SW8020908_HISTORICAL FILE_20181120

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE -'21
YYYYMMDD

North Carolina Deprtme . t of Environmental Quality �
SCOPIN ME ING REQUEST
Please complete all the information below. Call and ema j the propriate coordinator with the completed form.
• Asheville and Mooresville Regions - Alison Davidson 8�� 4698; alison.davidson— cdenr.goy
• Winston-Salem, Fayetteville and Raleigh Regions - David Lee 919-791-4204; david.lee(a.ncdenr.gov
• Washington Region - Lyn Hardison 252-948-3842; l n.hardison ncdenr. ov
• Wilmington Region - Cameron Weaver 910-796-7265; cameron.weaverfa)ncdenr.goy
Project Name: Carteret Community College Walkway County: Carteret
Applicant; Logan Okun Company: Carteret Community College
Address: 3505 Arendell Street City: Morehead City State: NC Zip: 28557
Phone: [phone] Fax: Email: okunl(a.carteret.edu
Physical Location of Project: 3505 Arendeil Street. Morehead City. NC 28557 RECT NOV
Eng'rneerlConsu€cant: John Freshwater, PE Company: CrIstal Coast Engineering, PA en •�
18
Address: 205-3 Ward Road City: Swansboro State: NC Zip: 28584 NOV t Q�
Phone: [phone] Fax: [phone] Email: iohnfh2ofa}bizec.rr,com
Please provide a DETAILED project narrative, pdf site plan and a vicinity map with road names along with this Request form.
The project narrative should include the following when available:
Existing Conditions List of existing permits, previous project name(s) or owner name(s), existing compliance or pollution incidents, current
conditions or development on site, size of tract, streams or wetlands on site', stream name and classification, historical significance of property,
seasonal high water table elevation, riparian buffers, areas of environmental concern, setbacks
Proposed- Futl scope of project with development phase plan, acreage to be disturbed, wetlands to be disturbed, waste treatment & water
supply proposed, soils report availability, % impervious surface, stormwater treatment and number of bmps, public or private funding
"Relative to Wetlands - Federal and coastal wetlands must be delineated by a US Army Corps Regulatory Official, Coastal Management Field
Rep or a qualified environmental consultant prior to undertaking work such as filling, excavating or land clearing. The delineations must be
approved by -the US'Army Corps of Engineers (USACE), and/or the Division of Coastal Management. Wetland delineations are valid for.a
period not to exceed five years from date of USACE approval.
Please provide estimated investment & expected employment numbers: $ undetermined, Jobs
For the scoping meeting, it is best to provide a list of questions and topics of concern. It is helpful to know what you hope to gain
from the meeting. Please have thoughts and presentations organized as much as possible to make the best use of time.
Agencies involved: Check all agencies that may be involved with project:
❑ Marine Fisheries ❑ National Marine Fisheries ❑ U.S. Fish & Wildlife ❑ NC Wildlife Resources
® Coastal Management ® DEMLR ®stormwater ®Erosion Control) ❑ U.S. Army Corps of Engineers
❑ Shellfish Sanitation ❑Wafer Resources: (❑ 4011butier ❑ NPDES ❑ Non -discharge ❑ Public Water Supply)
❑ Air Quality ❑ Solid Waste ❑ UST ❑ Hazardous Waste ❑ Other ❑ Other
❑ Other ❑ Other ❑ Other
NCD1=0 Scoping Meeting
August 2018

it
Emall corresponcience to at-,e from this ad(lre—ss .;s c
Noith Carolina Pubfic Reoorcls Lawal)d may be lo
John R. Freshwa,ter, PE
Crystal Coast Engineering, PA
205-3 Ward Road ItA.
Swa nsborc, NC 28584
John R. Freshwater, PE
Crystal Coast Engineering, PA oa�Dj
205-3 Ward Road
Swansboro, NC 28584
ae

.1
Hall, Christine
From:
Hall, Christine
Sent:
Tuesday, December 11, 2018 1236 PM
To:
'John Freshwater; Weaver, Cameron
Subject:
RE: [External] Re: Carteret Community College
John,
Thanks for meeting with us today. I think it was helpful and gets everyone on the same page. I checked the status of the
permits we discussed:
SW8 940419 — active, no expiration date
SW8 960424 -- active, expires 7/16/22
SW8 970426 — active, expires 7/15/21
SW8 020908 — expired on 2/27/18
I also looked back at my notes regarding the setback. The 30' setback applies to projects / project areas that meet the
redevelopment criteria found in the general statutes and would generally receive a redevelopment exemption from the
rules (no increased BUA, equal or better treatment). As you develop the master plan more, how the site is divided up
could impact the setback. For instance, if you designate a project/drainage area next to the surface waters as
"redevelopment" and will meet all of the redevelopment requirements (now and in the future), then the setback would
be 30'. Otherwise, the setback would be 50'.
Feel free to let me know if you have any questions.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
r -�7' Nothing Compares .•zf
Email correspondence to and from this address is subject to the
North Carolina Public Records Caw and may be disclosed to third parties.
From: John Freshwater <[e-mail]>
Sent: Wednesday, November 28, 2018 4:27 PM
To: Weaver, Cameron <[e-mail]>
Cc: Hall, Christine <[e-mail]>
Subject: Re: [External] Re: Carteret Community College

That works great for me -Thank you!
John
On Wed, Nov 28, 2018 at 4:23 PM Weaver, Cameron <cameron.weaver ncdenr. ov> wrote:
Hi John.
Let's sit down with you at 11:00 AM on December 11, 2018 after we meet about the other Carteret Community College
project at 10 AM here at the Wilmington DEQ offices. Let us know if this will work or of any other issues.
Cameron
Cameron Weaver
Environmental Assistance Coordinator
NCDEQ-Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington- NC 28405
910-796-7265
Cameron. Weaver@ ncdenr.gov
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: John Freshwater <[e-mail]>
Sent: Wednesday, November 28, 2018 9:31 AM
To: Hall, Christine <Christine.Hall @ncdenr.Rov>
Cc: Weaver, Cameron <[e-mail]>
Subject: [External] Re: Carteret Community College
e External email.Zo not clicklinks or. open attachmentsj'pju1nIess ver►fied: SJenCd' all sus'piciousrernail as'Ian attachmentld
-d-.. 4 -r .'f. h' •1i6 � �Y �:F-4- .i MI'�I�M�Y :; Y�. �ll� Yi�':6�`��$.;'r _ '?`t f`A�;ti��1�M 9-��'.�,Z�
2

Hi Christine (& Cameron)
Hope this finds y'all doing well!
When I reviewed the college files in Wilmington, I did not find a permit for the Rhue building and fleet parking area,
but may have missed it?
Thank you for heads up on CAMA vs. stormwater (and different stormwater rule) setbacks and potential for
mitigation.
I look forward to our meeting (whenever day and time works) and MUCH appreciate the direction /guidance!
Best regards,
John
Mobile [phone]
On Wed, Nov 28, 2018 at 9:03 AM Hall, Christine <[e-mail]> wrote:
John,

ti.
I'm taking a look at the scoping meeting request. It seems like you have done some homework on this property. Are
you aware of a permit that covers the Rhue building and fleet parking area? I see this building was built in the 2007-
2008 time range but can't find a permit for it.
Also, I see that you have been in communication with LAMA. I wanted to give you a heads up that one of the big
differences between stormwater and CAMA is the setback requirement. Starting in 2008, the stormwater rules
require a 50' buffer/setback requirement. I know there is some older permits through much of this area, but any
areas that are subject to the 2008 or 2017 rules will need to consider a 50' buffer/setback though .1003(4)(c) and (d)
may mitigate these issues. We can discuss further at the scoping meeting to see how it impacts the project.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hallCa?ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
John R. Freshwater, PE

A.
Crystal Coast Engineering, PA
205-3 Ward Road
Swansboro, NC 28584
John R. Freshwater, PE
Crystal Coast Engineering, PA
205-3 Ward Road
Swansboro, NC 28584

I � Stormwater Management Plan
' For the proposed
Carteret Community College
Additions & Renovations
Morehead City, North Carolina
1
Prepared for
Hayes -Howell Architects
' Prepared By
_ Stewart Engineering, Inc.
RECEIVED
NOV 0 l 2003
DWQ
PROJ # SW F Z U f C�

Stormwater Management Plan
For
Carteret Community College Additions & Renovations
Morehead City, North Carolina
Prepared for:
Hayes -Howell Architects
9
Prepared by:
Stewart Engineering, Inc.
Mr. Vincent Chirichella, EI
260-C Town Hall Drive
Morrisville, NC 27560
919.380.8750
SEI Project No. C1005
October 31, 2003

' STORMWATER MANAGEMENT PLAN
' CARTERET COMMUNITY COLLEGE
ADDITIONS AND RENOVATIONS
MOREHEAD CITY, NORTH CAROLINA
EXECUTIVE SUMMARY
' Site Information
1 Carteret Community College is located at 3305 Arendell Street (Highway 70, approximately I
mule west of the Atlantic beach Causeway). The project site is located South of Arendell Street and North
of the Bogue Sound, within the loop of College Circle and Banks Street. With the exception of the
t wooded area in the North -central portion, the site is developed. Developed land use consists mainly of
office 1 institutional building, warehouses / barns, parking, and limited residential.
' The project site covers approximately 9.00 acres within the White Oak River Basin and is not
within a NFIP 100-year floodplain. The site surface slopes gradually toward Bogue Sound. Existing
surface cover consists of buildings, pavement, and managed lawns. Existing impervious area is estimated
to be approximately 2.23 acres. The prevailing soil type is Wanda -Urban land complex (hydrologic
group A).
Currently, storm water runoff would tend to sheet flow from the Northern portions of the site.
' Through the central and south end of the site, storm -water would be collected by storm structures and
swales. Storm water would eventually be discharged into the Bogue Sound, which is Class SA water.
Proposed Improvements
The project will be completed in 2 phases. The first phase will include the construction of 2
buildings (approximately 57,000 SF total) and associated parking (approximately 60,000 SF total). The
second phase will include the demolition of 3 existing warehouse buildings, several smaller buildings and
associated parking (restoring approximately 92,600 SF of pervious area). The final impervious area is
estimated to be.approximately 3.12 acres.
Storm water runoff will be collected in area drains, curb inlets, and roof drains and piped to storm
water management devices outlined in the following sections. Storm water will eventually be discharged
into Bogue Sound through the existing discharge points.
Design Requirements
Erosion and Sedimentation control measures shall be designed in accordance with 15A NCAC,
chapter 4 (NC Sedimentation Pollution Control Act of 1973).
Storm water management measures shall be designed in accordance with coastal storm water
management regulations, as detailed in 15 NCAC 2H.1000. These plans are submitted under Section
.1008(d), use of an infiltration system. The infiltration device shall collect the first 1 1/z" of rainfall and
the excess volume shall be bypassed into a minimum 50 foot vegetated filter.

' Design Procedure
The limits of the study area were established by determining areas contributing runoff to the site,
from available topographic information. According to available information, the site is located near the
top of its watershed. Some areas appearing to currently contribute runoff to the site will be diverted
around the perimeter of the site and was not included in the study area.
Stormwater peak runoff was determined by the rational method. Runoff coefficients (C) of 0.35
and 0.95 for pervious and impervious, respectively. In accordance with local standards, the storm sewer
1 system was designed to accommodate the 10-year design storm. In accordance with DWQ regulations for
SA waters, the volume of runoff generated by the 1-'/2 inch rainfall to be treated was determined by
finding the impervious coverage for the drainage area and applying the Simple Method.
' By design intent, the stormwater will sheet flow to limited area drains and swales and be directed
to the pretreatment device. Pipes, swale sizes and flow characteristics were determined by'the Manning
equation, with n=0.013 for RCP pipe. Weir structures were designed at the-elevation'cdrresponding to the
stage of the pretreatment device for the treatment volume. Tailwater backing into the storm pipes to the
elevation of the weirs would initiate the bypass of stormwater in excess of the treatment requirement.
' After pretreatment, stormwater would be pumped to an infiltration pond. The system
incorporates a combined timed and actuated pumping system, designed to transfer the treatment volume
' to the infiltration bed within 2-5 days. The average flow rate to the pond would be controlled by the 2-
inch orifice entering the wet well of the pumping system The infiltration pond was sized to
accommodate more than maximum flow rate from the pump system, through a combination of storage
and the provided design infiltration rate of the soil at the pond location. As provided by the Geotechnical
' Engineer, the infiltration rate of the pond is 3 inches per hour.
It assumed that any failures in the pumping system would limit the flow of water to the
infiltration basin. Between the flow control by the 2-inch orifice and the reduction of transfer from the
pretreatment device that would occur by any breakdown of the pump system, it was determined that an
emergency spillway would not be required for the infiltration basin. Failure of the entire system would be
' in the form of bypass to the vegetated filter strips, with overtopping of the pretreatment device as worst- .
case scenario.
it
11
The vegetated filter strips were designed in accordance with DWQ regulations to provide .
filtration of runoff in excess of the first 1-1/z inches for the 10-year design storm. Pipe outlet protection
and a flow distribution device will slow the stormwater to non -erosive velocities and spread the
stormwater evenly across the entire width of the vegetated filter.
Results / Summary
Since the existing buildings will not be demolished until the new buildings are completed, the
stormwater system will be constructed in two phases. During construction of the new buildings and
demolition of the old buildings, there will be two intermediate ponds receiving the stormwater. Phase I:
Pond A has a drainage area of 1.193 acres including 0.148 acres draining directly into the pond requiring
a storage volume of 4,978 cubic feet. The storage provided between elevations 7.15 and 9.00 is 5,020
cubic feet. Phase I: Pond B has a drainage area of 3.769 acres with 0.962 acres draining directly into the
pond requiring a storage volume of 10,987 cubic feet. In phase II, the Phase I: Pond A will be removed
and Phase 1: Pond B will be expanded into the Final Pond. The storage provided between elevations 8.05
and 9.00 is 11,011 cubic feet.
11

' Once the old buildings have been removed, Phase 1• Pond B will be expanded to become Phase H:
Final Pond. According to DWQ regulations, the drainage area for an infiltration basin should be less than
5 acres. The stormwater design has limited the drainage area to the lowest extent possible. There is 4.962
acres draining into the storm drainage system with an additional 0.842 acres from the grassed hill north of
the Phase II: Final Pond and the pond itself. This brings a combined drainage area to 5.804 acres
' requiring 16,736 cubic feet a storage volume in the Phase II: Final Pond. The storage provided in the
final pond is 16,795 cubic feet. This volume is being stored between elevations 8.00 and 9.00.
' The diversion of the first 1-'/z inches will be accomplished using two weirs at elevation 9.00.
There will be a weir with a width of 6 feet in MH31 and a weir with a width of 2 feet in MH8. The
heights have been set to 1.10 feet, which will pass the 25-year design storm.
' In order to drain the pre-treatment basin, there will be a 2-inch PVC pipe between the basin and
the stormwater pump station. Once the stormwater begins to flow into the pump station, the pump will
operate for one pump cycle.and then be placed on a 24-hour delay to allow time.for sediment removal.
The pump'will'then'be allowed'to run for a'total of 2.6 days before going .ori a final 27-hour'dirlay.
The infiltration basin has been sized to hold the entire treatment volume in the event the
infiltration basin becomes clogged. The storage provided between elevations 17.75 and 20.90 is 17,046
cubic feet. The soils report shows that the seasonal high water table is approximately elevation 15.00.
See Appendix II for calculations.
1
� I
4 i
11
11
11

MapQuest: Maps: print
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College Cir ,� . ,
Morehead City, NC
28557, US Bark
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fin ,

ERET COUNTY NORTH CAROLINA
CE OF THE TAX ASSESSOR- .'
ERET COUNTY ASSUMES NO LEGAL
DNSBILITY FOR THE INFORMATION
AINED IN THIS DATA.
DATA IS NOT TO BE USED FOR
CONVEYANCE.
http://maps.co.carteret.nc.us/servlet/comLesn.. ov&Form-True&Eneode—JTIue
8/ 15/2002

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S T■ W A 6 7
ENGINEERING INC
Rainfall Intensity
5 min
6.4
7.3
10 min
5.1
6.0
15 min
4.3
5.1
30 min
3.0
3.7
60 min
2.0
2.4
10-yr
25-yr
50-yr
100-y
7.9
8.8
9.4
10.1
6.6
7.5
8.1
8.7
5.7
6.5
7.1
7.7
4.2
4.9
5.4
5.9
2.8
3.3
3.7
4.0
.STRUCTURAL
TRANSPORTATION
CIVIL
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

11111110%�
s T■ W A fi T
ENGINEERING INC
Spillway Sizing
Wayne West
Q 25 = 19.53 cfs
Height above weir = 1.10 ft
C= 3
L = (Q 25)1(C * (H^(312))) W
* Use a weir length of 6 feet.
Marine Technolo
Q 25 = 6.86 cfs
Height above weir = 1.10 ft
C= 3
L = (Q 25)1 (C " (H^(312))) _
Use a weir length of 2 feet.
1•X1.smB
1.98 It
STRUCTURAL
TRANSPORTATION
CIVIL
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel 919.380,8750 Fax [phone] www.stewart-eng.com

STRUCTURAL
TRANSPORTATION
CIVIL
a T■ w n R T
£NGINEED ING iNC
Runoff Volume by Simple Method
Phase 1: Pond A
The design runoff volume (the temporary water quality pool) to be controlled must be held in the pond
above the permanent pool elevation.
Percent Impervious, I = 71.40 %
Rv = 0.05 + 0.009 (1 ) = 6.69 in / in
Volume to be controlled:. • , _ _
Design Rainfall = 1.50 in
Drainage Area = 1.32 ac
V = ( Design Rainfall )'( Rv)'(Drainage Area) = 1.371348 ac-in
= 0.114279 ac-ft
4,978 cu ft
This volume must be drawn down over a period of 2-5 days.
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel 919,380.8750 Fax [phone] www.stewart-eng.com

CIVIL
9 T■ W A R T
LNGJNI ING INC
STRUCTURAL
TRANSPORTATION
CIVIL
Runoff Volume by Simple Method
Phase ll: Pond B
The design runoff volume (the temporary water quality pool) to be controlled must be held in the pond
above the permanent pool elevation.
Percent Impervious, I = 48.60 %
Rv = 0.05 + 0.009 (1 ) = 0.49 in 1 in
Volume to be controlled:
Design Rainfall = 1.50 in
Drainage Area = 4.14 ac
V = ( Design Rainfall )'( Rv)`(Drainage Area) = 3.026754 ac-in
0.25223 ac-ft
10,987 cu ft
This volume must be drawn down over a period of 2-5 days.
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

STRUCTURAL
TRANSPORTATION
CIVIL
_ J
3 T ■ UY A R Y
ENGINEER,N INC
Runoff Volume by Simple Method
Phase II: Final Pond
The design runoff volume (the temporary water quality pool) to be controlled must be held in the pond
above the permanent pool elevation.
Percent Impervious, 1 = 58.40 %
Rv = 0.05 + 0.009 ( 1 ) = 0.58 in l in
Volume to be controlled:
Design Rainfall = 1.50 in
Drainage Area = 5.34 ac
V ( Design Rainfall )'( Rv)"(Drainage Area) = 4.611 ac-in
0,384 ac-ft
16,736 cu ft
This volume must be drawn down over a period of 2-5 days.
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

STRUCTURAL
TRANSPORTATION
CIVIL
J
s T i w A R T
".INEER ING INC
Basin Design
Phase I: Pond A
volume Hequirea (cu To 4,ylfb
Countour
Contour
Area
Incremental Accumulated
Volume Volume, S
Stage, Z
5 ft
cu ft
cu ft
ft
7.15
2,264
0
0
0.00
8.00
2,671
2,097
2,097
0.85
9.00
3,174
2,923
5,020
1.85
Phase I: Pond B
volume Hequirea (cu tt) IU'961
Contour
Countour Area
Incremental
Volume
Accumulated
Volume, S
Stage, Z
sq ft
tuft
cult
ft
8.05 10,957
0
0
0.00
9.00 12,223
11,011
11,011
0.95
Infiltration Basin
volume Hequirea (cu tt) 16,736
Countour
Contour
Area
Incremental Accumulated
Volume Volume, S -
Stage, Z
sq ft
cu ft
cu ft
ft
17.75
4,034
0
0
0.00
18.00
4,240
. 1,034
1,034
0.25
19.00
5,094
4,667
5,701
1.25
20.00
6,005
5,550
11,251
2.25
20.90
6,874
5,796
17,046
3.15
Phase III: Final Pond
Volume Required cu ft
16,736
Contour
Incremental
Accumulated
Countour
Area
Volume
Volume, S
Stage, Z
sq ft
cu ft
cu ft
ft
8.00
15,902
0
0
0.00
9.00
17,687
16,795
16,795
1.00
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

STRUCTURAL
TRANSPORTATION
' how% CIVIL
O T l W A R T
EN L'NE
Ell I NG INC
' Orifice Calculations
' - Determine the range of draw down time { T } in days then convert to seconds
Divide the 1 1/2" runoff volume ( V ) in cubic foot by the upper and lower draw down times
' in seconds to obtain a flow [ 0 = V(cubic feet) / T(seconds) ]
Determine the average head { h } based on the temporary pool depth in feet ( h = head /2 ]
- Select an orifice discharge coefficient ( C }
Solve the orifice equation [ 0 = CA sgrt(2gh) ] at the upper and lower draw down times for
the required cross sectional area
' - Select a diameter between the two values obtained and solve for the actual draw down time
' Draw Down Times: 2 to 5 days
Y
or 172,800 to 432,000 seconds
tRunoff Volume: 16,736 cu ft
' Flow Rates { 0 }: 0.097 to 0.039 cfs
Average Head ( h 0.50 ft
' Discharge Coefficient: 0.60
2 Day: A = Q / ( C sgrt(2gh)) = 0.028 sq ft
' diameter (d ): 0,190 ft = 2.28 in
5 Day: A = 01 { C sgrt(2gh)) — 0,011 sq ft
diameter ( d ): 0.120 ft = 1.44 in
Select:
Diameter ( d }:
2 in =
0.167
ft
Number of Orifices { N }:
1
Area (A }:
A = (pi/4)(d^2) =
0.022
sq ft
Flowrate per Orifice { Qo }:
Qo = CA sgrt(2gh) =
0.074
cis = 33.34 gpm
Total Flowrate { Q }:
Q = Qo*N =
0.074
cfs — 33.34 gpm
Draw Down Time (T):
225,317 seconds =
2.6
days
Final Pond Design
-
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

8 T i W A R T
INGI"ERENG 1NC
Pump Operating Frequency
CT = Cycle Time (min)
V = Wetwell Volume Between On and Off Levels (gal)
D = Rated Pump Capacity (gpm)
Q = Wetwell Inflow (gpm)
CT=[V/(D-Q)]+[VIQ]
V=[CT(D-0)(0)]1[(D-Q)+(Q)I
1 ft height of a 4 foot diameter manhole = 12.57 cu ft
Use 2.5 feet as difference between Lead Pump On and Pump Off.
15
Solve
60
33.34
222.22 gal
29.71 cu ft
STRUCTURAL
TRANSPORTATION
CIVIL
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

P
~ J
S T■ 1M A R T
E NGWEER I NG INC
Pump Selection
Head Due to Elevation Difference:
Start Elevation = 7.0
Finish Elevation = 21.0
Difference = 14.0
ft
ft
ft
STRUCTURAL
TRANSPCRTATION
CIVIL
Head Due to Pipe Material and Length:
Pipe Length = 504.0 ft
Volume to Pump = 16,736 cu ft = 125,188 gal
Discharge Pipe, Size = 2"
Discharge Pipe Material = SCH 40
Minimum Draw Down Time = 1.5 days — 2,160
Pump Rate = Vol. To Pump 1 Min Draw Down Rate =
Friction Head for Above Listed Pipe = 5.84 ft 1 100ft
Head Due to Pipe Length and Material = 29.43 ft
Total Head:
Total Head =
From Pump Curves:
Pump Selection =
43.43 ft -- 45
WHRH20 or approved equal
min
57.96
60
ft
gpm
gpm
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

UL
CO.
HS WKM SERIES PUMPS ARE DESIGNED FOR USE IN
LIGHT COMMERCIAL AND RESIDENTIAL RAW
SEWAGE AND EPFLUENT APPLICATIONS. They deliver
higher heads than strmdanl sewage pumps yet will still
Pass 11/2 inch solids. Recessed impellers provide an
.unobstructed passage in the volute case, allowing these
pumps to handle stringy trasy solids without plugging
the impellers. Vortex Impellers also greatly extend pump,
bearing life. for more Information, call your Myers
distributor, or the Myers Ohio sales office at 419/289-1144.
1
1'/2" Solids Handling
Sewage Pumps and Effluent Pumps
Single Seal
ADVANTAGES BY DESIGN
DURABLE MOTOR.
■ Oil -filled for cooler operation and constant
bearing lubrication.
■ Single phase PSC motors have no starting
switch to fail.
■ Recessed impeller reduces radial bearing
loads, increases bearing life.
NON -CLOG OPERATION.
■ Recessed .vortex impeller passes 11/2" solids.
■ Impeller.opercat4 sk-cornpletely out of volute .
passage.. .: - :.. _.L.. _
■ P� sIes-stringy trizsh and other solids which
conventiondl semi -open impellers c,= t
PRODUCT CAPABILITIES
Capacities To
130 gpm
4921pm
Heads To
70 R
2a9 m
Solids Handling Capacity (die)
P/Ain.
383 mm
Liquids HarAling -
raw sewage & sewage effluent'
Intermittent liquid Temp,
up to 14W 1. up to 601C
Motor
1/$1 and 2 HP, 3450 rpm
Electrical
208/230V.10, 60 Hr. PSC
29/230/46OV,, 30, 60 Hz
Aocepbrble pH Range
6-9
Specific Gravity
.9-1.1
Discharge, NPT
(optional)
2 En
3 in.
5ae .
76.2 mm
Minimum Sump Dia. (Simpler)
(Duple4
24la
n in
609.6 mm
762.0 mrlr
Consbuction Materials
Motor Housing
oast Iron
Volute Case
cast iron
Impeller
bronze. vortezt
Power Cord
single sea!
16/3, 20 ft. 10.
16/4,15 fL. 30
S1OW/SJOWA
Mechanical Seal
single, type 21, carbon and ceramic
Pump Shaft and
Motor Shaft
416 SST
WE MW INNOVATION MEETS TRADITION
Myers
ISO 9001 Certified

STRUCTURAL
TRANSPORTATION
CIVIL
Infiltration Basin Sizing
( Actual )
Infiltration Rate of Soils = 3 in/hr = 0.00006944 ft/sec
Average Surface Area of Basin = 4,035 sq ft
Flowrate of Water into Soil = Infiltration Rate ` Surface Area = 0.2802 cfs
Since we know that the pump can only pump the amount of water flowing into the lift station, the flowrate of the .
water going into tha infiltiatiori basin equais'the flowrate into the lift station. By using the infiltration rate of the soil,' ••-
a net difference can be found to obtain a minimum volume for the infiltration basin.
Flowrate from Pre -Treatment into Lift Station = 0.0743 cfs
Time of Pre -Treatment Basin Draw Down = 2.6 days = 225,317 seconds
Difference in flowrates = Pre -'treatment Flowrate - Soil Flowrate =-0.2059 cfs
Minimum Volume Required = Difference in Flowrates ' Time of Pre -Treatment Draw Down 46,399 cu ft
Since the Minimum Volume Required is a negative value, it is assumed that the soil will be infiltrating the
stormwater faster than the stormwater will be pumped to the basin.
r
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel 919,380,8750 Fax [phone] www.stewart-eng.com

STRUCTURAL
TRANSPORTATION
CIVIL
J
s T■ W A R T
ENGINEEP i NO INC
Infiltration Basin Sizing
( State Guideline)
Infiltration Rate of Soils = 0.52 inlhr = 0.00001204 ft/sec
Average Surface Area of Basin = 4,035 sq ft
Flowrate of Water into Soil = Infiltration Rate ' Surface Area = 0.0486 cfs
Since we know that,the pump can only pump the amount of water flowing into the lift station, the
Flowrate of the water going into the infiltration basin equals the flowrate into the lift station. By using the
infiltration rate of the soil, a net difference can be found to obtain a minimum volume for the infiltration
basin.
Flowrate from Pre -Treatment into Lift Station = 0.0743 cfs
Time of Pre -Treatment Basin Draw Down = 2.6 days = 225,317 seconds
Difference in flowrates = Pre -Treatment Flowrate - Soil Flowrate = 0.0257 cfs
Minimum Volume Required = Difference in Flowrates ' Time of Pre -Treatment Draw Down = 5,793 cu ft
Additional Draw Down Time = Min. Volume Required 1 Flowrate into Soil = 119,268 seconds
= 1.38 days
260 Town Hall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax [phone] www.stewart-eng.com

bore
�
s r■ w A R r
ENGINEERING Mr
STRUCTURAL
TRANSPORTATION
CIVIL
Runoff Volume by Simple Method
Phase 11: Final Pond
The design runoff volume (the temporary water quality pool) to be controlled must be held in the pond
above the permanent pool elevation.
Percent Impervious, 1 = 58.40 %
RV = 0.05 + 0.009 ( 1 ) = 0.58 in / in
Volume to be controlled:--
Design Rainfall = 1.50 in
Drainage Area = 5.34 ac
V = ( Design Rainfall)*( Rv)"(Drainage Area) = 4.610556 ac-in
= 0.384213 ac-ft
16,736 cu ft
This volume must be drawn down over a period of 2-5 days.
260 Town Mall Drive Suite C, Morrisville, NC 27560 Tel [phone] Fax 919,380.8752 www.stewart-eng.com

i
HYCHL, ****** (Version 6.1) ******
Commands Read From File: C.\HYCHL\POND#2.CHL
JOH POND #2 OUTLET DITCH
UNI 0
**NIT5 PARAMETER a -0 (ENGLISH)
CHL 0.011 21.62
TRP 8 3 3
** LEFTSIDE SLOPE 3.0 AND RIGHT SIDE SLOPE 3.0
** THE BASE WIDTH OF THE -TRAPEZOID (ft) 8.00
LRR0.5 2
** D50 (ft) .50
END
'***************END OF COMMAND FILE************
POND #2 OUTLET.DITCH
INPUT -REVIEW
DEFAULT ANGLE OF REPOSE. (degrees) ..41.31
DESIGN PARAMETERS:
DESIGN DISCHARGE (ft-3/8).' 21.62
a CHANNEL SHAPE% TRAPEZOIDAL
___---CHANNEL_SLOPE`(ft/ft).011
--------
HYDRAULIC CALCULATIONS USING BATHURST
:I
' FLOW (cfe) 21.62
MAC'.-"-?EPTH (ft) 1.02
11.31
WETTED PERIMETER (ft) 14.46
:a
HYDRAULIC RADIUS (ft) .78.
=` VG VELOCITY (ft/s) 1.91
INGS EQUIVALENT .071
avg / D50 1.60
FROUDE NUMBER .33
EYNOLDS NUMBER (10-5) .45
7 --------
STABILITY ANALYSIS
I- 1 - r -- G FERMIS LINING S CALC. SHR
HR
CONDITION TYPE (LB/FT"2)' (LB/FT-2)
------
BOTTOM; STRAIGHT RIPRAP 2.42 ---.70 -
SIDE; STRAIGHT RIPRAP 2.12 .61
' **-NORMAL END OF HYCHL ***
• Date 08-15-2002
STAB.
FACTOR
3.44
3.50
(MoRwE .-rF.du.
REMARKS
STABLE
STABLE
1

Project No Subject &99M Date
Client Designer C IkA (z I C 4 G ULA
� I
io
I I
11
A T I W A M T
ENGINEERING INC
T-T
L
17
e
tln
t: C-1
_4­
4-
17
uk_
'4
1
—4
JINl
me. L
.�Mr
34 (A
7
T-7
CXz
6
OT
j --
- -------
H
CL
J
21
AT Z4
JL. .J
4
j
�' Research Triangle Park, NC I Tel [phone] Fax [phone] ww.w.StOwert-eng.com

****** HYCHL ****** (Version 6.1) ****** Date 08-15-2002
Commands Read From File: C:\HYCHL\POND#2.CHL
JOB POND 42 OUTLET DITCH
UN I 0
**... LNITS PARAMETER 0 (ENGLISH)
1 CHL 0.011 21.62
TRP 8 3 3C»S
** LEFT SIDE SLOPE 3.0 AND RIGHT SIDE SLOPE 3.0 r
** THE BASE WIDTH OF THE TRAPEZOID (ft) 8.00
. END
OF COMMAND FILE************
'.POND #2 OUTLET DITCH
' INPUTREVIEW
-
DESIGN PARAMETERS:
DESIGN DISCHARGE (ft-3/s): 21.62
t CHANNEL SHAPE: TRAPEZOIDAL
CHANNEL SLOPE (ft/ft): .011
RESULTS
SHEAR STRESS(psf).Len of Super ---DESIGN=-
Protect Elev Stab. Max Q Depth Mann
Lining Type Permise Bottom (ft) (ft) Remark Factor. (cfe) (ft) n
------------------------------- ------ ----- ------ ------------- ------ ----
(FLEXIBLE)
WOVEN PAPER NET .15 .28 .00 0'. "UNSTAB .54 7.3 .41 .014
JUTE NET .45 .39 .00 0. STABLE 1.15 -28.5 .57 .024
FIBERGLASS SINGLE .60 .38 .00 0. STABLE 1.56 50.7 .56 .024
FIBERGLASS DOUBLE .85. .40 .00 0. STABLE 2.13 94.4 .58 .025
STRAW WITH NET 1.45 .51 .00 0. STABLE 2.85 195.8 .74 .039
CURLED WOOD MAT 1.55 .52 .00 0. STABLE 2.97 211.5 .76 .041'
SYNTHETIC MAT 2.00 .43 .00 0.. STABLE 4.69 504.0 .62 .028
' PERMANENT (FLEXIBLE)
VEGETATIVE A 3.70 1.40 .00 0. STABLE- 2.64 497.3 2.04 .257
VEGETATIVE B 2.10 .98 .00 0. STABLE 2.14 173.7 1.43 .130
'VEGETATIVE C 1.00 .75 ..00 0. STABLE 1.33 43.4 1.10 .079
VEGETATIVE D .60 .66 .00 0. UNSTAB .91 17.2. .96 .062
;VEGETATIVE E .35 .61. .00 0. UNSTAB .58 5.9 .89..053
RIGID
CONCRETE ******* .30 .00 0. STABLE ****** .0 .43 .015
GROUTED RIPRAP ******* .45 .00 0. STABLE ****** .0 .65 .031
STONE MASONRY ***.**** .46 .00 0.- STABLE ****** 0 .67 .032
SOIL CEMENT ******* .39 .00 - 0. STABLE ****** .0 .56 .024•
' ASPHALT ******* .33 .00 0. STABLE.****** .0 .48 .018
SO? `,IPRAP AND GABION LININGS MAY ALSO BE STABLE .
t***-:.JRMAL END OF HYCHL ***

****** HYCHL ****** (Version
6.1) ******
Date
08-15-2002
Commands Read From File: C:\HYCHL\POND#1.CHL
' JOB. POND #1 OUTLET DITCH
UNI 0
*'.69ITS PARAMETER - 0 (ENGLISH)
CHL 0.017 18.64
TRP 8 3 3
MC�]►�>C CS
** LEFT SIDE SLOPE 3.0 AND RIGHT SIDE
* THE BASE WIDTH OF THE TRAPEZOID (ft)
SLOPE 3.0
8.00
END
x**************END OF COMMAND FILE************
'POND #1 OUTLET DITCH
------------
INPUT REVIEW
~DESIGN
PARAMETERS:
DESIGN DISCHARGE (ft"3./9):
18.64
CHANNEL SHAPE:
TRAPEZOIDAL'
CHANNEL SLOPE (ft/ft):
.017
RESULTS
SHEAR STRESS(psf}
Len of
Super
---DESIGN--
- -
Protect
Elev
Stab.
Max Q
Depth
Mann
Lining -Type Permies Bottom
i----------
(ft)
(ft) Remark
Factor
(cfs)
(ft)
n
- -------------------
::.- EMPORARY (FLEXIBLE)
------
----- ------
------
-------
------
----
.•r
,WOVEN PAPER NET .15 .35
.00
0. UNSTAB
.43
4.2
.33
.014
'JUTE NET. .45 .50
.00
0. UNSTAB
.90
15.3
.47
.025
FIBERGLASS SINGLE .60 .49
.00
0. STABLE
1.22
27.3
.46
.024
•FIBERGLASS DOUBLE .85 .51
.00
0. STABLE
1.66
50.1
.46
.026
11STRAW WITH NET 1.45 .66
.00
0. STABLE.
2.19
96.5
.62
.041
CURLED WOOD MAT. 1.5-9 .68
.00
0. STABLE.
2.29
104.3
.64
.043
SYNTHETIC MAT .2.00 .55
.00
0. STABLE
3.64
249.5
.52
.030
PERMANENT (FLEXIBLE)
..VEGETATIVE A 3.70 1.82
.00.
0. STABLE
2.03-
200.2
1.72
.'26 5
VEGETATIVE B 2.10 1.26
.00
0. STABLE
1.66
77.3
1.19
.132
,VEGETATIVE C 1.00 .96
A 0
0 _STABLE
1.04
20.7
.90
.080
VEGETATIVE l] .60 .84
.00
0. UNSTAS
.72
8.3
.79
.063
;VEGETATIVE E .35 .77
t
.00
0. UNSTA

INLET NUMBER LENGTH 0.0 STATION 00+00
DRh-�N•AGE AREA = 1..458 ACRES C VALUE = .G50 CA = 0.948
a
ISUM CA= 0.948 INT= .7.90 CFS= 7.487 CO= 0.000 GUTTER FLOW= 7.487
XXXXXXXXXX GRATE INLET IN A TRAPEZOIDAL CHANNEL XXXXXXXXXX
'DEPTH OF WATER = 0.35, PERIMETER OF GRATE W 12.00 AREA = 0.90
1 •
J
I
I I
I I

Circular Channel Analysis & Design
Solved with Manning's Equation.
Open Channel - Uniform flow.
Worksheet Name:
Comment: CU44 to CU45
Solve For Full Flow Capacity
Given Input Data:
Diameter..' .......
Slope. ........
Manning°s n.......
Discharge.........
Computed Results:
Full Flow Capacity.....
Full Flow Depth........
Velocity..........
Flow Area:........
Critical Depth....
Critical Slope....
Percent.Full......
Full Capacity......
QMAX Q.94D........
Froude Number..... ..
1.25 ft
0.0170 ft/ft
0.013
8.42 cfs
8.42
cfs- .... ..,.._
1.25
'ft
6.86
fps
1.23
sf
1.13
ft
0.0149 ft/ft
100.00
%
8.42
cfs
9.06
cfs
FULL
Open. Channel.Flow-Module, Version 3.3"(c) 1991
kaestad Methods, Inc. * 37 Brookside Rd *,Waterbury, Ct 06708

Appendix III: Erosion Control
Y

r
,.� .-
4
��'+
J `,
t:�' � ��/
f
..r'•
s"£ � ��

Construction Schedule
1. Obtain plan approval and other applicable permits.
2. Flag work limits of disturbance and mark trees to be saved, if any, for protection.
3. Hold pre -construction meeting with inspector on site, at least one -week prior to start of any land
disturbing activity.
' 4. Install construction entrances, tree protection fence, silt fence and other temporary erosion control
devices as required by plans.
5. Install pre-treatment basin and infiltration basin.
6. Inspection by inspector.
7. Harvest any timber.
8. Perform site grading, and install additional erosion control measures as needed. .
9. Provide temporary seeding on all disturbed areas that will be idle for 14 days or longer.
10. Permanent grass shall be installed for all areas at final grade and in season. Fertilize, water and
reseed as required to establish and maintain a vigorous stand of grass.
' 11. Install storm drainage system and inlet sediment traps.
12. Inspection by inspector.
13. Complete construction and final grading.
14. Permanent grass shall be installed for all areas at final grade and in season. Fertilize, water and
reseed as required to establish and maintain a vigorous stand of grass.
15. After completion of construction and the site is stabilized, (A) remove all accumulated sediment
from pre-treatment detention basins and dispose of accordingly, (B) Remove all temporary
erosion control measures, smooth areas, apply appropriate grass and obtain approval by inspector.
� I
Maintenance Plan:
2
' 3.
1 4.
Construction and maintenance of all erosion control devices shall conform to the standards set
forth in the North Carolina Department of Environmental, Health and Natural Resources Land
Quality Section Erosion and Sediment Control Planning Land Design Manual.
The contractor is responsible for maintenance of erosion control methods during construction,
and owner is responsible for maintenance of all permanent erosion control methods after
construction is complete, if any permanent methods are required.
Sediment/Erosion control devices must be checked after each storm event. Each device is to be
maintained or replaced if sediment accumulation has reached one half the capacity of the device.
Additional devices must be installed if additional channels have developed.
Ground cover shall be provided on exposed slopes within 15 working days following completion
of any phase of grading and permanent ground cover for all disturbed areas within 15 working
days or 30 calendar days following completion of construction or development. Fertilize, water
and maintain a vigorous stand of grass.
Sediment shall be removed from behind the sediment fence when it becomes 0.5 feet deep at the
fence. The sediment fence shall be repaired or replaced as necessary to maintain a barrier.
Sediment shall be removed from the pre-treatment devices to the dimensions indicated on the
plans, when the elevations reach the following:
Phase I: Pond A EL 7.00 using M118(EL 13.00) as a benchmark
Phase 1: Pond B EL 4.00 using MH31(EL 13.25) as a benchmark
Phase II: Final Pond EL 7.25 using MH31(EL 13.25) as a benchmark
Be sure that the pond drawdown pipes do not become blocked by sediment. If they do, clean
sediment immediately to the dimensions indicated on the plans and clean pipe of sediment.
If stormwater remain in infiltration basin for longer than 5 days from the rain event, clean basin to
dimension indicated on the plans. Be sure to remove soil to 4 inches deeper than design
dimensions and replace with 4 inches of clean sand.

STATE OF NORTH CAROLINA
Department of Environmental Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
[phone]
FILE ACCESS RECORD
SECTION
TIME/DATE
NAME
REPRESENTING
Guidelines for Access: The staff of Wilmington Regional Office is dedicated to making public records in our
custody readily available to the public for review and copying. We also have the responsibility to the public to
safeguard these records and to carry out our day-to-day program obligations. Please read carefully the following
guidelines signing the form:
1. Due to the large public demand for file access, we request that you call at least a day in advance to
schedule an appointment to review the files. Appointments will be scheduled between 9:00am and
3:00pm. Viewing time ends at 4A5pm. Anyone arriving without an appointment may view the
files to the extent that time and staff supervision is available.
2. You must specify files you want to review by facility name. The number of files that you may review
at one time will be limited to five.
3. You may make copies of a file when the copier is not in use by the staff and if time permits. Cost per
copy is .05 cents for copies. 'Payment may be made by check money order, or_ _cash at the
reception desk. Copes totaling $5.00 or more can also be invoiced for vour convenience.
4. FILES MUST BE KEPT IN ORDER YOU FOUND THEM. Files may not be taken from the
office. To remove, alter, deface, mutilate, or destroy material in one of these files is a misdemeanor
for which you can be fined up to $500.00. No briefcases, large totes, etc. are, permitted in the file
review area.
5. In accordance with General Statue 25-3-512, a $25.00 processing fee will be charged and -collected for
checks on which payment has been refused.
FACILITY NAME COUNTY
1. 9-a Dim
2. `� 9-0 y I_
3.
4.
5.
S ature and Name of Firm/Business Date Time In Time Out
ease attach a business card to this form
COPIES MADE '0 PAID INVOICE

NORTH CAROLINA DIVISION OF WATER QUALITY
nti
Aquifer Protection
Wilmington Regional Office
MEMORANDUM TO: Rick Shiver
FROM: Liz Berg 16
THROUGH: Charlie Stehman \ - ,
SUBJECT: Carteret Community College Stormwater Retention Pond Groundwater Sampling
DATE: February 6, 2006
As per your request, the monitoring wells around the Carteret Community College High
Density Stormwtaer retention pond, Permit No. SW8020908, have been sampled. Samples were
collected for Total Suspended Residue, Nitrate, Nutrients and Fecal Coliform. The analytical
results, collected during the site inspection on January 9, 2006, were within the limits of the 15A
NCAC 2L Groundwater Quality Standards. Copies of the laboratory results have been enclosed
for your review and file.
SaG WS\U'M Suhjecl, Carteret Community College 2.6.U6

-�' Environmental Chemists, Inc,
1 6602 Windmill Way • Wilmington, NC 28405
[phone] (1,aU) a [phone] (Fax)
SM
710 13owsertown Road • Manteo, NC 27954
[phone]
ANALYTICAL & CONSULTING
CHEMISTS NCDENR: DWQ CER11FECATE #94. DLS CERTIFICATE x37729.
! Customer: D T VE-•/ �
NCDENR-DWQ JAN 2 3 2006 Date of Report: January 47, 2006
127 N. Cardinal Drive Ext.
Wilmington, NC 28405 Purchase Order #:
Attn: Liz Berg
REPORT OF ANALYSIS
Date Sampled: 01/09/06
Sampled By: Liz Berg
WATER -
Report Number: 6-0223
Report To: Liz Berg
Project:
Sample ID
41
# 2
43
Date
Analyzed
PARAMETER
Lab ID
# 457
# 458
# 459
Fecal Coliform, Colonies/100 mL
< 1
< 1
< 1
01/09/06
Comments:
Reviewt

COUNTY:
CARTERET
QUAD NO
REPORTTO :
RIRO
COLLECTOR(S)
: L BERG
DATE-
11912006
TIME:
7 M,
PURPOSE:
COMPLLANCE
LABORATORY ANALYSIS
DIVISION OF NVATER QUALITY
Cheroi.•try Lahoratory Report 1 Ground Rarer Quality
SAMPLE PRIOR7FY
X ROUTfNEEMERGENCY
Regional Office X❑ CHAIN OF CUSTODY ❑
i
-1 SAMPLE TYPE
Owner: CCC
Location or Sire:
Description of sampling point
Sampling Method:
Remarks:
SOD 310
COD High 340 mg/L
COD Low 335 mg/L
Colil`0 m: MF Fecal 311116 1100m1
Coliform; MF Total 31504 1100ml
TOC mgA
Turbidity N-rU
X
Residue., Suspended 530 9.0 mg/L
Total Suspended solids mg/L
pH units
Alkalinity to pH 4.5 mg/L.
Alkalinity to pH 8.3 mg/L
Carbonate -WL.
Bicarbonate mg/L
Carbon dioxide mg/L
Chloride -WL
Chromium: Hex 1032 ug/L
Color True 80 c. U.
Cyanide 720 mgfL.
COMMENTS:
Diss Solids 70300
mg/L
Fluoride 951
mg/L
Hardnesstotal 900
mg/L.
Hardness: (non-carb) 902
mg/L.
Phenols 32730
ug/L
Specific Corrd. 95
umhos1=2
Sulfate
mgfL
Sulfide 745
mg/L
MBAS
mg/L
Oil and Gre
mg/L
Silica
mg1L
Baron
Formaldehyde
mrJL
NH3 its N 610
mg/L
TKN as N 625
mg/L
X
NO2 +NO3 as n 630
mg/L
X
P: Total as P 665
mg(L
PO4
mg/L
X
Nitrate (NO3 as N) 630
mg/L
Nitrite (NO, as N) 615
mg/L
Ag-Silver 46566 ug/1.
Al -Aluminum 46557 ug/L
As -Arsenic 46551 ug/L
Ba-Barium 46553 ug/L
Ca -Calcium 46552 mgfi.
Cd-Cadmium 46559 ug/L
Cr-Chromium 46560 ugtl.
Cu- Copper 1042 ug/L
Fe- Iron 1045 uWL
Hg- Mercury 71900 ug/L.
K-Potassium 46555 mg/L
Mg- Magnesium 927 ing/L
Mn-.Manganese 1055 uglL
Na. Sodium 929 mgfL
Ni-Mickel ug/L
Pb-Lead 46564 ug/L.
SeSefenium ug/L
Zn-Zinc 46567 ug/L
Lab Number 6C0014
Daze Received 111012006
Time Received 9:50 AM
Received By - HMV'
Released By :
Date reported : PENDING
Organochlorine Pesticides
Oeganophosphoms Pesticides
Nitrogen Pesticides
Acid Herbicides
Serrtivolatiles
TPH-Diesel Range
Volatile Organics (VOA bottle)
TPH-Gasoline Range
TPH-BTEX Gasoline Range
6r00%4

COUNTY:
CARTERET
QUAD NO
REPORT TO
WIRO
COLLECTOR(S)
L BERG
DATE',
1192006
TIME',
f7—ju--
PURPOSE',
COMPLIANCE
LABORATORY ANALYSIS
DIVISION OF WATER QUALITY
Chemistry Laboratory Report! Ground Rater Quality
SAMPLE PRIORITY
FX 1ROUITiNEEMERGENCY
Regional Office F.71
CHAIN OF CUSTODY
W
2
SAMPLE TYPE ❑
BOD 310 MOL
COD High 340 mvfL
COD Low 33 5 mg/L
m Colifor: MF Fecal 31616 II001mi
Coliform: MF Total 31504 /100ml
TOC mg/IU3
Turbidity NT
X
Residue_, Suspended 530 2.5 ma/L
Total Suspended solids mWL
PH units
Alkalinity to pH 4.5 mg/L
Alkalinity to pH 8.3 me/L
Carbonate mg/L
Birarhonate mg/L
Carbon dioxide mgfL.
Chloride mg/L
ChromiumHex 1032 og1L
Color: True 80 c. U.
Cyanide 720 mg/L
COMMENTS
Owner. CCC
LocailonorS,te_ MW-2 - —�
Description of sampling point
Swnpling Method:
Remarks:
Diss Solids 70300
mg/L
Fluoride 951
mwl.
Hardness, total 900
mg/L
Hardness. (non-carb) 902
mg/l.
Phenols 32730
ug/L
Specific Cond. 95
umhoslcm2
Sulfate
mgfL
Sulfide 745
mg/L
MBAS
mg/U.
Oil and Grease
mglL
Silica
mg/L
Boron
Formaldehyde
mg/L
X
NH3 as N 610
0.03
m&fL
X
TKN as N 625
0.70
mwl,
X
NO2 �NO3 as n 630
0.41
mg/L
X
P: Total as P 665
004
mg/L
PO4
mg/I.
X
Nitrate (NO3 as N) 620
0.39
mg/1.
Nitrate (NO2 as N) 615
0.02
mg1L
Ag-Silver 46566 uglL
AI -Aluminum 46557 ug1L
As Arsenic 46551 uvJL
Ba-Barium 46558 uglL
Ca -Calcium 46552 mg/L
Cd-Cadmium 46559 uc1L
Cr-Chromium 46560 ug/L
Cu-Co er 1042 ug4-
Fe- Iron 1045 ug/L
Hg- Mercury 71900 ug/L
K-Potassium 46555 mg/L
Mg- Magnesium 927 mg/L
Mn-Manganese 1055 ug/L
IJa- Sodium 929 mg/L
.
Ni-Nickel ug/L
Pb-Lead 46564 uglL
Se -Selenium ug1L
Zn-Zinc 46567 ug/L
Lab Number 6G0015
Date Received
11,0,2006
Time Received
9:50 AM
Received By
H\111'
Released By !Sw
Date reported: 2/l/2006
Organochlorine Pesticides
Orgaao hosphorus Pesticides
Nitrogen Pesticides
Acid Herbicides
Semivolatiles
TPH-Diesel Range
Volatile Organics (VOA bottle)
TPH-Gasoline Range
TPH-BTEX Gasoline Range
6GO015

COUNTY:
CARTERET
QUAD NO:
REPORTTO :
H7 RO
COLLECTOR(S)
: I. BERG
DATE:
1/9/2006
TIME:
PURPOSE:
COMPLIANCE
LABORATORY ANALYSIS
DIVISION OF WATER QUALITY
Chemistry Laboratory Report/Crouod 'A'ater Quality
SAMPLE PRIORITY
ROUTINE IIEhIFRGENCY
Regional Office El CHAIN OF CUSTODS' ❑
3
l SAMPLE TYPE
Owner: CCC
Location of Site. NIW-3
Description of sampling point
Sampling Method:
Remarks.
BOD 310 mgfL
COD High 340 mWL
COD Low 335 mgfL
Colilorm: MF Fecal 31616 1100m4
Coliform: MF Total 31504 f100ml
TOC mg/I
TurhidiN NrU
X
Residue., Suspended 530 6.5 mg/L
Total Suspended solids mgfL
pH units
Alkalinity to pH 4,5 mg/L.
Alkalinity to pH 8.3 mgJL
Carbonate mg/L
Bicarbonate m&fL
Carbon dioxide mgfL
Chloride mgfL
Chromium: Hex 1032 ug/L
Color- True 80 cu.
Cyanide 720 mg/L
CONIMEYTS :
Diss. Solids 70300
mgfL
Fluoride 951
mg/L
Hardness- total 900
mgfL
1{ardnc5s:(non-carb) 902
mg/L
Phenols 32730
ugJL
,Specific Cond- 95
umhosfcm2
Sulfate
mgfL
Sulfide 745
mgfL
MBAS
mg/L
Oil and Grease
mglL
Silica
mgrL
Boron
Formaldehyde
mo/L
X
NH3 as N 610
0.13
mgfL
X
TKN as N 625
0.27
mgJL
X
NO2 +NO3 as n 630
0,02U
mg
X
P: Total as P 665
0.12
mgfL
PO4
mg/L
X
Nitrate (NO3 as N) 620
ODD
mgfL
Nitrite (NO, as N) 615
0.01 U
mg/L
Ag-Silver 46566 ugil_
AI -Aluminum 46557 ug/L
As -Arsenic 46551 ug!L
Ba-Barium 4b558 ug/L
Ca -Calcium 46552 MWL
Cd-Cadmium 46559 ug/L.
Cr-Chromium 46560 uglL
Cu- Copper 1042 ug/L
Fe- Iron 1045 - ug1L
Hg- Mercury 71900 ug/L
R-Potassium 46555 mFJL
Ma —Magnesium 927 mg/L
Mn-Manganese 1055 ug/L
Na- Sodium 929 mgA.
Ni-Nickel uJL
Pb-Lead 46564 uglL
Se -Selenium usfL
Zn-Zinc 46567 uF/L
rp
-
Lab Number :
600016
Dale Received
1/10/2006
Time R m iv d
9:50 AM
Received By
HMW
Released By
JSW
Date reported :
2/112006
Organochlorine Pesticides
Organophosphoms Pesticides
Nitrogen Pesticides
Acid Herbicides
Semivolatiks
7PH-Diesel Range
Volatile Organics (VOA bottle)
TP[J-Gasoline Range
7PH-BTEX Gasoline Range
6130016

STROUD ENGINEERING, P.A.
Hestron Plaza Two
151-A Hwy. 24
MOREHEAD CITY, NC 28557
[phone]
TO
vV �+v.;'g4y r' c 2 k 05
L[Evvlgn OT 4 o A MLJVLJOUTU.
DATE t 1 -7 ` .
`11L1L..
JOQLID.
If�M
M-TENTI0N
L._�Y �V�-�I►.LLt.�
L
sw8 O�.o9a8
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
0 Shop drawings © Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
❑ As requested
For review and comment
❑ FOR BIDS DUE
REMARKS
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
N
COPY TO
SIGNED:
If enclosures are not as noted, kindly notify us at(ice.

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
HESTRON PLAZA TWO
151-A HWY. 24
MOREHEAD CITY, NORTH CAROLINA 28557
[phone]
November 17, 2004
Ms. Linda Lewis
NCDENR
Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
RE: Carteret Community College
Permit No. SW8 020908
High Density Stormwater Project
Monitoring Wells
Dear Linda,
Attached you will find the sampling results for the monitoring wells that were installed at the
above referenced project for the month of October 2004, We are aware that samples must also be collected
and submitted for February and June 2005. Please advise if any other action needs to be taken once the
submitted data has been reviewed.
4t,��41IIItre�Sincerely,
"+'
11
�4•.~SS,O'L :9 Ronald D. Culiipher, P.E.
TEAL �r's
y
13343
cc: Mr. Tommy Rhue
107 COMMERCE ST. HESTRON PLAZA TWO
SUITE B 102-D CINEMA DRIVE 151-A HWY. 24
GREENVILLE, NC 27858 WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone] [phone] [phone]

ENVIRONMENTAL - WASTEWATER - WATER SUPPLY - GEOTHERMAL
CONNER CONSULTING, LLC
1 284 WINDY RIDGE ROAD, CHAPEL HILL, NORTH CAROLINA 27517
PHONE: [phone] FACSIMILE [phone]
October 25, 2004
Mr. Tommy Rhue
Carteret Community College
3305 Arendell Street
Morehead City, North Carolina 28557
RE: Monitoring Well Sampling Results — October 2004
High Density Stormwater Project
Carteret Community College
Permit No. SW8 020908
Dear Mr. Rhue:
Attached are the sampling results for the October 2004 sampling event. A copy has been
sent to Ron Cullipher. It is my understanding that Ron will submit these results to the
stormwater section at NC DENR. Please call with questions or comments.
Sincerely yours,
Chad Leinbach, P.G.
Certified Well Contractor #2362
Cc: Ron Cullipher, P.E.

CHEMICAL & ENVIRONMENTAL TECHNOLOGY, INC.
0
CONNER CONSULTING
Attn: CHAD LEINBACH
1284 WINDY RIDGE RD
CHAPEL HILL, NC 27517-
ENVIRONMENTAL ANALYTICAL SERVICES
FINAL REPORT OF ANALYSES
REPORT DATE: 10/20/04
SAMPLE NUMBER- 221607 SAMPLE ID- MN-1 SAMPLE MATRIX- GW
DATE SAMPLED- 10/11/04 TIME SAMPLED- 1150
DATE RECEIVED- 10/11/04 SAMPLER- CHAD LEINBACH RECEIVED BY- JCF
TIME RECEIVED- 1512 DELIVERED BY- CHAD LEINBACH
Page 1 of 1 PROJECT NAME : CARTERET COMM
SAMPLE PREP ANALYSIS
ANALYSIS METHOD DATE BY DATE BY RESULT UNITS
FECAL COLIFORM BY MEMBR.FILTER 9222D 10/11/04 AIDS <1 col/100 mL
NITRATE 353/354.1 10/13/04 CJY 10/18/04 CJY 2.9 mg/L
TOTAL PHOSPHORUS EPA365.2 10/18/04 CJY 1.9 mg/L
TOTAL SUSPENDED SOLIDS EPA160.2 10/15/04 AKD 90 mg/L'
PQL = Practical Quantitation Limit
Results followed by the letter J are estimated concentrations.
NC DENR CERTIFICATIONS: DWQ - 96; PUBLIC WATER SUPPLY - 37724
LABORATORY DIRECTOR /_ Z_ ___
PQL
Is

CHEMICAL & ENVIRONMENTAL TECHNOLOGY, INC.
CONNER CONSULTING
Attn: CHAD LEINBACH
1284 WINDY RIDGE RD
CHAPEL HILL, NC 27517-
ENVIRONMENTAL ANALYTICAL SERVICES
FINAL REPORT OF ANALYSES
REPORT DATE: 10/20/04
SAMPLE NUMBER- 221608 SAMPLE ID- MW-2 SAMPLE MATRIX- GW
DATE SAMPLED- 10/11/02 TIME SAMPLED- 1145
DATE RECEIVED- 10/11/04 SAMPLER- CHAD LEINBACH RECEIVED BY- JCF
TIME RECEIVED- 1512 DELIVERED BY- CHAD LEINBACH
Page 1 of 1 PROJECT NAME : CARTERET COMM
SAMPLE PREP ANALYSIS
ANALYSIS METHOD DATE BY DATE BY RESULT UNITS PQL
FECAL COLIFORM BY MEMHR.FILTER 9222D 10/11/04 AKD 94 col/100 mL
NITRATE 353/354.1 10/13/04 CJY 10/18/04 CJY <0.5 mg/L 0.E
TOTAL PHOSPHORUS EPA365.2 10/18/04 CJY 0.3 mg/L 0.3
TOTAL SUSPENDED SOLIDS EPA160.2 10/15/04 AKD 30 mg/L 3
PQL = Practical Quantitation Limit ,
Results followed by the letter J are estimated concentrations.
NC DENR CERTIFICATIONS: DWQ - 96; PUBLIC WATER SUPPLY - 37724
LABORATORY DIRECTOR �/ ( � %L r ;?=

CHEMICAL & ENVIRONMENTAL TECHNOLOGY, INC.
CONNER CONSULTING
Attn: CHAD LEINBACH
1264 WINDY RIDGE RD
CHAPEL HILL, NC 27517-
ENVIRONMENTAL ANALYTICAL SERVICES
FINAL REPORT OF ANALYSES
REPORT DATE: 10/20/04
SAMPLE NUMBER- 221609 SAMPLE ID- MW-3 SAMPLE MATRIX- GW
DATE SAMPLED— 101�11/04 TIME SAMPLED--1140
DATE RECEIVED- 10/11/04 SAMPLER- CHAD LEINBACH RECEIVED BY- JCF
TIME RECEIVED- 1512 DELIVERED BY- CHAD LEINBACH
Page 1 of 1 PROJECT NAME :
CARTERET COMM
SAMPLE PREP
ANALYSIS
ANALYSIS
METHOD
DATE BY
DATE
BY
RESULT
UNITS
FECAL COLIFORM BY MEMBR.FILTER
9222D
10/11/04
AKD
3000
col/100 mL
NITRATE
353/354.1
10/13/04 CJY
10/18/04
CJY
<0.5
mg/L
TOTAL PHOSPHORUS
EPA365.2
10/18/04
CJY
0.2
mg/L
TOTAL SUSPENDED SOLIDS
EPA160.2
10/15/04
AKD
22
mg/L
PQL = Practical Quantitation Limit
,
Results followed by the letter
J are estimated concentrations.
NC DENR CERTIFICATIONS: DWQ - 96; PUBLIC WATER SUPPLY - 37724
LABORATORY DIRECTOR
PQL
0_
0.

Chemical.& En►rironmehtal Technology, Inc.
CHAIN
OF CUSTODY Page�of_
LIE102-A Woodwinds Industrial Ct. Cary, NC 27511
[phone] FAX: [phone]
ANALYSES REQUIRED
CLIENT ! BILL
NAME; I Turnaround Time: TO:
,
ADDRESS: Normal (2 weeks) ADDRESS:
❑Rush (1 week)*
C�
❑ Rush (48 hours)*
�. 7 � ❑ Rush (24 hours)* _ E
PHO
ATTE I
1, S �
FAX:
FAX: 0
PROJECT NO: PROJECT AME: I PURCHASE
f q � �.� I e ORDER NO:
NAME PRESERVED IN FIELD PRESERVATIVES
COLLE D Y: (Signature) PRINtED
PR, ESERVED IN LAB ❑
z0
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ENVIRONMENTAL - WASTEWATER - WATER SUPPLY - GEOTHERMAL
CONNER CONSULTING, LLC
1 284 WINDY RIDGE ROAD, CHAPEL HILL, NORTH CAROLINA 27514
PHONE: [phone] FACSIMILE [phone]
October 15, 2004
Groundwater Section
NC DENRIDWQ
1636 Mail Service Center
Raleigh, North Carolina 27699-1636
RE: Monitoring Well Records
Carteret Community College
3305 Arendell Street
Morehead City, Carteret County
Stormwater Permit: SW8 020908
Wayne West and Marine Technology Buildings
High Density Stormwater Project
Dear Sir or Madam:
Attached are monitoring well records for the Carteret Community College high density
stormwater project referenced above, Morehead City, Carteret County. Please call with
questions or comments.
Sincerely yours,
Chad Leinbach, P.G.
Certified Well Contractor #2362
Cc: Tommy Rhue, Director of Operations, Carteret Community College
Ron Cullipher, P.E., Stroud Engineering

North Carolina- Department of Environment and Natural Resources- Division of Water Quality - Groundwater Section
1636 Mail Service Center - Raleigh, N.C. 27699-1636 [phone]
Well Construction Record DRILLING CONTRACTOR: Conner Consulting, LLC
DRILLER REGISTRATION #: 2362
MWI STATE WELL CONSTRUCTION PERMIT#: NA
1. WELL USE (Check Applicable Box): ResidenfialE] Municipal Industrial Agricultural monitoringEl
Recovery Heat Pump Water Injection OtherQlf Other, List Use:
2. WELL LOCATION: (Show sketch of the location below)
Nearest Town: Morehead City County: Carteret
Carteret Community College
(Road. Carnmu *, or Subcgvision and W No.)
3. OWNER Carteret Community College DEPTH DRILLING LOG
Address: 3505 Arendell Street From To Formation Description
(street orRoL"No.) 0 4 topsoil, grading to a tan sand
Morehead City NC 28557-2989
City or Tmn - State Zip Code 4 8 tan mottlea medium to ire son
4. DATE DRILLED 9/29/04 wet
5. TOTAL DEPTH 15 8 12 yellow to brown med-fine sand
6. CUTTINGS COLLECTED YES NO ® wet, poor recovery 50%
7. DOES WELL REPLACE EXISTING WELL?. YES NO
B. STATIC WATER LEVEL Below Top of Casing 5.89 FT
(Use -+- ifAWveTop of Cosi V)
9. TOP OF CASING IS 0 (Flush Mount FT. Above Land Surface
"Casing Terminated atlor below land surface is illegal unless a variance
is issued in accordance with 15A NCAC 2C .0118
10. YIELD (gmp): NA METHOD OF TEST
11. WATER ZONES (depth) water table
12. CHLORINATION: Type NA Amount
13. CASING: If additional _space is needed use back of form
LOCATION SKETCH
Depth Diameter welghWt. Material (Show direction and distance from at least two State
From 0 Tc 3 Ft. 2" Sch. 40 PVC Roads, or other map reference points)
From To Ft.
From To Ft. Take US 70 East to Morehead City, Turn Right into
14. Grout Carteret Community College
Depth Material Method
From 0 Tr 1 Ft. Concrete Pour Wells are located around the stonmwater retention pond.
From 1 Tc 2 Ft. Bentonite Pour
15. Screen: MW.1 q_
Depth (Ft) Diameter Cn) Slot Sze (n) Material 0
�wr kin 1"
From _ 3 Tc - 15-- 2 0-01 PVC -
From To
From To
16. SAND/GRAVEL PACK:
Depth Size Material �� f La czJ t -� ren rya V-
From 2 Tc 15 ft. #2 washed sand ,
From TO ft. AL-J3
17. Remarks: Lock - Master P605 ®Mi.4L
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CONSTRUCTION STANDARDS, AND THAT A COPY OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
10/ 15104
Submit original to Division of water Quality and copy to well owner.
GW-1 REV. 1198

UZI
g`
1
40
2 A ROVED
L MAW c�
mwmwwAL
caNORINmia i OF Wcv=NAATER Qu
z'7--Fo- 7c.� "
Mw 1tu" I w l W as
mtJ 3
YMJTMYRG ELL PLAN .
CARTWT CO)OWN C. MUM
itcM 91 t •Q inn'
111C 28557.3208
3305 Arendell St Morehead City, .
JL
am -ipa
w1a - Q4ilI•
mm - OWN
Vila a-tI t r. IN57
a,,.. e.►a`li ed..

North Carolina- Department of Environment and Natural Resources- Division of Water Quality - Groundwater Section
1636 Mail Service Center - Raleigh, N.C. 27699-1636 [phone]
Well Construction Record DRILLING CONTRACTOR: Conner Consulting, LLC
DRILLER REGISTRATION #: 2362
MW2 STATE WELL CONSTRUCTION PERMIT#: NA
1. WELL USE (Check Applicable Box): Residential[] Municipal Industrial❑ Agricultural Monitoring0
Recovery Heat Pump Water Injection OthernIf Other, List Use:
2. WELL LOCATION: (Show sketch of the location below)
Nearest Town: Morehead City County: Carteret
Carteret Community College
(Road, Community, or Sub&vision mid Lot Nod)
3. OWNER _Carteret Community College DEPTH DRILLING LOG
Address: 3505 Arendell Street From TO Formation Description
(street or Route No.) 0 4 Top soil, fill
Morehead City NC 28557-2989 4 8 dark brown fine sand 4 to 6
City or Town state Zip Code gray to brown tine sand o ts
4. DATE DRILLED 9/29/04 8 12 less recovery (peat 8 to 10?) ^
5. TOTAL DEPTH 15
6. CUTTINGS COLLECTED YES E] NO
7. DOES WELL REPLACE EXISTING WELL? YES NO
8. STATIC WATER LEVEL Below Top of Casing 8.20 Fr
(use ^+- it Above Top of Casing)
9. TOP OF CASING IS 3 FT. Above Land Surface'
'Casing Terminated aVor below land surface is illegal unless a variance
is issued in accordance with 15A NCAC 2C .0118
10. YIELD (gmp): NA METHOD OF TEST
11. WATER ZONES (depth) water table
12_ CHLORINATION: Type NA Amount
13. CASING: If additional space is needed use back of form
LOCATI N SKETCH
Depth Diameter WeigltdFt Material (Show direction and distance from at least two Slate
From 3 Tc 3 Ft. 25P. Sch. 40 PVC Roads, or other map reference points)
From To Ft.
From To Ft. Take US 70 East to Morehead City, Turn Right into
14. Grout
Depth
From 0
Tc 1
From 1
Tc 2
15. Screen:
Depth (Ft)
From � 3
Tc __15
From
To
From
To
Carteret Community College
Wells are located around the stormwater retention pond.
MW(
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16. SAND/GRAVEL PACK � o 446
P,
Depth Size Material
From 2 Tc 15 ft #2 washed sand M I,�j2 Se &A.
From To ft.
17. Remarks: Lock - Master P605 _)
Material
Ft. Concrete
Ft. Bentonite
Method
Pour
Pour
Diameter (in) Slot Size (in) Material
2 0.01 PVC
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CONSTRUCTION STANDARDS, AND THAT A COPY OF THIS RE90RD HAS BEEN PROVIDED TO THE WELL OWNER
Submit original to Division or Water Quality and copy to well owner.
10/15/04
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North Carolina- Department of Environment and Natural Resources- Division of Water Quality - Groundwater Section
1636 Mail Service Center - Raleigh, N.C. 27699-1636 [phone]
Well Construction Record DRILLING CONTRACTOR: Conner Consulting, LLC
DRILLER REGISTRATION #: 2362
MW3 STATE WELL CONSTRUCTION PERMIT# NA
1. WELL USE (Check Applicable Box): Residential Municipal[] Industrial Agricultural[] MonitoringQ
Recovery Heat Pump Water Injection Othern If Other, List Use:
2. WELL LOCATION: (Show sketch of the location below)
Nearest Town: Morehead City County: Carteret
Carteret Communi College
(Reed, Community, or subdivision end Lot No.)
3. OWNER Carteret Community College DEPTH DRILLING LOG
Address. - 3505 Arendell Street From To Formation Description
(sbeetorPAMW1 1) 0 4 tan sand fill 0 to 2
Morehead Cit
y NC 28557 2989 orange black sand 2 to 4
City or Town state zip Code 4 3 Ito 6 black brown pea
4. DATE DRILLED 9/29104 8 12 no recovery
5. TOTAL DEPTH 15
6. CUTTINGS COLLECTED YES NO
7. DOES WELL REPLACE EXISTING WELL? YES ❑ NO
8. STATIC WATER LEVEL Below Top of Casing 7.84 FT
(Use "+' H Above Top of Cmirgt)
9. TOP OF CASING IS 3 FT. Above Land Surface'
'Casing Terminated atfor below land sulfate is illegal unless a variance
Is issued in accordance with 15A NCAC 2C .0118
10, YIELD (gmp): NA METHOD OF TEST
11. WATER ZONES (depth) water table
12. CHLORINATION: Type NA Amount
13. CASING:
Depth
Diameter welgWft
Material .
From
3 Tc 3
Ft.2" Sch.40
PVC
From
To
Ft.
From
To
Ft.
14. Grout
Depth
Material
Method
From
0 Tc 1
Ft. Concrete
Pour
From
1 Tc 2
Ft. Bentonite
Pour
15. Screen:
Depth (Ft)
Diameter (in) Slot Size (in)
Material
From `
3 Tc 15
2 0.01
PVC
From
To
From
To
If additional spare is needed use back of form
LOCATION SKETCH
(Show direction and distance from at least two State
Roads, or other map reference points)
Take US 70 East to Morehead City, Turn Right into
Carteret Community College
Wells are located around the stonrrwater retention pond.
�7cQ r J ` 6 f irvti, Lt1wV-&, f v
0.
16. SAND/GRAVEL PACK: �r ®/� Lv3
Depth Size Material Cif
From 2 Tc 15 ft 42 washed sand 14 O-L
From To ft_
17. Remarks: Lock - Master P605
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CONSTRUCTION STANDARDS, AND THAT A COPY PF THIS REC RD S BEEN PROVIDED TO THE WELL OWNER.
10/16/04
x:. NATURE OF OR R AGEW Rma
Submit original to Division of Wuw Quardy and copy to waif owner.
GW-1 REV. 1198

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FEB-02-2004 MON 12!09 PM NC DIV OF COASTAL MGMNT
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151 •A Hwy 24
Murohoao CIly, NC 2057
252.247.7479 PhDou
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Ugjent ❑ For Review ❑ Pleaso Comment C1 Ploase Reply ❑ Pleaso Reeyclo
• Commonts:

State Stormwater Management Systems
Permit No. SW8 020908
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable laws, Rules, and Regulations
PERMISSION 1S HEREBY GRANTED TO
Carteret Community College
Wayne West and Marine Technology Buildings
Carteret County
FOR THE
construction, operation and maintenance of an infiltration basin in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwaterrules'� and
the approved stormwater management plans and specifications and other supporting
data as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit.
This permit shall be effective from the date of issuance until February 27, 2014, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Part 6 of this Section of the permit. The stormwater control
has been designed to handle the runoff from 135,864 square feet of impervious
area. The design storm in excess of 1.5" must pass through a 50' vegetated filter
prior to discharge.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
4. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system. A permit
modification must be submitted and approved prior to the construction of
additional built -upon area from outside of the approved drainage area.
5. The runoff will drain by gravity through two separate manholes, to an unlined
storage pond, where it will be pumped via a forcemain to the infiltration basin at a
maximum rate of 60 gpm. The storage elevation in the storage pond is elevation
9. The incoming runoff in excess of the 1.5" design storm in the storage pond will
flow over the bypass weirs and into the vegetated filter.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 020908
6. The
infiltration basin and storage pond
must provide the following criteria, in
accordance with the design requirements:
a.
Receiving Stream/Index #.
Bogue Sound WOK03 20-36-(8.5)
b.
Classification of Water Body:
"SA"
C.
Proposed System:
Infiltration Basin
wl separate storage pond
d.
Drainage Area, acres:
5.34
Onsite, ft2:
232,665
Offsite, ft2:
0
e.
Total Impervious Surfaces, ft2:
135,864
Infiltration Basin Storage Pond
f.
Basin Depth, feet:
3.15 4.0
g.
TSS removal efficiency:
85% (a 50' vegetated filter is required)
h.
Bottom Elevation, FMSL:
17.75 5.0
i.
Permitted Surface Area, ft2:
4,035 @17.75 15,902 @8.0
j.
Permitted Storage Volume, ft3:
17,046 16,795
k.
Temporary Storage Elevation:
20.9 FMSL 9.0
I.
Controlling Orifice:
Bypass weir Pump to basin
M.
Type of Soil:
Wando
n.
Expected Infiltration Rate:
3 inches per hour
o.
Time to Draw Down:
4.5 days
P.
Seasonal High Water Table Elevation: 15.5 FMSL
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
4. If the stormwater system is used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 020908
5. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of all vegetated slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of infiltration basin filter media, forcemain,
pump, outlet structure, orifice device, flow spreader, catch basins and
piping.
g. Access to the structures in the storage pond and infiltration basin must be
available at all times.
h. The pump to the infiltration basin must be maintained in good working
order.
6. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
7. A decorative spray fountain will be allowed in the storage pond, subject to the
following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
C. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in this
pond is 118 horsepower. '
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
9. The permittee shall submit final site layout and grading plans for any permitted
future development areas shown on the approved plans, prior to construction. If
the proposed BUA exceeds the amount permitted under this permit, a
modification to the permit must be submitted and approved prior to construction.
10. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
11. The permittee must maintain compliance with the proposed built -upon area and
ensure that the runoff from all the built -upon is directed into the permitted
system.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 020908
12. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including, but not
limited to, the stormwater management measures, built -upon area,
details, grading, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, or sale of the project area. The project
area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
14. The permittee must maintain the current permitted drainage area. No additional
runoff from outside of the permitted drainage area boundary may enter the
permitted stormwater facilities without first applying for and receiving a permit
modification.
III. MONITORING CONDITIONS
Three monitoring wells shall be installed to monitor the top of the water table,
factoring in the seasonal low. One shall be located up -gradient of the pond in an
undisturbed, natural area, and the other two down -gradient of the pond. The
wells will be monitored once a month (on approximately the same day of the
month) for a period of twelve months. Upon receipt of the permit, the monitoring
wells must be installed. Sample collection will begin the first of the month
following installation.
2. The monitoring well samples will be tested for the following parameters using
generally accepted Standard methods:
a. Static water level to 0.01 feet, relative to land surface.
b. TSS
c. Nitrates
d. Total Phosphorous
e. Fecal Coliform
3. Samples must be collected by either a certified Wastewater Treatment Facility
operator, or a similarly trained person.
4. Testing of the samples will be conducted by a State Certified Laboratory. Copies
of the lab sheets must be submitted to the Division within 30 days.
5. The permittee shall submit quarterly reports to the Division of Water Quality,
which summarize the results of the previous three months of testing. The reports
are due within 30 days of receiving the last test results from the laboratory.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 020908
6, The Division will analyze the data at the end of 12 months. Should the data
reveal violations of groundwater or water quality standards, the storage pond will
be lined with an impermeable lining material to be approved by the Division.
Should the data reveal only slight violations of groundwater or water quality
standards, the Division and the permittee shall meet to decide if the sampling
shall continue for another year, or if the requirement to line the pond can be
deleted.
IV. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event there is a desire for the facilities to change ownership, or there is a
name change of the Permittee, a formal permit transfer request must be
submitted to the Division of Water Quality accompanied by an application fee,
documentation from the parties involved, and other supporting materials as may
be appropriate. The approval of this request will be considered on its merits and
may or may not be approved. The permittee is responsible for compliance with
all permit conditions until such time as the Division approves the transfer
request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 27th day of February, 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
C._►L
� Alan W. Klime , P.., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
HESTRON PLAZA TWO
151-A HWY. 24
MOREHEAD CITY, NORTH CAROLINA 28557
[phone]
December 12, 2003
Mr. Rick Shiver, Regional Supervisor
NCDWQ - WiRO
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Carteret Community College
Dear Mr. Shiver,
'rr
"L ALL /L
YA
0n✓
We appreciate you meeting with Mr. Tommy Rhue, Director of Operations for Carteret
Community College and myself, to discuss potential options;for either delaying or deleting
the wet pond liner requirement at the Carteret Community 'College project..
Since Carteret Community College'would like to be a leader in environmental protection
they have a unique Opportunity to assist the State in studying.the facility under construction
and help determine if the'recent policy for lining the wet collection ponds are justified to prevent
contravention of groundwater quality.
To that end Carteret Community College would like to propose the following monitoring
program to be completed in one year increments for up to three years,
A). Initiate installation of three monitoring wells, one up gradient and two down
gradient.
The monitoring shall be monthly for a period of 12 months at which time the College and
NCDWQ will review the findings. If significant ground water contamination is attributed
to the wet pond, the monitoring will cease and the liner installed.
Should the monitoring program reveal little degradition at the end of the.first year,
monitoring will be performed every four -months for-the"following year at which time the
College and NCDWQ will again evaluate the data:. Should the data indicate significant"
groundwater contamination the liner will be installed. Should the date reveal insignificant
groundwater contamination then the College and NCDWQ would decide to a) discontinue
the sampling and permanently delete the liner requirement b) monitor for one additional
year and make a final determination after a three year period.
107 COMMERCE ST. HESTRON PLAZA TWO
SUITE B 102-D CINEMA DRIVE 151-A HWY. 24
GREENVILLE, NC 27858 WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone] [phone] [phone]

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Monitoring will include the following:
1). Sampling performed by a certified WWTF operator
2). Sample testing performed by a State Certified Lab
o
3). Sample results to be submitted every four months n 5t
4). Test parameter 6j,(71. re ' ( SurP2Ce C(
1) Static water level to 0.1 Ft.
2)a-TSS
b - Nitrates
c- Total Phosphorous
d- Fecal Coliform
We feel that this proposal allows an appropriate testing period for the determination of the
environmental needs of a wet collection system that is unlined: We hope this proposal
is satisfactory to the Division of Water Quality. Please review and let us know how to proceed.
If I can answer any questions, please let me know.
Sincerely,
2,A10Jd'� C
Ronald D. Cullipher, P.E.
cc: Tommy Rhue

Stormwater Compliance Inspection Report
Subject: Stonnwater Compliance Inspection Report
From: "Pam Olsson" <[e-mail]>
Date: Fri, 13 Feb 2004 13:50:30 -0500
'ro: <Linda.Lewis@nemai1,net>, <vchirichella c@@stewart-eng.cotn>
CC: "Tommy Rhue" <[e-mail]>, "William Fallon" <fallonw c@i carteret.edu>, "Janet Spriggs" <[e-mail]>,
<anderson t@i liayes-liowcll.com>
Ms. Lewis,
Please find attached photos of vegetated filter and pond "B" for
Carteret Community College. These photos were taken this morning during
a routine project inspection.
I compared the required actions noted on your Inspection Report dated
21 January 2004 with recent repairs and have concluded that the remedial
work has been satisfactorily completed consistent with your required
actions. Accumulated sediments have been removed from Pond B and the
slopes on the north side of the pond have been graded and seeded as
requested. There was no evidence of erosion on the permanent sides of
the basin. Synthetic matting has been installed over the newly graded
north bank and it is apparent that contractor has overseeded the repair
areas. I also noted that steps have been taken to minimize future
erosion by creating a continuous berm between the building and the
northern side's sloped bank as can be observed in the photos.
The vegetated filter has likewise been cleaned out, re -graded and its
banks stabilized with synthetic mat material. Please see attached
photo.
Although the pump station was not operating during my visit, the pump
was energized with power and has been observed by Carteret Community
College personnel to'be functioning. I also visited the infiltration
pond site and observed little to no standing water following a ill
rainfall yesterday.
I am unable to speak to the matter of routine maintenance at this time
although I am sure that the College and the Contractor will be
performing maintenance as required from this point forward. I will be
on site periodically and will personally take note of the conditions I
observe and keep all parties informed of my weekly observations.
I trust that this information is adequate for your purposes. Please
advise if additional information is necessary.
Thank you.
John w, Thompson, Architect
Project Representative for Hayes -Howell Architects
1111 North Howe Street
Southport, N.C. 28951
910.457.5814
�[e-mail]>
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,
---------------------------------------------------
ra � c tr t 3
1 of 4 2/16/2004 5:07 PM

Stormwater Compliance Inspection Report
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1 of 1 2/ 16/2004 5:10 PM

J
STEWART
ENGINEERING
TO: NCDENR
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-2845
WE ARE SENDING YOU:
SHOP DRAWINGS PRINTS
SPECIFICATIONS COPY OF LETTER
COPIES DATE DESCRIPTION
NUv 7 uju3 V
By; '
LETTER OF TRANSMITTAL
DATE: 11/06/03 JOB #: C1005
ATTN: Plan Review — Linda Lewis
RE: Carteret Com College _
VIA: UPS Next Da
X PLANS SAMPLES X OTHER
CHANGE ORDER DISKETTES
1
1
10/31/03
12/31/03
Storm water Management Plans — Full Size
Storm water Management Plans — Half Size
✓ 2
11/04/03
Completed Storm water Management Permit Application Form (SWU-101) - Original and
Copy
J 2
11/04/03
Co
Completed Infiltration Basin Su lement SWU-103 - Ori alandCopy
2
10/31/03
Storm water Management Plan Summa /Calculation Packet
2
10/31/03
Soils Report
1
11/04/03
Check for $420 payable to NCDENR
THESE ARE TRANSMITTED AS INDICATED BELOW:
X For Approval Approved as submitted
For Your Use Approved as noted
As Requested Returned for corrections
For Review & Comment Returned after loan to us
REMARKS:
This is a permit application for approval. Thank you.
Resubmit copies for approval
COPY TO: Robert Anderson, Hayes Howell Architects SIGNED: /ZZ" /), 2--�
Tommy Rhue, Carteret C.C. Roy P. La en, P.E.
r O Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-eng.com

Re: [Fwd: Carteret Community College- wet pond collection to infiltration basin]
A
Subject: Re: [Fwd: Carteret Community College- wet pond collection to infiltration basins
Date: Fri, 04 Apr 2003 10:02:46 -0500
From: Darren England <[e-mail]> �
To: Linda Lewis <[e-mail]> /]
CC: Bradley Bennett <bradley. bennett@nemail. net> D V
LL:
BB fork�,ardcd a voice mail to me from Vince Churchill concerning this project. I can't determine if I
sent you and answer to this one or not, but just in case we didn't - Your position on the issue seems to be
correct.
The rules require infiltration for HD development within 1/2 mile of and draining to SA water. If the
pond is being built as a temporary storage device, it should hold runoff, any treatment it provides is
secondary. The treatment is to occur in the infiltration device.
A pond without a liner, with it's bottom below the SHWT, provides a direct link to groundwater, and
possible groundwater contamination.
i
Your reasoning is consistent with past practices as you have stated and we concur.
-dme
Linda Lewis wrote:
Hey guys:
Can you please read this over and make sure that we are correct in our
thinking? Thanks. I have been requiring a liner for wet ponds that are
within 112 mile of SA waters, where the pond is being used as a storage
device to hold runoff before being pumped or gravity fed to an
infiltration system, and only if the bottom of the wet pond will be
within 2' of the SHWT.
Linda
i of 5 4/4/2003 2:47 PM

Re: [Fwd: Carteret Community College- wet pond collection to infiltration basin]
Linda,
I appreciate your time and response. After some thought, I
would just like to say
that I do not neccessarily agree. The conventional storage of
the stormwater runoff
in a unlined wet pond could be viewed and encouraged as a best
managment practice as
long as the final disposal is by infiltration. In the specific
pond network prepared by
Stewart Engineering, they probably have a better bmp since the
wet pond is weired
to allow only the required storm in. In previous projects, I
used the wet pond overflow
device as the mechanism for pumping but the entire storm went
through the system.
In Stewart's situation, the excess storm is bypassed and the 1
112" rainfall is treated
in the wet pond, which allows suspended solid removal, nutrient
removal, etc., before
being pumped to the infiltration basis for final treatment.
While I understand the
decision is not mine to make, I have found you and Raleigh to
be reasonably fair
when viewing these types of projects. If it is not too much of
a problem, please run
it up the flagpole and see if there is true concensus.
Thanks,
Ron
-----Original Message -----
From: Linda Lewis [SMTP: Linda. Lewis(@ncmail. netl
Sent: Monday, March 17, 2003 4:35 PM
To: ron cullipher; Darren England; Bradley Bennett
Subject: Re: Carteret Community College- wet pond collection to
infiltration basin
2 of 5 4/4/2003 2:47 PM

Re: [Fwd: Carteret Community College- wet pond collection to infiltration basin]
Ron:
Yes, I did get some help- Laurie Munn started today.
I'll have to refer your question to Raleigh for confirmation. My
reasoning
is as follows, and has been discussed in Raleigh, and found
reasonable. The
college is within 112 mile of and drains to SA waters, therefore,
infiltration is the required form of treatment. The "wet pond" is
acting as
a storage device where the runoff awaits pumping to the infiltration
area
for treatment. If the bottom of the wet pond is less than 2' above the
SHWT, and infiltration occurs through the bottom, then essentially, we
will
have approved an infiltration system that doesn't meet the 2'
separation.
Regardless of the purpose of the wet pond, the treatment of the runoff
should be occurring in the infiltration area, not the pond. At least 3
similar systems. have been permitted within the drainage area of
sensitive
waters here in New Hanover County within the last year.
If you can redesign the pond so that the bottom is 2' or more above
the
SHWT, the requirement for a liner can be deleted.
If the cost is prohibitive, you may consider the use of a clay soil
instead
of a geotextile liner.
Hope this helps.
Linda
ron cullipher wrote:
Hello Linda,
Heard through the grape vine you may have some help on the
3 of 5 4/4/2003 2:47 PM

Re: [fwd: Carteret Community College- wet pond collection to infiltration basin]
way.
Good for you.
You may recall that I previously worked with you on the
various
Carteret Community College Stormwater Management Permits
and modifications. I also provided Stewart Engineering some
assistance in their project at the College.
Tommy Rhue, Plant Operations Director, at the college has
asked
me to verify that the proposed liner in their wet collection
pond is required. We have permitted with you similar wet
collection systems that pump to an infiltration system without a
liner
requirment, one without the liner is currently at the
college.
The cost of the proposed liner is reportedly $160,000.00.
Is there any option, that could be handled through a
modification, that would allow the deletion of this liner?
As always, we appreciate your earliest response.
Thanks,
Ron Cullipher
4 of 5 4/4/2003 2:47 PM

Re: [rwd: Carteret Community College- wet pond collection to infiltration basin]
Darren M. England
Environmental Engineer
N.C. Department of Environment and Natural Resources
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
E-mail:. Darren. EnglandCaDncmail.net
Phone: [phone], Ext. 545
Web Site: http:llh2o.enr.state.nc.us/su/stormwater.html
Engineering is the art of molding materials we do not
wholly understand into shapes we cannot precisely analyze
so as to withstand forces we cannot really predict in such
a way that the community at large has no reason to suspect
the extent of our ignorance.
Source: ?????
5 of 5 4/4/2003 2:47 PM

Re: Carteret Community College- wet pond collection to infiltration basin
Subject: Re: Carteret Community College- wet pond collection to infiltration basin
Date: Mon, 17 Mar 2003 16:34:53 -0500
From: Linda Lewis <[e-mail]>
Organization: NC DENR
To: ron cullipher<[e-mail]>,
Darren England <darren.england@ncmall, net>,
Bradley Bennett <[e-mail]>
Ron:
Yes, 1 did get some help- Laurie Munn started today.
I'll have to refer your question to Raleigh for confirmation. My reasoning
is as follows, and has been discussed in Raleigh, and found reasonable. The
college is within 1/2 mile of and drains to SA waters, therefore,
infiltration is the required form of treatment. The "wet pond" is acting as
a storage device where the runoff awaits pumping to the infiltration area
for treatment. If the bottom of the wet pond is less than 2' above the
SHWT, and infiltration occurs through the bottom, then essentially, we will
have approved an infiltration system that doesn't meet the 2' separation.
Regardless of the purpose of the wet pond, the treatment of the runoff
should be occurring in the infiltration area, not the pond. At least 3
similar systems have been permitted within the drainage area of sensitive
waters here in New Hanover County within the last year.
If you can redesign the pond so that the bottom is 2' or more above the
SHWT, the requirement for a liner can be deleted.
If the cost is prohibitive, you may consider the use of a clay soil instead
of a geotextile liner.
Hope this helps.
Linda
ron cullipher wrote:
> Hello Linda,
>
> Heard through the grape vine you may have some help on the way.
> Good for you.
> You may recall that I previously worked with you on the various
> Carteret Community College Stormwater Management Permits
1 of 2 3/17/2003 4:40 PM

Re: Carteret Community College- wet pond collection to infiltration basin
> and modifications. I also provided Stewart Engineering some
> assistance in their project at the College.
> Tommy Rhue, Plant Operations Director, at the college has asked
> me to verify that the proposed liner in their wet collection
> pond is required. We have permitted with you similar wet
> collection systems that pump to an infiltration system without a liner
> requirment, one without the liner is currently at the college.
> The cost of the proposed liner is reportedly $160, 000.00.
>
> Is there any option, that could be handled through a
> modification, that would allow the deletion of this liner?
> As always, we appreciate your earliest response.
>
> Thanks,
> Ron Cullipher
2 of 2 1 3/17/2003 4:40 PM

Carteret Community College
Subject: Carteret Community College
Date: Fri, 04 Apr 2003 14:59:1 1 -0500
From: Linda Lewis <[e-mail]>
Organization: NC DENR
To: Ron Cullipher<[e-mail]>,
Vincent Chirichella <[e-mail]>
Dear Ron and Vincent:
My previous determination regarding the requirement for a liner in
storage ponds within 1/2 mile of SA waters, where the bottom is within
2 feet of the SHWT, has been upheld in Raleigh.
I have also thought about your question concerning when during the
construction process the liner needs to be installed. I can live with
having it installed during the expansion of the "sediment" pond in Phase
II of the project. That way, there is less chance of the liner being
torn during the expansion.
Linda
I or I 1
4/15/2003 10:23 AM

RE: Carteret Community College
Subject: RE: Carteret Community College
Date: Mon, 6 Jan 2003 14:53:52 -0500
From: K.C. Underwood"<[e-mail]>
To: "'Linda Lewis"' <[e-mail]>
"Thanks!
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Monday, January 06, 2003 2:46 PM
To: K.C. Underwood
Subject: Re: Carteret Community College
Mr. Underwood:
The only way i can approve this project without a liner is if the water table and soils
underneath the storage pond meet the infiltration criteria. The Seasonal High Water Table
must be at least 2' below the proposed bottom elevation and the soils must have an
infiltration capacity of 0.52 inches per hour.
Linda
"K.C. Underwood" wrote:
Thank you for your response. It helps me understand the p ara meters. Pleas c forgive a poor
architect for being uninformed about this stuff. But here goes ... What if the storage pond
were labeled storage/infiltration pond? All other things being equal, would we then require
the liner:?Since the contracts have already been executed with the General Contractor, I
would like to avoid incurring a Change Order. I am sure at this point that anyl
change will cost more than it is worth. Arid the college can use the funds elscN
you for your patience.-K.C. Underwood
-----Original Message -----
From: Linda Lewis [ma ilto:Linda. [e-mail]]
Sent: Monday, January 06, 2003 10:11 AM
To: K.C. Underwood
Subject: Re: Carteret Community College
Dear Mr. Underwood:
we
.Thank
The rules do not specifically cover the proposed treatment option for'the
Community College in that there is no mention of design guidelines for
storage areas where runoff is collected and then pumped to an infiltration
system. In order to assure that the intent of the stormwater rules is being met,
(i.e., all runoff from impervious areas is treated) basins that are being used for
the sole purpose of storing the runoff cannot be allowed to also infiltrate the
runoff. If the storage area is located where the seasonal high water table is
less than 2' from the -bottom of the storage area, then the runoff which
ultimately enters the receiving stream will not meet the design criteria for
infiltration. If the storage area could meet the design criteria for infiltration,
1 of 2
1/6/2003 3:05 PM

RE: Carteret Community College
there would be no need for a separate infiltration area.
If the bottom of the proposed storage area is located less than 2' above the
Seasonal High Water Table, a liner for the storage area must be provided. in
order to not have to provide a liner, you must submit results of borings in the
proposed storage area which demonstrate that the SHWT is more than 2'
below the proposed bottom of the storage basin.
Linda
"K.C. Underwood" wrote:
Ms. Lcwis-I. have received from Vince Chirichella at Stewart Engineering I
I
copy of his responses to your comments, and a resubmittal of the stormwater
management plans for the above -referenced project.It is my understanding
that the reason we have both a storage pond and an infiltration pond is that
there are only a few areas on the campus which will allow infiltration of
stormwater. Under these circumstances, is a pond liner necessary for the
storage pond? It would seem that any infiltration from the storage pond
would help our stormwater situation, rather than hindering it.1n any case, we
would like to avoid adding a liner if possible. Thank you for your
consideration.
K.C. Underwood
hayes ( howell, P.A.
Architects
135 West Connecticut Ave.
Southern Pines, North Carolina 28387
tel. [phone] fax. [phone]
h www.ha yes-howell.com
This message is for the named person's use only, It may contain sensitive and private 1
proprietary or privileged information. No confidentiality or privilege is waived or lost by anv
mistransmission. If the reader is not the intended recipient, please immediately delete it and all
copies of it from your system, destroy any hard copies of it and notify the sender. You must
i
not, directly or indirectly, use, disclose, distribute, print, or copy any part of this message if
you are not the intended recipient. HAYES-1-10WELL, P.A. reserves the right to monitor ,all
e-mail communications through its networks. Any views expressed in this message are those
of the individual sender, except where the message states otherwise and the sender is
authorized to state them to be the views of any such entity.
2 of 2 1/6/2003 3:05 PM

TAl and ASSOCIATES ....�
P.O. Box 52073 ❑ Raleigh, NC 27612 ❑ [phone] ❑ [phone] (FAX)
January 15, 2002
Carteret Community College
c/o Mr. David Clinton, AIA
Hayes -Howell Architects RECEIVED
135 West Connecticut Avenue
' Southern Pines, North Carolina 28387
FEB 1 1 2003
Re: Subsurface Exploration Services DW@
tCarteret Community College
Morehead City, North Carolina PROJ #
_ . Tai Job No.: 01-208-1 - -
Gentlemen:
In accordance with your authorization, we have completed a subsurface exploration program for
the referenc
ed protect. This program consisted of field testing and sampling of soils,) laboratory sample
classification, consultation, and engineering services including analyses of field and laboratory data,
foundation design considerations and the preparation of a written report.
FIELD EXPLORATION
The field ram ro exploration p program consisted of the drilling of twenty-one (21) soil borings (8-1
through B-21) by a CME 75 drill rig to a maximum depth of ninety (90) feet below the existing ground
surface. All borings were advanced by rotary drill with Standard penetration tests (ASTM D-1586)
performed continuously to 10.0 feet followed by one test at every 5.0 feet thereafter. Tlie approximate
location of borings are shown in Attachment I "Boring Location Plan." The logs of the twenty-one (21)
soil borings are attached as Attachment 2 "Boring Logs."
LABORATORY TESTING
The laboratory testing program (ASTM D-2487) consists of the visual classification of the
samples recovered. The results of this test are included in Attachment 2 "Boring Logs."
SUBSURFACE MATERIALS
Based on the field and laboratory test results, the generalized subsurface soil
can be described as follows:
DEPTH (FTC
i. 0to0.5+
2. 0.5+to20.0+
DESCRIPTION
Topsoil or Concrete
Loose to firm SAND, trace of c
silt, Some very loose sand
itions at the site
or

1
I
i
0
Carteret Community College
Re: Tai .lob No.: 0 1 -208-1
January 15, 2002
Page 2
3. 20.0 + to 25.0 +
Firm to very firm fine SAND
4. 25.0 + to 40.0 +
Loose to very loose SAND, some silt
and shells
5. 40.0 +'to 50.0 +
Loose to very firm SAND with -shells
6. 50.0 + to 90.0 +
Firm to dense SAND, some shells I
The second unit of soil, loose to Firm sand, contains various layers of thin clavl lenses, organics,
and is somewhat disturbed near the existing ground surface. It is not uniform in strength with N values
ranging from 0 to 18 4vith an average N value of about 7 for the Wayne West Building and froir 3 to 20
with an average N value of about 8 for the Marine Tech Building.
The fourth unit of very loose sand caused great concern and was carefully examined previously (in
1983) for another adjacent site by field cone penetration testing and was also tested in a consolidometer to
verify its settlement characteristics. The previously performed test results show that it has a pre -
consolidation load of about 2 tons per square foot and a Cc value of 0.4. These results demonstrate that
this layer is stronger than that indicated by the relatively very low N values.
The groundwater level in the boreholes was measured at 3.0 to 8.0 feet below the existing ground
surface. The groundwater elevation will vary by 5.0 feet or more and is dependent on the weather, the tide
and other elements.
PROPOSED PROJECT
We understand that the proposed project would consist of a three-story Wayne West and a one-
story Marine Tech Building. The maximum column loads will be about 335 kips for the Wavite West
Building and 44 kips for the Marine Tech Building. We assume that very minor Cut and fill will be
performed to grade the site.
RECOMMENDATIONS
Vibro Compaction
The loose to very loose sand located within the top 20.0 feet of the ground siurface 1riust be
improved to adequately support the proposed buildings on shallow footings. We recommend that either
the Vibro Compaction or Vibro-flotation method be used to densify the sand. A sample specification is
attached as Attachment 3.
Foundation
With the top 20.0 feet of the soil improved by the above method, the proposed two buildings
should be supported on shallow footings and designed for a 5,000 psf bearing capacity. The maximum
post construction total and differential settlements will be 0.5 and 0.33 inches respectively for the Wayne
West Building; 0.33 and 0.25 inches respectively for the Marine Tech Building.
I

rI Carteret Community College
Re: Tai Job No.: 01-208-1
January 15, 2002
1 Page 3
Upl'ft
If uplift capacity is required to resist wind force, it can be provided by -helical anchors such as
those manufactured by AB Chance Company (919-833-6000).
Seismic Zone
The site soil should be classified as type F in accordance with the International Building Code.
Additional Compaction
The subgrade of the new paved areas and under the slabs should be compacted by static drum
rollers to a minimum of 95% of the maximum Standard Proctor Density (ASTM D-698). All soft clay,
organic material, etc. must be removed and replaced with clean sand with percent fines less than 5%.
Pavement
The regular pavement should consist of 2.0 inches of 1-2 over 6.0 inches of ABC stone over
controlled fill or improved natural soil. Heavy-duty pavement should consist of 1.0 inch of I-2, 2.0 inches
of Binder over 8.0 inches of ABC stone over the same suitable subgrade. The paved areas must be
properly graded so that surface water will not pond on the pavement. A layer of geofabric may be required
in areas where the sand in subgrade consists of too many fines. The subgrade and the ABC subbase must
be tested and proofrol led prior to the placement of the next unit of pavement material.
Utilities
All utility pipes should be supported on top of at least 6.0 inches of clean, sandy soil. The backfill
should consist of clean natural soil and should be properly compacted as indicated above. Excavations
performed into the water table will require dewatering.
Retaining -Walls
We recommend that either a layer of Enkadrain or free -draining, granular material should be used
as backfill to a minimum of 2.0 feet beyond the outside face of any retaining or basement walls. Perimeter
drains should be placed behind the wall footings. The backfill must be placed in 8-inch thick, loose layers
and compacted as indicated above. We recommend using the following design criteria for basement wall
and retaining wall design: `
Bearing Capacity
4,000 psf
Active Earth Pressure
40 pcf equivalent fluid pressure
At -Rest Earth Pressure
45 pcf equivalent fluid pressure
Passive Earth Pressure
300 pcf equivalent fluid pressure
Coefficient of Friction
0.6

Carteret Community College
Re: Tai Job No.: 01-208-1
January 15, 2002
Pabe 4
CONSTRUCTION CONSIDERATIONS
The grading operation should begin with the removal of all concrete, vegetation! topsoil, and other,
e unsuitablsoils. The cleared site siibgrade should then be inspected by proofrolling. " Any soft areas or
areas of organic soils found in the proposed building pad should be undercut and properly backfilled and
compacted.
The cleared, proofrolled site should then be improved by the Vibro Compaction Method. Please
note that inserting the vibrating probe by jetting will create excess water at the ground si.krface, which must
be controlled as surface runoff. In addition, the process will produce vibrations noticeable to people in
adjacent areas and affect equipment that is sensitive to vibrations. The relatively low magnitude of the
vibrations could generate local subsidence associated with the densification that may affect walkways and
floor slabs in the adjacent buildings.
The Vibro Compaction should be monitored by a full time senior geotechnician of this firm. In
addition, the effectiveness must be verified by twelve (12) 20-foot borings with SPT performed at every
2.5 foot interval.
Any loose soils found in the parking area should be compacted in -place with at least five (5)
passes of a heavy compactor. If compacting in -place cannot sufficiently improve the stibgrade, the loose
soils Should be undercut to a depth of 3.0 Feet and properly compacted and backfilled after placement of a
laver of geofabric (Miraft 500X or equal).
In -Place Density Tests (ASTM D-1556) should be performed on all fill and backfill at a rate of
one test per lift, per day, per 5,000 ft.2 of fill.
Footing inspections should include hand atugerin; and probing in all spread footings. Footing
undercut may be required if high concentrations of organic soils are encountered. The esteitit of the
Undercut will vary depending on the depth and thickness of the organic soils.
SUPERVISION
A representative of this firm must be present during the site improvement, grading, foundation and
pavement construction phases of the project. Our representative will observe the cleared site subgrade or
undercut site to identify any loose or unsuitable material that requires either additional compaction or
undercutting. Their duties will also consist of monitoring the Vibro Compaction, the routine soil
compaction tests, other field tests on the fill material, and the observation of all footing excavations and
hand augers to ensure that the bearing capacity is available. We cannot be held responsible for the
performance of the foundation and the pavement system unless we are authorized to perform these field
services.

Carteret Community College
Re: Tai Job No.: 0 1 -208- t
January 15, 2002
Page 5
CLOSURE
It.has been a pleasure to work.with you and Stewart Engineering,on this project. Ifyou have any
questions or if you need any additional information or services, please do not hesitate to call us.
Very truly yours,
Tai and Associates
T. Danny Tai
Attachments:
I. Boring Location Plan
2. Boring Logs'(2I )
3. Sample Specification of Vibro Compaction
cc: Stewart Engineering
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•.,,,!lmalt11% I,..

................
665.
MI
—14
B. 3
TAI JOB NO.
is&
BORING LOCATION PLAN
CARTERET COMMUNITY COLLEGE
MOREHEAD CITY, NORTH CAROLINA
N06,14
01-208-1
T'
P-A
—7
Ila-
-%roe 't4r
B"8
5:22-15%0a
Ir
'j.
I-
BB— 18
A
I Z20- Joe
DECEMBER, 2001

t5VK11VLi '1+Vli
PROJECT: CARTERET COMMUNITY COLLEGE
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
flPATU T1FCf ATDTTnM rtJ FT 1717
0.5
To soil and Rootmat
5.
114
7
1
3.0
Tan -brown, loose SAND
5.5
Tan -brown, firm SAND
1
I
15
Brown, very loose silty SAND
Brown, firm SAND
110
22.0
Brown -gray, firm fine SAND
10
3
27.0
Gray, very firm fine SAND
5
32.0
Gray, loose silty fine SAND
6
Green -gray, loose fine SAND
.10
Gray, firm fine silty fine
SAND
Boring Terminated at 40.0 Feet
TAI JOB NO. 01-208=1
TAI and ASSOCIATES
P.O. Box 52073 © Raleigh, North Carolina 127612 0 [phone]
BORING NO. B-1
PAGE 1�: OF 1
DATE December 18, 2001
1
♦ N VALUE (ASTM D-1586)
Q

Dvnl�vu �.i.avu
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-2
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
r1FPTW npgrPTPTTnM
PAGE 1 OF 2
DATE December 20, 2001
• N VALUE (ASTM D-1586)
GW E EV 10 50 90
0.6
Topsoil and Rootmat
5.0
10
5.0
Tan -brown, firm SAND
Brown, very loose silty SAND
15
17.0
Brown -gray, firm fine SAND
10
9
23.0
Gray, loose silty fine SAND
24
27.5
Brown -gray, firm fine SAND
6
/
Green -gray, loose fine SAND
1
5
1
I
TAI JOB NO. 01-208-1 TAi and ASSOCIATES
RO, Box 52073 0 Raleigh. North Carolina 27612 0 [phone]

BORING'LOG
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B--2
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
nFpTu nFSrPTPTTnN
PAGE 2 OF 2
DATE December 20 , 2001
• N VALUE (ASTM D-1586)
GW ELEV 10 50 90
43.0
Green -gray, loose fine SAND
1
47.
Gray, firm fine silty fine
SAND
9
Green -gray, loose fine SAND
Boring Terminated at 50.0 Feet
TAI JOB NO. 01-208-1
TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, North Carolina 27612 0 [phone]

BORING NO. B-3
PROJECT: CARTERET COMMUNITY COLLEGE
PAGE 1 OF 1
LOCATION: Morehead City, North Carolina
DATE December 26, 2001
OWNER: c/o Hayes -Howell Architects N VALUE (ASTM D-1586)
E EV 10 50 0
0.5
Topsoil and Rootmat
.5
5.5
Tan -brown, loose SAND
10
1
Tan -brown, firm SAND
12.5
Brown , firm -SAND
17.0
Gray,. loose silty fine SAND
13
20.0
Gray, very loose fine SAND
Boring Terminated At 20.0 Feet
TAT JOB NO. 01-208-1 TAI and ASSOCIATES
P.O. Box 52073 ❑ Raleigh, North Carolina 27612 ❑ [phone]

livi�.�i+v :zvv
BORING NO. B-4
PROJECT: CARTERET COMMUNITY COLLEGE
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
T)P'PTP npq RTPTTnm rLY FT.FV
PAGE 1 : OF 1
DATE December 26, 2001
• N VALUE (ASTM D-1586)
10 so
Q
0.4
To soil and Rootmat
/.4
0
Tan -brown, loose SAND
Brown, very loose silty SAND
_
6
12
8.0
Tan -brown, firm SAND
Tan -brown, loose SAND
17.01
Gray, very loose fine SAND
\
23
;
Gray, very firm fine SAND
Boring Terminated at 20.0 Feet
TAI JOB NO. 01-208-1 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh. North Carolina 27612 D [phone]

iJ U1\11'11.7 ":L UII
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B -5
PAGE 1 OF 3-
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
T1 PP T 14 T1F Cf R7AT Tf1 r1 f'tl PT 1711
DATE December 19, 2001
• N VALUE (ASTM D-1586)
Q
. 41
To soil and Rootmat
3.0
Tan -brown, loose SAND
Brown, very loose silty SAND
5
4
.0
Tan -brown, loose SAND
Brown, very loose silty SAND•
6
Gray, loose silty fine SAND
2
3.0
Brown -gray, firm fine SAND
I
18
l
1
4'
Gray, very loose fine SAND
'
1
1
Green -gray, loose fine SAND
TAI JOB NO. 01-208-1 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh. North Carolina 27612 0 [phone]

PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-5
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
nPPT14 T17grRTPTTAM f'W FT F11
PAGE 2 OF 3
DATE December 19 , 2001
• N VALUE (ASTM D-1586)
IQ 50 Q
42.0
1
Green -gray, dense SAND
2
51.
Brown, very firm SAND
15
Brown -gray, firm 'fine SAND
17
1
18
6
Green-gray,'dense SAND, some
shells
3
i
TAI JOB NO. 01-208-1 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, North Carolina 27612 0 [phone]

bulft-LINU I. Luu
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-5
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
T)FPTH . nFqCRTPTTnM (-W FT.F.V
PAGE ^ :3 OF
DATE December 19 , 2001
• N VALUE (ASTM D-1586)
10 50
90.0
Green=gray, dense SAND, some
shells
18
Borihg Terminated at 90.0 Feet'
TAI JOB NO. 01-208-1
TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, Noah Carolina 27612 0 (91 T)782-9525
I

rsux.�tvtl °.lain
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-6
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
TIFPTL] nPgrQTPTTnV r_ta PT FV
PAGE 1 OF 1
HATE December 18, 2001
• N VALUE (ASTM D--1586)
0
0.4
Topsoil and Rootmat
.0
5
Tan -brown, loose SAND
Tan, loose fine SAND
17
28.0
Gray, firm fine silty fine
SAND
17
5
32.0
Gray, loose silty fine SAND
Gray; very loose fine SAND
25
Gray, very firm fine SAND
Boring Terminated at 40.0 Feet TAI and ASSOCIATES
TAI JOB NO. 01-208-1
P.O. Box 52073 0 Raleigh. North Carolina 27612 0 [phone]

i
i
PROJECT: CARTERET COMMUNITY COLLEGE
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
T)17PT14 T RgrRTPTTnM
BORING NO. B-7
PAGE 1 OF 1
DATE December 18, 2001
• N VALUE (ASTM D--1586)
QW E EV 10 50 90
0.4.
Topsoil and Rootmat
6.
4
24
.
4.0
Tan -brown, loose SAND
.a
Brown, very firm SAND
.5
2
Tan, loose fine SAND
I
10
27.
Gray, firm fine silty fine
SAND
1
16
1
2
32.0
Gray, firm fine silty fine
SAND
6
Gray, loose silty fine SAND
2
40. 01
Gray, very firm fine SAND
Boring Terminated at 40.0 Feet
TAI JOB NO. 01-208-1
0
TAI and ASSOCIATES
P.O. Box 52073 l] Raleigh. North Carolina 27612 D (919) 782-95.25
11;

L i i v -Lv�,r
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B -8
PAGE 1 OF 1
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes --Howell Architects
T)PPTN nFgrPTPTTnV
DATE December 18, 2001
• N VALUE (ASTM D-1586)
QW EV in 50 90
0.61
Topsoil and Rootmat
9
1
Brown, firm SAND
2
12.0
Brown, very loose silty SAND
9
21.01
Gray, loose silty tine SAND
9
9
8
Green -gray, loose fine SAND
1
4
.0
Gray, very loose tine SAND
1
Green-graZ, dense SAND
Bg nSO 'eNr l? n%1 O%t 110.0 Feet. TAI and ASSOCIATES
2 P.O. Box 52073 0 Raleigh, North Carolina 27612 0 [phone]

,UVll_L41u' LV\r
PROJECT. CARTERET COMMUNITY COLLEGE
BORING NO. B -9
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell. Architects
r1FDTt.T nVCr'DTDTTAM rT.T FT 1:17
PAGE 1 OF 2
DATE December 18 , 2001
• N VALUE (ASTM D-1586)
0
0.6
Concrete
2
2
2.5
FILL --Tan, well graded SAND
Brown, very -firm SAND
1
9
8.0
Brown, firm SAND
18.0
Tan -brown, loose SAND
.
1
8
1
Brown -gray, firm fine SAND
I
10
I
4
Green -gray, loose fine SAND
1
.0
Gray, very loose fine SAND
1
•
8
Green -gray, loose fine SAND
TAI JOB NO. 01--208-1 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh. North Carolina 27612 0 [phone]

I3VIS11Vlr ' LVIr
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-9
LOCATION: Morehead City, North Carolina
OWNER:. c/o Hayes -Howell Architects
T) DTW nwQrPTOTTnM rt.1 1:T P17
PAGE 2 OF 2
DATE December 18 , 2001
• N VALUE (ASTM D-1586)
0
41,
\
Gray, very firm fine SAND
.Boring Terminated at 45.0 Feet
TAI JOB NO. 01-208-1 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, North Carolina 27612 0 [phone]

BORINGLOG
PROJECT: -CARTERET COMMUNITY COLLEGE
BORING NO. B-10
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
nc01ru n9cr0TDTTnM r_Ut FT Ftt
PAGE 1 OF 3
DATE December 19 , 2001
s N VALUE (ASTM D-1586)
0
Topsoil and Rootmat
.0
FILL --Tan, well graded SAND
.0
FILL --Tan, well graded SAND,
very loose
Tan -brown, loose SAND
3
22
Brown, firm SAND
1
9
Gray, loose silty fine SAND
I
6
l
4
TAI JOB NO. 01-208-1 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh. North Carolina 27612 0 (9tg)78M525

PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-10
PACE 2 OF 3
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
ncnTu nr:croromrnM
DATE December19 , 2001
• N VALUE (ASTM D-1586)
0
Green, very dense clayey SAND
with shells
5
47.
'Gray, firm fine silty' 'fine
SAND
54.0
Gray,.loose silty fine'SAND
27
56.0
Gray, very firm fine SAND
�1'2
63.0
Gray, firm fine silty fine
SAND
8
66.0
Green -gray, loose fine SAND
1
15
Gray, firm fine silty fine
SAND
16
1
2
Gray, very firm fine SAND
TAI JOB NO. 01-208-1
TAI and ASSOCIATES
P.O. 6* 52073 0 Rakish. North Carolina 27612 ❑ [phone]
5

BURINU� LOG
BORING NO. B-10
PROJECT: CARTERET COMMUNITY COLLEGE
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
TIPPT14 nFVrRTPTTnN rw RT.FV
7.0
Gray, very firm fine SAND
3
�21
90.0
Green -gray, very stiff fine
sandy -clayey SILT
Boring Terminated at 90.0 Feet
TAI JOB NO. '0.1-208-1
r.
TAI and ASSOCIATES
P.O. Box 52073 ❑ Raleigh. North Carolina 27612 ❑ [phone]
PAGE 3 OF �
DATE December 19 , 2001
o N VALUE (ASTM D-1586)
4

buxiNu LUG
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. 8-11
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
n;7pT$4 nFcrRTPTTnu r TJ FT.FV
PAGE i OF 1
DATE December 27 , 2001
• N VALUE (ASTM D-1586)
0
3.0
20
14
Tan -brawn, firm SAND
Brown, firm SAND
11
1
2 60
.
.0
Brown, very firm SAND
1
6
Boring Terminated at 20.0 Feet
TAI JOB NO. 01-208--1
1
TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, North Carolina 27612 0 [phone]

BORING LOG
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-12
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
nCDTU nVCPVTDTTnu
PAGE 1 OF 1
DATE December 27 , 2001
• N VALUE (ASTM D-1586)
QW E 0
0.41
To soil and Rootmat
10
14
FILL --Tan, well graded SAND
Tan -brown, firm SAND
5
13.01
Tan -brown, loose SAND
l
20.0
Gray, loose silty fine SAND
7
Boring Terminated at 20.0 Feet
TAI JOB NO. '--01-208=1
TAI and ASSOCIATES
P.O. Box 52073 ❑ Raleigh. North Carolina 27612 ❑ [phone]

BORING LOG
PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. 13-13
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
n rIDIru RCCf`DTDTT nm MI P11711
PAGE 1 OF 1
DATE December 27 , 2001
• N VALUE (ASTM D-1586)
0
Topsoil and Rootmat
2.5
9
10
FILL --Tan, well graded SAND
/
>
22
8.0
Brown, very firm SAND
12.51
Gray, loose -silty -fine SAND
-
16
20.0
Gray, firm fine silty fine
SAND
'
10
Boring Terminated at 20.0 Feet
TAI JOB NO. 01--208-1
TAI and ASSOCIATES
P.O. Box 52073 [3 Raleigh. North Carolina 27612 0 [phone]

PROJECT: CARTERET COMMUNITY COLLEGE
BORING NO. B-14
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
nCnTU n1:4:ZrRTPTTnm rL1 FT FV
PACE 1 OF 1
DATE December 18 , 2001
• N VALUE (ASTM D=1586)
0.4
Topsoil and Rootmat
6.
4
18
.
4-01
FILL --Topsoil and Peat, very
loose
.
Brown -gray, firm fine SAND
1
17
6
Green -gray, loose fine SAND
.
1
10
Gray, firm fine silty fine
SAND
1
ni
Green -gray, loose fine SAND
..
Gray, very loose fine SAND
1
4
•
40. d,
Green -gray, dense SAND
goring •i•erminatea ar. i u . u r-eet
TAI JOB NO. 01-2 0 8 -1 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, North Carolina 27612 0 [phone] \ i.

bliKIIAU7, Ljuu
PROJECT: CARTERET COMMUNITY COLLEGE
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
nGDTU nVF_f RTDTTnM r:w Ft.FV
BORING NO. B-15
PAGE 1 OF 1
DATE December 18 , 2001
• N VALUE (ASTM D-1586)
0.3
Topsoil and Rootmat
6.
4
10
FILL --Tan, well graded SAND,
loose
Tan -brown, firm SAND
4 5
10
8-0
Gray, loose silty fine SAND
Gray, firm fine silty fine
SAND
1
22.0
Gray, loose silty fine SAND
Gray, very loose fine SAND
h
5
32.0
Gray, loose silty fine SAND
.16
8.
Gray, firm fine silty fine
SAND
1
26
140.0
Brown, very firm SAND
Boring.Terminated at 40.0 Feet
TAI JOB NO. 01-2 0 8 -1 TAI and ASSOCIArTTS
P.O. Box 52073 © Raleigh.fiprlh Carolina 27612 0 [phone]
a
r

BORING N0. B-16
PROJECT: CARTERET COMMUNITY COLLEGE
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
nUUTU nFcrRTQTTnra r_LI Fi.FU
Topsoil and Rootmat
9.
Tan -brown, loose SAND
3
Brown -gray, firm fine SAND
Boring Terminated_at'10.0 Feet
TAI JOB NO. 01-208-1•,.
TAI and ASSOCIATES
F.O. Box 52073 0 Raleigh, North Carolina 27612 0 (M) 782.9525
PAGE 1 OF 1
DATE December 27 , 2001
• N VALUE (ASTM D-1586)
0

I".
LOCATION: Morehead City, North Carolina
OWNER: c/o Hayes -Howell Architects
r) P PTN nFCCRTPTMN f W FT.FV
PACE 1 OF 1 0
DATE December 27, 2001
• N VALUE (ASTM D-I586)
0.4
Topsoil and Rootmat
5.0
5
.5
Tan -brown, loose SAND
'
15
Tan -brown, firm SAND
Boring Terminated at 10.0 Feet,
TAI JOB NO. 01-208--1
TAI and ASSOCIATES
P.O. Box 52073 © Raleigh, North Carolina 27612 C1 [phone]
J

PROJECT: CARTERET COMMUNITY.. —COLLEGE
LOCATION: Morehead City, North Carolina
PAGE 1 OF 1 I�
� I
I I
I I
OWNER: c/o Hayes -Howell Architects
nrDTU nrCrDTDTTnM
0.4
Topsoil and Rootmat
5
Tan -brown, loose SAND
8.0
Tan -brown, firm SAND
5
5
Gray, loose silty fine SAND
Boring Terminated at 10.0 Feet
TAI JOB NO. 01--208-1
TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh. North Carolina 27612 0 [phone]
DATE December 27, 2001
• N VALUE (ASTM D-1586)
0

--v....+ua.ua e.-va u'4V •.1+� 4V LL+iVL:
LOCATION: Morehead City, North Carolina
OWNER: , c/o Hayes -Howell Architects
r1RDTtf 11T Qr0TDTTnKl r'_LT FT 1711
PAGE 1 OF 1 ,q
DATE December 19 , 2001
a N VALUE (ASTM D-1586)
0
Topsoil and Rootmat
1
Tan -brown, firm SAND
Tan -brown, loose SAND
12
9
Tan -brown, firm SAND
Boring Terminated at.10.0 Feet
TAI JOB NO. 01-208-1 TAI and ASSOCIATES • .
P.O. 8ox 52073 0 Raleigh, North Carolina 2761�0 [phone]
N

rn�.rc� is CHK'1'lrttY:'1' UUMMUNITY UULLY;UE
LOCATION: Morehead City, North Carolina
PACE 1 OF 1
OWNER: c/o Hayes -Howell Architects
rnrn1ru nt:craraTrnM
r1J FT RV
DATE December 27, 2001
• N VALUE (ASTM D-1586)
0
0.4
Topsoil and Rootmat
t
9
16
Tan -brown, firm SAND
Tan -brown, loose SAND
—
14
10
Tan -brown, firm SAND
Boring Terminated at 10.0 Feet
TAI JOB NO. 01-208-1
• TAI and ASSOCIATES
l.q.• Box 52073 0 Raleigh. North Carolina 27612 O [phone]

• ••........� l..Ht(SC.riJ;'1' l..Vl•ll•IULV1.1Y l_,VLLXaat.`;
LOCATION: Morehead City, North Carolina
PAGE 1 OF 1
OWNER: c/o Hayes -Howell Architects
T)1 PT14 nVgrPTPTTnM
DATE December 19, 2001
• N VALUE (ASTM D-1586)
QW EV 10 50 QO
,7
Topsoil and Rootmat
60
4
5
FILL --Tan, well graded SAND,
Loose
Tan -brown, firm.SAND
•
5
11
Gray, loose silty fine SAND
Boring Terminated at 10.0 Feet.
TAI JOB NO,. 01-208-1
TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, North Carolina 27612 0 [phone]

ATTACHMENT 3
GUIDELINE SPECIFICATIONS FOR
GROUND IMPROVEMENT BY VIBRO-COMPACTION
1.0 SCOPE OF WORK
'
1.1 This section shall include but is not limited to providing all equipment, material,
labor, supervision and related services to do all soil improvement by Vibro-
ass , Com action specified herein and as indicated in the drawings and other contract
P P b
"< documents.
1.2 Soil improvement by Vibro-Compaction will be limited to the areas as specified'and
indicated on the project drawings.
2.0 BID REFERENCE
All Vibro-Compaction bid work shall be based upon the following: (i.e., foundation
plans, discussions, soils reports, etc.).
3.0 SOIL IMPROVEMENT CRITERIA
Perform appropriate Vibro-Compaction with granular backfill material as specified to
provide the following criteria upon successful completion of each.
3.1 Vibro-Compaction
3.1.1 Densification by Vibro-Compaction should be carried out to at least a depth
of 20.0 feet below grade Or 15.0 feet below the bottom of the footings.'The
depths are relative .to existing grade at the time of the geotechnical
exploration.
3.1.2 Densification of the clean sands should be performed within the improved
soil strata to an average N-Value of 15 as determined by the Standard
Penetration Test.
4.0 BACKFILL MATERIALS
Select Vibro-Compaction backfill material shall be used for backfill as approved by
the engineer. The backfill material should contain less than 5% by weight material
passing U.S. Sieve No. 200. The backfill material shall also be tree of clay and other
deleterious materials.
5.0 EQUIPMENT AND PROCEDURES

v
Specific equipment and procedural specifications are left to the vibro contractor performing
PP P P g
the Vibro-Compaction work to achieve the specified criteria. However, the following
general guidelines shall be used.
5.1 The specialty vibro contractor shall use a down hole vibrator capable of providing at
least 160 HP of rated energy and a centrifugal force of 20 tons. The equipment
should be electric with a metering device provided at such a location that inspection
of amperage may be verified during the operation of the equipment. Metering device
should be an ammeter, directly. indicating the performance of the vibrator tip of the
eccentric. Complete equipment specifications should be submitted to the engineer
prior to commencement of the fieldwork.
5.2 The specialty vibro contractor shall have a minimum of five (5) years experience and
shall provide documentation of successful job completion relevant to the specific
application to this job.
5.3 After penetration to the required depth, the vibrator probe shall be withdrawn in l to
2 foot increments to allow backfill placement.
5.4 Redriving the vibrator into the treated depth shall be attempted at approximately 2.0
to 4.0 feet intervals to observe resistance to penetration and amperage build-up.
During redriving, the vibrator tip shall penetrate to within 2 feet of the previous
redriving depth.
5.5 Amperage build-up and backfill quantities will be contingent upon the type of
vibrator used and procedures. Prior to commencement of work, the contractor shall
provide the proposed equipment, material, locations, depths, and procedures for
review,
6.0 TESTING AND INSPECTION
6.1 All testing to determine specification compliance will be provided by Tai and
Associates, paid by the Owner, and will consist of Standard Penetration Test (SPT)
' borings and on -site observation during Vibro-Compaction.
6.2 SPT borings shall be performed at a minimum of seven (7) test locations for the
Wyne West Building and at five (5) locations for the Marine Tech Building.
6.; The work should consider an averaging of SPT values for the test hole, and also the
location of the test hole within the treated area. The required criteria for the
production ofthis work should relate to the soil improvement criteria ofSection ;.0
as determined by the SPT work.
(2)

6.4 Areas of the site not adequately densified as determined by the specified SPT values
shall be recompacted by Vibro-Compaction at no additional cost to the Owner.
6.5 Tai and Associates will provide site inspection to insure performance of the Vibro-
Compaction work. This inspection will include the following: observance of the
vibro contractor's procedures, recording of backfill quantities, and recording of
ammeter information.
6.6 A sample of any off -site backfill material required should be submitted to Tai- and
Associates for a grain size distribution analysis to establish the suitability, the cost of
which will be borne by the Owner.
7.0 LAYOUT OF WORK
After the initial rough grading of the vibro-treatment area, the general contractor shall
accurately lay out the center of the foundations for the vibro contractor to locate compaction
points, as shown on the drawings furnished by the vibro contractor.
8.0 SUBMITTALS
8.1 The vibro contractor shall furnish a shop drawing to the Owner prior to the work
indicating the location and penetration_ depths of the vibro points to achieve the
criteria outlined in this specification.
8.2 A daily log will be prepared by the contractor. Such logs will include recording of
probe number, start/finish time of probe, depth of treatment, approximate backfill
quantities and indication of relative ammeter increases.
8.3 Any change in the predetermined vibro program necessitated by a change in the
subsurface conditions will be immediately reported and submitted to the Owner.
9.0 COMPLETION REPORT
Upon completion of the Vibro-Compaction work, Tai and Associates will prepare a report to
the Owner documenting the observations of the improvement program and the results of the
twelve (12) SPT test borings for the two (2) buildings.
(3)
1

S T E W A R T
ENGINEERING
TO: NCDENR
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-2845
WE ARE SENDING YOU:
LETTER OF TRANSMITTAL
DATE: 09/05/02 JOB #: C1005
ATTN: Plan Review — Linda Lewis
RE: Carteret Comm Coll
VIA: UPS Next Day
SHOP DRAWINGS PRINTS PLANS SAMPLES X OTHER
SPECIFICATIONS COPY OF LETTER CHANGE ORDER DISKETTES
COPIES DATE DESCRIPTION
2 09/23/02 Additional Subsurface Exploration Soils Report
THESE ARE TRANSMITTED AS INDICATED BELOW:
X For Approval
For Your Use
As Requested
For Review & Comment
REMARKS:
Approved as submitted
Approved as noted
Returned for corrections
Returned after loan to us
Resubmit copies for approval
Attached you will find the additional soils report verifying the infiltration rate of the soils at the site of the proposed
infiltration basin. The permeability found by the Geotechnical Engineer is 0.02 cm per second, which is equal to 28.35
inches per hour. In our design, we used the minimum design parameter of 0.52 inches per hour, which is well below
the actual permeability. Thank you.
COPY TO:
SIGNED: L �Vdl
Vince Chirich IIa, El
RECEIVED
SEP 2 4 2002
DWQ
PROD # 1SW-3ozo"lo�
PO Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewarl-eng.com

4
TAI and ASSOCIATES
P.O. Box 52073 ❑ Raleigh, NC 27612 ❑ [phone] ❑ [phone] (FAX)
September 19, 2002
Carteret Community College
c/o Mr. David Clinton, AIA
1-layes-Howell Architects
135 West Connecticut Avenue
Southern Pines, North Carolina 28387
Re: Additional Subsurface Exploration Services
Carteret Community College - Lagoon
Morehead City. North Carolina
Tai Job No.: 0 1 -208-2
Gentlemen:
In accordance with your authorization, we completed an additional subsurface exploration program
for a lagoon of the referenced project site. This program consisted of field testing and sampling of soils,
laboratory testing and sample classification, consultation, and engineering services including analyses of
Field and laboratory data, permeability calculations and the preparation of a written report.
FIELD EXPLORATION
The additional field exploration program consisted of the drilling of two (2) soil borings (L-1 and
L-2) by a CME 450 drill rig to a maximum depth of twenty-two (22) feet below the existing ground
surface, All borings were advanced by rotary drill with Standard Penetration Tests (ASTM D-1586). The
approximate locations of borings are shown in Attachment I "Boring Location Plan." The logs of the two
(2) soil borings are attached as Attachment 2 "Boring Logs."
LABORATORY TESTING
'fhe laboratory testing progrann (ASTM D-2487) consists of the visual classification of the samples
recovered. The results of this test are included in Attachment 2 "Boring Logs." Soil samples near the
bottom of the lagoon were tested for Grain Size Distribution Analysis (ASTM D-422), and the results of
these tests are shown in Attachment 3.
SUBSURFACE MATERIALS
Based oil the field and laboratory test results, the generalized subsurface soil conditions at the site
can be described as follows:
DEPTH (FT.) DESCRIPTION
1. 0 to 0.5 + Topsoil
2. 0.5 + to 22.0 + Loose to firm fine SAND, trace of silt,
Some dense sand

41
Carteret Community College
Re: Tai Job No.: 01-209-2
September 19, 2002
f,a4,e 2
The groundwater level in the boreholes was measured at 2.0 feet below the existing ground
surface, representing the recent heavy rainfall caused by a tropical storm. The normal groundwater level
should be a few feet lower.
PROPOSED PROJECT
We Understand that the proposed project consists of' the design and construction of a lagoon with
the proposed final grade at final elevations of 10.0 and 15.0 N1SL. The depth of cut will be 3.0 feet in L-2
and K.0 feet in L-I to reach the proposed lagoon bottom elevations. Up to 5.0 feet of fill will be regUired
to build to the top of the dyke around the lagoon at elevation 20.0 MSL.,
DISCUSSION AND RECOMMENDATIONS
The permeability of the sand is too high to perform a falling head test in the field. Therefore, the
hcrmeability of the underlying sand was calculated using the D10 value obtained from the Grain Size
Di,tr-ibution Analysis and is found to be between 0.02 to 0.0; cm/sec. Soil with this value is classified as
havirr., moderate permeability.
The storm water that will be stored in this lagoon will have fines, which will slowly settle to the
bottom and reduce the permeability. Periodic maintenance may be required such as to remove any silt
"cake" formed at the lagoon bottom in order to keep the sand clear: and the permeability constant.
CLOSURE
It has been a pleasure to work with you and Stewart Engineering on this project. If you have any
questions or if you need any additional information or services, please do not hesitate to call us.
Very tritly yours,
-[ ai and Associates r 0
T. Danny "fai, Ph.D., P.
Attachments:
I . Boring Location Plan
2. Boring Logs (2)
3. Grain Size Distribution Analysis ResUlts
1TDT/mtr
cc: Stewart Psngineering ,�

BORING LOCATION PLAN
CARTERET COMMUNITY COLLEGE - LAGOON
MOREHEAD CITY, NORTH CAROLINA
EDP -';� �: -- ��•.�Wi
/ L-2 v i
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t. S � �ePmc. laca��o� v� ncecicd
,$ 1 1 q,u-.-:°_---• .�-. __- - --_-....-._----" � � 1 EX INSET 13 INN.
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'f 1 1 .5,
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5
IlHI
02
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WARINE T NOLOGY BM
' AD1 E j; Ltd FFE 14.50 r
TAI JOB
NO. 01-208 2 SEPTEMBER, 2002

BORING LOG
PROJECT: CARTERET COMMUNITY COLLEGE -LAGOON
LOCATION: Morehead City, North Carolina
OWNER: Carteret Community College
n vt)Tu Il L'C!`D TT7'T'T r01T rTJ FT F11
BORING NO. L-1
PAGE 1 OF 1
DATE September 12, 2002
• N VALUE (ASTM D-1586)
n
0.5
Topsoil
Dark brown, firm silty SAND
2.0
1
9
12.0
Dark brown, loose silty SAND
8
1
20.0
Brown, firm SAND
17
22.0
Grey, dense silty fine SAND
37
Boring Terminated at 22.0 Feet
TAI JOB NO. 01--208-2 TAI and ASSOCIATES
P.O. Box 52073 0 Raleigh, North Carolina 27612 C [phone]

BORING LOG
PROJECT: CARTERET COMMUNITY COLLEGE -LAGOON
LOCATION: Morehead City, North Carolina
OWNER: Carteret Community College
n17nmu nrcrnrvmrnV ri.t FT Fl7
BORING NO. L- 2
PAGE 1 OF 1
DATE September 12, 2002
• N VALUE (ASTM D-1586)
a
0.5
Topsoil
7.5
Tan, firm to very firm SAND
2.0
2
4
9.5,
Light brown, dense SAND
17.0
Grey, loose silty fine SAND
1
8
j!
1
Boring Terminated at 17.0 Feet
TAT. JOB NO. 01-208-2 TAI and ASSOCIATES
P0, Box 52073 ❑ Raleigh. North Carolina 27612 © [phone]

is �
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tedIVY✓ K/ N f/ V oZ r •
Post Office Box 10161
Wilmington, North Carolina 28404
Tel/Fax: [phone]
Consulting Environmental Scientists
July 23, 2003
Mr. Christopher S. Laude, P.E.
Carolina Geotechnical Services, P.C.
110 Portwatch Way, Suite 102
Wilmington, North Carolina 28412
SUBJECT: Report of Stormwater Infiltration Basin Observations
Infiltration Ponds 1 and 2
Carteret Community College
Morehead City, North Carolina
ESL Project No. 03-110
Dear Mr. Laude:
At your request, we traveled to the subject site for the purpose of making observations of
soil and water table conditions for two stormwater infiltration basins located there. We
understand that there is some concern about the long term ponding of water in these
basins. Our site visit was made on July 21, 2003. Our observations and conclusions are
presented in this report
Infiltration Basin (Pond) No. I
This basin is located at the western edge of the campus. It appears to have been
constructed by making a soil berm at site grade in which to collect storm.water for
infiltration. At the time of our visit, there were several inches of water ponded at the
southern end of the basin. Hand auger borings were made near the ponded area for the
purpose of observing soil conditions and the depth to the water table.
The surface soil is 6 to 8 inches of black fine sand. The black color results from the
presence of finely divided, decayed organic matter. The soil color from about 8 inches
depth to a depth of 36 inches is gray in various, shades. Free water was observed in the
borings at a depth of about 30 inches.
Water ponding appears to be the result of clogging of the surface soil with fines
transported into the basin by stormwater. In addition, an organic "slime" layer, which
may be the result of algal growth in the top inch or so of the wettest portion of the basin,
probably exacerbates the clogging. We noticed that this "slime" layer is not present in
the other portions of the basin where water is not ponded.

Report of Soil Observations
Carteret Community College
Morehead City, North Carolina
Page 2
Infiltration Basin (Pond) No. 2
This basin is located near the center of the campus, down gradient from the site of new
building construction. It appears to have been made by excavating the soil to a depth of
about 8 or 9 feet and constructing a soil berm on the southern side of the excavation.
Stormwater is conveyed into the basin by a subsurface pipe. At the time of our visit,
water was ponded over the whole of the basin and there were several feet of water at the
center of the basin where it is deepest. Hand auger borings were made in the ponded area
for the purpose of observing soil conditions. We also made observations in the side walls
of the basin and in the sidewalls of a smaller excavation located adjacent to the
infiltration basin on the east side. This smaller excavation appeared to be constructed as
a filter for stormwater being conveyed offsite by the stormwater system.
Hand auger borings made at the end of the stormwater pipe identified as "outlet 32" on a
drawing of the site provided by you, revealed fine sand with gley colors. Gley colors are
normally associated with soils that are permanently saturated. The borings were made at
outlet 32 because it is near the deepest part of the basin and is accessible without entering
the water. Borings made in the water near the western and northern sides of the basin
revealed fine sand soils with layers of cemented, organically stained, layers that resemble
spodic (Bh) horizons. Spodic horizons are normally massive and can be nearly
impermeable to water flow. We observed these same layers, several feet thick in some
locations, in the sidewalIs of Basin No. 2 and in the smaller excavation that we
mentioned previously. In addition, we observed thin layers of "iron -stone" in formation
above the spodic material. We also observed groundwater freely flowing into the basins
from the sand above the spodic horizons.
It appears that the excavation for Basin No, 2 was extended into the groundwater table. It
also appears that groundwater is flowing along the.top of the spodic horizons into the
basin from higher topographic positions into the basin. The presence of impermeable or
nearly impermeable spodic soil layers, drainage of groundwater from upslope positions,
and the depth of the excavation appear be the reasons for water staying in the basin. It is
also our beliefthat.water can,only exit the basin by lateral flow.downslope with little
vertical drainage.
If you have any questions about this report or its contents, please call. Thank you for
allowing us to assist you.
Sincerely,
W. R. (Bill) Dunlop, Jr.,.LSS
NC Licensed Soil Scientist #1095
CAI
�`$� bra °' �a ,�.. •,
EASTERN SOILS LIMITED P.O. Box 101
28404

1. V/
►.� uU7/23/t3 15: 10 14C AI ]J9t117d C►ral Ina GeofNch
V
Carolina Geotechnical services P.C.
Geoterhnical Engineering • Materials Tesling • Construction QAl()G
July 23, 2003
Mr. Danny'l`ai 3 p 7f
Tai and Associates
Post Office. Box 52073
Raleigh, North Carolina 27612
Reference; CGS Job No. 03-014, Preliminary Seasonal Ground Water Level Evaluation,
C'arterc:t Community Collegc, Morehead City, Carteret County, North Carolina
Dear Mr. Tai:
On July 21, 2003, our subcontractor, Eastern Soils [.invited of Wilmington, North Carolina,
conducted a seasonal ground water level investigation at the referenced project. The
investigation was performed to evaluate likely depth to seasonal high water in the vicinity al 2
infiltration basins at the referenced sine_
The investigation cansisted of hand uuger borings m the vicinity of the 2 bA9tris, observations of
the resulting soil sample9, and measurement of depib to stabilized water in the hand auger
borings. We anticipate our suhcontrnctnr'4 report will be delivered by the close of business on
July 23, 2003. We will forwarc a copy to you upon receipt,
Basin I i.% near the northwest corner of the site. At the time of the investigation, there was
standing water in the southeastern half of the basin. The depth to the seasonal ground water table
at the basin sub -grade, just west of the standing water, is about 30-inches. The standing water is
Ileld in the basin by a than layer of {'i[ee-grained wdintcnt and bio-sludge (a thin that of algae or
bacterial growth)_ This layer can be removed by raking the sub -grade in this area using an
excavator with a toothed bucket.
Basin 2 is near the center of the site. At the time of the investigation, about 3-feet of standing
water covcring the entire basin sub -grade. This water elevation represents the seasonal ground
water In -el in the basin. To maintain 2-feet of separation betwcen the basin sub -grade and the
seasonal water level, the basin sub -grade has to be raised by about 5-feet.
110 Portwateh Way. Sulta 102 • Wilmington, NC 28412 • Phone: [phone] • Fan: 910/392-2274
IO'd di£= 10 CG-CZ-LnV

07/23/03 I5:10 FAX [phone] Carollon Geo[cch
qua
C'GSJuAIva. U.1-a111
Prtflminury Seatowd Gmrind Wafer LeVft FValYaiiOrt
L'nrltr�v Cr-Omfoiio, College
Aturchead Ci/y. Covhrra! ✓<'mm(Y. North Carulinu
We are pleased to be of continued service to you on this project. We will forward a fmal report to
you as soon as the sub -contractor's report is avaiiable. If you have ally questions, or need
additional services, please call.
Sincerely.
Caro in Geutechl till Sciv , P.C. � % CAq
�~
SEAL
,
mien
Christophe S. Laudc, P.F. I
Attachment: Site Sketch
C41uti37 Gentrchnical Scmjccs, P.C.
110 POrtwatch Way, .tiaite 102, Wilminswn, Nunh C uoliivr 28a12
7ofaphane: 9101.192-1134. Facairnifo. 910/392-2274
Pagc 2 of 2
ZO -d
d'E=i"O EO-EZ-LAC'

"Feb,,11 03 04:23p
i
f
oqqq
kiblillb
S T E W A R T
ENGINEERING
TO:
COMPANY:
FAX NUMBER:
FROM:
DATE:
NUMBER OF PAGES:
HARD COPY MAILED:
REFERENCE:
PROJECT NUMBER:
MESSAGE:
Stewart Engineering Inc
Lindalewis
NCDER
910-350-2004
Vincent Chiricheila
Thursday, Februa 11, 2003
2 (Ineludinq Cover Sheet)
IBC
Carteret Comm Coll
C1005
9193808752 p.1
FAX TRANSMITTAL
Ms. Lewis,
Here is the sealed cover sheet for the stormwater calculations. Thank
you.
Vince
If there is a problem with this transmission, please call 919.380-8750.
PO Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-eng.com

RE: 020908 Cart. Corn. Col.
Subject: RE: 020908 Cart. Com. Col.
Date: Tue, 1 1 Feb 2003 16:14:03 -0500
From: "Vincent Chirichella" <vchiricl}[e-mail]>
To: "Linda Lewis" <[e-mail]>
Yes, that is correct.
Vincent J. Chirichella
[e-mail]
Engineering Intern
Stewart Engineering, Inc.
ph 919.380.8750 x142 fax [phone]
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]
Sent: Tuesday, February 11, 2003 4:03 PM
To: Vincent Chirichella
Subject: 020908 Cart. Com. Col.
Vincent:
I want to make sure I understand how the final system will work.
Ignoring Phase I and Phase II, and concentrating on the final condition -
runoff from the Wayne West Building and parking will enter the storage
pond (Pond B) by gravity via MH31. Runoff from the Marine Tech building
and parking will enter the storage pond (B) by gravity via MH8. A force
main and lift station will punp runoff from the storage pond to the
infiltration basin. Bypasses and vegetated filters are set up at MH31
and MH8 at elevation 9 for the excess design storm. Only the forcemain
from the temporary Pond A will be capped when all is said and done. The
forcemain and pump station from Pond B will remain operative. Is this
correct?
Thanks, Linda
1 of 1 2/12/2003 7:52 AM

P,,'q'dCEIVED
F E B a 4 2003
BY:
STEWART
ENGkNEERING
TO: NCDENR DATE:
Wilmington Regional Office _ _ _ ATTN:
127 Cardinal Drive Extension RE:
Wilmington, NC 28405-2845
WE ARE SENDING YOU:
01/31/03
LETTER OF TRANSMITTAL
Plan Review — Linda Lewis
Carteret Comm Coll
VIA: UPS Next Day
JOB 4: C1005
SHOP DRAWINGS PRINTS X PLANS SAMPLES OTHER
SPECIFICATIONS COPY OF LETTER CHANGE ORDER DISKETTES
COPIES DATE DESCRIPTION
1
01/31/03
Stormwater Detail Sheet — Full Size
1
01/31/03
Stormwater Detail Sheet— Half Size
THESE ARE TRANSMITTED AS INDICATED BELOW:
X For Approval
For Your Use
As Requested
For Review & Comment
REMARKS:
Ms. Lewis,
Approved as submitted
Approved as noted
Returned for corrections
Returned after loan to us
Resubmit copies for approval
Since the re -submittal of Carteret Community College, we have been coordinating the design/construction process of
the pond liner with the Geotechnical Engineer. After lengthy discussions, we have come to the conclusion that the clay
liner we placed on the drawings prior would not be sufficient. Our reasoning behind this is the difficulty in constructing
the liner to the specified design. Because of this, we have pursued alternative means that are available to us. We are
suggesting the use of a Geosynthetic Clay Liner. We have found that a Geosynthetic Clay Liner has been used in
Pine Knoll Shores at the wastewater treatment plant. The liner is used for a holding facility and has been installed for
5-years. Attached you will find a revised detail sheet showing the new liner. Thank you.
COPY TO:
SIGNED:
I jlj
Mcd Ch is ells, El
PO Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-ong.com

, PICE V L�
UEG 19 2002
J
STEWART:
ENGINEERING
ff9>EffkN[9Til�►P-ft
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-2845
WE ARE SENDING YOU:
SHOP DRAWINGS PRINTS
SPECIFICATIONS COPY OF LETTER
COPIES DATE DESCRIPTION
LETTER OF TRANSMITTAL
DATE: 12/18/02
ATTN: Plan Review — Linda Lewis
RE: Carteret Comm Coll
VIA: UPS Next Day
JOB #: C1005
PLANS SAMPLES X OTHER
CHANGE ORDER DISKETTES
2
12/18/02 1
Completed Stormwater Management Permit Application Form (SWU-101) pages 1 & 2
- Original and Copy
2
12/18/02
Completed Infiltration Basin Supplement SWU-103 page 1 — Original and Copy
1
12/18/02
Stormwater Management Plan Report
1
12/18/02
Response Letter
1
12/18/02
Set of Construction Document Plans — Full Size
1
12/18/02
Set of Construction Document Plans _ Half Size
THESE ARE TRANSMITTED AS INDICATED BELOW:
X For Approval
For Your Use
As Requested
For Review & Comment
REMARKS:
Approved as submitted
Approved as noted
Returned for corrections
Returned after loan to us
Resubmit copies for approval
Here are the responses to your comments sent on November 27, 2002. We have included a half'size set of plans for
your convenience due to the large sheet size. Thank you.
COPY TO: SIGNED:
rice thiAcNella, El
PO Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-eng.com

hwl:i
STEWART
ENGINEERING
December 18, 2002
Stormwater Review
N.C. Division of Water Quality
127 Cardinal Drive Extension
Wilmington, N.C. 28405
STRUCTURAL
TRANSPORTATION
CIVIL
RECEIVED
� �eC I`( 2W2-
PROD � sw8o�—
Reference: Carteret Community College Additions & Renovations
Following are the responses to the staff comments regarding this project. I have included each of
the staff's comments with my answers in bold below each comment. I hope I have answered your
concerns satisfactorily.
Carteret Community College Additions & Renovations
The following are the review comments and corrections for the above referenced plan:
Please label the pump location on the plans. Please provide a liner of some type to prevent
infiltration from occurring in the storage pond. Based on the reported SHWT elevation of
10, the bottom of the Phase 11B pond (elev. 2) will be 8 feet into the water table, so a liner
will be required.
The pumps are labeled on sheet C-31 according to keynotes Q and bK. A clay liner
has been provided on sheet C-4.3.
2. Please either delineate all wetlands on site, disturbed or undisturbed, or note on the plans
that none exist.
A note has been placed on sheets C-4.1 and C-4.2 stating "NO WETLANDS EXIST
ON -SITE".
3. Does the engineer have standard plan sheets that are not quite so large? They are
extremely unwieldy to review due to their size, and take up a large chunk of our precious
little file storage space. I will be weeding out the plan sheets that are not needed for this
Permit.
Unfortunately, the size of the plan sheets were determined by the project lead.
4. 1 have removed Mr. A.T. Rhue from page one of the application and replaces his name with
yours, since you have signed the application.
New application pages have been made reflecting the appropriate changes.
1' 0 Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-eng-com

5. The calculations are incomplete. Please provide complete calculations for the final
infiltration and storage basins by adding the drainage area, the percent impervious, and the
minimum IS' volume calculation. For example, how did your engineer determine that the
design volume is 31,613 cubic feet, and how did he determine that the proposed system
provided sufficient storage/infiltration for this volume?
As stated in response #1, there was a misunderstanding in the amount of runoff to be
treated. The new calculations show that only 15,925 cu ft needs to be treated. The
volumes on all the basins have been modified to reflect the new values. With the new
treatment volume, there is enough room to store the entire volume within the
infiltration basin. Since the water has to be pumped from the sedimentation/detention
basin to the infiltration basin, there is a certain length of time it will take to pump the
entire volume. The reported infiltration rate of the soil is 3 inches per hour, which
leads us to believe that as long as the soil does not become clogged; the infiltration
basin will never fill up (infiltration is faster than the pumping rate). Using the state
minimum guideline for infiltration rate, we have calculated that a volume of 2,780 cu
ft is needed in the infiltration basin. These calculations are shown on the sheets titled
Infiltration Basin Sizing in the Stormwater Management Plan report.
6. Please report all built -upon areas in square feet on the application.
New application pages have been made reflecting the appropriate changes.
7. Please label the bottom elevation of 16 on the infiltration basin section detail and show the
16 contour on sheet C 4.2.
The elevations have been labeled on sheets C-4.1, C-4.2 and C-4.3.
8. Please label the basin contour elevations that are dimensioned on sheet C 4.3 and label the
contours in the infiltration basin on sheet C 4.2.
The elevations have been labeled on sheets C-4.1, C-4.2 and C-4.3.
9. For infiltration, a flow control orifice is not required. Contrary to wet detention, the only
draw down requirement for infiltration is that the 1.5" volume must be gone within 5 days.
There is no requirement to hold it for 2 days. Please let me know what the orifice
calculation sheets are for, and make sure the pump rate is based on getting runoff from the
holding area to the infiltration area as quickly as possible.
The orifice calculation is for the draw down pipe in the sedimentation/detention basin
for the pump manhole. We have designed a pumping cycle to prevent the infiltration
basin from being overtopped in the event of two storms back-to-back. See sheet C-5.3
for pumping cycle.
10. The supplement reports that the bottom elevation is 16 with a surface area of 1,313 ft2, and
that a storage volume of 14,326 ft3 has been provided at elevation 19.95 in the infiltration
basin, but the calculations do not support this. They start at elevation 17 with an area of
1,735 ft2, and indicate that at elevation 20, only 13,203 ft3 is provided. Please revise the
calculations or supplement to agree with each other.
The calculations and supplement have been revised.
P 0 Box 12054. Research Triangle Park. SIC 27709 Tel [phone] Fax [phone] www.stewart-eng.corn

We are re -submitting 1 set of construction documents and I half-size set, for your convenience,
along with these comment responses for your re -review.
Si cereely,
(I ('W
Vincent Chirichella, EI
P 0 Box 12054, Research Triangle Park, IBC 27709 Tel [phone] Fax 919.380,8752 www.stewart-eng.com

P. 1
COMMUNICATION RESULT REPORT ( FEB. 7.2003
FILE MODE OPTION
--f�lEMORY TX ------ — 494
ADDRESS (GROUP)
-- 8-25272e4684
3: 49PM )
TTI
RESULT
-------O-
K
NCDENR WIRO
PAGE
--------P.—3/3
---
-- REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
i
Michael F. Easley, Governor William G. Ross Jr., Secretary
! FAX COVER SHEET
Date: " r7— No. Of Pages:
To: i#uh`aI
`n _ From: L-int�a Lewls lrcl� _ r've
CO: CO.. .WG 2
FAX # FAX#: [phone]
REMARKS;
I
127 Cardinal Drive Extension. Wilmington, N.C. 28405-3845 Telephone(M) 3954900 Fax [phone]
An Equal Opportunity AMrmative Action Employer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. EasIey, Governor William G. Ross Jr., Secretary
FAX COVER SHEET
Date: ?-- F7 - 03
To: [+uqh T2 I fDn
CO:
FAX #: 252 - T26 -4Co54
REMARKS:
No. Of Pages:
From: LilOa L 2w; s PfclC 'Eh ver-
CO: Pwa
FAX#: [phone]
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Mr. Joseph Barwick, President
Carteret Community College
3305 Arendell Street
Morehead City, NC 28557-2989
Subject
Dear Mr. Barwick:
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
November 27, 2002
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. S W 8 020908
Wayne West and Marine Technology Buildings
Carteret County
The Wilmington Regional Office received a Stormwater Management Permit Application
for Wayne West and Marine Technology Buildings on September 6, 2002. A preliminary review
of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
I. Please label the pump location on the plans. Please provide a liner of some type to
prevent infiltration from occurring in the storage pond. Based on the reported
SHWT elevation of 10, the bottom of the Phase HB pond (elev. 2) will be 8 feet
into the water table, so a liner will be required.
2. Please either delineate all wetlands on site, disturbed or undisturbed, or note on
the plans that none exist.
3. Does the engineer have standard plan sheets that are not quite so large? They are
extremely unwieldy to review due to their size, and take up a large chunk of our
precious little file storage space. I will be weeding out the plan sheets that are not
needed for this permit.
4. I have removed Mr. A.T. Rhue from page one of the application and replaced his
name with yours, since you have signed the application.
5. The calculations are incomplete. Please provide complete calculations for the final
infiltration and storage basins by adding the drainage area, the percent impervious,
and the minimum 1.5" volume calculation. For example, how did your engineer
determine that the design volume is 31,613 cubic feet, and how did he determine
that the proposed system provided sufficient storage/infiltration for this volume? I
don't quite follow the calculations that have been provided.
6. Please report all built -upon areas in square feet on the application.
7. Please label the bottom elevation of 16 on the infiltration basin section detail and
show the 16 contour on sheet C 4.2.
8. Please label the basin contour elevations that are dimensioned on sheet C 4.3 and
label -the contours in the infiltration basin on sheet C 4.2.
YCKY
NCDENR
N.C. Division of Water Quality 127 Cardinal Drive Extension Wilmington, N.C. 28405 [phone] Fax [phone] Customer service
800-623-7748

Mr. Banvick
November 27, 2002
Stormwater Project No. S W 8 020908
------------------------------------------
9. For infiltration, a flow control orifice is not required. Contrary to wet detention,
the only drawdown requirement for infiltration is that the 1.5" volume must be
gone within 5 days. There is no requirement to hold it for 2 days. Please let me
know what the orifice calculation sheets are for, and make sure the pump rate is
based on getting runoff from the holding area to the infiltration area as quickly as
possible.
10. The supplement reports that the bottom elevation is 16 with a wurface area of
1,313 ftz, and that a storage volume of 14,326 f13 has been provided at elevation
19.95 in the infiltration basin, but the calculations do not support this. They start
at elevation 17 with an area of 1,735 ft2, and indicate that at elevation 20, only
13,203 ft3 is provided. Please revise the calculations or supplement to agree with
each other.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to Ddcember 27,
2002, or the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee.
If you need additional time to submit the information; please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
, % 66 , �&"
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDJNFO120021020908.NOV
cc: Linda Lewis
Vincent Chirichella, P.E.

Mr. Barwick
November 27, 2002
Storrnwater Project No. S W 8 020908
9. For infiltration, a flow control orifice is not required. Contrary to wet detention,
the only drawdown requirement for infiltration is that the 1.5" volume must be
gone within 5 days. There is no requirement to hold it for 2 days. Please let me
know what the orifice calculation sheets are for, and make sure the pump rate is
based on getting runoff from the holding area to the infiltration area as quickly as
possible.
10. The supplement reports that the bottom elevation is 16 with a wurface area of
1,313 ft2, and that a storage volume of 14,326 ft3 has been provided at elevation
19.95 in the infiltration basin, but the calculations do not support this. They start
at elevation 17 with an area of 1,735 ft2, and indicate that at elevation 20, only
13,203 ft3 is provided. Please revise the calculations or supplement to agree with
each other.
PIease note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to December 27,
2002, or the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this Ietter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINF0120021020908.NOV
cc: Linda Lewis
Vincent Chirichella; P.E.

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- Michael F. Easley, Governor
- William G. Ross, Jr:; -Secretary -
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
August 29, 2002
Mr. Vince Chirichella
Stewart Engineering
PO Box 12054
Research Triangle Park, NC 27709
Dear Mr. Chirichella:
The submitted project information is being returned because it lacked the necessary elements
to process the Stormwater Management Permit application. The following information is needed to
accept -the application for review: - _ - - - - �- -- - --_ - - - -- -
IR An original signature on the permit application. The two received were copies.
An original signature on the infiltration supplement form. The two received were copies.
21 The college already has several permits, however the one you are proposing to modify is not
SW8 970426. That permit was re -issued on.July 15, 1999, for the Marine Science and
Technology Center, which is located to the west of your project, across the street. I believe
the correct permit number to modify is SW8 960424, which was issued on July 16, 1996. A
Master Plan was compiled'by Ron Cullipher, P.E., Stroud Engineering (252-247-7479), If
you decide that a modification is the route you wish to take, please keep in mind that the
application must cover all of the previously approved work plus the proposed work. To avoid
confusion, once a modification is permitted, we don't keep the old plans or applications
(except for the supplement forms for the un-modified systems). I have enclosed a copy of the
application that was approved in 1996.
I will hold the plans, calculations and check here until September 12, 2002. If the requested
infornation is not submitted by that date, the check will be returned to you, the remainder of the
application will be recycled, and you must start the process over. Please provide the requested
information and return the requested information to my attention at the address below. If you have
any questions, please do not hesitate to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
Project Name: Carteret Community College Modification
County: Carteret County
Project Number: SW8 970426
cc: Linda Lewis
A.T. Rhue
NCDENR
N.C. Division of Vvater Quality 127 Cardinal Drive Extension Wilmington, N.C. 28405 [phone] Fax [phone] Customer Service
800-623-7748

STEWART
ENGINEERING
September 5, 2002
STRUCTURAL
TRANSPORTATION
CIVIL
RECEIVED
SE* 0 6 2002
DWQ
Division of Water Quality PROD #
North Carolina Department of Environmental and Natural Resources
Wilmington Regional Office
Reference: Carteret Community College Additions and Renovations
Following are the responses to your comments regarding this project. I have included each of the
your comments with my answers in bold below each comment. I hope I have answered your
concerns satisfactorily.
Carteret Community College Additions and Renovations
The following are the review comments and corrections for the above referenced plan:
1. An original signature on the permit application. The two received were copies.
The original has been attached.
2. An original signature on the infiltration supplement form. The two received were copies.
The original has been attached.
3. The college already has several permits, however the one you are proposing to modify is not
SW8 970426. That permit was re -issued on July 15, 1999, for Marine Science and Technology
Center, which is located to the west of your project, across the street. I believe the correct permit
number to modify is SW8 960424, which was issued on July 16, 1996. A Master Plan was
compiled by Ron Cullipher, P.E., Stroud Engineering (252-247-7479). If you decide that a
modification is the route you wish to take, please keep in mind that the application must cover all
the previously approved work plus the proposed work. To avoid confusion, once a modification is
permitted, we don't keep the old plans or applications (except for the supplement forms for the un-
modified systems). I have enclosed a copy of the application that was approved in 1996.
The permit has been modified for submittal as a new permit, not a modification.
Si cerely,
Uaw 4-0
Vincent Chirichella, EI
P 0 Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.siewart-eng.com

RECEIVED
� N
-A5EP 0 G 2402
E r E w n IR DWe LETTER OF TRANSMITTAL
ENGINEERING G
PROJ #
TO: NCDENR DATE: 09/05/02 JOB #: C1005
Wilmington Regional Office ATTN: Plan Review — Linda Lewis
127 Cardinal Drive Extension RE: Carteret Comm Coll
Wilmington, NC 28405-2845
WE ARE SENDING YOU:
SHOP DRAWINGS
SPECIFICATIONS
COPIES DATE
PRINTS
COPY OF LETTER
DESCRIPTION
VIA: UPS Next
PLANS SAMPLES X OTHER
CHANGE ORDER DISKETTES
1
08/27/02
Completed Stormwater Management Permit Application Form SWU-101 - Original
1
08/27/02
Completed Infiltration Basin Supplement SWU-103 -Original
1
09/05/02
Response Letter
THESE ARE TRANSMITTED AS INDICATED BELOW:
X For Approval
For Your Use
As Requested
For Review & Comment
REMARKS:
Approved as submitted
Approved as noted
Returned for corrections
Returned after loan to us
Here is the information you requested. Thank you.
COPY TO:
Resubmit copies for approval
SIGNED: � Zvi
Vince Chirichella, El
PO Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax 919,380.8752 www.stewart-eng.com