SW8030405_COMPLIANCE_20030925

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW7L(��
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMM D D

i �,
|NF|LTRAJ|ON BASIN ANALYSIS
PROJECT NUMBER: 030405
PROJECT NAME: Porters Neck[NadacH8
DRAINAGE BASIN: Cape Fear
RECEIVING STREAM: Pages Greek
Index No.:
Basin
SITE AREA 2.13acea
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER
TOTAL
% IMPERVIOUS, |=
ELEVATION OFSEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
FILENAME: Q:\DATAVWPOATAVWOOUN8AS|N030405.W8K1
DATE: 25'Sep-08
REVIEWER: LSMunn
CLASS: GA
IfORW.is site within thm57SAEC?
92. --
RationalC
13500 1
47900 1
6000 1
Co=
9|eua u ^1^ hano if Rational
RV= .05+.009( | )=
FEETM81
INCHES/HOUR
or 0.000784 FPS
Elev. (ft) Area, oq ft
Inc. Volume Aoc. Volume
BOTTOM 50 3840
51 6220
4030 4930
51 0220
0 4930
TOP 52 8940
7580 12510
VOLUME / DEPTH DRAWDCWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
CUBIC FEET
TOTAL VOLUME AVAILABLE
CUBIC FEET
DEPTH OF RUNOFF
FEET
TIME TD ORAVVDON/N
HOURS MUST BE <130
2SYEAR J4HOUR STORM N/A
Intensity, i=.33inches /hour
Clr=CiA=
0.55 CF8
C>pthrough the bottom cf thebanin=
278 CFO Must be>C>r
10VEA0 10 MIN HIGH INTENSITY EVENT
Intensity, i=8.3inches /hour
Volume for 10 yr. 10 min. event =
6289.20 CF < 12518 CF
COMMENTS
Volume and dmwdnwnare (not) within Design Requirements.

INFILTRATION BASIN ANALYSIS
PROJECT NUMBER: 030405
PROJECT NAME: Porters NeckMedac HS
DRAINAGE BASIN: Cape Fear
RECEIVING STREAM: Pages Creek
Index No.:
Basin 2 '
SITE AREA 1.54 acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER
TOTAL
% IMPERVIOUS, 1=
ELEVATION OF SEASONAL HIGH WATER TABLE
REPORTED INFILTRATION RATE
SURFACE AREAS AND ELEVATIONS
Elev. (ft) Area, sq
FILENAME: G:IDATAIWPDATAIWQSIINBASIN1030405.WK1
DATE: 25-Sep-03
REVIEWER: LSMunn
CLASS: SA
If ORW, is site within the 575' AEC?
DRAINAGE AREA:
ft Inc. Volume Acc. Volume
BOTTOM 43
3465
44
3465
3465
3465
45
3465
3465
6930
TOP 45.6
3465
2079
9009
VOLUME 1 DEPTH 1 DRAWDOWN CALCULATION
DESIGN STORM, INCHES
DESIGN VOLUME
CUBIC FEET
TOTAL VOLUME AVAILABLE
::. G90�9
CUBIC FEET
DEPTH OF RUNOFF
;;:<.;::2,.GQ>:
FEET
TIME TO DRAWDOWN
,;3.12p..4<
HOURS MUST BE <120
25 YEAR 24 HOUR STORM NIA
Intensity, i = .33 inches I hour
Or-- C i A =
0.36
CFS
Op through the bottom of the basin=
0.00
CFS Must be > Qr
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity, i = 6.3 inches 1 hour
Volume for 10 yr. 10 min. event =
4167.02
CIF < 9009 CIF
COMMENTS
Volume and drawdown are (not) within Design Requirements.

o�oF \NATERpG Michael F. Easley. Governor
o William G. Ross Jr., Secretary
C North Carolina Department of Environment and Natural Resources
I �
O Alan W. Kiimek, P.E.,Director
Division of Water Quality
June 5. 2003
Mr. Dale Key
Medac Health Services, P.A.
3710 Shipyard Boulevard
Wilmington, NC 28403
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 030405
Porters Neck Medac Health Services
New Hanover County
Dear Mr. Key:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Porters Neck Medac Health Services on April 4, 2003. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review;
✓ 1. Please contact me to make arrangements for Vincent Lewis to do the soils investigation.
If he has already been to this site, please advise.
2. Please provide a delineation drainage map.
The application states that the Project Built Upon Area includes 8,300 square feet of
pavement draining off -site. All on -site built upon area must enter the basin. Please show
on the delineation drainage map how much of -the driveway runs off -site.
4. Please provide dimensions for the buildings, sidewalks, concrete pads, etc.
✓5. Sheet C3 contains two different scales. Please only provide the correct scale.
6. Please provide a dimensioned plan view of the holding pond. I am unsure how the water
in the concrete basin southeast of the building gets into the part of the basin northeast of
the building. Also, since the holding pond is concrete, you do not need an Infiltration
Basin Supplement. Please provide all the information about the holding basin in sealed
calculations.
7. Please provide a detail of Catch Basin 4. Also, the narrative states that the bypass will
discharge through vegetative filters leading to off -site ditches. The plans show the
discharge running back into the holding basin. Do you intend for this system not to have
an off -site discharge?
✓8. The stone check dams in Infiltration Basin #1 will create a forebay section of the pond.
The state does not require forebays in infiltration basins. The water may back-up quicker
in the bypass structure with the check dams in.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NCi ENR

IN4r. Dale Key
June 5, 2003
Stormwater Project No. SW8 030405
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 July 5, 2003, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents must be
returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at [phone].
Sincerely,
Laurie Munn
Environmental Engineer
RSS/:Ism S:1WQSISTORMWATIADDINF0120031030405 june03.doc
cc: Laurie Munn
Lawrence Sneeden, Jr., P.E.

1,►
STORMWATER SYSTEM NARRATIVE
PORTERS NECK MEDAC HEALTH SERVICES
WILMINGTON, NORTH CAROLINA
For
Medac Health Services, P.A.
3710 Shipyard Blvd.
Wilmington, NC 28403
[phone]
�ryRSt�rretnrr
r
SE Al.
10972
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7
March 2003
Prepared by:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] — (Fax)
E-mail: [e-mail]
A & K Project No. 02146

NARRATIVE
DESCRIPTION.
The site is a 3.97-acre tract on the west of Market Street (US 17) 1,800 feet
southwest of its intersection with Porters Neck Road (SR 1402). The tract is bounded by
road right-of-way to the east, residentially zoned property adjacent to the northeast
property corner, and commercially zoned property to the west, south and north. The site
is a vacant tract with some vegetation. There is no expected runoff from off -site draining
to this project.
The project is new development consisting of clearing, grading, and construction of
a 3-story building with asphalt access and parking, stormwater management system, and
utilities. Design impervious for the entire site is computed at 67%. Approximately 3.9
acres will be disturbed by the initial construction work.
STORMWATER MANAGEMENT MEASURES:
The site is located in a SA watershed and is proposed as high density, with a
maximum impervious surface of 67%. Runoff will be collected along curbs and
discharged to infiltration basin #1 and holding basin #2, sized to store the runoff from the
first 1.5-inches of rain. Runoff to basin #1 will infiltrate directly to the soil over a 50 minute
period. Runoff to basin #2 will be pumped to basin #1 for infiltration over a 23 hour period.
Runoff in excess of the stored amount will bypass to vegetated filters leading to
off -site ditches.
The grading contractor and developer will provide maintenance during
construction. The property owners association will provide maintenance after completion.
2

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Design
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REAR OFLOT TO
INFILTRATION BASIN
P1.. ,
INFILTRATI
u
DETENTION @
DRIVEWAY CULVERT
Su�cat Reach on ��rik'
PARKING)BLDG. TO
HOLDING BASIN #2
HOLDIN BASIN #2 -
CUL EC
330HD
-ATED FILTER

02146 PORTERS NECK MEDAC - REV2 Type/1/ 24-hr 10-Yr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
HydroCADO 6.40 sln 000479 O 1986-2003 Applied Microcomputer Systems 9/15/03
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: PARKING/BLDG. TO HOLDING Runoff Area=67,300 sf Runoff Depth=3.14"
Tc=10.0 min CN=77 Runoff=6.89 cfs 0.405 of
Subcatchment S1: REAR OF LOT TO INFILTRATI Runoff Area=92,800 sf Runoff Depth=3.49"
Tc=10.0 min CN=82 Runoff=10.58 cfs 0.619 of
Reach R1: VEGETATED FILTER Peak Depth=0.16' Max Vet=2.5 fps Inflow=4.03 cfs 0.232 of
n=0.024 L=50.0' S=0.0200 '1' Capacity=97.80 cfs Outflow=4.03 cfs 0.231 of
Pond P1: INFILTRATION BASIN Peak Elev=51.03' Storage=5,188 cf Inflow=10.58 cfs 0.619 of
Discarded=5.16 cfs 0.619 of Primary=0.00 cfs 0.000 of Outflow=5.16 cfs 0.619 of
Pond P2: HOLDING BASIN #2 - C Peak Elev=46.48' Storage=7,698 cf Inflow=6.89 cfs 0.405 of
Discarded=0.07 cfs 0.023 of Primary=4.03 cfs 0.232 of Outflow=4.10 cfs 0.255 of
Pond P3: DETENTION @ DRIVEWA Peak Elev=44.00' Storage=405 cf Inflow=4.03 cfs 0.231 of
12.0" x 60.0' Culvert Outflow=3.58 cfs 0.231 of

02146 PORTERS NECK MEDAC - REV2 Type 11124-hr 10-Yr Rainfa11=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 3
HydroCADO 6.40 sln 000479 O 1986-2003 Applied Microcomputer Systems 9/15/03
Subcatchment 2S: PARKING/BLDG. TO HOLDING BASIN #2
Runoff = 6.89 cfs @ 12.14 hrs, Volume= 0.405 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Yr Rainfall=7.00"
Area (sf) CN Description
9,500 98 Roofs
24,100 39 >75% Grass cover, Good, HSG A
31,000 98 Paved parking
2,700 98 Sidewalks
67,300 77 Weighted Average
Tc Length Slope Velocity Capacity Description
min) (feet) (ftlft) (f#/sec) (cfs)
Direct Entry,
Subcatchment S1: REAR OF LOT TO INFILTRATION BASIN #1
Runoff = 10.58 cfs @ 12.14 hrs, Volume= 0.619 af, Depth= 3.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Yr Rainfall=7.00"
Area (sf) CN Description
47,900 98 Paved parking
25,400 39 >75% Grass cover, Good, HSG A
13,500 98 Roofs
6,000 98 Sidewalks
92,800 82 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (fUsec) (cfs)
10.0 Direct Entry,
Reach R1: VEGETATED FILTER
Inflow Area = 1.545 ac, Inflow Depth = 1.80" for 10-Yr event
Inflow - 4.03 cfs @ 12.30 hrs, Volume= 0.232 of
Outflow = 4.03 cfs @ 12.31 hrs, Volume= 0.231 af, Atten= 0%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.5 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.6 min

02146 PORTERS NECK MEDAC - REV2 Type 11124-hr 10-Yr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
H droCADO 6.40 s/n 000479 O 1986-2003 Applied Microcomputer Systems 9/15/03
Peak Depth= 0.16' @ 12.31 hrs
Capacity at bank full= 97.80 cfs
Inlet Invert= 45.10', Outlet Invert= 44.10'
10.00' x 1.00' deep channel, n= 0.024 Length= 50.0' Slope= 0.0200 7'
Side Slope Z-value= 3.0 7'
Pond P1: INFILTRATION BASIN #1
Inflow Area
2.130 ac, Inflow Depth = 3.49"
for 10-Yr event
Inflow =
10.58 cfs @ 12.14 hrs, Volume=
0.619 of
Outflow =
5.16 cfs @ 12.36 hrs, Volume=
0.619 af, Atten= 51 %, Lag= 13.6 min
Discarded =
5.16 cfs @ 12.36 hrs, Volume=
0.619 of
Primary -
0.00 cfs @ 11.00 hrs, Volume=
0.000 of
Routing by Stor-Ind
method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Bev= 51.03'
@ 12.36 hrs Surf.Area= 6,313 sf
Storage= 5,188 cf
Plug -Flow detention time= 7.7 min calculated for 0.619
of (100% of inflow)
Center -of -Mass det. time= 7.5 min ( 757A - 749.9 )
# Invert
Avail.Storage Storage Description
1 - 50.00'
12,510 cf Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq-ft) (cubic -feet)
(cubic -feet)
50.00
3,640 0
0
51.00
6,220 4,930
4,930
52.00
8,940 7,580
12,510
# Routinq Invert Outlet Devices
1 Discarded 0.00' 0.049000 fpm Exfiltration over entire Surface area
2 Primary 51.50' 3.0' long x 2.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s)
Discarded OutFlow Max=5.16 cfs @ 12.36 hrs HW=51.03' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 5.16 cfs)
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=50.00' (Free Discharge)
L2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
Pond P2: HOLDING BASIN #2 - CULTEC 330HD
Inflow Area = 1.545 ac, Inflow Depth = 3.14" for 10-Yr event
Inflow = 6.89 cfs @ 12.14 hrs, Volume=
0.405 of
Outflow = 4.10 cfs @ 12.30 hrs, Volume=
0.255 af, Atten= 40%, Lag= 9.8 min
Discarded = 0.07 cfs @ 11.12 hrs, Volume=
.0.023 of
Primary = 4.03 cfs @ 12.30 hrs, Volume=
0.232 'af
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 46.48' @ 12.30 hrs Surf.Area= 3,465 sf
Storage= 7,698 cf
Plug -Flow detention time= 55.0 min calculated for 0.254 of (63% of inflow)
Center -of -Mass det. time= 25.8 min ( 777.5 - 751.6 )

02146 PORTERS NECK MEDAC - REV2 Type Ill 24-hr 10-Yr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 5
HydroCADO 6.40 sln 000479 ©1986-2003 Applied Microcomputer Systems 9/15/03
# Invert Avail.Stora a Storage Description
1 43.00' 3,627 cf Custom Stage Data (Prismatic) Listed below
13,860 cf Overall - 4,791 cf Imbedded = 9,069 cf x 40.0% Void
2 43.50' 4,627 cf 47.8"W x 30.0"H x 69.001 Cultec R-330 x 9 Inside #1
3 43.50' 150 cf 33.6"W x 20.0"H x 4.831 Cultec HVLV 180 x 9 Inside #1
4 43.50' 15 cf 15.8"W x 12.0"H x 2.001 Cultec HVLV F-24 x 9 Inside #1
8,419 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
feet s -ft cubic -feet cubic -feet
43.00 3,465 0 0
47.00 3,465 13,860 13,860
# Routing Invert Outlet Devices
1 Primary 45.30' 18.0" x 50.0' long Culvert
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 45.10' S= 0.0040'1' n= 0.013 Cc= 0.900
2 Device 1 45.60' 3.00' x 0.50' Vert. Orifice/Grate C= 0.600
3 Discarded 43.00' Pump
Head (feet) 0.00 0.10 4.00
Disch. (cfs) 0.00 0.07 0.07
Discarded OutFlow Max=0.07 cfs @ 11.12 hrs HW=43.10' (Free Discharge)
'-3=Pump (Custom Controls 0.07 cfs)
Primary OutFlow Max=4.03 cfs @ 12.30 hrs HW=46.48' (Free Discharge)
L1=Culvert (Barrel Controls 4.03 cfs @ 3.7 fps)
L2=Orifice/Grate (Passes 4.03 cfs of 5.69 cfs capacity)
Pond P3: DETENTION @ DRIVEWAY CULVERT
Inflow Area = 3.675 ac, Inflow Depth = 0.75" for 10-Yr event
Inflow - 4.03 cfs @ 12.31 hrs, Volume= 0.231 of
Outflow = 3.58 cfs @ 12.41 hrs, Volume= 0.231 af, Atten= 11 %, Lag= 5.7 min
Primary - 3.58 cfs @ 12.41 hrs, Volume= 0.231 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 44.00' @ 12.41 hrs Surf.Area= 818 sf Storage= 405 cf
Plug -Flow detention time= 0.7 min calculated for 0.230 of (100% of inflow)
Center -of -Mass det. time= 0.7 min (778.3 - 777.6 )
# Invert Avail.Storage Storage Description
1 43.50' 2,563 cf 10.00'W x 80.00'L x 3.00'H Prismatoid Z=0.2
# Routing___Invert Outlet Devices _
1 Primary 42.60' 12.0" x 60.0' long Culvert
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 42.00' S= 0.0100 '1' n= 0.012 Cc= 0.900

02146 PORTERS NECK MEDAC - REV2 Type I1124-hr 10-Yr Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 6
HydroCADO 6.40 sln 000479 © 1986-2003 Applied Microcomputer Systems 9/15/03
Primary OutFlow Max=3.58 cfs @ 12.41 hrs HW=44.00' (Free Discharge)
'-1=Culvert (Barrel Controls 3.58 cfs @ 4.6 fps)

ut ESL SP ',,
THE MYERS SSM33 IS A RUGGED, HEAVY DUTY 113 HP
SUBMERSIBLE PUMP DESIGNED FOR DEMANDING
DRAINAGE JOBS. The SSM33's recessed, vortex, impeller
provides a clear, unobstructed passage in the volute case
for superior solids handling. Its 1/2" solids handling capa-
bility allows it to be used in a wide variety of drainage and
effluent pumping applications. Extensive use of cbrrosion
resistant cast iron and thermoplastics ensures that the
SSM33 will perform for years to come in most installations.
Contact your Myers distributor, or the Myers Ohio sales
office at 419/289-1144 for more details, j
SSM33
Submersible Sump and
Effluent Pump
ADVANTAGES BY DESIGN
DURABLE MOTOR WILL.DELIVER MANY YEARS OF
RELIABLE SERVICE.
• Oil -filled motor for maximum heat dissipation
and continuous bearing lubrication,
■ Shaded pole motor eliminates starting
switches.
■ Recessed vortex impeller operates completely
out of volute` provides free flow -through
passage for solids and liquid and has minimal
radial loading for long bearing life,
THE SSM33 IS ENGINEERED FOR MANY YEARS OF
MAINTENANCE -FREE OPERATION.
>• Automatic models available with piggy -back
float switch or piggyback vertical switch,
(Both mercury free)
■ Pump can be operated manually by unplug-
ging piggy -back switch and plugging pump
directly into outlet (Automatic models).
■ Heavy cast iron motor housing and volute
case dissipate heat, allow motor to run cooler
for extended life, resists corrosion.
PRODUCT CAPABILITIES
Capacities To
31 gpm
117 Imp
Heads To
23 It.
7 m
Pump Down Range
Float Switch
Vertical Switch
7 to 10 In.
4.1/8'
178 to 254 mrn
107 mm
Solids Handling Capacity
If2 in.
12.8 mm
Liquids Handling
Iresh drain water,
effluent
Intermittent Liquid Temp. I
up to 140T I up to 60'C
Motor
1/3 HP shaded pole
1550 RPM
Electrical
115V, 7.5 amps
10, 60 Hz.
Acceptable pH Range
5-9
Discharge, NPT
1.1/2 in.
38.1 mm,
Minimum Sump Diameter
12 in.
305 mm
ETL Listing
Class 1, Div. 2 Group D
Class 2, Div. 2 Group F, G
Class 3, Div. 1, 2
Construction Materials
Motor Housing, volute Case
cast iron, Class 30, ASTM A48
Pump Base
high impact
ABS thermoplastic
Impeller
recessed, thermoplastic
Power Cord
10 or 20 It.,
1613 SJTWISJTW-A
Mechanical Seal
carbon and ceramic
WHERE INNOVATION MEETS TRADITION
ISO 9001 Certified
PENTAIR PUMP GROUP

SSM33
Submersible Sump and
4 Effluent Pump
• S • •
��
• I
1.t.1�.�
�tt1
�
Ir�`r1�,r1►�► e �
-p
1
VOLUTE CASE
1�discharge..._
design allows
unobstructed
passage of 1/2'
MECHANICAL SHAFT SEAL
Carbon and ceramic
faces. Body is stationary:
prevents string or trash
from winding on seal.
1 I
RECESSED IMPELLER
Operates Out of volute
passage, allowing maxi-
mum flow of liquids and
solids up to 112 inch
diameter. i
)IMENSIONS
I
i:�■tea..+ i:�i�
PERFORMANCE CURVE
CAPACITY LITERS PER MINUTE
O zo 4a so 100 120 IW I.0
30
0
0 5 10 IS 20 25 30 35
CAPACITY GALLONS PER MINUTE
PERFORMANCE TABLE
4R� ti
Total
Ft.
2
4
6
8
10 1
12
14-
16
1 B
20
22
Head
M
0.61
1.22
1.83
2.44
3.05
3.66
4,27
4.88
5.49
6.1
1860
1630181017801740
1650
1560
14101200
720
J71Ga11Hr.
UHr.
7040
6927
685]
6 337
6586
6245
5905
5337
4542
272.5
K3384 9198
Printed in U.S.A.
eo nr,
® •iNK
PENTAIR PLUM
F. E. Myers, 1101 Myers Parkway, Ashland, Ohio 44805-1969
419/289-1144, FAX: [phone], www.temyers.com
Myers (Canada), 269 Trillium Drive, Kitchener, Ontario N2G 4W5
519/748.5470,FAX: 519174B-2553

• CULTEC, Inc.
878 Federal Road
P.O. Box 280
Brookfield, CT 06804
PREPARED FOR:
Larry Sneeden
Andrew & Kuske
902 Market Street
Wilmington, NC 28401
910.343-9653
910-343-9604
INPUT
Please fill in your parameters
Restrictive Horizon (R):
Paved? (1ano, oyes)
Wheal Load: (1a1-12O, 0=H10)
Storage Required (ft3)
Limiting Dimension (R)
I
I(800) 4-CULTEC
[phone]
Fax [phone]
www.cultec.com
[e-mail]
I
CULTEC 'SYSTEM CALCULATIONS
PROJECT INFORMATION:
ENGINEER:
Porters Neck Medac
Larry Sneeden
8115 Market Street
Andrew & Kuske
Wilmington, NC
902 Market Street
I
Wilmington, NC 28401
910-343-9653
, i
910-343-9604
I
Able to be Installed under these arameters?
40OHD
400 EZ 24HD
EZ 24
280HD
YES
YES YES
YES
YES
10 V
330HD
330 10OHD
100
280
f0
YES
YES YES
YES
YES
180HD
180
75HD
75
6500
YES
YES
YES
YES
46
125HD
125
FDCjHD
FDC-4
Model name
Approx.
Unit
Count
k of Rom
wide
{
l
C of Units Long
Total 0 of
Chambers
Needed
Storage
Provided
(m)
Bed Area
Needed (as)
V111
Bed widthk7192(h
Minimum
Bed Depth
(ftr
Volume of
Stone Needed
(R3)
RechargorTM 40OHD Heavy Duty H2O
95
9
1 11
99
7084.08
3200.51
44.97
3.96
5318.31
RechargerT 400 Standard Duty H10
95
9
1 11
99
7084.08
320D.51
44.67
3.96
5318.31
Recharger" 330HD Heavy Duty H2O
100
9
1 11
99
6750.73
3234,24
44.97
3.80
5182.60
Rechargor^ 330 Standard Duty Hi0
100
9
1 11
99
6750.73
3234.24
44.97
3,80 1
5182.60
Recharger" 280HD Heavy Duty H2O
114
11
1 10
110
6589.90
3345.59
45.83
73.00
3,55
4619.17
RechargerT 280 Standard Duty 11-1110
--
-
I --
-
--
-
-
--
- I
-
RechargerT" 180HD Heavy Duty H2O
217
14
1 15
210
6587.81
4309.80
44.00
97.95
2.96 1
4890.27
Recharger" 180 Standard Duty H110
217
14
1 15
210
6587.81
4309.80
44.00
97.95
2.96
4890.27
Contacto1a1125HD Heavy Duty H2O
31l
17
I 18
306
6697.33
5139.75
44.50
115.50
2.75
5996.01
Contactor®125 Standard Duty H10
311
17
1 18
306
6697.33
5139.75
44.50
115.50
2.75
5996.01
Contactor®100HD Heavy Duty H2O
291
1 14
20
280
6541.79
6754.00
44.00
153.50
2.30
6523,64
Contactors 100 Standard Duty H10
291
14
1 20
280
6541.79
6754,00
44.00
153,50
2,30
6523,64
Contactor® 75HD Heavy Duty H2O
416
17
24
408
6fi47.42
6797.38
44.50
152.75
2.29
6367.56
Contactors 75 Standard Duty 1-110
416
17
- 24
408
6647.42
6797.38
44.50
152.75
2.29
6367.56
Contactor® EZ-24HD Heavy Duty H2O
548
27
20
540
6611.40
7212.77
44.43
162.34
2.30
7629.86
ContactorlD EZ-24 Standard Duty 1-110
548
27
20
540
6611.40
7212.77
44.43
162.34
2.30
7629.86
ContaclorS Field Drain C4HD Heavy Duty H2O
275
11
! 25
275
6739A9
9307,64
1 46.00
202.34
1,96
7559.96
ContactoFO Field Drain C-4 Standard Duty H10
275
11
25
275
6739.49
9307.64
1 46.00
202.34
F 1.96
7559.96
This calculator program is foresdma8on purposes only and should not take the place or a comprehensive engineering design,
All calculations take into consideration a 1'stone border at 40% volume capacity surrounding bed.
Reconfiguring the bed layout may effect actual storage provided.
Contact Cultec Technical Assistance at 800426-5832 or 203-775.44 16 for further assistance.
f
Copyright (C) 2002 CULTEC, Inc. A11 rights reserved.

CULTEC, Inc.
1
: (800) 4-CULTEC
878 Federal Road
1 [phone]
P.O. Box 280
Fax [phone]
Brookfield, CT 06804
www.cultee.com
[e-mail]
CULTECWSTEM CALCULATIONS
the tnllowina tnhlp rantaine Mdtp enxifiralinne need in all mlrsilatinns
Model name
eTs
U
Hen
(me
Unit
(ft3)
Chamber
Length
Adjustment (ft)
Chamber
Lay-up
Length (ft)
Design Unit
Width (ft)
Stone
Border
Excess (fl)
H10 Min.
Cover (tt)
Paved H2O
Min. Cover
(ft)
Unpaved
H2O Min.
Cover (ft)
ham er
Volume per
Linear Foot
(ft3ift)
ReehargerT" 40OHD Heavy Duty H2O
3.2111
10.98
1 1,3
6.17
4.83
1.5
0.75
1,25
1.416
7.96
Recharger'" 400 Standard Duty H10
3.211
10.98
; 1.3
6.17
4.83
1.5
0.75i
10000
10000
7.96
RechargerT" 330HD Heavy Duty H2O
3.05
10,35
' 1.17
6.25
4.83
1.5
0.75
1.333
1.5
7.44
RechargerT" 330 Standard Duty H10
3.05
10,35
; 1.17
6.25
4.83
1.5
0,75
10000
10000
7.44
Recharges'' 280HD Heavy Duty H2O
2.8
8.12
1
7
4
1.83
0,75
1.5
1.166
6.08
RechargerT" 280 Standard Duty H10
2.8
8.121
1
7
4
1.83
0.75
10000
10000
6.08
Recharger"' 180HD Heavy Duty H2O
2.21
4.72
1 1
6.33
3
2
0.75
1A666
1.333
3.45
Recharger' 180 Standard Duty H10
2.21
4.72
j 1
6.33
3
2
0.75
10000
100001
3.45
Contactors 125HD Heavy Duty H2O
2
3.34
1
6.251
2,5
2
0.75
1
1.16661
2.22
Contactort 125 Standard Duty H10
2
3.34
1
6,251
2.5
2
0.75
10000
1 Owl)
2,22
ContactorO 100HD Heavy Duty H2O
1.56
2.07
! 1.5
7.5
3
2
0.75
1.1666
1,333
1.86
Contactor®100 Standard Duty H10
1.55
2.97
i 1.5
7,5
3
2
0.75
10000
10000
1.86
Contactor® 75HD Heavy Duty H2O
1,54
2.5
0.75
6.25
2.5
2
0.75
1
1.1666
1.6
Contactor® 75 Standard Duty H10
1.54
2.5
0.75
6.25
2.5
2
0.75
10000
100w
1.6
Contactor(D EZ-24HD Heavy Duty H2O
1.55
1.48
0.34
8
1.59
1.5
0.75
1.166
1.6
0,82
Contactor(D EZ-24 Standard Duty H10
1.55
1,48
I 0.34
8
1.59
1.5
0.751
100001
10000
1 0.82
Contactort Field Drain C4HD Heavy Duty H2O
1.21
2.95
0,34
8
4
21
0,751
1.16661
1.51
1.68
ContactorOD Field Drain C-4 Standard Duty H10
1.21
2,95
; 0.34
8
4
2
0.75
10000
10000
1.68
This calculator program is for estimation purposes only and should not take The place of a comprehensive englneerrrtg design.
All calculations take into consideration a 1'stone border at 40% volume capacity surrounding had.
Reconfiguring the bed layout may effect actual storage provided.
Contact Cultec 7echnicalAssistance at 800-428-5832 or 203-775-4416 for furthar assistance.
i
Copyright (C) 21302 CULTEC, Inc. All rights reserved.

— = Andrew & Kuske
CONSULTING ENGINEERS,INC.
John P. Andrew, P.E.
J. Phillip Norris, P.E.
902 Market Street Mrninglon, WC 28,101-4733
John S. Tuns3all, P.E.
John A. Kuske, III, P.C.
Neal Vj. Andiew, P.C.
J.A. Kuske, P.E. of Counsel
9101343-9653 910/343-W01 FC3X
vp.,"i.andrewandkusl,e.com !
James T. Pyrtle, P.E.
C. Lawrence Sneeden, Jr„ P.E.
Srateormwater
Management Systems
1
Permit NOS030405
TO: Linda Lewis, Environmental Engineer E
NC DENR/Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Porters Neck Medac Health Services
New Hanover County, NC
A&K Project No. 02146
Engineer's Certification
I, _ J. Phillip Norris, P.E. I , as a duly registered Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically, weekly, ftill time) the construction of the project,
Porters Neck Medac Health Services (Project)
for Medac Health Services, P.A. (Project Owner) hereby state that, to the best of my abilities, due
care and diligence were used in the observation of the project construction such that the construction was observed
to be built within substantial compliance and intent of the approved plans and specifications.
I
Required items to be checked for this certification tobeconsidered complete are on page 2 of this form.
i
Noted deviations from approveds,"andsspecifications:
JPN/asn
02146 02-25-05-s-sw-cert. _ .• : �:r
w
Signature
Registratio
11966
Date February 25, 2005 I
cc: Tony Roberts, New Hanover County Building Inspector
Dale Key / Medac Health Services, P.A. a�
I
I
I
I
SEAL
DECEIVED
FEB 2 5 2005
BY:

Certification Requirements:
The drainage area to the system contains approximately the permitted acreage.
The drainage area to the system contains no more than the permitted amount of built -upon area.
All the built -upon area associated with the project is graded such that the runoff drains to the
system. i
I
The outletibypass structure elevations are per the approved plan.
i
The outlet structure is located per the approved plans.
h rack is provided on the outlet/bypass structure.
11 slopes are grassed with permaJnt vegetation.
tated slopes are no steeper thari 3:1.
he inlets are located per the approved plans and do not cause short-circuiting of the system.
he permitted amounts of surface area and/or volume have been provided.
1 Required drawdown devices are correctly sized per the approved plans.
12 Ail required design depths are provided.
required parts of the system are provided, such as vegetated shelf, and a forebay.
i
overall dimensions of the system, as shown on the approved plans, are provided.
I
cc: Tony Roberts, New Hanover County Building Inspector
Dale Key 1 Medac Health Services, P.A. }

t
*S&MEFebruary 4, 2003
1
Medac Health Services
c/o Andrew & Kuske Consulting Engineers
902 Market Street I
Wilmington, North Carolina 28401
Attention: Mr. Larry Sneeden, P.E.
Reference: Preliminary Soil Drainage Evaluation
Proposed Medac Site j
Porter's Neck Area
Wilmington, North Carolina
Job Number 1063-02-4391
Dear Mr. Sneeden:
RECEIVED
FEB 0 S 2063
ANDREW MID KUSKE
As requested, S&ME personnel have recently completed an evaluation of the
near -surface drainage characteristics at a'� proposed Medac site in the Porter's Neck area of New
Hanover County. This letter presents our understanding of the project, describes our field work,
and discusses our findings concerning soil drainage at this site.
Project Information
The project site is locat4north of Wilmington, North Carolina on the west side
of U.S. Highway 17 (Market Street) between Sweetwater Drive and Porter's Neck Road. We
understand that the construction of a multi -story high office building is being considered for this
site. In addition to the office building and paved access roads and parking areas, stormwater
infiltration measures will be incorporated into the design of the facility. S&ME has been
requested to evaluate the near -surface soils and water conditions to assist in siting the proposed
facility.
Soil Borings t
I
On December 2, 2002, our Mr. Richard Connell visited the project site and
advanced seven hand-augered borings beyond the level of standing water. The depth of the
borings ranged from 31/4 to 7 feet below the existing ground surface. The approximate location
of these borings is shown in Figure 1.
S&ME, Inc. �[phone]
6409 Amsterdam Way, Building B-3 ;(9101 799-9958 fax
Wilmington, North Carolina 28405 ;www.smeinc.com
{

i
4
I
it
Medac Health Services
February 4, 2003 1
Page Two
t
At each boring location, ,our personnel observed the recovered soil samples and
classified them in accordance with the visual/manual methods outlined in ASTM D-2487
(Unified Soil Classification System). V In addition to the visual/manual classifications, we
compared the coloration of the visually distinct layers of soil to a Munsell Soil Color Chart and
took notes of zones of soil cementation. These observations were made in order to aid in
identifying areas which could be proposed to the appropriate regulatory agencies for use with
stormwater infiltration features.
In general, the subsurface soils encountered at the boring locations consisted of
fine to medium sands with varying amounts of silt (USCS Soil Groups SP, SP-SM, and SM). It
appears that silty sands occur at a depth of about 2 feet below the existing ground surface across
the eastern half of the property (Locations 1, 2, and 3). In addition, the depth to water at these
locations at the time of our site visit ranged from approximately 43 to 48 inches below the
existing ground surface.
�I
Across the western portion of the site (Locations 4 through 7), the depth to silty
sands was typically deeper and rangedl from about 3% to 4 feet below the existing ground
surface. However, at Location 5 the in -place soils only consisted of slightly silty sands which
contain less silt than the on -site silty sands. The depth to water measured on December 2, 2002,
at Locations 4 through 7 ranged from about 5 to 6 feet below the existing ground surface.
Slightly cemented silty sands (known locally as "hardpan") were noted at
Locations 1 and 7. At Location 1, the slightly cemented silty sands were noted from a depth of
22 to 36 inches and from a depth of 39, to 60 inches below the existing ground surface. At
Location 7, the slightly cemented silty sands were observed from a depth of about 12 to 18
inches below the existing ground surfaced Because cemented silty sands exhibit low infiltration
rates, they are often considered by regulatory personnel to be a restrictive horizon. It is our
opinion that the cemented silty sands at Location 1 would be considered a restrictive horizon,
whereas the silty sands at Location 7 are so weakly cemented that they would not be considered
a restrictive horizon.
Detailed descriptions of the subsurface conditions encountered at each of these
boring locations are presented in Table 1. 1

Medac Health Services
February 4, 2003
Page Three
On -Site Meeting
On January 27, 2003, our, Mr. Michael Behen met with Messrs. Larry Sneeden of
Andrew & Kuske Consulting Engineers 'and Vincent Lewis with the North Carolina Department
of Natural Resources. The purpose of this meeting was to discuss the proposed project with Mr.
Lewis, advance shallow hand-augered � borings at representative locations, and discuss the
seasonal high water table conditions at this site.
i
The first boring, which was advanced at the eastern end of the site, encountered
wet silty sands at a depth of about 24 inches below the existing ground surface. Four additional
borings were advanced across the site (near Locations 3, 4, 5, and between Locations 6 and 7).
The depth to the seasonal high water table at these locations ranged from approximately 36
inches to greater than 60 inches. A summary of these seasonal high water tables is presented in
Table 2. 11
Infiltrometer Testing j
On January 28 and 29, 2003, S&ME personnel conducted double -ring
infiltrometer testing at three locations. Specifically, this testing was conducted near locations 3,
5, and 6, as shown in Figure 1. Each test was conducted at a depth of approximately 12 inches
below the existing ground surface. The average infiltration rates measured at these test locations
ranged from approximately 33 to 40 inches per hour. Summaries of the field test results are
presented in Tables 3, 4, and 5.
I
Conclusions
In our opinion, the subsurface soil and water conditions across the western half of
the site (Locations 4 through 7) will provide the greatest useable depth below site grade for an
infiltration system. Allowing for two feet of vertical separation above the estimated seasonal
high water level, we feel that infiltration systems introducing water into the soils at depths
ranging from about 1'/2 to 3 feet below the present site grade would be feasible at Locations 3
through 7. The subsurface conditions occurring across the eastern portion of the site (Locations
1 and 2) would not, in our opinion, be suitable for stormwater infiltration systems due to the
shallow water levels and the presence of shallow layers of cemented soil or silty sands.
I
i

I
Medac Health Services
February 4, 2003
Page Four I
f
II
I
I
Closing Remarks
I
We appreciate having the opportunity to provide our services during this phase of
the project. If you have any questions after reviewing this letter, please do not hesitate to contact us
at your convenience.
Very truly yours,
IY S&ME, INC.
Y
David L. Winstead
Construction Services Manager
Michael W. Behen, P.E.
Senior Geotechriical Engineer
DLW :MWB/j ns
Attachments Il
I
I
Y
II
i
I
I
'Y
I
I
I
I
Y
I

Munsell Soil Descriptions
Medac Health Services
' Porter's Neck
Wilmington, North Carolina
,lob No. 1063-02439
Depth
i
Location (Inches)Hue
Value/Chroma Soil Description
1 0-10
2.5 Y
i
4/1 ''� Dark Gray Fine to Medium SAND - Trace of Silt and
Organics
10-22
10 YR
6/2 Light Brownish Gray Fine to Medium SAND - Trace
of Silt
22-36
10 YR
2/1 Black Fine to Medium SAND - Some Silt (Slightly
Cemented)
36-39
10 YR
3/1 Very Dark Gray Fine to Medium SAND - Trace of Silt
39-60
10 YR
2/2
` Very Dark Brown Fine to Medium SAND - Some Silt
(Slightly Cemented)
Water was encountered at a depth of 47" below the existing ground surface.
Estimated seasonal high water table at 22".
t
2 0-6
2.5 Y
4/1 Dark Gray Fine to Medium SAND - Trace of Silt and
Organics
6-24
10 YR
6/2 , Light Brownish Gray Fine to Medium SAND - Trace
of Silt
24-34
10 YR
2/2 Very Dark Brown Fine to Medium SAND - Some Silt
34-39
10 YR
3/ 1 Very Dark Gray fine to Medium SAND - Trace of Silt
39-45
10 YR
2/1 Black Fine to Medium SAND - Some Silt
Water was encountered at a depth of 43" below
the existing ground surface.
Estimated seasonal high water table at 24".
3 0-26
10 YR
6/1
Gray Fine to Medium SAND - Trace of Silt and
Organics
2640
7.5 YR
3/2 1
Dark Brown Fine to Medium SAND - Some Silt
4046
10 YR
4/2
Dark Grayish Brown Fine to Medium SAND - Some
Silt
46-58
10 YR
5/2
Grayish Brown Fine to Medium SAND - Trace of Silt
i
Water was encountered at a depth of 48" below''the existing ground surface.
Estimated seasonal high water table at 26".
I
i
I
I
I

I
III
I
Munsell Soil Descriptions
Job No. 1063-02-439 I
I
Page Two k
Depth {
Location Inches Hue Value/Cliroma Soil Description
4 0-6
2.5 Y
411 }
Dark Gray Fine to Medium SAND - Trace of Silt and
Organics
6-24
10 YR
6/ 1 ;
Gray Fine to Medium SAND -Trace of Silt
2443
2.5 Y
6/3 4
Light Yellowish Brown Fine to Medium SAND -
Trace of Silt
4349
10 YR
4/2 '�
Dark Grayish Brown Fine to Medium SAND - Some
I
Silt
49-72
10 YR
311
Very Dark Gray Fine to Medium SAND - Some Silt
I
Water was encountered at a depth of 65" below the existing ground surface.
Estimated seasonal high water table at 43". t
5 0-8
2.5 Y
511
Gray Fine to Medium SAND _ Trace of Silt and
Organics
8-26
2.5 Y
711
Light Gray Fine to Medium SAND - Trace of Silt
26-32
10 YR
4/4 !
Dark Yellowish Brown Fine to Medium SAND -
Trace of Silt
32-60
2.5 Y
6/4
Light Yellowish Brown Fine to Medium SAND -
Trace of Silt
60-84
10 YR
512 I
Grayish Brown Fine to Medium SAND - Trace of Silt
Water was encountered at a depth of 72" below the existing ground surface.
Estimated seasonal high water table at 60".
6 0-16
2.5 Y
5/1
Gray Fine to Medium SAND - Trace of Silt
16-38
2.5 Y
6/4
Light Yellowish Brown Fine to Medium SAND -
Trace of Silt
38-49
2.5 Y
613
Light Yellowish Brown Fine to Medium SAND -
Trace of Silt
49-60
10 YR
3/1
Very Dark Gray Fine to Medium SAND - Some Silt
60-72
10 YR
2/2 j
Very Dark Brown Fine to Medium SAND - Some Silt
Water was encountered at a depth of 66" below the existing ground surface.
Estimated seasonal high water table at 49". 1
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4
t
Munsell Soil Descriptions
Job No. 1063-02439
Page Three
f
Depth
Location Inches Hue Value/Chroma
7 0-12 2.5 Y 4/1!
1
12-18 2.5 Y 4/3
Soil Descri lion
Dark Gray Fine to Medium SAND - Trace of Silt and
Organics
Olive Brown Fine to Medium SAND - Trace of Silt
and Organics (Slightly Cemented)
1840 2.5 Y 6/4 1 Light Yellowish Brown Fine to Medium SAND -
Trace of Silt
40-68 2.5 Y 6/2 . Light Brownish Gray Fine to Medium SAND - Trace
i of Silt
Water was encountered at a depth of 60" below the existing ground surface.
Estimated seasonal high water table at 40".
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i TABLE 2
Seasonal High Water Table
January 27, 2003 Site Visit
Medac Health Services
Porter's Neck
Wilmington, North Carolina
Job No. 1063-02-439
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Approximate
Location Depth to SHV Tt') Ground Elevation(2)
3 36" i 50'
4 52" 1 52.5'
5 60" 53.5'
6/7(3) 40" % 52'
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('Seasonal High Water Table
(2)Elevations estimated by Andrew & Kuske Consulting Engineers personnel
(3)Boring advanced between Locations 6 and 7
Approximate
SHWT Elevation
47'
48'
48.5'
48.5'

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TABLE 3
Double Ring Infiltrometer Testing
Medae Health Services
jPorter's Neck
Wilmington, North Carolina
Job No. 1063-02-439
I
Location: 3
Date of Test: 1-28-03 j
Depth of Test Below Site Grade: 12 inches i
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Depth of Water in Rings: 5'/z inches
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Inner Diameter of Inner Ring: 11'/a inches {
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Inner Diameter of Outer Ring: 22'/z inches
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Average Infiltration Rate at: 33 inches per hour
I�
SOIL
PROFILE
Depth
Location Inches Hue ValuelChroma
Soil Description
i
3 0-26 10 YR 611
Gray Fine to Medium SAND - Trace of Silt and
Organics
26-40 7.5 YR 3/2 �,
Dark Brown Fine to Medium SAND - Some Silt
40-46 10 YR 412 i
Dark Grayish Brown Fine to Medium SAND - Some
Silt
46-58 10 YR 5/2
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Grayish Brown Fine to Medium SAND - Trace of Silt
Water was encountered at a depth of 48" below, the
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existing ground surface on December 2, 2002.

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TABLE 4
Double Ring Infltrometer Testing
Medac Health Services
� Porter's Neck
Wilmington, North Carolina
Job No. 1063-02-439
fi
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i
Location: 5 1
Date of Test: 1-29-03
Depth of Test Below Site Grade: 12 inches
Depth of Water in Rings: G'/2 inches
Inner Diameter of Inner Ring: 11'/a inches
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Inner Diameter of Outer Ring: 22%z inches
i
Average Infiltration Rate at: 40 inches per hour
I
SOIL PROFILE
Depth
Location Inches
I-lue
Value/Chroma
Soil Description
5 0-8
2.5 Y
511 }
Gray Fine to Medium SAND - Trace of Silt and
Organics
8-26
2.5 Y
711
Light Gray Fine to Medium SAND - Trace of Silt
26-32
10 YR
4/4
II
Dark Yellowish Brown Fine to Medium SAND -
I,
Trace of Silt
32-60
2.5 Y
6I4
Light Yellowish Brown Fine to Medium SAND -
I
Trace of Silt
60-84
10 YR
5/2
Grayish Brown Fine to Medium SAND - Trace of Silt
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A
Water was encountered at a depth of 72" below, the existing ground surface on December 2, 2002.
I

TABLE 5
Double Ring Infiltrometer Testing
Medac Health Services
Porter's Neck
Wilmington, North Carolina
Job No. 1063-02-439
i
Location: 6
Date of`rest: 1-29-03 #
i
Depth of Test Below Site Grade: 12 inches
}
Depth of Water in Rings: 6'/2 inches
I
Inner Diameter of Inner Ring: 111/4 inches
Inner Diameter of Outer Ring: 22% inches
Average Infiltration Rate at: 35 inches per hour
li SOIL PROFILE
Depth
Location Inches Hue Value/Chroma Soil Description
6 0-16 2.5 Y 5/1 Gray Fine to Medium SAND - Trace of Silt
16-38 2.5 Y 6/4 Light Yellowish Brown Fine to Medium SAND -
Trace of Silt
3849 2.5 Y 6/3 ; Light Yellowish Brown Fine to Medium SAND -
Trace of Silt
49-60 10 YR 3/1 Very Dark Gray Fine to Medium SAND - Some Silt
60-72 10 YR 2/2 Very Dark Brown Fine to Medium SAND - Some Silt
Water was encountered at a depth of 66" below the existing ground surface on December 2, 2002.
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154 D

ANDREW & KUSKE CONSULTING ENGINEERS, INC.
Memorandum
To: Mike Behen, S&ME
From: Larry Sneeden
Date: January 29, 2003
Re: SHWT Estimates
Project: Porters Neck Medae Site
A&K 9 02146
The following is my record of the field data collected during our site visit with Vincent
Lewis. Please incorporate this information into your report for submittal to DENR with the
stormwater permit application. The boring locations are your numbers included in your
preliminary report of 12/4/02.
Boring 4 Depth to Ground SHWT
SHWT Elevation Elevation
3
36"
50'
47'
4
52"
52.5'
48'
5
60"
53.5'
47.5'
6/7
40"
52.0'
48.7'
CC: Michael Kersting
Dale Key
902 MARKET STREET WILMINGTON, NORTH CAROLINA 28401-4733
9101343-9653 FAX [phone]