area lines "moving" as you have proposed. As we
discussed, I created the drawing below to depict the general idea of how the line will move and that the square footage
of the drainage areas and impervious areas will be maintained. But, ! understand that the yellow in this diagram may be
larger on the actual plan set.
If you have questions or. if ycu reed to extend the 5/14 Vue date, please let me know.
Thanks,
Kelly
Current Offsite DA Lane
'N
© (ltaigktgP qrr a tc+OHtit ?tm d {St1�,rf4 Ck7fl.i.�-3�
Proposed of"atte DA Line
© MainaPAVea to Of4skePond (SW8 070333)
Nainae Area Add" to T) fPe Pond
Q Drainage Ar ea Removed f rum Of (site Pond
(Ireated in rrm pond)
4WN'te
+���,Hen;c:�.�,a�r•a�.t!'�(,.3y5•«{,a�w��c,pz,•t�r.f�rr
From: Johnson, Kelly
Sent: Tuesday, April 10, 2018 9:50 AM
To: 'Holly Cook' <holly.cook@mc i� Ilengineers.com>
Cc: Michael Norton<michael.nortcn@mceillen==,ineers.com>; Lora White <lora.white@mcgiller in-ers.com>
Subject: RE: [External] RE: Town Creek Elementary School - FYI
4/25 sounds good. I will keep you in the loop in what I hear from David.
Thanks,
Kelly
From: Holly Cook [rrtailto;hoily.c(?ak af?mcgriller)rineers cam]
Sent: Tuesday, April 10, 2018 9:46 AM
To: Johnson, Kelly <kelly p [e-mail]>
Cc: Michael Norton <rr.ichael.rior ;[e-mail].i>; Lora White<Iora.whitePmcsillengineers.com>
Subject: [External] RE: Town Creek Elementary School - FYI

Johnson, Kelly
From:
Johnson, Kelly
Sent:
Tuesday, May 8, 2018 3:42 PM
To:
'Holly Cook'
Cc:
'Michael Norton'; 'Lora White'
Subject: RE: [External] RE: SW8 071210, Town Creek Elementary School - FYI
Holly,
David was unable to find the DA map for the other permit that Town Creek Elementary drains partially offsite to (SW8
070333). Technically, I am supposed to ask SW8 070333 to modify that permit to show that the DA line moved. But I
can't exactly do that if the SW8 070333 plan is not in the DEMLR file, and the original design engineer also does not have
it. So, I talked to Georgette about it and we are going to have to move on without modifying SW8 070333 because there
really isn't any other choice. I will have to work out the details on how I document this in the files, but we will move
forward with modifying the school (SW8 071210) with the drainage area lines "moving" as you have proposed. As we
discussed, I created the drawing below to depict the general idea of how the line will move and that the square footage
of the drainage areas and impervious areas will be maintained. But, I understand that the yellow in this diagram may be
larger on the actual plan set.
If you have questions or if you need to extend the 5/14 due date, please let me know.
Thanks,
Kelly
Current Offsite DA Line
(] Drainage Area to Offsite Pond (SW8070333)
Proposed Offsite DA Line j
D:
I
iDrainageArea to Offsne Pond (SW it 0703331
DrainadeArea Addedta {t)ffsite Pond
Q Drainage Area Removed from Offsite Pond
(treated In new pond)
4Whery = © = 642,736sf of drainage area, and
Impervious area sf -- 2346,3959finsidegreen lire
(current& proposed offsite DA lines)
From: Johnson, Kelly
Sent: Tuesday, April 10, 2018 9:50 AM
To:'Holly Cook'<[e-mail]>

Cc: Michael Norton <[e-mail]>; Lora White <[e-mail]>
Subject: RE: [External] RE: Town Creek Elementary School - FYI
4/25 sounds good. I will keep you in the loop in what I hear from David.
Thanks,
Kelly
From: Holly Cook[ma ilto:holly.cook@mcgilie neineers.com]
Sent: Tuesday, April 10, 2018 9:46 AM
To: Johnson, Kelly <[e-mail]>
Cc: Michael Norton <michael.norton mceilleneineers.com>; Lora White<[e-mail]>
Subject: [External] RE: Town Creek Elementary School - FYI
• External email. Do not click links or open attachments unfess
Kelly,
Based on the emails below, this is an official request to extend the Wednesday, April 11, 2018
request for information due date two weeks to Wednesday, April 25, 2018.
Sincerely,
Holly Cook, PE
Project Engineer
MCGH*l
A S S 0 C J A T F. S.
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
holly.cook(@mceillensineers.com I www.mcgillengineers.com
From: Johnson, Kelly <[e-mail]>
Sent: Tuesday, April 10, 2018 8:44 AM
To: Holly Cook<[e-mail]>
Subject: Town Creek Elementary School - FYI
Holly,
The original engineer is going to try to find the DA map, FYI.
Thanks,
Kelly
From: d bowman [mailto:dbowman0atmc.net]
Sent: Monday, April 9, 2018 4:05 PM
To: Elizabeth Nelson <elizabeth.nelsonCcDcapefeareneineerine.com>
Cc: Johnson, Kelly <kellv.p.iohnson([e-mail]>
Subject: [External] Re: Rice Creek Plantation
not click links or opeauspicious email as an attaRto

Kelly,
I'm not exactly sure just what you are looking for, but I do have most of the files and paperwork for
both the Rice Creek Development and Town Creek Elementary School. I'll try to look through those
files and see what I can find pertaining to drainage areas and the pond for the school. It may take a
little time since all of those records are in boxes in storage, but I'll see what I can do. I'll let you know
what I find.
David B. Bowman, PE
From: "Elizabeth Nelson" <elizabeth.nelson(c)-capefearengineerinci.com>
To: "d bowman" <dbowman(&-atmc.net>
Cc: "Johnson, Kelly" <kelly.p.johnsonQncdenr.gov>
Sent: Monday, April 9, 2018 8:08:39 AM
Subject: FW: Rice Creek Plantation
David —
Hope you are doing welll
See below from Kelly Johnson — please let her know if this is something you can provide — she is copied on this email.
Elizabeth M. Nelson, PE
E APE RAR
elizabeth.nelsonCa)_capefearen.gineering.com
PH: 910.383.1044
151 Poole Road, Ste. 100 1 Belville, NC 1 28451
From: Johnson, Kelly[mailto:kellv.D.iohnson(@ncdenr.eov]
Sent: Friday, April 06, 201811:27 AM
To: Elizabeth Nelson <elizabeth.nelson()capefearensineerine.com>
Subject: Rice Creek Plantation
Elizabeth,
This is a long shot. I am missing a piece of paper in a file and I am hoping you may have a copy of it...
A very long time ago you worked on this project, which is next to Town Creek Elementary. Pond 8 was revised to let the
school drain offsite to Rice Creek Plantation. The Drainage area map for Pond 8 was clearly submitted (#7 below), but it
is not on file. (Three versions of the permit are also missing...) The school is changing, and they need to move that DA
line. I have asked them for a minor modification for Rice Creek to show the DA line's new location. But, that is hard to
do since we don't know the old location. (The school at least knows where the line is on *their* property, so they can
move forward. But, it is sloppy to not have the DA line for Pond 8 in its file.)
I realize that you don't even work there anymore, but i thought i would reach out and check...
Thanks,
Kelly

'.. BOWMAN DESIGN
& ENGINEERING
SERVICES, PA
143 Holden Beach Road, Suite 3, PO flex 748, Shallotte, North Carolina 28459
Manz„ 910-75,5.6526 Fax [phone]
August d, 2010
Mr. Christ Baker
Division of Watcr (,duality
NC Department of Fnwronrnent and Natural Rcsoumes
127 Cardinal Drive I:x erasion
Wiknington, North Carr►.ins 28405
Subject: Rick Creek— Phase 1 {# SW8 (1703334MOD)
Brunswick County
Moxhlicatton
Dear Chris:
On behalf of Brunswick M l &c Asfodatra, l.ld;. enclm ed is the Swrenuater Modification request
for Rice Creek Phasc 1. The requctit is requested to mmovc a portion of the thoroughfare from
i'ottd 0, and treat the runoff with a vWtaevc swa c�
I. One original grid one copy of the Stormwater Management Permit Applicatim Farrrn
,S\XV -101, Version 07r' it )09).
2. One or4mal and one copy of the Wet Detention BaEin Suppktnent for 11ond 8
,SW401. Rev 8)
3. (hie eirional and one copy of site Curb Outkt System Suppkmcnt fur the
Thoroughfare,
4. Revised mAku: tions for land 9, and revised swal�e calculations fi)r the thoroughfare.
5. A check for $2,0(* to cover the required express permit mmlification for..
G. Two copies of revised Sheet U of the planr-, dated (181(f2lI0.
7. A revit ed drainage area map for the thimoughfare and Pond S.
Please- contact our office if you require any udditimial infortnation.
Sincerely,
Enclosures
cc: tile: B2910J)2 (Rice (:reek. Phasr 1)
m % 0 6 2010

K.eL Ldiohwsow
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Caw and may be
disclosed to third parties.
6

'P
Johnson, Kelly ,yR 6701V� — VNt
From: Johnson, Kelly '7 mi%(,\) Fzjyn -7tf fi7 1 -ce
Sent: Tuesday, May 8, 2018 9:31 AM
To: 'd bowman' =� {n45 1U�1��(7 C ,�ao(alo
Subject: RE: [External] Re: Rice Creek Plantation
r& T MWf- ((tE. 0 VIP
Thanks.I appreciate your help. z9571w3070333 CadtKW-C� dO�-51"+
Kelly YiG�° 1� `�+ O\ CL IIJJp1UNA
From: d bowman [mailto:[e-mail]]
Sent: Tuesday, May 8, 2018 9:30 AM
To: Johnson, Kelly <[e-mail]>
Subject: Re: [External] Re: Rice Creek Plantation
Kelly,
sly 0-74w `%�w
So�v� oI,, "O t' 06 s la
-�
GW $ 0163 �3 m� lUb .
1 have skimmed through the files for the Rice Creek Development and the Town Creek Elementary School, but
I have not found what I think you are looking for. Unfortunately, there are several boxes of files pertaining to
those projects up in my attic. I won't say that I do not have that particular drainage map, but I will say that I
cannot readily put my hands on it. I'm sorry I couldn't be more helpful, but that project has been dormant for
years. Hopefully, you can proceed without the map.
David
From: "Kelly Johnson" <kelly.p.iohnson(ccD-ncdenr.gov>
To:- "d bowman" <dbowman(cD-atmc.net>
Sent: Tuesday, May 8, 2018 8:56:13 AM
Subject: FW: [External] Re: Rice Creek Plantation
David,
Have you had any luck with this? If you can't find it, or if it is a pain to do so, then we will be OK. I appreciate you
offering though.
Thanks,
Kelly
From: Johnson, Kelly
Sent: Tuesday, April 10, 2018 8:09 AM
To: 'd bowman' <[e-mail]>; Elizabeth Belson <[e-mail]>
Subject: RE: [External] Re: Rice Creek Plantation
Thanks to both of you. It isn't often that things go missing from the files. But, it is difficult when they do. I am looking
for the drainage area map for Pond 8 from -August 2010. It looks like that pond was redesigned at that time to allow
1

the adjacent school to drain offsite to it. If you can't find it, it will be fine. I will find a work -al ound. ! appreci:ate you
looking for it though.
Thanks,
Kelly
From: d bowman [,,,ailto:[e-mail]]
Sent: Monday, April 9, 2018 4:05 PM
To: Elizabeth Nelson <elizabeth.nelson@capefearenginei-:?.rin¢.com>
Cc: Johnson, Kelly <kelI�Lp,lohnson ncdenr.gov>
Subject: [External] Re: Rice Creek Plantation
•. Fxtnrrt�l err ! neat dick Wks or open attaaGt�rner►ts urdess vMrMed, Send att sums m8d as an astac! t to
Kelly,
I'm not exactly sure just what you are looking for, but I do have most of the files and paperwork for
both the Rice Creek Development and Town Creek Elementary School. I'll try to look through those
files and see what I can find pertaining to drainage areas and the pond for the school. It may take a
little time since all of those records are in boxes in storage, but I'll see what I can do. I'll let you know
what I find.
David B. Bowman, PE
From: "Elizabeth Nelson" <eiiz beth.nalsun d?canefearero�;IAarina rorr,>
To: "d bowman" <dbowrnan(a)atmc.net>
Cc: "Johnson, Kelly" <kelly.p.iohnson a_r�cdenr.r ov>
Sent: Monday, April 9, 2018 8.08:39 AM
Subject: FW: Rice Creek Plantation
David —
Hope you are doing well!
See below from Kelly Johnson —please !et her know if this is somethir3 you can provide —she is copied on this email.
Elizabeth M. Nelson, PF
elizabeth.nelson(a�cal2efearengineerirri.com.
Piny: 910.383.1044
151 Poole Road, Ste. 100 1 Belville, NC i 28451
From: Johnson, Kelly [mailto_;_kelly�.'ohnson ncd,anr.Rov_]
Sent: Friday, April 06, 2018 11:27 AM
To: Elizabeth Nelson <elizabeth. nelson @capefearenginee ring. com>
Subject: Rice Creek Plantation
Elizabeth,
This is a long shot. I am missing a piece of paper in a file and I am hoping you may have a copy of it...

A very long time ago you worked on this project, which is next to Town Creek Elementary. Pond 8 was revised to let the
school drain offsite to Rice Creek Plantation. The Drainage area map for Pond 8 was clearly submitted (#7 below), but it
is not on file. (Three versions of the permit are also missing...) The school is changing, and they need to move that DA
line. I have asked them for a minor modification for Rice Creek to show the DA line's new location. But, that is hard to
do since we don't know the old location. (The school at least knows where the line is on *their* property, so they can
move forward. But, it is sloppy to not have the DA line for Pond 8 in its file.)
I realize that you don't even work there anymore, but I thought I would reach out and check...
Thanks,
Kelly

,J---'--
.�

K-ZL WOhlnsow
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

Johnson, Kelly
From: Johnson, Kelly
Sent: Thursday, April 12, 2018 8:59 AM
To: 'Holly Cook'
Subject: RE: [External] RE: Town Creek Elementary School - FYI
Holly,
I don't know how long it will be until I hear from him, but it has only been since Monday that fie offered to help. Your
project is really far along in comparison to all of my other projects. It is technically 261 in line overall, and it skipped
ahead of 11 projects that haven't even been opened yet. I did the add -info really early on it because I saw the dry pond,
and wanted to head off a potential issue later. So, let's extend your project until 5/14 (the Monday after a month from
today).. If he hasn't responded by then I will figure out what to do at that point.
Thanks,
Kelly
From: Holly Cook[mailto:[e-mail]]
Sent: Thursday, April 12, 2018 8:14 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: [External] RE: Town Creek Elementary School FYI
External email. Do not click links or open attachments unless verified. Se�J all suspicious email as an attachment to
I -
Kelly,
How much time will you give Mr. Bowman to located his files?
With a 4/25 deadline, we will need them early next week to provide enough time to
respond. Otherwise, we will need to request another extension. Will this be an issue?
Sincerely,
Holly Cook, PE
Project Engineer
UMcGRI
A A S 0 C t A.1. C%
712 Village Road SW, Suite 103 i Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Johnson, Kelly <[e-mail]>
Sent: Tuesday, April 10, 2018 9:50 AM
To: Holly Cook<[e-mail]>
Cc: Michael Norton<[e-mail]>; Lora White<[e-mail]>
Subject: RE: [External] RE: Town Creek Elementary School - FYI

4/25 sounds good. I will keep you in the loop in what I hear from David.
Thanks,
Kcl lv
From: Holly Cook[maiIto: holly.cook@mcgiIle ngineers.com]
Sent: Tuesday, April 10, 2018 9:46 AM
To: Johnson, Kelly <kelly.p.iohnson@ncdenr.l -ovv>
Cc: Michael Norton <michael.norton2mcgil1gn ineors..cpm>; Lora White <lora.white. mc, IlenR;ri:-�ers.com>
Subject: [External] RE: Town Creek Elementary School - FYI
=-- — -
External eta 6 ►>i t*16,w open attachrner-&. .%rtd A:Aspicious email as an attachment to
Kelly,
Based on the emails below, this is an official request to extend the Wednesday, April 11, 2018
request for information due date two weeks to Wednesday, April 25, 2018.
Sincerely,
Holly Cook, PE
Project Engineer
�� GH1
�-�i' MV
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Johnson, Kelly <kelly.p.iohnson « ncdenr.gov>
Sent: Tuesday, April 10, 2018 8:44 AM
To: Holly Cook <hnlly rnnkivmceilleneineers.com>
Subject: Town Creek Elementary School - FYI
Holly,
The original engineer is going to try to find the DA map, FYI.
Thanks,
Kelly
From: d bowman [mailto:dbowman atmc.net]
Sent: Monday, April 9, 2018 4:05 PM
To: Elizabeth Nelson <elizabeth.nelson@capefearenginee ring.com>
Cc: Johnson, Kelly <[e-mail]>
Subject: [External] Re: Rice Creek Plantation
External email. Do not click links or open attachments unless verified. Send all suspicious ernaA as an attachment to
Kelly,

I'm notexactly sure just what you are looking for, but I do have most of the files and paperwork for
both the Rice Creek Development and Town Creek Elementary School. I'll try to look through those
files and see what I can find pertaining to drainage areas and the pond for the school. It may take a
little time since all of those records are in boxes in storage, but I'll see what I can do. I'll let you know
what I find.
David B. Bowman, PE
From: "Elizabeth Nelson" <elizabeth.nelson,@capefearia�igineering.com>
To: "d bowman" <dbowman(W-atmc.net>
Cc: "Johnson, Kelly" <kelly.p.9ohnsonQncdenr.gov>
Sent: Monday, April 9, 2018 8.08.39 AM
Subject: FW: Rice Creek Plantation
David -
Hope you are doing well
See below from Kelly Johnson - please let her know if this is something you can provide - she is copied on this email.
E izabeth M. Nelson, PE
F M, �
elizabeth.nelsonCcD-capefearengineering.com
PH: 910.383.1044
151 Poole Road, Ste. 100 1 Belville, NC 1 28451
From: Johnson, Kelly [mailto:kellv.p.iohrson ncdenr.eov]
Sent: Friday, April 06, 2018 11:27 AM
To: Elizabeth Nelson <elizabeth.nelson acapefeareneineerine.com>
Subject: Rice Creek Plantation
Elizabeth,
This is a long shot. I am missing a piece of paper in a file and I am hoping you may have a copy of it...
A very long time ago you worked on this project, which is next to Town Creek Elementary. Pond 8 was revised to let the
school drain offsite to Rice Creek Plantation. The Drainage area map for Pond 8 was clearly submitted (#7 below), but it
is not on file. (Three versions of the permit are also missing...) The school is changing, and they need to move that DA
line. I have asked them for a minor modification for Rice Creek to show the DA line's new location. But, that is hard to
do since we don't know the old location. (The school at least knows where the line is on *their* property, so they can
move forward. But, it is sloppy to not have the DA line for Pond 8 in its file.)
I realize that you don't even work there anymore, but I thought I would reach out and check...
Thanks,
Kelly

04 BOWMAN DESIGN
& ENGINEERING
SERVICES, PA
143 Holden Reach Road, Suitt 3, PO Rox 74k SI-Alotte, North Carolina 294:-
Phone: 910,7�5-6526 1 ak: tJ 1 0,755-6M
A':4�w�t 6, 2010
Mr, Clrit 84ker
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►--6L,�johwsow
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and land Resources
Stormwater Permitting
127 Cardina! Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

Johnson, Kelly
From: Johnson, Kelly
Sent: Thursday, April 5, 2018 4:19 PM
To: 'Holly Cook'
Subject: FW: [Externall RE: SW8 071210, Town Creek Middle and Elementary School - State
Stormwater Permit
Attachments: 2010 08 permit 070333.docx
Holly,
Is this roughly what you are proposing? (I have attached the SW8 070333 permit that has the DA and BUA numbers in
its Pond 8 that are dedicated to your permit, SW8 071210.)
Thanks,
Kelly
Current Ofsite DA Line
� � « • r
Drainage Area to Offsite Pond (SW8 070333)
From: Johnson, Kelly
Sent: Wednesday, April 4, 201811:45 AM
To:'Holly Cook' <holly.cook@ mcgillengineers.com>
- - Prop,
0 Drainage Area to C
Drainage Area Add
Drainage Area Ren
(treated in new po
4 Where = ® = 642,736sf of drainage area, and
Impervious area sf = 246,395sf inside green line
(current & proposed offsite DA lines)
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From: o ell
Sent: Wednesday, April 4, 2018 11:45 AM p1
To: 'Holly Cook'
Cc: [e-mail], Michael Norton
Subject: RE: [External] RE: SW8 071210, Town Creek Mid
Stormwater Permit
Attachments: 2018 03 addinfo 071210 via email.docx
L3191\-1Y ` V V V
C J
Eleme tary School - State
Holly,
i moved the email below into a Word document because it;;ot a bit long. Please see my responses in Blue in the
attached document.
Thanks,
Kelly
From: Holly Cook[mailto:[e-mail]]
Sent: Wednesday, March 28, 201811:33 AM
To: Johnson, Kelly <[e-mail]>
Cc: [e-mail]; Michael Norton<[e-mail]>
Subject: [External] RE: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
External email. Do not click links or open attachments unless verified. Send all suspicious email as an attachment to
Kelly,
Please see our responses in RED below.
Once you have had a chance to review our responses, please give me a call at your convenience to
discuss.
If the responses below satisfy your request for additional information, we will modify the applicable
sections of the Stormwater Report and Application as required.
Thank you!
Sincerely,
Holly Cook, PE
Project Engineer
VicGM.
4 .y.�0i ; % f I
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mceillengineers.com
1

From: Johnson, Kelly <[e-mail]>
Sent: Tuesday, March 27, 2018 3:30 PM
To: Holly Cook <h lly.cook rn Jgnaireers.com>
Cc: ceckert_@_b_cswan.net
Subject: FW: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
Holly,
I was logging this into my project tracking spreadsheet today, and I saw that this will be low density with three pockets
of high density (POND). I would like to get clarification of the overall approach since the 2017 rule does not. have
POHDs. I have not been throuh the details of the project at all. But, since I noticed some "big picture" questions, I
wanted to 0o ahead and get those worked out so that I can work through those details when the tirie comes. I will log,
this as a "Request for Additional Information". Please note that we no longer mail hard copies of Add Info letters, and so
this email will be the official correspondence. Please respond by 4/11/18.
1, Current Permit: 7Ile current permit (6/16/10) and the prior version (12/13/07) are both for 21.29ac of project
area. The 2007 permit was for 290,381sf of impervious and on 6/16/10 it was reduced to 246,395sf of
impervious area draining of site for treatment in Pond 8 of SW8 070333 (Rice Creek Plantation Phase 1). Since
the impervious reduced between 2007 and 2010, the 2010 ;permit was not triggered into being; covered by the:
2008 rules. It therefore appears that the current permit is si::ill written under the 1995 rules.
Yes, thkat is our understandingunders'Ean-ding as well.
2. Proposed Permit:
a. Additional Project Area: The current proposal increases the project area from 21.29ac to 60.67ac, and
the newly added 39.38ac will be subject to the 2017 rules. But, the application shows ti-i�t theiVe will be
three pockets of high density, which isn't in the 2017 rules. The 2017 rules [.1003(1)(d)] has the
following similar provision. I suspect that this is what you are doing, but I need a drainage area map
showing the layout of all of the drainage areas and how the "natural drainage area boundaries,
variations inland use, and/or construction phasing" impact that. I see several stormwater exhibits in
the plans, but I do not see a drainage area map?
Three Drainage Area Maps are included in the Stormwater Report.
Section 4:
1. Pre -Development DAM showing project limits
2. Post -Development DAM showing project limits
Section 13:
3. Existing off -site wet pond DAM showing existing permitted drainage area 1,vith pi oposed revisions
All "hree maps are attached for your reference.
(d) On a case -by -case basis as determined by the Division during application review, projects may be considered to
have both high and low density areas based on one or more of the following criteria:
(i) natural drainage area boundaries;
(ii) variations in land use throughout the project; and
(iii) construction phasing.
Tables A and B on the Pre and Post DAMs define the drainage areas based on natural drainage
boundaries, variations in land use, and construction phasing.
b. Data: I have inserted both the table in Section IV(10) of the application (V table below) and a summary
table of this data compared to the 2010 permit below (21 d table below).

i. Questions:
"Ex" Drainage Area: I believe the first column in the application labeled "Ex" 's intended
to be the ''existing", already permitted drainage area. Is that correct?
Yes
2. Offsite Area: If so, the drainage area draining offsite to SW8 070333 reduced from
14.76ac to 13.09ac and the impervious reduced from 246,395sf to 239,7C4sf. If this
modification will impact the configuration permitted for SW8 07033, then SW8 070333
must also be modified. Will this be the case or are corrections needed to the data?
The calculations in Section 13 of the Stormwater Report address tho reduction in
drainage area and impervious area. Yes, the reduced areas are correct. However, it is
no: our intent to inodify the existing SW8 070333 permit for the off -site wet pond. If
reducing the impervious area to the pond triggers a permit modification, then we
request to rr serve the remaining BUA for future use.
Would it also be possible to reserve future drainage area as well?
By reserving both of these areas for future use, this would allow us to proceed without
modifying SW8 070333.
If we do not modify the existing permit, will this simplify the Permit Transfer issue?
3. Dry Pond: The dry pond is treating a high density drainage area (61.3%), but it is not a
Primary SCM [per .1002(37)]. The 2017 rule introduced two new terms; "runoff
treatment" method [per .1002(43)] and "runoff volume match" method [per
.1002(43)]. The runoff treatment method is the way most projects are done where you
collect the water from all impervious surfaces and treat it in an SCM (and I believe this
project is done that way). Runoff volume match is essentially LID-EZ. However, if you
use "runoff treatment", the rule says either a primary SCM or a combination of primary
and secondary SCMs are needed to provide equal or better treatment. How will the
proposed project meet this requirement?
Section 6 of the Stormwater Report provides Pre and Post Development Site Runoff
Summaries. The 10 year runoff is evaluated to each drainage outfall pre and post
development.
The Post -Development runoff to each Drainage Outfall (existing off -site wet pond,
wetlands pocket on Elementaryy School site, wetlands pocket on Middle School site, etc.)
is less than the Pre -Development runoff to each Drainage Outfall.
SCM 1
Pre -Development Drainage Area 'A' Q..10 = 3.92 cfs.
Host-Develo ment Drainage Area 'Al' (SCM 1) plus'A2' (sheet flow) Q10 = 2.16 cfs
Post ¢ Pre
The primary purpose of the dry pond is to collect and manage the peak stormwater
runoff from the proposed Elementary Schoo± Addition z nd release the runoff at a non -
erosive flow less than pre -development flow conditions. The inflow pipe is buried znd
terminates at a yard inlet structure which allows the stormwater to rise and waterfall

out of the weir into the basin. This dissipates t1.--2 cnergy and provides ror.-erosive
velocities into the basin. This structure is to s ive as pretreatment for the dry pond.
;:n orifice pipe is not required for this desigr> as Hydraulic calculations shc!%, ti c pond
naturally draws down over 30 minutes thro.-uOr nz:twral infilzration. Please nova 'uha. ; I-,
infiltration basin was evaluated and ruler. ou*: at this location due to high graindW,3ter
conditions. The 10 year discharge from SOM I and storm events larger than 3.0 gear
er}ter he p,-.-rimeter closed conveyance storm, sys-cern making its way to the existing off-
siEe wet �.ond for treatment.
SCM 'i. is technically +?`:rithin the drainage; :area of tl-le: existing vvet pond, does this not
•quaiify as a. treatment train?
it ii.Table in Application:
\,t1piiisl(*I.r
i11.jtiltg'L!,Af L:d. Ldkjjtn.Ip:':� ItP 34,4MI 11110Flndliuli ili'n/''i. fI fLl It•
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Sit
• .`r3.';.`#•, (... .tt--+ .!I'.?I yt f.+1}'.•i l.i.L.H'Y .+, �_ p'F. t, .!:pi �tj=r yr _....-..r J) r ._+•!
We can revise the 'Drainage Area Ex' impervious area to include'future use' as well as remove
overall drainage area from 'Drainage Area 3' ,low density) and 1=eserv2 it for future use to
'Drainage Area Ex' should this allow us to nut modify the existing SW8 070333.
This will not change the proposed drainage area maps as grading `:_rili remain as chown an the
plan.
iii. 2010 Permit v/s Proposed:
4

6116/2010
;),ro;)ose-fit
Total
Total
fxis*:ir*.�
dAi.
�DA2
DA3
Mite?
Dry Pondnd
Wet Pond
l ovy Denslt'
FF Area
21.29
60.67
age Area.
f C
:Drai-,n
}.67
�4 , , ,
-v '
0.36
9.81:
642,736
2,642,785
570,407
2.5,590
427,336
�37A
1,629,45(
imp r j ous Area
246395
509.82
239r rf3�i
9,549
2375765
22,801
% lfn )et Anus
38.3%
19.YA,
4
{
Correct, see Section 13 of the Sto, mwater PLourt.
c. Permittee: DiFLussions are taking pli ce to Cdeteri-nine i:he kcst l'cc'; to pl-c;ce..H.
L 2010 Permit "I'ypu: The current (2010) permit is wriiten to "Brunsti;tick County Scnoo!s". That
was a typo because the application I!fted "Brunswick County Board of Education" as the
intended permittee and as the owner. I will note a correction when the modification is issued.
ii. Questions: The Special Warranty Deed submitted for the portion of the project that will be
added shows that "The County of Brunswick" owns the real estate pursuant to a 1.2/5/16 Ag`ncy
Agreement with "Brunswick County Board of Education". It says "It is the intention of both
parties to combine this parcel together with the 21.29ac [tract already permitted]."
1. 21.20ac Tract: I do not see a d oed on file for the 21.29ac Bract that was permitted in
2010, and so I do not know who owns that tract. Please submit this deed_
The old deed is attached.
2. What is the nature of the relationship between the County and the Board of Education?
a. Function Like a Lease?: Does it function like a lease such that we can fill out the.
application as a lease, and have both parties sign the application? l he
application essentially says that if the lease/agreement falls through that the
property owner will be responsible for the permit. The exact statement to sign
is inserted below. If so, please have both parties sign the amlication in the
appropriate areas. There are directions on the application form. (I suspect that
this will be what you end up choosing to do....)
As the legal Vzopeertw oxvrwr I acicccowrled, er un&rstand, and agree bN- my siRnaiure below. that
agent (enhh, listed in Contw-t InfomiAdom itern 1) dissolves their conVdnv And otcancids or de
lease agmvmentr or p tdiig same, responsibilirt - for comphatice %- tb the DENIM Storm -A ater pej
to me, the pr°opertV o%iw. As the p€opertv owner, it is mV responsibihhr to notify DENIER inimi
submit a completed Narm t mership Change Fenn -*%!thin 30 dawq{ other imi be operattiu
treatwent facility without a valid permit. I understand that the operation of a stormwate»< treatn
with a valid permit is a violation of NC dal Statue 143- 215.1. and nuv refit in appropm
action including- the assessmeat of civil Mies of up to 52-5,000 per day. lnrsuant to NKGS 14:
b. Permit Issue to loth?: Or, do you want the permit issued to both parties with
both parties signing ads owners/permit applicants?
L If so, please submit signatures as permit applicants. (You would just
have two copies of the applicable pages so that you can have two
signatures.)
ii. Please also submit 0&M agreements from both parties.
3. Permit Information Update Form: Since the permit should already be issued to the
Brunswick County Board of Education and we are either going to issue the modified
5

permit to either the Brunswick County Board" of Education and the County of Brunswick
as either a situation similar to a lease or as co-permlttees, we will not require u formal
permit transfer. (This will be much simpler and cheaper.) But, we will need to i iave the
Permit Information Update Form for the file to document the official change o;
ownership. The form is available on our website,
htt 'rc'^.n.nc.gov/about/divisions/energy-m:irier"cn,l-Iz�n[i-r'c?.sC_.'LtrCes,!nile.ic,y-r,-iiirier- I-
land-r;_ le,/�tormwater-program/post-constr.a t;or'l. Acknowledged.
If you have questions, please let me know-,.
Thanks,
Kelly
From: Johnson, Kelly
Sent: Monday, March 26, 2018 2:30 PM
To: 'ceckert@bcswa n. net' <ceci:.:_r�::fr .bcsva.n.Ele.t>
Cc: Holly Cook <hoI!y cr.; ok, �.:! ! +�iIIELgineerrs_corr>
Subject: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
The Wilmington Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) accepted the
Stormwater Permit Application and $505 fee (check number 369242) on March 26, 2018. The project has been assigned
to me and you will be notified if additional information is needed. Please be advised that the construction of built -upon
area may not commence until the Stormwater Permit is issued.
Thanks,
Kelly
K.eLLuiohwsow
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

SW8 071210 — Town Creek Elementary and Middle Schools — State Stormwater Permit ) n�
Current Permit:
1. 3/27/18, KJ: The current permit (6/16/10) and the prior version (12113107) are both for 21.29ac of project / Wil
area. The 2007 permit was for 290,381sf of impervious and on 6/16/10 it was reduced to 246,395sf of 1.
impervious area draining offsite for treatment in Pond 8 of SW8 070333 (Rice Creek Plantation Phase 11. Since
the impervious reduced between 2007 and 2010, the 2010 permit was not triggered into being covered by the
2008 rules. It therefore appears that the current permit is still written under the 1995 rules.
2. 3/28/18, HC: Yes, that is our understanding as well.
Proposed Permit:
I. Additional Project Area:
a. 3/27/18, KJ:
i. The current proposal increases the project area from 21.29ac to 60.67ac, and the newly added
39.38ac will be subject to the 2017 rules. But, the application shows that there will be three
pockets of high density, which isn't in the 2017 rules. The 2017 rules [.1003(1)(d)] has the
following similar provision. I suspect that this is what you are doing, but I need a drainage area
map showing the layout of all of the drainage areas and how the "natural drainage area
boundaries, variations in land use, and/or construction phasing" impact that. I see several
stormwater exhibits in the plans, but I do not see a drainage area map?
1. Rule Text:
(d) On a case -by -case basis as determined by the Division during application review, projects
may be considered to have both high and low density areas based on one or more of the
following criteria:
(1) natural drainage area boundaries;
(ii) variations in land use throughout the project; and
(iii) construction phasing.
b. 3/28/18, HC: Three Drainage Area Maps are included in the Stormwater Report. All three maps are
attached for your reference. Tables A and B on the Pre and Post DAMS define the drainage areas based
on natural drainage boundaries, variations in land use, and construction phasing.
i. Section 4:
1. Pre -Development DAM showing project limits
2_ Post -Development DAM showing project limits
ii. Section 13: Existing off -site wet pond DAM showing existing permitted drainage area with
proposed revisions
c. 4/4/18, KJ: Please see 2(b)(iii)(3) below.
1

SW8 071210 — Town Creek Elementary and Middle Schools — State Stormwater Permit
Data:
a. Tables:
L 3/27/18, KJ:
1. 1 have inserted both the table in Section IV(10) of the application (111 table below) and a
summary table of this data compared to the 2010 permit below (2nl table below).
2. Table in Application:
10. Complete the following information for each dtairwp area identified in 11rojuct information item 9. if them
are more than flour drainage areas in the pro <v- , att+ich an additional slut t with the information for each area
provided in the same format as below.
Basin Information
Dmina a Area lix
Drain p Area 1
Vraina a Area 2
Vraina a Area 3
Receiving Stream Name
Rice Creek
Rice Cre k
Rice Creek
Rice Creek
Stream Class •
C; SAY
C; SW
C; SW
C; S%V
Stream Index Number •
1"1.6
1"1-6
18-81-6
19-81-6
Total Drains Area (sf)
570107
15590
42M$
1629450
On -site Drainage Area (sf)
57U107
155W
427338
1629150
Off -site Drainage Area (sf)
0
0
0
0
Proposed Impervious Area" sl
239704
9544
W765
22ft06
% Impervious Area" total
42.0
61.3
55.6
1A
Im rvious" Surface Area
Drains a AwA Fax
Drains a Area i
Drainage Area 2
Drainage Arno 3
On -site Buildings/lots 90
89656
7607
61t I
Cho -site Streets (fj
0
On -site Yarhi sf)
137;187
144257
15777
On-sik'Sidewalki S
12661
Ig12
21790
7029
Other on -site (so
0
Future (s
11
2t124
Uff-!site (sf)
0
Existing BUA••• A
0
Total so:
239704
9549
237765
22M
Stmam Class and Index Number can be drtempin .fat: tr+Jliavhd.uuknr.crr�• +rth/uyljju/ >r✓�1++..rfi+struu.
3. 2010 Permit v/s Proposed:
6/16/2010
Proposed
Total
Total
Existing
DA1
;Al on Supplement)
DA2
I icy on Sup lement
DA3
Offsite?
Dry Pond
Wet Pond
Low Density
Project Area
21.29
60.67
Drainage Area
14.76
60.67
13.09
0.36
9.81
37.41
642,736
2,642,785
570,407
15,590
427,338
1,629,450
Impervious Area
246,395
509,824
239,704
9,549
237,765
22,806
% Impervious 1
38.3%1
19.3%
42.0%
61.3%
55.6%
1.4%
b. Questions:
ac
ac
s4
sf
L "Ex" Drainage Area:
1. 1 believe the first column in the application labeled "Ex" is intended to be the "existing",
already permitted drainage area. Is that correct?
2. 3/28/18, HC: Yes
ii. Offsite Area:
1. 3/27/18, KJ: If so, the drainage area draining offsite to SW8 070333 reduced from
14.76ac to 13.09ac and the impervious reduced from 246,395sf to 239,704sf. If this
modification will impact the configuration permitted for SW8 07033, then SW8 070333
must also be modified. Will this be the case or are corrections needed to the data?

SW8 071210 — Town Creek Elementary and Middle Schools — State Stormwater Permit
2. 3/28/18, HC:
a. The calculations in Section 13 of the Stormwater Report address the reduction
in drainage area and impervious area. Yes, the reduced areas are correct.
However, it is not our intent to modify the existing SW8 070333 permit for the
off -site wet pond. If reducing the impervious area to the pond triggers a permit
modification, then we request to reserve the remaining BUA for future use.
b. Would it also be possible to reserve future drainage area as well?
c. By reserving both of these areas for future use, this would allow us to proceed
without modifying SW8 070333.
d. If we do not modify the existing permit, will this simplify the Permit Transfer
issue?
3. 4/4/18, KJ:
a. "Future impervious": This type of impervious area is essentially a slush fund of
impervious that tracks what can "fit" into an SCM that is already designed. It is
useful because if one day you want to add a sidewalk or other item, and that
sidewalk is within the "future" amount, then you simply obtain a minor
modification to reduce the "future impervious" and label it "sidewalk". It makes
these types of future modifications easier because you don't have to re -run the
pond design calculations.
b. "Future Drainage Area": Any time a drainage area changes, it impacts the
design of the SCM that it serves, and we have to re -run the pond design
calculations which is a major modification. We therefore do not have "future
drainage areas". (Even if the drainage area decreases such that the required
volume for the pond decreases, that is still a major modification.) Drainage area
can only be in one SCM or another. If you will remove drainage area from the
SW8 070333 pond, then SW8 070333 will have to be modified to reflect that
change.
iii. Dry Pond:
1. 3/27/18, KJ: The dry pond is treating a high density drainage area (61.3%), but it is not a
Primary SCM [per .1002(37)]. The 2017 rule introduced two new terms; "runoff
treatment" method [per .1002(43)] and "runoff volume match" method [per
.1002143)]. The runoff treatment method is the way most projects are done where you
collect the water from all impervious surfaces and treat it in an SCM (and I believe this
project is done that way). Runoff volume match is essentially LID-EZ. However, if you
use "runoff treatment", the rule says either a primary SCM or a combination of primary
and secondary SCMs are needed to provide equal or better treatment. How will the
proposed project meet this requirement?
2. 3/28/18, HC:
a. Section 6 of the Stormwater Report provides Pre and Post Development Site
Runoff Summaries. The 10-year runoff is evaluated to each drainage outfall pre
and post development.
b. The Post -Development runoff to each Drainage Outfall (existing off -site wet
pond, wetlands pocket on Elementary School site, wetlands pocket on Middle
School site, etc.) is less than the Pre -Development runoff to each Drainage
Outfall.
C. SCM 1
I. Pre -Development Drainage Area 'A' Q10 = 3.92 cfs.
ii. Post -Development Drainage Area 'Al' (SCM 1) plus'A2' (sheet flow)
Q10 = 2.16 cfs
iii. Post < Pre
3

SW8 071210 — Town Creek Elementary and Middle Schools — State Stormwater Permit
d. The primary purpose of the dry pond is to collect and manage the peak
stormwater runoff from the proposed Elementary School Addition and release
the runoff at a non -erosive flow less than pre -development flow
conditions. The inflow pipe is buried and terminates at a yard inlet structure
which allows the stormwater to rise and waterfall out of the weir into the
basin. This dissipates the energy and provides non -erosive velocities into the
basin. This structure is to serve as pretreatment for the dry pond.
e. An orifice pipe is not required for this design as hydraulic calculations show the
pond naturally draws down over 30 minutes through natural infiltration. Please
note that an infiltration basin was evaluated and ruled out at this location due
to high groundwater conditions. The 10-year discharge from SCM 1 and storm
events larger than 10 year enter the perimeter closed conveyance storm system
making its way to the existing off -site wet pond for treatment.
f. SCM 1 is technically within the drainage area of the existing wet pond, does this
not qualify as a treatment train?
g. We can revise the 'Drainage Area Ex' impervious area to include 'future use' as
well as remove overall drainage area from 'Drainage Area 3' (low density) and
reserve it for future use to 'Drainage Area Ex' should this allow us to not modify
the existing SW8 070333.
h. This will not change the proposed drainage area maps as grading will remain as
shown on the plan.
i. Correct, see Section 13 of the Stormwater Report.
3. 4/4/18, Q
a. I have not gone through any of the data or drainage area maps in detail. But, it
sounds like you are saying that the dry pond's drainage area is inside the wet
pond's drainage area and the dry pond simply mitigates peak flow. If so, then
the wet pond will be the primary SCM. If that is the case, then let's label the
wet pond as the SCM for the drainage area. The dry pond will be mentioned in
the permit, but it will not be the primary treatment mechanism. I recommend
that the table in your application have four columns:
I. Existing/Offsite
ii. Wet Pond (with dry pond for hydrology)
iii. Low Density
iv. Total (Offsite + Wet Pond + Low Density)
b. High & Low Density in This Permit:
i. I recommend that you have three drainage areas on your DA map:
1. Existing/Offsite
2. Wet Pond (with dry pond for hydrology)
3. Low Density
ii. When you update the drainage area maps, please make sure that you
establish the "natural drainage area boundaries", "variations in land use
throughout the project", and/or "construction phasing" per
[.1003(1)(d)] as discussed above to establish that the project can have
low density areas since it is overall high -density.
4

SW8 071210 — Town Creek Elementary and Middle Schools — State Stormwater Permit
c. Also, FYI, I discussed the treatment train question with Annette Lucas in our
Central Office, and evidently when they convened the stakeholder group to
establish the MDCs the group discontinued the treatment train methodology.
Evidently treatment trains are based on diminishing returns on percent removal,
and NCSU, EPA, and others have moved to percent concentrations as the basis
for pollutant removal as opposed to percent removal. (You will not need credit
for the dry pond if it is inside the wet pond's drainage area, but FYI.)
3. Permittee:
a. 2010 Permit Typo: The current (2010) permit is written to "Brunswick County Schools". That was a typo
because the application listed "Brunswick County Board of Education" as the intended permittee and as
the owner. I will note a correction when the modification is issued.
b. Questions:
L The Special Warranty Deed submitted for the portion of the project that will be added shows
that "The County of Brunswick" owns the real estate pursuant to a 12/5/16 Agency Agreement
with "Brunswick County Board of Education". It says "It is the intention of both parties to
combine this parcel together with the 21.29ac [tract already permitted]."
1. 21.20ac Tract:
a. 3/27/18, KJ: I do not see a deed on file for the 21.29ac tract that was permitted
in 2010, and so I do not know who owns that tract. Please submit this deed.
b. 3/28/18, HC: The old deed is attached.
ii. What is the nature of the relationship between the County and the Board of Education?
1. Function Like a Lease?:
a. 3/27/18, KJ: Does it function like a lease such that we can fill out the application
as a lease, and have both parties sign the application? The application
essentially says that if the lease/agreement falls through that the property
owner will be responsible for the permit. The exact statement to sign is
inserted below. If so, please have both parties sign the application in the
appropriate areas. There are directions on the application form. (I suspect that
this will be what you end up choosing to do....)
b. 3/28/18, HC: Discussions are taking place to determine the best way to
proceed.
As the legal property, owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity, listed in Contact Information item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DE;VL LR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DENILR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.

SW8 071210 — Town Creek Elementary and Middle Schools — State Stormwater Permit
2. Permit Issue to Both?:
a. 3/27/18, KJ: Or, do you want the permit issued to both parties with both parties
signing as owners/permit applicants?
I. If so, please submit signatures as permit applicants. (You would just
have two copies of the applicable pages so that you can have two
signatures.)
ii. Please also submit O&M agreements from both parties.
1. Permit Information Update Form: Since the permit should
already be issued to the Brunswick County Board of Education
and we are either going to issue the modified permit to either
the Brunswick County Board of Education and the County of
Brunswick as either a situation similar to a lease or as co-
permittees, we will not require a formal permit transfer. (This
will be much simpler and cheaper.) But, we will need to have
the Permit Information Update Form for the file to document
the official change of ownership. The form is available on our
website, https:Hdeg.nc.gov/about/divisions/energy-mineral-
land-resources/enerev-mineral-land-rules/stormwater-
proeram/post-construction.
b. 3/28/18, HC:
i. 3/28/18, HC: Discussions are taking place to determine the best way to
proceed.
ii. Acknowledged.
11

Johnson, Kelly
From: Johnson, Kelly
Sent: Wednesday, March 28, 2018 9AS AM
To: 'Craig Eckert'; Holly Cook
Subject: RE: [External] Re: FW: SW8 071210, Town Creek Middle and Elementary School - State
Stormwater Permit
Mr. Eckert,
I am really trying to help you avoid having to go through the transfer process to transfer the permit from the Board of
Education to the County because it will be expensive and time consuming. Since we have a $505 modification in-house
for Town Creek, we would have to formally return that modification (with the $505 forfeited), get a transfer application
($505) that will likely take a few months to process, and then have the modification re -submitted ($505 again) with
another few months for that modification review. There must be an easier way forward based on the Agency
Agreement to avoid all of this administrative hassle.
We can issue permits to 1.) The property owner, 2.) A lessee with the property owner's signature, 3.) A developer with
the property owner's signature, or 4.) To two co-permittees. I talked this over with my supervisor and co-workers, and
we recommend that you all request that the permit be issued to both the County and the Board of Education, have both
entities sign the paperwork as applicants, and reference the 12/5/16 agreement in the permit text. This will circumvent
having to formally transfer the permit. I am open to other ideas if you all have them, but I want to make sure you
understand that changing the permit's ownership isn't just a matter of me typing in a new name on the document. It is
a much more laborious task.
If you have further questions, please let me know.
Thanks,
Kelly
From: Craig Eckert [mailto:[e-mail]]
Sent: Wednesday, March 28, 2018 8:09 AM
To: Johnson, Kelly <[e-mail]>; Holly Cook<[e-mail]>
Subject: [External] Re: FW: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
Brunswick County Schools is an Administrative Unit as defined by the state of NC. Consolidation of the
parcels has already occurred. The County of Brunswick now owns both the 20+ acre parcel and the 40+ acre
parcel. As the County owns the parcels, permit should be issued in the name of the County. The Agency
agreement allows the BOE to act as agent for the County, and also operate the schools. This is not a lease
situation
Thank you Kelly for taking a quick look at the application.

BRUNSWICK COt TNTY SCHOOLS
Craig Eckert, Director of Capital Projects & Planning
(W) 910-253-1078 (C) 910-398-3815
ceckert(c]beswan. net
On Tue, Mar 27, 2018 at 3:30 PM, Johnson, Kelly <kellv.p.iolinson(amcdenngov> wrote:
Holly,
I was logging this into my project tracking spreadsheet today. and I saw that this will be low density with. three
pockets of high density (POHD). I would like to get clarification of the overall approach since the 2017 rule
does not have POI IDs. I have not been. through the details of the project at all. But, since I noticed some "big
picture" questions, l wanted to go ahead and get those worked out so that I can work through. those details
when the time comes. I will log this as a "Request for Additional Information". Please note that we no longer
mail hard copies of Add Info letters, and so this email will be the official correspondence. Please respond by
4/11/18.
1. Current Pennit: The current permit (6/16/10) and the prior version (1.2/13/07) are both for 21.29ac of
project area. The 2007 pennii was for 290,381sf of impervious and. on 6,116/10 it was reduced to 246,395sf of
impervious area draining offsite for treatment in Pond 8 of SW8 070333 (Rice Creek Plantation Phase
1). Since the impervious reduced between 2007 and 2010. the 2010 permit was not triggered into being
covered by the 2008 rules. it therefore appears that the current permit is still written under the 1995 rules.
2. Proposed Permit:
a. Additional Project Area: The current proposal increases the project area from 21 29ac to
60.67ac, and the newly added 39.38ac will be subject to the 2017 rules. But, the application
shows that there will. be three pockets of high. density, which isn't in the 2017 rules. The 2017
rules [.1.003(1)(d)] has the following similar provision. I suspect that this is what you are doing,
but I need a drainage area map showing the layout of all of the drainage areas and how the
"natural. drainage area boundaries, variations in ].and use, and/or construction phasing'" impact
that. I see several storniwater exhibits in the plans, but I do not see a drainage area map?
(d) On a case -by -case basis as determined by the Division during application review, projects may be considered to
have both high and low density areas based on one or more of the following criteria:
(i) natural drainage area boundaries;
(ii) variations in land use throughout the project; and
(iii) construction phasing.
b. Data: I have inserted both the table in Section IV(10) of the application (I` table below)
and a summary table of this data compared to the 2010 permit below (2nd table below).

i. Questions:
1. "Ex" Drainage Area: I believe the first column in the application labeled
"Ex" is intended to be the "existing", already permitted drainage area. Is that
correct?
2. Offsite Area: If so, the drainage area draining offsite to SW8 070333
reduced from 14.76ac to 13.09ac and the impervious reduced from 246,395sf to
239,704sf.. If this modification will impact the configuration permitted for SW8
07033, then SW8 070333 must also be modified. Will this be the case or are
corrections needed to the data?
3. Dry Pond: The dry pond is treating a high density drainage area (61.3%),
but it is not a Primary SCM [per .1002(37)]. The 2017 rule introduced two new
terms; "runoff treatment" method [per .1002(43)] and "runoff volume match"
method [per .1.002(43)]. The runoff treatment method is the way most projects
are done where you collect the water from all impervious surfaces and treat it in
an SCM (and I believe this project is done that way). Runoff volume match. is
essentially LID-E7. However, if you use "runoff treatment'', the rule says either
a primary SCM or a combination of primary and secondary SCMs are needed to
provide equal or better treatment. How will the proposed project meet this
requirement?
ii. Table in Application:
Ill. Cc+�,�l•���ts� ttw; hs���ia� ie�ur�ati 1f�r;;�h dt::sxca id��sti�hx! is i't4+�+•t ��►tarer�d+��r �• n, +� N d�.x;�
sir+' RlOie &w I;nz r .ir�srea araii iri t1a prays t, atia& ao axiditior ai dwt wt* ttn+ trsh+tatt*m for each MVA
pr'cW4WJ in OW 5jee frwm4t ax glow.
Rwinlntorammct kv
1hMiM eAieaFx
Vraina .Atft2
17 a Mxit:`i
R�tciv S1riv l auv�
R".CM-A
RkV(-t0Bk
Rk-vC.'omt:
Rif,-CftV1,
Lim
C: sw
C-SW
C.;w
F,
tkwam Indo N r `
1"1-b
lib "A
of 41-6
ISIM b
x';� Amass
5704(t7'
15"0
-- �rgry7'13R
2t,2"50
�y
Vu,-*t! t�FAflt# Area 09
5700
Zsw
1127y*
104M
L)T Sfd tm ` ^ia",
Zf/tit-4
7-"*
'S.1 ntre Alms`" cater.
420
81:4
L4
I+a inrra+°SurfaceArW
1. . 1�ixrat. t_
Oratna .Areal
!IA!1! •Ales
{kai AreAl
'on. sire Rultd hoes (.
S'Jta56
76N
63M
tOR-61k AAft" b L�q
tl
f_h"4WiktV%Ak* .:
l +l
l..
?.d 0
AAA
--
Tutrrm
Tntaf +��:
�94ii14F
'9549
.'..�:'7b5
.3�R0u'
�ittr.'a►tf:4ic.iz�rsarNter�•,rab;�„mrf�n�i+r� Iilena:��ti�.r%i:,ut«.'�a:a"•i�r't±:l�'.�w:.t!'�'*x�':a•d:���it,+fit•,
iii. 201.0 Permit v/s Proposed:

6/16/2010
Proposed
Total
Total
Existing
DA1
(Al on Supplement)
DA2
tU ors S jFp:rrsettl
DA3
Offsite?
Dry Pond
Wet Paid
Low Density
Project Area
21.29
60.67
14.76
60.67
13.09
0.36
9.81
37.41
Drainage Area
642,736
2,642,785
570,407
15,590
427,338
1,629,450
Impervious Area
246,395
509,824
239,704
9,549
237,765
22,806
% Impervious
38.3%1
19.3%
42.0%
61.3%
55.6%
1.4%
c. Permittee:
ac
ac
sf
sf
i. 2010 Permit Typo: The current (2010) permit is written to
"Brunswick County Schools". That was a typo because the application listed
"Brtuzswick County Board of Education" as the intended permittee and as the owner. I
will note a correction when the .m.odificatio.n is issued.
ii. Questions: The Special Warranty Deed submitted for the portion
of the project that will be added shows that "The County of Brunswick" owns the real
estate pursuant to a 12/5/16 Agency Agreement with "Brunswick County Board of
Education". It says "It is the intention of both parties to combine this parcel together
with the 21.29ac [tract already permitted]."
i . 21.20ac Tract: I do not see a deed on file for the 21.29ac tract that was
permitted in 2010, and so I do not know who owns that tract. Please submit this
deed.
2. What is the nature of the relationship between the County and the Board of
Education?
a. Function Like a Lease?: Does it firnction like a lease such that we
can fill out the application as a lease, and have both parties sign the
application'? The application essentially says that if the lease/agreement
falls through that the property owner will be responsible for the
permit. The exact statement to sign is inserted below. If so, please have
both parties sign the application in the appropriate areas. There are
directions on the application form. (I suspect that this will be what you.
end up choosing to do....)
As the legal property owner I acknowledge, understand, and agree by my signatnre below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibditq for compliance with the DBMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my resporisibdity to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I wM be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143 215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
b. Permit Issue to Both?: Or, do you want the permit issued to both
parties with both parties signing as owners/permit applicants?
4

�. If so, please submit
signatures as pen -nit applicants. (You would just have two copies
of the applicable pages so that you can. have two signatures.)
ii. Please also submit
O&M agreements from both parties.
3. Permit Information Update Form: Since the permit should already be issued
to the Brunswick County Board of Education and we are either going to issue the
modified permit to either the Brunswick County Board of Education and the
County of Brunswick as either a situation similar to a lease or as co-permittees,
we will not require a formal permit transfer. (This will be much simpler and
cheaper.) But, we will need to have the Permit Information Update form for the
.file to document the official change of ownership. The form is available on our
website, https://deg.n.c.gov/about/divisions/energy-mineral-land-
resources/energyy-mineral-land-rules/stormwater-program/post-construction.
If you have questions, please let me know.
Thanks,
Kelly
From: Johnson, Kelly
Sent: Monday, March 26, 2018 2:30 PM
To: 'ceckertnubcswan.net' <[e-mail]>
Cc: Holly Cook <holly.cookna,mcgillengineers.com>
Subject: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
The Wilmington Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
accepted the Stormwater Permit Application and $505 fee (check number 369242) on March 26, 2018. The
project has been assigned to me and you will be notified if additional information is needed. Please be advised
that the construction of built -upon area may not commence until the Stormwater Permit is issued.
Thanks,

Kelly
1. et ,gJohVUSOVU
Kelly Johnson
I+:nvironmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone].
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and
may be disclosed to third parties.
All e-mail correspondence to and from this address is subject to the
North Carolina Public Records Law, which may result in monitoring and
disclosure to third parties, including law enforcement.
wuWVI.4�
i�
t�l
Visit the BCS homepage!

Johnson, Kelly
� IA>�, l
From: Johnson, Kelly
Sent: Tuesday, March 27, 2018 3:30 PM
To: Holly Cook
Cc: 'ceckert@ bcswan.net'
Subject: FW: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
Holly,
I was logging this into my project tracking spreadsheet today, and I saw that this will be low density with three pockets
of high density (POHD). I would like to get clarification of the overall approach since the 2017 rule does not have
POHDs. I have not been through the details of the project at all. But, since I noticed some "big picture" questions, I
wanted to go ahead and get those worked out so that I can work through those details when the time comes. I will log
this as a "Request for Additional Information". Please note that we no longer mail hard copies of Add Info letters, and so
this email will be the official correspondence. Please respond by 4/11/18.
1. Current Permit: The current permit (6/16/10) and the prior version (12/13/07) are both for 21.29ac of project
area. The 2007 permit was for 290,381sf of impervious and on 6/16/10 it was reduced to 246,395sf of
impervious area draining offsite for treatment in Pond 8 of SW8 070333 (Rice Creek Plantation Phase 1). Since
the impervious reduced between 2007 and 2010, the 2010 permit was not triggered into being covered by the
2008 rules. It therefore appears that the current permit is still written under the 1995 rules.
2. Proposed Permit:
a. Additional Project Area: The current proposal increases the project area from 21.29ac to 60.67ac, and
the newly added 39.38ac will be subject to the 2017 rules. But, the application shows that there will be
three pockets of high density, which isn't in the 2017 rules. The 2017 rules [.1003(1)(d)] has the
following similar provision. I suspect that this is what you are doing, but I need a drainage area map
showing the layout of all of the drainage areas and how the "natural drainage area boundaries,
variations inland use, and/or construction phasing" impact that. I see several stormwater exhibits in
the plans, but I do not see a drainage area map?
(d) On a case -by -case basis as determined by the Division during application review, projects may be considered to
have both high and low density areas based on one or more of the following criteria:
(i) natural drainage area boundaries;
(ii) variations in land use throughout the project; and
(iii) construction phasing.
b. Data: I have inserted both the table in Section IV(10) of the application (V table below) and a summary
table of this data compared to the 2010 permit below (2"d table below).
L Questions:
1. "Ex" Drainage Area: I believe the first column in the application labeled "Ex" is intended
to be the "existing", already permitted drainage area. Is that correct?
2. Offsite Area: If so, the drainage area draining offsite to SW8 070333 reduced from
14.76ac to 13.09ac and the impervious reduced from 246,395sf to 239,704sf. If this
modification will impact the configuration permitted for SW8 07033, then SW8 070333
must also be modified. Will this be the case or are corrections needed to the data?
3. Dry Pond: The dry pond is treating a high density drainage area (61.3%), but it is not a
Primary SCM [per .1002(37)]. The 2017 rule introduced two new terms; "runoff
treatment" method [per .1002(43)] and "runoff volume match' method [per
.1002(43)]. The runoff treatment method is the way most projects are done where you
collect the water from all impervious surfaces and treat it in an SCM (and I believe this
project is done that way). Runoff volume match is essentially LID-EZ. However, if you

use "runoff treatment", the rule says either a primary SCM or a combination of primary
and secondary SCMs are needed to provide equal or better treatment. How will the
proposed project meet this requirement?
ii. Table in Application:
IQ. Contpkt.- th%. koWlW10.4 information for cath drainage errs identified ua 1'r•-<., t Infurenati.on it --in 9. 11 there
arc more dmin f.m r Aminage areas in the project, attach an additional stie t with the infornwtion for each area
pro."Itlea ili Ill. 2'.41pl' wriflat a5 t7tAvw.
liasinlofF�mki 9 m
lAaina . Area Fx
UmLm Anm 1 ! Drains � Area 2
Draina a Area ;3 j
Receiving; Rnmm Nam...
Smam C lao *
Rice Creek
Rice crtvk Ric a CreA
Rite Creek j
C; Sw
C ; IYs' C; SW
C; SW
'llream ineirx -ZiM ,
IMI-6
Iit$i =x_ 16-81 6
`4z
18-81.6
�s
Total i Ir s;n x; s Ara
5713�90
15340 'ks
1Fa2fd45[t
---.
i►+t ails tsr,?lna ;e `.re.°.e g i;
570,107
1554 �'f`�%, oEi
16214511 i
Oft-sib.1 hi1G Asir {54j
11
_ _ .,
0
4544
61.3 is F
PropowAlin wxn,� 4n=sy
"� lgtt �rcy�+tc :4rs!d" 1}c+ri"y
_.�..vr=
239704
42.0
22"
1.4 i
Im art nnia' udacc Avot
Diain Ares Px
Ara1n s+a.:p 1
tlinusd s Arrri ?
Drein r Arra {
Chrsilc lhtylelin, �:`l;oC ftif{
6.9656
7ti(i7
63i1ti?l
Cka.,nh 5tre b f� I U
f'TL 11 g i f} i;'?kr:
1•�4Z5;
ISM
._ _1
trxgt6t51it �v;t1• { fs .�_ ., I;.l�f't
Citkt.�retrs-9a1r {+11 U
.,....M.:I.t" _.._
Y"r.:'i .
71129:
_ _��
'1'v:.11 f5 ' 7"_•17t1.1
't53V
3'r'fr`i
:?fit)5
+ �tg•('rtMl E.if^: a:�grif 3:tUfa`A �"u'ie!r7�ae'I CR�E � ;?i•1>.,�.l±lw�At. ��� .,* i i �_ _,.} � , `.. a--� � :kf� �,: , JL=
iii. 2010 Permit v/s Proposed:
..............
6/16/2010
Proposed
Total
Total
Existing
DA1
M! cm SUP ierr.>_ra;
DA2
(C' ca SurwemenO
DA3
Dffsite?
Dry Pond
Wet Pond
Low Density
Project Area
21.29
60.67
t . �76
60.67
13.0✓'
0.36
9.81
37.41
Drainage Area
642,736
2,642,785
570,407
15,590
427,338
1,629,450
Impervious Area
246,395
509,824
239,704
9,549
237,765
22,806
% Impervious
38.3%1
19.3%
42.0%
61.3%
55.6%
1.4%
c. Permittee:
ac
ac
sf
sf
L 2010 Permit Typo: The current (2010) permit is written to "Brunswick County Schools". That
was a typo because the application listed "Brunswick County Board of Education" as the
intended permittee and as the owner. I will note a correction when the modification is issued.
ii. Questions: The Special Warranty Deed submitted for the portion of the project that will be
added shows that "The County of Brunswick" owns the real estate pursuant to a 12/5/16 Agency
Agreement with "Brunswick County Board of Education". It says "It is the intention of both
parties to combine this parcel together with the 21.29ac [tract already permitted]."
1. 21.20ac Tract: I do not see a deed on file for the 21.29ac tract that was permitted in
2010, and so I do not know who owns that tract. Please submit this deed.
2. What is the nature of the relationship between the County and the Board of Education?
a.. Function Like a Lease?: Does it function like a lease such that we can fill out the
application as a lease, and have both parties sign the application? The
application essentially says that if the lease/agreement falls through that the
property owner will be responsible for the permit. The exact statement to sign
is inserted below. If so, please have both parties sign the application in the

appropriate areas. There are directions on the application form. (I suspect that
this will be what you end up choosing to do....)
As the legal property o%mer I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement; or pending sale, responsr-bdity for compliance with ttie DES Stormwater permit reverts back
to me, the property owner. As the propefty owner, it is my responsi mlity to notify ➢7EMML.. t imrruediately armi
submit a completed Name/Ownership Change Form within 30 days; otherw-ise I will be operating a stormwater
treatment facility without a valid permit_ I understand that the operation of a sto±�r_water trp t facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
b. Permit Issue to Both?: Or, do you want the permit issued to both parties with
both parties signing as owners/permit applicants?
i. If so, please submit signatures as permit applicants. (You would just
have two copies of the applicable pages so that you can have two
signatures.)
ii. Please also submit O&M agreements from both parties.
3. Permit Information Update Form: Since the permit should already be issued to the
Brunswick County Board of Education and we are either going to issue the modified
permit to either the Brunswick County Board of Education and the County of Brunswick
as either a situation similar to a lease or as co-permittees, we will not require a formal
permit transfer. (This will be much simpler and cheaper.) But, we will need to have the
Permit Information Update Form for the file to document the official change of
ownership. The form is available on our website,
https:Hdeg.nc.gov/about/divisions/energy-mines I-land-resources/energy-mineral-
land-rules/stormwater-program/post-construction.
If you have questions, please let me know.
Thanks,
Kelly
From: Johnson, Kelly
Sent: Monday, March 26, 2018 2:30 PM
To: '[e-mail]' <[e-mail]>
Cc: Holly Cook<[e-mail]>
Subject: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
The Wilmington Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) accepted the
Stormwater Permit Application and $505 fee (check number 369242) on March 26, 2018. The project has been assigned.
to me and you will be notified if additional information is needed. Please be advised that the construction of built -upon
area may not commence until the Stormwater Permit is issued.
Thanks,
Kelly
f-etUdiDkn'sDvV
Kelly Johnson
Environmental Engineer

NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

Johnson, Kelly
From: Johnson, Kelly
Sent: Monday, March 26, 2018 2:30 PM
To: 'ceckert@ bcswan.net'
Cc: Holly Cook
Subject: SW8 071210, Town Creek Middle and Elementary School - State Stormwater Permit
The Wilmington Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) accepted the
Stormwater. Permit Application and $505 fee. (check number 369242) on March 26, 2018. The project has been assigned
to me and you will be notified if additional information is needed. Please be advised that the construction of built -upon
area may not commence until the Stormwater Permit is issued.
Thanks,
Kelly
F�.l°��I�ohwsow
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

0 McGill
A S S O C I A T E S
March 15, 2018
Ms. Georgette Scott, Regional Engineer
NC Division of Energy, Mineral & Land Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Dear Ms. Scott:
E
_ Zm101� //
Subject: Stormwater Permit Application
Town Creek Middle School and
Elementary School Classroom Addition
Lake Park Drive SE
Winnabow, North Carolina
Please find enclosed the following items for review and approval for the above referenced project:
Item Copies Description
1.
1
Original Stormwater Management Permit Application Form
2.
1
Copy of the Stormwater Management Permit Application Form
3.
1
Application Fee Check in the Amount of $505.00
4.
1
Original Supplement Forms
5.
1
Copy of the Supplement Forms
6.
1
Original Operation & Maintenance Agreement
7.
1
Copy of the Operation & Maintenance Agreement
8.
1
Copy of the Property Deed 0 's rl`=
9.
1
Stormwater Design Report, Including: E C E IV E
• Narrative MA', Z S 2018
• Aerial Depicting Site Conditions
• USGS Map BY,
• Soils Report
10.
2
Construction Plan Sealed March 15, 2018
11.
1
Topographic Survey
12.
1
Brunswick County/Brunswick County Schools Agency Agreement
13.
1
Signature Authority Letter
712 VILLAGE ROAD SW, SUITE 103, SHALLOTTE, NORTH CAROLINA 28470 1 910.755.5872 1 www.mcgillengineers.com

The purpose of this project is for the construction of the new Town Creek Middle School and expansion of
the existing Town Creek Elementary School off of Lake Park Drive SE on approximately 60.66 acres of
which 21.28 acres is the current Town Creek Elementary School site and 39.38 acres is the current Town
Creek Middle School site. The project is to be phased as shown on the plans.
A High Density Stormwater Permit, SW8 071210, was issued by the North Carolina Department of
Environment and Natural Resources Division of Water Quality (NCDENR DWQ) for the Town Creek
Elementary School project in 2007 and modified on June 16, 2010.
This project falls under Section 15A NCAC 02H .1019 Coastal Counties of the North Carolina
Administrative Code Current Stormwater Rules. Vacating the shared property line between schools and
combining the parcels should allow this project to apply for a Permit Modification for a Low Density
Stormwater Permit with Pockets of Hi g Density as t e com med lmpervious aTeaS for—tFils br0lect are
The 39.38 acre Middle School portion of this project is a new review for state stormwater. No
modifications to the existing Town Creek Elementary School off -site stormwater wet pond are proposed as
part of this work.
The stormwater runoff from the existing Town Creek Elementary School is conveyed by open channel and
closed conveyance systems to an existing off -site stormwater wet pond. No net increase in impervious
areas or stormwater runoff to the existing stormwater wet pond are proposed as part of this work. Outside
of the limits of construction shown on this plan, no changes to the previously approved and permitted Town
Creek Elementary School stormwater plan are proposed as part of this work.
The existing off -site stormwater wet pond was designed and approved to handle 246,395 sf of impervious
area with no additional capacity. The existing pond was previously certified and is assumed compliant.
All stormwater runoff from the Town Creek Elementary School Expansion and the Town Creek Middle
School site will be directed to new stormwater control measures (SCM) or sheet flow as project calculations
allow.
The proposed 7,607 sf Town Creek Elementary School building expansion is to be located along the
southern wing of the existing school building. The expansion consists of six (6) classrooms, vestibule,
girl's restroom facility, and boy's restroom facility.
The proposed 2-story 91,280 sf gfa Town Creek Middle School building, roadways, parking lots, sidewalks,
athletic fields and associated facilities are to be located off of Lake Park Drive SE northeast of the existing
Town Creek Elementary School building with shared access roadways, bus parking, and walkways between
the schools. The proposed building straddles the existing school property line. The shared property line
shall be vacated and the parcels combined.
Less than 20.0 acres will be disturbed as part of this work.
Please contact me at [phone] or [e-mail] should you have any questions
during your review.

3
We appreciate your help in this process.
Sincerely,
McGILL ASSOCIATES, P.A.
4V 461 ./
Holly Cook, PE
Shallotte Office
Enclosures
cc: David Cherry, AIA, KSQ Design
Craig Eckert, Director of Capital Projects & Planning, Brunswick County Schools

ECIE-
MAl 2 6 I'll
BY:
AGENCY AGREEMENT
by and between
BRUNSWICK COUNTY BOARD OF EDUCATION
and
BRUNSWICK COUNTY, NORTH CAROLINA
Dated as of December 5, 2016
PPAB 3501226v I

AGENCY AGREEMENT
THIS AGENCY AGREEHENT, dated as of December 5, 2016- and entered into by and between
RICUNSWICK COUNTY BOARD OF EDtrCATION, which has general control and supervision of all matters
pertaining to the public schools in the Brunswick County School Administrative Unit, its school
administrative unit, and is duly organized and existing under the laws of the State of North Carolina (the
"Board of'Education"), and the COUNTY OF BRi Nswl( K. NoRT'n C"kROLINA, a political subdivision of
the State of North Carolina (the "C'uunry"),
WITAESSETH.-
WHEREAS, the County and the Board ot'[:ducation have previously agreed to cooperate in a plan
to finance the coat of certain prgiects. which each has found to he necessary and desirable to provide primary
and secondary education in the County; and
WHEREAS, such projects consist of constructing. improving. and renovating school facilities.
specifically including. among other things, the construction and renovation of classroom facilities, and
district -wide improvements for security. technology and building infrastructure, the acquisition and
installation of furnishings and equipment, and the acquisition of land or rights -in -land required therefor
(coil ec:tively, the: -Facilities"). all as approved by the voters of the County in a referendum voted on
November 8. 2016; and
WHEREAS, in furtherance of such plan, the County is authorized to construct and equip real and
personal property constituting the facilities and to enter into contracts related thereto: and
ff HIEREAS. in furtherance of such plan. the (otintN desires Io ticsign:tte the• Knord of l thiLatton
;is it-, ageonl with respect to the-owwruction. renovatlotl and aquippmg, of the Facilities and the Board of
Education is willing to accept such an appointment; and
WHEREAS, the Board of Education and the County have determined to enter into an agreement
in order to executa such plan and this agreement t,thir. ";tKrne l ;lgretynrertt' j constitutus such an agreement:
and
WHEREAS, all acts, conditions and things required by law to exist. to have happened and to have
been performed precedent to and in connection with the execution and entering into of this Agency
Agreement do exist. have happened and have been performed in regular and due time. form and manner as
required by law. and the parties hereto are novv duly authorized to execute and enter into this Agency
Agreement;
NOW, THEREFORE, in consideration of the promises and of the mutual agreement-, and
cos,enant, contained herein and for other valuable: consideration, the: parties hereto do hereby agree az,
follows:
Section 1. Construction and Other Accomplishment of School Facilities. file County. in
furtherance of such plan, will contract for the construction and other aveomplishme;nt tit the Facilities. 1'he
County will tnance the cost of the Facilities with the: proceeds of general obligation bonds to be issued
pursuant to a bond order adapted by the Board of Commissioners of the County (the "Board") on August
1 2016 and approved by a majority of voters who voted thereon on November 8, 2016.
Section 2. Soard r f Edueation to - I rt ac .-Igew r f the C`oven-.
iIIIA13 350122HvI

(a) The County hereby irrevocably 4f points the: Board ofLducatirm as its agent in c onnectiOn
with all phases of the dcsign. cons-tructicm, supervision and other- accomplishment of the
racilities l he tic►aril of Education is hereh% delegated re%ponsihility for the dar to day
management of the c:.cnstiucticon of the Faelhtte., and the pavment of invoices. in
accordance with the terms herein. 'rile Board of Education, as the agent of the County for
the foregoing purposes. shall cause the Facilities to he completed in accotdan%:c with tht
description prow idcd herein that was approved b% the voters. in accordance with the
respective construction documents, any subsequent bond resolutions approved by the
County and any applicable requirement; of governmental authorities and law.
(b) ilte Board of 1AULation agrees that (i) it will cause- all construction contract,; anal other
related documents for the: Facilities to be in the nantc of the County,. (h) other than as
de%cribed in subsection (c) herein.. it will ensure that all construction contracts will be
signed by an authori7ed County representative identified by the Board and acknowledged
by an authorized Board of Education representative identified by the Guard of [education
and iiiil it <<. ill present all such documents for approval of or, in the cast of:sub.. tiion (e)
herein, ratification by the. Board. The Board of l.duc:ation shall cause the construction
agreements to be rewiewed and appro vet] as to legal fines in atc:oordanc:e with the County -s
policies and practices for legal rev iew ofcontracts pricer to submittal to the: Board for award.
The County agrees to cause all documents to be approved in a timely manner.
(c) I he County hereby delegates authority to the Board of I.duc:ation to approve and the Bound
of Fducation"s finance Director to pre -audit contraeK. purchase orders and changer carder%
concerning amount.% up to $3007000 with sub..,equcnt repeorting to the County Such
approval authority is limited to amounts specified in the Board of Education budget for the
Facilities and only for projects specifically authorized by the: voters on November 8. 2016
and the County shall not ratify expenditures outside such parameter~.
(d) rho• Board of lducation shall suhnait all contracts and an} amendments thereto, except
those auth orrted tinder suhscction (c) hereinf6t pre -audit by the C aunty%. Director of
Fiscal Operations in accordance with G.S. 159-28:
(e) The County and Hoard or Education agree that all amount-, received by the County as
refunds of State of North Carolina sale.a tax with respect to expenditures made in
connection with the Facilities will he held by the County may be requested by the Board
of Education to finance education -related expenses. 1fie sales tat refunds may only be
used for the benefit of Bruns%Wk County Schools-. Tile Board of Education is herehy
directed to include the following language in all construction contracts:
1. Pursuant to N.C'.G.S. § 1 q5-164,14, the Owner is eligible tier sales and use
tax refunds on all materials which become a permanent part of the
construction. The Contractor agrees to provide the Owner documentation
which meets the requirements of Sales and Use Tax Regulation 42
regarding requests for refund of sales and use taxes. Those requirements
are outlined below:
2. All refund claims must be substantiated by proper documentary proof and
only those taxes actually paid by the claimant during the fiscal year
covered by the refund claim may be included in the claim.
i. Any local sales or use taxes included in the claim must be,eparately stated
PP kB 15012260

.,
This rafts that there are no deli„yuwr: ad
valorem taxes, fees, assessments or other
liens which the Brunswick Courity Tax
Collector Is charged with Wig, that are a
lien on: Parcel Number 094 OM 62�_
as notated by the Brunswick County
Assessor's Office. This is not a certification
that the parcel number matches the deed
MA@_"11�}'aArtu
(Aril) Tax Col. / Del. Tax Spec,
IIIIII�I�II'I�IICIIIIIIIIIIIII'IIIIII Brenta 1IW1m1I50.54:05.0 p
Brunswick Caun y, NC Register of Deeds page 1 of 2
Return �vp �c.� 1
t TYP
Rav
TovIfi#:
k $ . Ok--
Refunki Gosh___.__yinanee -,.
4 Portions of document are illegible due to condition
of original.
O Document contains seals verified by original
instrument that cannot be reproduced or copied.
Prepared by Bryan W. Batton, P. O. Box 249, Bolivia, NC 29422
Parcel Nwnber: 0840006202 Without Opinion on Title
NORTH CAROLINA
NORTH CAROLINA SPECIAL
BRUNSWICK COUNTY WARRANTY DEED
THIS DEED, made this & *` day of March, 2018, by and between
BRUNSWICK COUNTY BOARD OF EDUCATION, party of the first part, a school
administrative unit duly organized and existing under the laws of the State of North
Carolina (hereinafter called "Grantor''), and THE COUNTY OF BRUNSWICK,
(hereinafter called "Grantee"), whose mailing address is: P.O. Box 249, Bolivia, NC
28422;
WITNESSETH
The parties hereto have entered an Agency Agreement dated December 5, 2016 to
facilitate construction and financing of school improvements. Said agreement requires
that the County own the real estate to seek sales and use tax refunds on the project.
That the Grantor, for a valuable consideration paid by the Grantee, the receipt of
which is hereby acknowledged, has and by these presents does grant, bargain, sell and
convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in
Brunswick County, North Carolina, and more particularly described as follows:
Being all of that 50.00 acre tract and non-exclusive 60' Ingress/Egress Easement
of 3.25 acres as depicted on plat entitled "Survey of 50.00 Acres for Brunswick
County School System" and to be found of record in Plat Book 45, Page 30, in the
Brunswick County Registry. LESS AND EXCEPT that certain 10.62 acre parcel
previously conveyed to the County of Brunswick in Deed Book 3234, Page 343.
It is the intention of both parties to combine this parcel together with the 21.29
acres shown upon Plat Book 44, Page 52 in the Brunswick County Registry and
EIVE
MAR 2 6 2016
idY:

IIIII IIIIIIII I�IIIIIII IIIII III IIIIIII Ba0z5 P1031 �
Brunswick ounty, NC Register of Deeds page 2 of5s2 PROP
previously conveyed to Grantee in Book 2744, Page 1282 of the same and having
a tax parcel identification number of 0840006803.
TO HAVE AND TO HOLD the aforesaid lots or parcels of land and all privileges
and appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor has done nothing to
impair such title as Grantor received, and Grantor will warrant and defend title against
the lawful claims of all persons claiming by, under or through Grantor, except for the
exceptions hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
The provisions of all applicable zoning and land use ordinances, statutes and regulations;
ad valorem taxes for 2018 and subsequent years; and all easements of record.
IN WITNESS WHEREOF, the Grantor has c .s in Wd*exec
the day and year first above written)
Charles W. Miller, Chairman
Brunswick County Board of Education
ATTES
Leslie K. up ten ent
STATE OF NORTH CAROLINA
COUNTY QOF BRUNSWICK
I, rl r 4&--.Q F. Grow, a Notary Public in and for said the County and State
aforesaid, do hereby certify that Charles W. Miller and Leslie K. Tubb, both either
personally known to me or proven by satisfactory evidence, personally appeared before me
this day and acknowledged that they are the Chairman and Secretary, respectively, of the
Brunswick County Board of Education, and that by authority duly given and as the act of the
Board of Education, the foregoing instrument was signed in its name by its Chairman,
sealed with its corporate seal, and attested by himself as its Secretary.
Witness my hand and official seal this the /o ' h day of March, 2018.
Notary Public
My Commission expires: 1 - 8 ' ZO 20
il6lsliMlan i.

tM 6b�to�3
II �III�I II III) III I IfllI IIIIIII�!I IIIEM
12 21 59.
P1282,z:�-5g.00m
Brunswick County, NC Register ofDe Deeds page i of 7
Presenter � vim$ �Rat��
Total Rev �` ��Iftt.
Ck$_.Ck# Cash$
Refund; Cast' S Finance
❑ Portions of document are i{legib a due to condition
of original.
IJ Document contains seals verified by original
instrument that cannot be reproduced or copied.
Excise Tax: $0.00 Without Opinion on Title
Parcel Number: part of part of 008400068
Prepared by: The CauseyLaw Firm, P.A. P.O. Box 189, Shallotte, NC 28459
Brief Description: Town Creek Elementary School Site .
STATE OF NORTH CAROLINA
COUNTY OF BRUNSWICK
NORTH CAROLINA SPECIAL
ECEIVE
PEAR 2 6 2018
WARRANTYSEM
THIS DEED, Made this the 5th day of February, 2008, by the BRUNSWICK COUNTY
BOARD OF EDUCATION, a school administrative unit duly organized and existing under the laws of
the State of North Carolina with an office and place of business in Brunswick County, North Carolina
("Grantor"); having address of: 35 Referendum Drive NE, Bolivia, NC 28422 to
the COUNTY OF BRUNSWICK, a political subdivision of the State of North Carolina and a body
politic and corporate ("Grantee") having an address of: 45 Courthouse Drive, NE, Building E, Bolivia,
NC 28422
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors, and assigns,'and shall include singular, plural, masculine, feminine or neuter as required by
context.
WITNESSETH:
That the Grantor acquired the property herein conveyed in that Deed recorded in deed book 2686
at Page 417 of the Brunswick County Register of Deeds on October 9, 2007.

III II IIII Jill :59IIIII11111 11111111111111 B2744 P128306
i3O
Brunswick County, NC Register of Deeds page 2 of 7
WHEREAS, the parties hereto have entered an Agency Agreement dated August 1, 2007 to
facilitate construction and financing of school improvements which require that the County own the real
estate to seek sales and use tax refunds on the project.
THAT the said Grantor, for valuable consideration paid by the Grantee, receipt of which is
hereby acknowledged, has and by these presents do grant, bargain and convey unto the said Grantee in
fee simple, all that certain parcels of land situated in Town Creek Township, Brunswick County, North
Carolina and more particularly described as follows:
See Attached Exhibit "A" attached hereto and incorporated herein by reference.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with Grantee, that Grantor has done nothing to impair such title as
Grantor received, and the Grantor will warrant and defend the title against the lawful claims of all
persons claiming by, under or through Grantor, other than as set out on Exhibit `B" and Exhibit "C"
exceptions. IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and
year first above written.
Brunswick County Board of Education
i
BY:
Shirley Babson, diairman

fIIIIIIII IIIIII IIIIIIiII IIIfIIIllllll B2144 PRM nsan 59 000
Robert 3. Robinson
Brunswick County, NC Register of Deeds page 8 of 7
STATE OF NORTH CAROLINA
COUNTY OF BRUNSWICK
1, 6 U 14. T �)6 i v_' , a Notary Public of the County and State aforesaid, do
hereby certify that Shirley Babson and Dr. Katie McGee, both either being personally known to me or
proven by satisfactory evidence (said evidence being ),personally appeared
before me this day and acknowledged that they are the Chairman and Secretary, respectively, of the
Brunswick County Board of Education, and that by authority duly given and as the act of the Board of
Education, the foregoing instrument was signed in its name by its Chairman, sealed with its corporate
seal and attested by himself as its Secretary.
WITNESS my hand and notarial seal, this �i kday of b1 - 2008.
Notary Public
My Commission Expires:
1l-- �ZZ,
�1. H. 40
aQ NOTARY 1 �j
Gi PUBLIC z
'y f
s f�
�CK cov

02-21-2008
1111I 11111111111111 Jill 1 P1285 iso06:59.000
Brunswick County, NC Regiser of Deeds page 4 of 7
EXHIBIT "A"
Located in Town Creek Township, Brunswick County, North Carolina:
BEING that certain 21.29 acres as shown on a real property survey for Brunswick County School
System prepared June 27, 2007 by Martin R. Stoughton, PLS (L-3727) of McKim & Creed and being
recorded in Plat Cabinet 44, Page 52 of the Brunswick County Registry, reference to which map is
hereby made for a more particular description.
TOGETHER WITH a certain perpetual, non-exclusive right of way and easement as an appurtenance
to the above described tract, for purposes of ingress, egress, regress and the extension of utility
services out to U.S. Highway 17, said right of way and easement being more particularly described as
follows:
Beginning at a point on the eastern right of way of U.S. Highway 17 (Public right of way), said point
is located S 41-14-13 E 4760.07 ft. from N.C. Grid Monument Winnabow Az. Mk. 2: Proceed from
said point of beginning and leaving said right of way and with the northern lines of the above described
Section K and with a curve to the right having a radius of 25.00 ft. a chord N 62-50-25 E 34.38 ft.,
thence S 73-43-09 E 107.95 ft., thence with a curve to the left having a radius of 950.00 ft. a chord S
85-39-21 E 392.97 ft., thence N 82-24-28 E 463.79 ft., thence with a curve to the left having a radius
of 950.00 ft. a chord N 71-20-32 E 364.66 ft., thence N 60-16-37 E 107.22 ft., thence leaving said
northern line of Section K N 60-16-32 E 76.17 ft., thence with a curve to the left having a radius of
60.00 ft. a chord N 15-16-37 E 84.85 ft., thence N 29-43-23 W 112.62 ft., thence with a curve to the
right having a radius of 820.00 ft. a chord N 03-11-48 W 732.44 ft. to the southwestern corner of the
proposed School Tract (taken from a survey by McKim & Creed dated June 27, 2007), thence with the
western line of said School tract and with a curve to the right having a radius of 820.00 ft. a chord N
28-43-24 E 154.16 ft., thence N 34-07-02 E 829.94 ft. to a point in the northern line of the Brunswick
- Stu tract, thence with said northern line N 59-58-44 W 60.15 ft., thence leaving said northern line
and with the lines of the above described Section J S 34-07-02 W 825.64.ft. thence with a curve to the
left having a radius of 880.00 ft. a chord S 02-11-49 W 930.58 ft., thence S 29-43-23 E 4.83 ft., thence
with a curve to the right having a radius of 25.00 ft. a chord S 02-45-45 W 26.85 ft., thence with a
curve to the left having a radius of 105.00 ft. a chord S 20-22-47 W 53.89 ft., thence with a curve to
the right having a radius of 25.00 ft. a chord S 32-53-39 W 23.00 ft., thence S 60-16-37 W 107.22 ft.,
thence with a curve to the right having a radius of 850.00 ft. a chord S 71-20-32 W 326.28 ft., thence S
82-24-28 W 463.79 ft., thence with a curve to the right having a radius of 850.00 ft. a chord N 85-39-
21 W 351.61 ft., thence N 73-43-09 W 100.15 ft., thence with a curve to the right having a radius of
25.00 ft. a chord N 28-40-52 W 35.38 ft. to a point on the eastern right of way of U.S. Highway 17,
thence with said right of way S 16-21-26 W 6.31 ft., thence S 19-24-00 W 142.58 ft. to the point of
beginning according to a survey by Hanover Design Services, P.A. (All bearings are N.C. Grid relative
to Map Cabinet 24, Page 235). Said easement being further shown on the above referenced recorded
survey for Brunswick County School System prepared by Martin R. Stoughton, PLS (L-3727) of
McKim & Creed.

illllllllllll Illllllilll II1I11111 III lobes Plz o i son:s9o00m
Brunswick County, NC Register of Deeds page 5 of 7
It is intended, agreed and understood that this is a non-exclusive right of way and easement for the
joint use and enjoyment of the parties hereto, their respective successors and assigns. In the event such
easement, or portion thereof, is relocated by agreement of Grantor and Grantee with an easement of
substantially equal duality and design, then Grantor, its successors and assigns, agrees to convey to
Grantee, its successors and assigns, such relocated easement in substitution and in place of the above
described easement or portion thereof; and Grantee, by acceptance of this deed, agrees to release and
re -convey to Grantor such easement or portion thereof so abandoned. And in the event Grantor, its
successors and assigns ever desires to dedicate said right of way and easement, or any agreed
relocation thereof, to the public for inclusion into the North Carolina Department of Transportation
road system, then Grantee, its successors and assigns, by acceptance of this deed, agrees to join and
consent to such public dedication.

fIIIlIIIIIIII IIIIlI IIIIIIIlIllliLkjtj!;370z 0 59.0
,2 06:59.000
Brunswiek.County, NC Register of Deeds Robinson
page 6 of 7
EXHIBIT "B"
RIGHT OF REPURCHASE: Grantor reserves that it has taken the property subject to
that right of Brunswick -Stu and Associates, LLC to exercise a right and option to
repurchase the property described herein from Grantor, its successors and assigns, for the
sum of $638,700.00, but such right and option shall not arise and become effective until
the day which follows the fifth year from the recording date shown on Grantor's deed;
however this right of repurchase shall terminate and Grantor shall have no such.
obligation to re -convey the said property in the event it has significantly completed
construction of a school thereon within the five year period specified above. In the event
any portion of the proposed school is destroyed or damaged by fire or other casualty prior
to significant completion, Brunswick -Stu and Associates, LLC agrees to extend the five
year period by two years in order to allow Grantor to rebuild or repair the school.
Brunswick -Stu - and Associates, LLC agrees to affirmatively remove such right of
repurchase by execution of a recordable release upon significant completion of
construction of a school on the said property. If construction of a school has not so
significantly been completed within the five year period, then Grantor for itself, its
succcssors and assigns, agrees upon written notice and tender of said sum by Brunswick -
Stu and Associates, LLC, to re -convey said property to Brunswick -Stu and Associates,
LLC, by General Warranty deed free and clear of monetary liens and encumbrances and
restrictions, except as hereinafter stated. Brunswick -Stu and Associates, LLC agrees to
subordinate and by this instrument does hereby subordinate its right and option of
repurchase to any applicable financing security interests or conveyances by Grantor of
the property described herein as required to facilitate Certificate of Participation
financing. In any event, this right and option to repurchase, if not sooner exercised as
may be made to appear on the Brunswick County public Registry, shall automatically
expire and terminate on the day which. follows the seventh year from the recording date
shown on this deed.

1IIIIIIIIIIIIIIIIIIIIIIIIIJIIIIIIIIII M�kk0i�z-ms-69G00mBruCounty,NC Re aster . insonS page 7 of 7
EXHIBIT "C"
1. Subject to utility easements of record;
2. Subject to street or road rights of way of record;
3. Subject to matters of zoning and subdivision ordinances for Brunswick County;
4. Subject to rights of others in and to the use of the right of way and easement
described in this deed; and
5. Passive royalty rights in gas and associated hydrocarbons and minerals in favor of
International Paper Realty Corporation as reserved in a deed recorded in Book
1644, Page 559, Brunswick County Registry.

BRUNSWICK COUNTY SCHOOLS
35 Referendum X- o ivie, North Carolina 28422 one: 9 253-28 0Fax- 910-253-2827
Date: March 2, 2108
To: Authorities Having Jurisdiction
From: Colonel Les Tubb, Superintendent of Brunswick County Schools
Subject: Signatory Authority
Craig Eckert is authorized to sign North Carolina Department of Environmental Quality (NCDEQ,
NCDENR. DEMLR) Application forms related to Erosion Control and Storm Water Management
This authorization covers state and county forms. Current jobs in design include:
Lincoln Elementary School Addition
1664 Lincoln Rd, Leland NC 28451
Town Creek Middle School (new)/Town Creek Elementary School (addition)
6330 Lake Park Drive, Winnabow NC28479
High School Field House Additions.
550 Whiteville Rd, nw Shallotte NC 28470
280 Cougar Rd, BSL Southport NC 28461
114 Scorpion Dr, Leland NC 28451
If you have questions regarding this correspondence please contact me at 910-253-2900.
Thank You.
Sincerely
BRU I TY SCHOOLS
Col el es Tub (Ret)
Board Members: Chairman Ed Lemon - Vice -Chairman - John Thompson - Charles Miller • Catherine Cooke • Ellen Milligan
Leslie K. Tubb, Superintendent 4

Application Completeness Review Checklist
Project Name: �� Date Delivered to WIRO:
G- .e� l� •T`- �1 [�.�r ,,g ,r� BIMS Received/Accepted Date 2Ac
Project County/Location: �` *BIMS Acknowledged Date:
Rule(s): _!017 Coastai—,! ❑2008 Coastal 1995 Coastal ,,.Phase IIUniversalJ1988 Coastal
Permit Action: Ne Major Mod Minor Mod / Renewal / Transfer **New Permit M _
Permit Type: HD / L era / HD &LD Combo xisting Permit tt: cj '7 Savo
General Permit / Offsite tempt / Rescission UPE Cert on File?
SCM Type(s): : ' ; �' 70ffsite to SW8:
Development Type: Commercial / Residentiai%h 5i__? - Master PE Cert on File?
Subdivided?: Subdivision or Single Lot
For New or Transferred Permits Permittee is: Stream Class:
Property Owner(s) DDeveloper, Lessee EtPurchaser EISA Map 1:10RW Map
Paperwork Emailed Engineer on:
upplement(sj (1 original per BMP)
®CY'iM with correct/original signatures }1 ongina! per BMP except LS/VFS and swafesj
DA10lication with correct/original signatures
Corp or LLC: Sig. Auth. per So5 or Si nature Authorization letter or re art
$505 (wit in Smo) No Fee
soils Report: w/SHWT or Genera! Report
calculations (signed/sealed)
Deed Restrictions, if subdivided:
E**Signed & Notarized Template
Correct Template JCommJRes & Hp LD or Dec, Covenants &
Recorded Covenants
Recorded Plats °i0% or more lots Sold List
mail Address: Design Engineer
DE-Krail Address: Property Owner
eed
Email Address: Lessee
01-ease Agreement
Email Address: Purchaser
Purchase Agreement
Email Address: Developer
Email Address: HOA Representative
lgpaject Narrative
SG5 Mapd
Plans--
02 Sets [Detlands: Delineate*, _Q_ rNo Wetlands
dir �c�nity Map E irr'oject Boundaries
kregend F��'out (proposed BUA dimensions)
DYA Maps r, 7_10etails (roads, cul-de-sacs. curbs. sidewalks, BMPs, Buildings, etc)
:26sting Conditions andscape Plan
( grading la- Seal
REVIEWER NAME: NOTES TO REVIEWER: *Enter BIMS Acknowledged Date on this Sheet
l *FOR NEW Projects -Enter New Permit # on
Supplements & Deed Restiction Templates.
A"T
G:WQ\\\Reference Lihran\ProceduresiCheckiists\Complezeness Review Checklist 2018 03 13

Weaver, Cameron
From:
Lora White<[e-mail]>
Sent:
Monday, August 28, 2017 10:50 AM
To:
Weaver, Cameron
Subject:
RE: Town Creek Elementary School
Cameron,
When you can, if you would get the entire stormwater file to Allways Graphics we would appreciate it.
Thanks,
Lo ra
Lora White
Administrative Assistant
-:%McGill
712 Village Road SW, Suite 103 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com
From: Weaver, Cameron[mailto:[e-mail]]
Sent: Munday, August 28, 2017 10:33 AM
To: Lora White<[e-mail]>
Subject: RE: Town Creek Elementary School
Hi Lora
I can make the Town Creek Elementary School file available for your review by appointment during business hours.
Copies no larger than 11x17 can be made here during the review for $.05/copy and large plans can be taken over to
Allways Graphics when my time allows to get you copies of those. Just let me know what you need.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
91.0-796-7303
NCDEQ NEW WEBSITE: http://deg.nc.gov/
DEACS NEW WEBSITE: http://deg.nc.soy/about/divisions/environmental-assistance-customer-service
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: Lora White [mailto:lora.white mcgilleneineers.com]
Sent: Monday, August 28, 2017 9:43 AM

To: Weaver, Cameron <[e-mail]>
Subject: Town Creek Elementary School
Cameron,
We would like to request a review of the file for Town Creek Elementary School in Brunswick County. Is there a form or
can you give me some guidance on how to get copies of the documents? We will be working on the expansion of the
school and the new middle school adjacent to the elementary school.
Thanks,
Lora
Lora White
Administrative Assistant
M. cGin
712 Village Road SW, Suite 103 1 Shallotte, NC 28470
Phone: [phone] Fax: [phone]
[e-mail] I www.mcgillengineers.com