SW8980829_COMPLIANCE_20100308

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �9�(iS�aiq
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
�lilD7�3U�
YYYYMMDD

Beverly Eaves Perdue
Governor
March 8, 2010
WDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Coleen H. Sullins
Director
Roger Harper, Vice President of Development
Southern Assisted Living, Inc.
10003 Main Street
Chapel Hill, NC 27514
Subject: NOTICE OF INSPECTION
Carolina House/Southern Assisted Living of Morehead City
Permit No. SW8 980829
Carteret County
Dear Mr. Harper:
Dee Freeman .
Secretary
On February 3, 2010, Vincent Lewis of the Wilmington Regional Office of the Division of Water Quality
(DWQ) inspected Carolina House/Southern Assisted Living of Morehead City in Carteret County to
determine compliance with Stormwater Management Permit Number SW8 980829 issued on January 14,
1999. DWQ file review and site inspection revealed that the site is not compliant with the terms and
conditions of this permit. Please find a copy of the completed form entitled "Compliance Inspection
Report" attached to this letter, which summarizes the findings of the recent inspection.
As indicated in the attached inspection report, the following deficiencies must be resolved:
1. The holding pond pump is not functioning allowing stormwater runoff to bypass the infiltration
basin.
Please inform this Office in writing before (April 12.-201:0, of the specific actions that will be undertaken
and the time frame that will be required to correct the deficiencies. Failure to provide the requested
information, when required, may initiate enforcement action including the assessment of civil penalties of
up to $10,000 per day. If a written plan of action is not submitted to this office by April 12, 2010 then
DWQ staff will re -inspect the site and issue a Notice of Violation if the listed deficiencies have not been
addressed.
Please be reminded that if any ownership or name change has occurred it is the permittee's responsibility
to notify this office in writing. If you have any questions please contact me at the Wilmington Regional
Office, telephone number [phone].
Sincerely,
Chris Baker
Environmental Engineering
Enclosure: Compliance Inspection Report
GDSlcsb: S:IWQSISTORMWATERIINSPECT1980829.mar10
cc: John Hennessy-NPS-ACOU
WiRO Files
DWQ Central Files
Wilmington Regional Office One
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 NorthCarolina
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6148 �aturaClr�
Internet: www.ncwaterquality.org

Compliance Inspection Report
Permit: SW8980829 Effective: 01/14/99 Expiration:
County: Carteret
Region: Wilmington
Contact Person: Keith Stark Title: Project Manager
Directions to Project:
Type of Project: State Stormwater - Infiltration System
Drain Areas: 1 - (Spooner Creek) (03-05-03) ( SA;HQW)
On -Site Representative(s):
Related Permits:
Inspection Date: 02/0312010 Entry Time: 09:30 AM
Primary Inspector: Vincent Lewis
Secondary Inspector(s):
Christopher Baker
Reason for Inspection: Routine
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ® Not Compliant
Question Areas:
State Stormwater
(See attachment summary)
Owner: Unknown Wiro
Project: Carolina House 1 Southern Assisted Livin
Exit Time: 10:00 AM
Phone: [phone]
Phone:
Phone:
Inspection Type: Stormwater
Page: 1

i � r
Permit: SW8980829 Owner • Project: Unknown Wiro
Inspection Date: 02/03/2010 Inspection Type: Stormwater Reason for Visit: Routine
Inspection Summary:
File Review
Yes
No
NA N
Is the permit active?
®
❑
❑ ❑
Signed. copy of the Engineer's certification is in the file?
®❑
❑ ❑
Signed copy of the Operation & Maintenance Agreement is in the file?
®❑
❑ ❑
Copy of the recorded deed restrictions is in the file?
®❑
❑ ❑
Comment:
Built Upon Area
Yes
No
NA
NE
Is the site BUA constructed as per the permit and approval plans?
®❑
❑
❑
Is the drainage area as per the permit and approved plans?
®❑
❑
❑
Is the BUA (as permitted) graded such that the runoff drains to the system?
®❑
❑
❑
Comment:
SW Measures
Yes
No
NA
NE
Are the SW measures constructed as per the approved plans?
®❑
❑
Cl
Are the inlets located per the approved plans?
®❑
❑
❑
Are the outlet structures located per the approved plans?
®❑
❑
❑
Comment:
Operation and Maintenance
Yes
No
NA
NE
Are the SW measures being maintained and operated as per the permit requirements?
❑
is
❑
❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ
❑
❑
®
Cl
upon request?
Comment: The holding pond pump isn't working so that the stromwater runoff is
discharging from the holding pond without being treated.
Other Permit Conditions
Yes
No
NA
NE
Is the site compliant with other conditions of the permit?
®❑
❑
❑
Comment:
Page: 2

State Stormwater Inspection Report
General
Project Name: 'f 44P- .SJ �c
Permit No: SW8 c� r(3 pj
Expiration Date: 1 y,665
Contact Person: `Jyjr) r)5� �i� -tt
Phone Number:
Inspection Type:
Inspection Date: �Ol d
Time [n: ` ' ja
Time Out: U: Qd
Current Weatlier: t CU
o r`� �
Recent Rain (Date)?, +- " tiI6
Rain �- --I in
Location
Facility Address / Location:
City: Ur zip: County: GY �. Lat: 0"N Long: - "W
Permit Information
Rule Subject to (circle one): 1988 Coastal Rule 1995 Coastal Rule 2008 Coastal Rule Session Law 2006-246
Goose Creek High Quality Waters Outstanding Resource Waters
Density (circle one): High (HD Low (LD)
Stop water Best Management Practices (BMPs) (insert number of each):
7Wet Ponds Infiltration Basins infiltration "Trenches LD Swales Stormwater Wetlands
Dry Ponds Bioretention Permeable Pavement Sand filters (circle one) Open Closed
Cistern Level Spreader/Filter Strip Other (specify):
File Review Yes, No NIA NIE
1. Is the permit active?
2. Signed Engineer's Certification on file?
V.
3. Si ned Operation and Maintenance agreement on file?
4. Recorded Deed Restrictions on file?
Site Visit- Built Hnnn Area IRIJA) Yes. No NIA NIE
5. BUA is constructed and consistent with the permit requirements?
6. BUA aspermitted) is graded such that the runoff drains to the system? (high density only)
7. Drainage area is consistent withpermit? (i.e. no un emtitted drainage to the SW BMPs
l
8. Drainage area is stabilized? (to reduce risk of sedimentation to the SW BMPs)
Site Visit: Stormwater BMPs
Yes," No NIA N1E
9. Stortmvater BMPs are located 2er the approvedplans?
10. Stormwater BMPs have dimensions e . length, width, area matching the approvedplans?
11. Stormwater BMPs are constructed per the approvedplans?
Site Visit: Oneration and Maintenance
Yes No NIA NIE
12, Access points to the site are clear and well maintained?
13. "Trash has been removed as needed?
14. Excessive landscape debris(grass clippings, leaves, etc is controlled?
15. Stormwater BMPs being operated and maintained as per the pernut requirements?
16. Inspection and Maintenance records are available for inspection? (high density only, 1995 - resent only)
Site Visit: Other Permit Conditions Yes No N/A NIE
17. Is the site compliant with other conditions of the ennit?
Site Visit: Other Water Quality Issues Yes No NIA NIE
18. Is the site compliant with other water quality issues as noted during the inspection?
State Stormwater Inspection Report, Version 3.0_3-09 Page 1 of 2

WET DETENTION O & M Inspection Checklist
INLETS and FOREBAY
1. Inlets are located per the approved plans: ❑ ❑ ❑
2. Inlet device (swale or pipe) is free of damage, clogs or erosion:
V
❑
❑
❑
3. Forebay berm is in place and without erosion:
[I]
El®
El
4. Forebay is free of excessive sediment:
❑
❑
®
❑
SIDE SLOPES AND BANKS
5. Vegetated slopes are 3:1 or less:
®
❑
❑
❑
6. Banks are stable and free of erosion or bare soil:
©
❑
❑
❑
7. Slopes or berms are free of woody vegetation:
❑
❑
❑
❑
8. Free of muskrats or beaver activity:]
❑
❑
❑
9. Grass is being maintained and mowed (not scalped) as required:
❑
❑
❑
PERIMETER AND MAIN BAY
10. Vegetated shelf is 6:1 or 10:1 as permitted and properly vegetated:
©
❑
❑
❑
11. Algal growth covers less 50% of the area:
®
❑
❑
❑
12. Cattails, phragmites or other invasive plants cover less than 50% of the basin surface:
4
❑
❑
❑
13. Main treatment area is free from excess sediment accumulation:]
❑
❑
❑
OUTLETS
14. Swale or emergency outlet bypass is in the correct place and is in good condition:
0
❑
❑
❑
15. Drawdown device is correctly sized free of damage or clogging:
❑
1Z
❑
❑
16. Orifice size matches the approved plans
❑
❑
0
❑
17. Outlet is free of erosion or other signs of damage:
❑
❑
❑
❑
18. Trash rack is installed
❑
❑
1
❑
19. Vegetated filter is in place (if applicable)
❑
❑
©
❑
20. Relative elevations match approved plans
©
❑
❑
❑
21. Fountain pump (if permitted) is less than or equal to the maximum allowable size:
❑
0
❑
❑
V3.3_49

I
State Stormwater Inspection Report
IV�I�f� 15 dlrC 4r�in� Goy, ¢etc o�d�J PbYi5Y4e
some of the pictures taken during the site
Compliance Status ❑ Compliant v Non -Compliant
Letter Sent (circle one): Yes No Letter type: CEI NOV NOVRE Other
Date Sent: Reference Number:
Inspector Name and Signature: 1 (r p)_'J1J 1.,.a
,av
Date: '— .'2 -o
State Stormwater laspeclion Report, Version 3.0_3-09 Page 2 of

106
Compliance Inspection Report
Permit: SW8980829 Effective: 01/14/99 Expiration: Owner: Unknown Wiro
Project: Carolina House / Southern Assisted Livin
County: Carteret
Region: Wilmington
Contact Person: Keith Stark
Directions to Project:
Title: Project Manager
Type of Project: State Stormwater - Infiltration System
Drain Areas: 1 - (Spooner Creek) (03-05-03) ( SA;HQW)
On -Site Rep rose ntative(s):
Related Permits:
Inspection Date: 05/03/2010 Entry Time: 11:00 AM
Primary Inspector: Christopher Baker
Secondary Inspector(s):
Christopher Baker
Reason for Inspection: Follow-up
Permit Inspection Type: State Stormwater
Facility Status: ■ Compliant ❑ Not Compliant
Question Areas:
State Stormwater
(See attachment summary)
Exit Time: 11:30 AM
Phone: [phone]
Phone:
Phone:
Inspection Type: Stormwater
Page: 1

Permit: SW8980829 Owner - Project: Unknown Wiro
Inspection Date: 05/03/2010 Inspection Type: Stormwater Reason for Visit: Follow-up
Inspection Summary:
Built Upon Area Tes No NA N
Is the site BUA constructed as per the permit and approval plans? ■ ❑ ❑ ❑
Is the drainage area as per the permit and approved plans? ■ ❑ ❑ ❑
Is the BUA (as permitted) graded such that the runoff drains to the system? ■ ❑ ❑ ❑
Comment:
Operation and Maintenance Yes No NA NE
Are the SW measures being maintained and operated as per the permit requirements? ■ ❑ ❑ ❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ ■ ❑ ❑ ❑
upon request?
Comment:
Page: 2

6
Reterition Pond Serylces, Inc..
Sperm 1n A0"es dwgwuc.M WOUMd OAA7 +aa
Stormwater Maintenance and Inspection Report
Cuatomer Name: CO3kn(r YVAf OA-1 1r,, e t.cl Ci 41 t . M [J Facility #:
Inspection (Monthly or Annual): gc r1_ 12 gin Vq
Water Level (High, Normal, Low):
Date:
Weather Conditions:
6D)0D�
SITE CONDITIONS
COMMENTS
Yes
No
WA
re sediment basins stabilised and functioning
❑
❑
roe
Are diversion ditches and swales stabilized and
❑
❑
functioningproperly?
Are there any areas of erosion present In pond
❑
❑
areas ?
Do any areas require re -vegetation?
❑
❑
Is the forebay separator(s) functioning properly?
❑
❑
d
Are all pipes and hard structures functioning
properly?
❑
❑
Is there any sediment aocumulation In the pond or
❑
❑
B/
outlet box?
there any nonspecific Items or Issues that need
be
❑
❑
C�1An. "- aV`' S
v a4 r K ► o p . l PcAL oP
y
flddressed7
[Ai're
�T11t
wp}e.t w Uwl Ws�
there any additional comments regarding this
❑
❑
❑
na rUV%K"J•y
o c J
te?
MAINTENANCE PERFORMED
COMMENTS
YES
NO
WA
pond area(s) free of trash and debris?
❑
❑
�
r
rf,"JA
Was the grass cut In all pond wea(s)?
❑
❑
Are the trash rack and draw down pipe on the
❑
❑
'd
outlet box dear?
Does the pond need to be treated for aquatic
❑
❑
EL
vegetation andlor algae?
Did you conduct an annual depth plot of the
❑
nd(s)?
NIA
Technician Signature: lclan Name (Print)*.

AVOLIS ENGINEERING, P.A.
P,O, Box 15564 • New Bern, North Carolina 28561 • (252) 633-QQ68
July 15, 2009
Ms. Linda Lewis
Environmental Engineer
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Engineer's Certification For Stormwater Permit Renewal, SW8980829, Carolina
I-iouse/Southern Assisted Living, 107 Bryan Street, Morehead City, NC
Dear Linda:
Enclosed please find the above -referenced certification. Repairs were completed during
the certification process by Retention fond Services.
Should you have any questions, please do not hesitate to give me a call.
Sincerely,
4
i . A v oi is, PE
Pre ide t (Y V
A &Vd , ("0 &W)
BY:
1U f 6 2009

Stormwater Permit No. SW8980829
Wet Pond/Pump/Infiltration System
Carolina House/Southern Assisted Living
Morehead City
Carteret County
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
t6. The bypass structure is located per the approved plans.
�,47. A trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
Joseph C. Avolis, PE
Avolis Engineering, PA
PO Box 15564
New Bern, NC 28561
[phone]
[phone] (Fax)
nnrnr.
NALULM
dE Q ratv�V D�r�tr�G` �irV-TIFIUTrJb"A

as
THE JOHN R. McADAMS COMPA� -
CONSULTING ENGINEERS fOffi WATER
POST OFFICE BOX 14005 E C E I V E
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
NOV 161998
LETTER OF TRANSMITTAL PROD 42i €tn _Bzq
To: Linda Lewis Date: November 13, 1998
DENRIDivision of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3045 "' FEDERAL EXPRESS"
Re: Southern Assisted Living - Morehead City Job No.: SAL-97040
am sending you the following item(s):
COPIES
DATE
NO.
DESCRIPTION
1
Revised Permit Application
3
Revised Sets of Civil Plans
1
Revised Calcs, Soil Report
These are transmitted as checked below:
❑ As requested
® For approval
❑ For review and comment
Remarks:
❑ For your use
El
Copy to: Signed:
Jim Anderson, PE
Project Manager

TIE JOHN R. MCADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
1
November 13, 1998
E C E I V E
NOV 1B1998
Ms. Linda Lewis PROJ # '14vU szq
NCDENR
Wilmington Regional Office
127 Cardinal Drive
Wilmington, North Carolina 28405
RE: Morehead City Carolina House (Southern Assisted Living, Inc.)
Dear Ms. Lewis:
Enciosed is our response to your comments dated October 31, 1998. Our response
follows your letter to us.
1. The wet pond has been reduced in size to reduce its impact on the wetlands. The
pond could not be totally relocated out of the wetlands (the size/storage is dictated by
the ground water level). However, the total impact to the wetlands has been reduced
by 15 % (5357 SF). This is the minimum impact we could design into the system.
2. The complete soils report is enclosed, which includes all items you require.
3. The impervious area should be l .l 1 acres; the permit application and plans have been
adjusted. The new application sheet is enclosed (please insert into the old
application).
4. The distribution mechanism is shown on the plan and in detail..
5. The building dimensions are shown on the site plans.
6. The vegetated filter detail is shown on the detail sheet.
Please call if you have questions. We look forward to receiving our permits soon, and we
appreciate your help during this process.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
Jim Anderson, PE
Project Manager

INFILTRATION BASIN ANALYSIS FILENAME: S:1WQS11NBASIN1980829.WK1
PROJECT NAME: Carolina House Souther Assiste PROJECT 4: 980829 DATE:
Living
DRAINAGE BASIN: Spooners Creels CLASS: SA REVIEWER: art
SITE AREA: 139827.6 SF DRAINAGE AREA: 76230 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS
29310 SQUARE FEET
PARKING/ASPHALT
13858 SQUARE FEET
SIDEWALKS
2315 SQUARE FEET
OTHER Covered porches, courtyard
2869 SQUARE FEET
TOTAL
48352 SQUARE FEET
% IMPERVIOUS= 63.4290962 %
RV=
.05 + .009 (1)= 0.62086187
ELEVATION OF SEASONAL HIGH WATER TABLE
17 FEET MSL
REPORTED HYDRAULIC CONDUCTIVITY
0.16667 CF/HR/SF
SURFACE AREA OF BASIN BOTTOM
4939 SQUARE FEET
SURFACE AREA AT STORAGE ELEVATION
6500 SQUARE FEET
BOTTOM ELEVATION OF BASIN
19 FEET MSL
STORAGE ELEVATION
20.1 FEET MSL
VOLUME / DEPTH / DRAWDOWN CALCULATION
TOTAL VOLUME TO INFILTRATE
5916.038
CUBIC FEET
VOLUME AVAILABLE IN POND
6291.45
CUBIC FEET
DEPTH OF RUNOFF
1.034363
FEET
TIME TODRAWDOWN
7,186782
HOURS MUST BE<120
COMMENTS
Volume and drawdown are (not) within Design Requirements.
14-Jan-99

Y
THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RFSFARC}[ TRIANGLL PARK, NORTH CAROI,INA 27709
SOUTHERN ASSISTED LIVING
BRYAN STREET AND BLAIR AVENUE
MOREHEAD CITY, NC
STORMWATER QUALITY CALCULATIONS
SAL-97040
JULY 22, 1998
REVISED NOVEMBER 13, 1998
E C E f V E
D
NOV 16 1998
PRoJft SwG�OSZq
IESS
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SOUTHERN ASSISTED LIVING
MOREHEAD CITY, NC
STORMWATER QUALITY CALCULATION BOOKLET
General Description
This booklet covers the stormwater quality calculations for the proposed Southern
Assisted Living complex in Morehead City, NC. This project entails the construction of an
assisted living center, as well as the associated parking areas and any other site amenities. "this
site drains to Spooner Creek, which is tributary to Bogue Sound, both classified by the State of
North Carolina as SA waters. Because of this designation, and the fact that this development is
to exercise the high -density development option (development will exceed 25% impervious), the
runoff from the first 1.5 inches of rainfall will be infiltrated into groundwater. No discharge of
stormwater will take place for storm precipitation depths of 1.5 inches or less.
The stormwater runoff from the impervious surfaces of this site will gravity flow into a
normally wet holding pond at the southeast corner of the property. The normal pool of this pond
is set at the seasonal high water elevation in the area; a lower normal pool would always flow
over the weir or into the pump wet well. As the water level in the holding pond begins to rise
above normal ' pool elevation, the excess runoff is pumped through a PVC force main to an
infiltration basin at the northeast corner of the property. Sufficient storage volume is provided in
both the wet holding pond and the infiltration basin to store the runoff from the first 1.5 inches of
rainfall.
When rainfall amounts exceed 1.5 inches, the storage volume in the wet holding pond
may be exceeded or the infiltration basin may reach its capacity. If the storage volume in the wet
holding pond is exceeded, the water will flow over a broadcrested weir spillway to a vegetated
filter. The water will flow through the vegetated filter to an existing stormwater channel at the
south property line of the site. Another possibility is that the infiltration basin may reach
capacity before the rainfall ceases. In this case, a master pump override switch located in the
infiltration basin will stop pump operations until the infiltration. basin is once again empty and
ready for use. Calculations regarding this stormwater treatment system are included within this
submittal, as well as a detailed soil investigation to determine suitability for infiltration,
conducted by Mr. Wayne Ragland, Soil Scientist.
Calculation Methodology
• The runoff amount for the first 1.5 inches of rainfall was calculated using the SCS Curve
Number method and the application of Directly Connected Impervious Areas (DCIAs).
The use of DCIAs alleviates the shortcomings of the SCS CN method when applied to
impervious sites and low rainfall depths. A volume greater than that calculated is
provided in both the wet holding pond and the infiltration basin.
The wet holding pond is designed to pass the ten -and fifty year storms safely over a
broadcrested weir spillway. This runoff enters a 507 long vegetated filter channel that
will convey the ten-year storm runoff at a velocity less than 2.0 feet per second. This
channel discharges into an existing stormwater channel at the south property line of the
site.

• Rainfall depths greater than 1.5 inches also pass over the weir outlet device of the wet
holding pond and into the vegetated filter.
+ The runoff from storms equal to or less than 1.5 inches in depth is stored in the wet
holding pond and pumped to the infiltration basin through a 3" SCH 40 PVC force main
by a Myers MW50 1/2 BHP submersible sewage pump operating at 1625 RPM. This
pump is capable of passing solids up to two inches in diameter, and will pump the stored
runoff at a rate of 92 to 122 GPM (depending on WSELs in the basins and the condition
of the PVC force main).
• The infiltration basin area has been tested and proven to have a hydraulic conductivity of
at least 2.0 in/hr. The basin is situated to provide at least 2.0 feet from the bottom of the
basin to the seasonal high water table. No bedrock or impervious soil horizons are
within 3.0 feet of the bottom of the basin.
• The entire treatment process (from pumping to infiltration) will take place within the
required five-day time limit as established by the State of North Carolina.

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
L� [phone] Fax [phone]
A� jy .(` l—k7,,-96 PAGE OF
J R WA JOB NO. f — O V DATE —`9BY VW CHECKED BY
CLIENT PROJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Aq Research Triangle Park. North Carolina 27709
— -1 -- 5000 Fax [phone]
I 11` I12 jC_> PACE OP
J R MCA JOB NO. O DATE '2Z _95 BY Pf C CHECKED BY
CLIENT
SUBJECT
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(Date)

TIIE JOIIN R. INIcADANIS COMPANY, INC.
P.O. Box 14005
�•; Research Triangle Park, North Carolina 27709
��--- (9191 361-5000 Fax (919{ 361-2269
//���` � PAGE
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
�;-- Research Triangle Park, North Carolina 27709
-- [phone] Fax [phone]
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CLIENT PROJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
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J R McA JOB N0. tf�V� {� DATE 1w BY P `�� CHECKED BY —
CLIENT PROJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
" [phone] Fax [phone]
{ PAGE OF
J R McA JOB NO. DATE 'r 1� BY _ I?A� CHECKED BY
(Date)
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SUBJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
--= Research Triangle Park, North Carolina 27709
[phone] Fax [phone]�/ l
'1 �1 f"" I2I— {�j'PAGE OF
J R McA JOB NO.-� 1DATE . ! -ZI A,-3,—BY D CHECKED BY
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�.`.P.O. Box 14005
-, Research Triangle Park, North Carolina 27709
[phone] Fax [phone]�h�
a PAGE
J R McA JOB NO. �' 11CAQ DATE �1 BY r CHECKED BY_
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SUBJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]trv. !1 I I PAGE
J R MCA JOB NO. 11C41P DATE -7—Z 1 BY CHECKED BY _
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SUBJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
iv� 11! 13�5
1I PAGE OF
J FlMcA JOB NO. 0 DATE 1 -2-1 — 922 BY bAe--' CHECKED BY
(Date)
CLIENT PROJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, !North Carolina 27709
��� [phone] Fax [phone] N _, I
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J R McA JOB NO. 0 DATE BY D ` -- CHECKED BY_
CLIENT PROJECT
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]l — l' j-95
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J R McA SOB NO. �
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P.O. Sox 14005
Research Triangle Park, North Carolina 27709
'--'- [phone] Fax [phone]Q
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P.O. Box 14005
Research Triang4e Park, North Carolina 27709
[phone] Fax [phone]
'f �p PAGE OF
J R McA JOB ND. q1040 DATE + ` BY CHECKED BY
(Dale)
CLIENT PROJECT
SUBJECT
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P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
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J R McA JOB NO.�r1�� DATE `-Zz 1� By CHECKED BY
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P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
�
PAGE OF
J R McA JOB NO�}— ` `Q40 DATE BY CHECKED BY
(Date)
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SU9JECT
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P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone] n,,
GGCCJ�r PAGE OF
J R McA JOB NO. DATE -1-2z _a � BY DA , CHECKED BY
J (Date)
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SUBJECT
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Veg. Filter 10 year storm
Worksheet for Trapezoidal Channel
Project
Description
Worksheet
Vegetated Filter below Pond
Spillway
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Salve For
Channel Depth
Input Data
Mannings
0.060
Coefficient
Slope
1.3200 %
Left Side
3.00 H : V
Slope
Right Side
3.00 H : V
Slope
Bottom Width
5.00 ft
Discharge
8.20 cfs
Results
Depth
0.66 ft
Flow Area
4.575 ft2
Wetted Perimeter
9.15 ft
Top Width
8.94 ft
Critical Depth
0.40 ft
Critical Slope
7.7205 %
Velocity
1.79 ft/s
Velocity Head
0.05 ft
Specific Energy
0.71 ft
Froude Number
0.44
Flow Type
Subcritical
Title: untitled
c:lhaestacAfmvAwork150197040.fm2 The John R. McAdams Company, Inc.
11/13198 4,33 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06705 USA [phone]

Veg. Filter 10 year storm
Cross Section for Trapezoidal Channel
Project Description
Worksheet
Vegetated Filter below Pond
Spillway
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.060
Slope
1,3200 %
Depth
0.66 It
Left Side Slope
3.00 WV
V
Right Side Slope
3.00 H : V
Bottom Width
5.00 ft
Discharge
8.20 cfs
OD
0.66 n
-I-
V:1L
H:1
NT S
Title: untitled Project Engineer: Barry Fagnano
c:YhaostadtfmMwork1se197040.fm2 The John R. McAdams Company, Inc. FlowMaster v6,0 (614bi
111131% 4;35 PM D Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670E USA [phone] Page 1

Holding Pond
Water Quality Pond Design Sheet
Project Name:
SAL - Morehead City
Designer:
D.A. Clark
Job Number:
SAL-97040
Date:
11/13/98
Contour
(feet)
Stage
(feet)
Contour
Area
(SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF)
Accumulated
Contour
Volume
(CF)
10.0
0.0
822
11.0
1.0
1514
1168
1168
1168
12.0
2,0
2268
1891
1891
3059
13.0
3.0
3080
2674
2674
5733
14.0
4.0
3950
3515
3515
9248
15.0
5.0
4878
4414
4414
13662
Storage vs. Stage
16000
14000
12000 y = 1120x1.5231
v 10000 R2 = 0.9977
rn 8000
N 6000
4000
2000
0.
0.0 1.0 2.0 3.0 4.0 5.0 6.0
it Stage (feet)
KS = 1120
b = 1.5231
Page 1

Holding Pond
Calculations of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = A
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2'S and 0.8*S),
Impervious Area, directly connected (DCIA) = 1.11 acres
@CN= 98
Other areas draining to pond (not DCIA) = 0.64 acres
@CN= 39
Runoff from DCIAs =_>
Precipitation amount = 1.5 inches
S = 0.204 inches (calculated)
Q* = 1.280 inches (calculated)
Runoff volume = 5158 CF
Runoff from non -connected areas ==>
Precipitation amount = 1.5 inches
S = 15.641 inches (calculated)
Q" = 0.000 inches (calculated)
Runoff volume = 0 CF
Therefore, total runoff from precipitation in question = 5158 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Page 2

Holding Pond
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 2.00 feet
Storage provided at permanent pool depth = 3219 CF (calculated)
Total storage required for normal + storage pool = 8377 CIF
Stage (above invert) associated with this storage = 3.75 feet
Therefore, depth required above normal pool for storm storage = 1.75 feet
20.97 inches
Therefore set crest of principal spillway at stage = 4.00 feet
and EL = 14.00 feet
At principal spillway crest, storm pool storage provided = 6033 CF
Page 3

Infiltration Basin
Stage -Storage Function
Project; SAL - Morehead City; SAL-97040
Contour
feet)
Stage
feet)
Contour
Area
SF)
Average
Contour
Area
(SF)
Incremental
Contour
Volume
(CF) -
Accumulated
Contour
Volume
(CF)
19.00
0.00
4939
20.00
1.00
6500
5720
5720
5720
20.50
1.50
6950
6725
3363
9082
Storage vs. Stage
10000
9000
8000.
y = 5719.5x1.iaos
Fie = 1
7000
u
6000
o�
5000
o
4000
(n
3000
2000
1000
0.
0.00
0.50 1.00 1.50
Stage (feet)
KS = 5719.5
b = 1.1405
M �F t✓�zhT+crJ
Page 1

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Sheet1
System Curves for SAL - Morehead City
Flowrate
(GPM)
Fiowrate
(CFS)
TDH Worst
Case
(feet)
TDH Best
Case
(feet)
Pump Curve
Myers MW 50
Head, (feet)
0
0.000
8.43
5.00
27.00
10
0.022
8.56
5.07
25.70
20
0.045
8.91
5.26
24.70
30
0.067
9.46
5.55
23.90
40
0.089
10.18
5.94
22.80
50
0.111
11.07
6.42
21.70
60
0.134
12.13
6.98
20.80
70
0.156
13.35
7.64
19.70
80
0.178
14.72
8.38
18.60
90
0.201
16.26
9.20
17.30
100
0.223
17.94
10.10
15.80
110
0.245
19.78
11.09
14.30
120
0.267
21.76
12.15
12.70
130
0.290
23.88
13.29
11.10
140
0.312
26.16
14.51
Page 1 V

NOV 13 '99 01:17PM E.E. MYERS - SALES
P.2/3
MW50 SERIES
THE MYERS MW50 SERIES SEWAGE PUMPS PRO-
VIDE BIG PERFORMANCE IN A SMALL PACKAGE.
The enclosed two -vane impeller provides the
flow and head required for residential and light
commercial sewage applications, and passes a
full 2" diameter solid. The MNV50 is constructed of
only the highest quality corrosion resistant mate-
rials - cast iron, stainless steel and engineered
thermoplastics - for many years of service in
harsh sewage environment. The MW50 is avail-
able in manual models for use with external
controls or automatic models with piggy -back
mechanical float. For more information, call
your Myers distributor or the Myers, Ashland,
Ohio, sales office at 419-289-1144.
ADVANTAGES BY DESIGN
TWO VANE IMPELLER, DESIGN PROVIDES
MAXIMUM EFFICIENCY
■ EncIosed design for high efficiency pumping.
■ Eliminates possibility of jamming between
impeller and volute.
■ Passes a full 2 inch solid.
■ Original performance can be restored if gear
occurs by replacing volute seal ring.
IA Horsepower
2" Solids Handling Sewage Pumps
DURABLE MOTOR WILL DELIVER MANY YEARS
OF RELLA13LE SERVICE
* 02-filled motor for maximum heat dissipa-
tion and continuous bearing lubrication.
■ Permanent split capacitor motor elimi-
nates starting switches and relays which
are prone to fail.
THE MW50 IS DESIGNED FOR MANY YEARS OF
MAINTENANCE FREE OPERATION
E Positive sealing, quick connect power cord
and piggyback float switch make replace-
ment simple if service is ever necessary.
a Field tested, wide angle, mercury -free
mechanical float switch provides maxi-
mum draw down. (Automatic models
only.)
PRODUCT CAPABILITIES
Capacl;tes To
135 GPM
510 LPM
Hoc= To
27 it.
8.23 m
Max. Spherical Solids
2 in.
50.6 mm
Liquids Fandling
aorneslic sewage & drain
WRIer
lnternultent squid
Tem .
up to 1 a0° F I t:p to 60- c
Motor Electrical Data
?
'A hp. 1625 rpm
P5C (1 Ph), oll-filled
I Is volts, 9,0 amps. 1 ph, 60 Hz
230 volts. 4.5 amps, 1 ph. 60 H2
Third Party Approvals
CSA
Acceptable pH Range
5.9
Speci;tc Gravity
9.11
Viscosity
28-35 5SV
Discharge. NPT
2 in.
50.8 mm
Mtn. Sump Dla. Simplex
Duplex
24 in.
36 in.
61c:n
91..7 cm
construction Mateilal6
Motor Housing
cast iron, Class 30, ASTM A48
Impeller
enclosed, engineered
lherrno 1as:ic
Impeller Wear Ring
304 55T
volute
tryst iron. Class 30. ASTM A48
volute Sealing Ring
Buna-N
Power Cord
20 it. 1613 SJTW/SJTW A
Mechanical Shalt Seal
carbon & ceramic
Fasteners
300 Series SST
WHERE INNOVATION MEETS TRADITION
Myers

NOV 13 '98 01:18PM F.E. MYERS — SALES P.3i3
MW50 SERIES
PLUG
Provides walertlgTt
seal.
MICHANICALFLOAT
SWITCH
•"' Mercurylree,angle
operatlan. (Piggyback
models only?
Y.
THRUST WASHER,
SLELYEE BEARINGS
Enhance smoclh_,,—
ope:aticr, and
exlend pump life,
ROTARY SHAFT SEAT,
Carbo% ceramic faces.
HIGH EFFICIENCY
YOLtllE
F= S 2' sppherlcat
solids. 2' N?T
Discharge. `ti
POWER CORD
Qulcz-connect waterlight
fltling is replaceable
from pump eZerlor
MOTOR HOUSING
r Cast Iron for effldent
heaf trarLsfe:.
OVERLOAD SWITCH
' dUlll•ln to protect against
overload conditions.
Yi HP MOTOR
1625 rpm, 60 HL I IS 01
230v. PSC single phase.
Otl-coaled and luM.
cated.
ENCLOSED TWO VANE VOLQrFJI FLLER SEAL
IMPELLER RING
High efficiency, passes 2' MalniaL�s high efficiency
spherical sollds.,�Alh and reduces reclrcula-
slelnless steel wear ring, lion, replaceable.
Englneerea trtsrmop!as.
Itc. Opllona! bronze
conlructlon available.
Ib Horsepower
2" Solids Handling Sewage Pumps
DIMENSIONS
e
PERFORMANCE CURVE
Z5
20
M CCLL M-% ;CWACC PUMP
CU.1CITrtjTZM P[P MWUT[
e. 160 :,A ice Ado ;p
0 20 Io so Sp 1co 12D 1.0
CANOCl,Y GLWH3 RR ula=
0
F. E. Myers
X347Pfinm h U ii0iMyer.T Ashland,
Myers O Parkway
Pr�nlea h U.5.p. Ashland, Ohio 44805-1969
419/289-1144
® �SY7YlNiC ,
FAX: [phone]. TLX: 98-7443

PERFORMANCE CURVE
MOM Mw-oc ZCVVACC DUMP
CAPACITY LITERS PER MINUTE
G ZG0 2406 300 A66 �I�O
au
5
a
10
Ln
5
b
i
4 x
1
41
8
op
t
l! 2G 40 90 CO 1C0 1D 1pG
cApACiTT C/+LLON7 PER UIN UTQ
F. E. Myers
1101 Myers Parkway
Ashland, Ohio 44805-1969
419/289-1144
FAX: [phone]. TLX: 98-703

MEMBER Wayne ga,and
Wrha-Glyn Associates
SS Landscape Architect Licensed Soil Scientist
S
TEnvironmental Consulting
Jim Anderson
The John R McAdams Company Inc
PO Box 14005
Research Triangle Park NC 27709-4005
REPORT
MEMBER
e
NC-LoLA
July 13 1998
To: Whom It May Concern
From: Wayne Ragland
Subject: Proposed Southern Assisted Living site, Morehead City, Carteret County, NC
As requested, on Jul 12 1998 a soil evaluation was performed at the proposed stormwater
infiltration basin location to 'serve the above referenced site, as shown on the' map entitled
"Preliminary Grading & Utility Plan" for Southem Assisted Living (the owner) by The John R
McAdams Company Inc dated 2/24/98. The purpose of the soil evaluation was .to determine the
depth to colors indicative of soil wetness conditions and the saturated hydraulic conductivities
of the soil horizons above the probable seasonal high water table conditions for the placement of
a stormwater infiltration basin_
The area is mapped as the Autryville soil series but the -soils at and above the 18' elevation
is more similar to the Blanton soil series taxonomy (see the attached abbreviated NRCS
AutryviIle series soil description). The following soil description is typical for the area in the
northwest corner of the site at and above elevation 18'.
A ; 0-5" gray (10YR 511) fine sand ; weak fine granular structure ; very friable ; clear slightly
wavy boundary. 4-8"
E ; 5-I4" ; light gray (10YR 6.5/1) fine sand ; very weals fine granular and single grain structure ;
loose to very friable ; clear slightly wavy boundary. 6-8"
EBh ; 14-24" ;.brownish yellow (IOYR '7/3) fine sand ; few to common medium to large dark
yellowish brown (IOYR 4/6) concretions ;"very weak fine granular and single grain structure ;
loose; gradual smooth boundary. 8-13"
E' ; 24-42" ; pale yellow (2.5Y 8/4) fine sand ; few to common medium faint white (2.5Y 8/2)
and few fine faint yellow (1 OYR 1/6) mottles ; single grained ; loose; abrupt boundary. 20-30"
Btl ;, 42-50" ; yellow (10YR 7/8) fine sandy loam ; few fine faint brownish yellow (10YR 6/8)
mottles ; weals fine subangular blocky and medium granular structure ; very friable ;'gradual
boundary. 6-9"
Bt2 ; 50-72 ; yellow (10YR 7/8) fine sandy loam common medium distinct strongly brown
(7.5YR 5/8) and few to common fine and medium light brownish gray (IOYR 6/2) mottles that
increase with depth ; weak fine subangular blocky structure; very friable
NOTE: ALL OF THE ABOVE COLORS ARE BASED ON DRY TO NEARLY DRY SOIL
MOISTURE CONDITIONS ,
910-347-9036
120 Balsam Road Jacksonville NC 28546-8508 page 1

tJ l i 1 _1/ I �J l J. uv Jlu , r Juuu r. u�
Soil colors indicative of possible soil wetness, ranged from 48" to over 66". The Bt horizons
started at from 40" to 50" and -has a saturated hydraulic conductivity exceeding 2" per hour. The
overlying sands have saturated hydraulic conductivities that range from 6" to more than 20" per
hour with 6" per hour considered a very conservative underestimate. Please advise if there is
any questions.
I , hereby certify that I am a Licensed Soil Scientist ; that the above
findings are based on the factual site conditions evaluated on july -13 1998 , and ; that all of the
above statements are true and correct to the best of my knowledge and experience.
signature
Yours truly
wa.ryrte rR. ageaod
date
page 2

IJiI 1..711JJ4 1J. VW J1 WJ".� JWJt�
Blanton Grossarenic Paleudult LO - loamy Sl - siliceous TH - thermic
2.5Y) >60 CP - coastal plain MT, SN - marine terrace, stream terrace (NONE to RARE)
SE - MW, somewhat excessively drained; moderately well drained FL '0-58 0-58
S, FS, coS LS, US GR-S SL, LS, LcoS , SCL, SL, fSL SP-SM,SM . SM
SC, SM-SC, SM ' 1-7 5-13 .1-7 10-18 12-30 6.0-20 6.0-20 6.0-20
0.6-2.0 0.03-0.07 0.05-0.10 0.02-0.04 0.10-0.15 0.10-0.15
4.5-60 4.5-6.0 4.5-5.5 4.5-5.5 - /NP -/NP -/NP <25/NP-3
A .10 5 2
>60
Brown (5YR-
MS
NA
0-58
58-62 62-80
SP-SM
SM
2.0-6.0
4.5-6.0
12-45/3-22
Ap ; 0-7" ; gray (10YR 6/1) fine sand ; weak fine granular structure ; very friable ; many fine and common roots ; strongly acid
clear wavy boundary. 6-18"--
E1 ; 7-37" ; very pale brown (10YR 7/3) fine'sand ; common medium faint white (10YR 8/2) mottles ; single grained ; loose ;
common fine roots ; many uncoated sand grains ; strongly acid , gradual smooth boundary.-7
E2 ; 37-52" ; light gray (10YR 7/2) tine sand ;.many medium faint white (10YR 8/2) and few fine faint very pale brown mottles
single grained ; loose ; few, fine roots ; many uncoated sand grains ; strongly acid ; clear wavy boundary. (The E horizon
Wends to a depth of 40 to 80 inches).--
Bt1 ; 52-62" ;,light yellowish brown (10YR 6/4) fine sandy loam ; few fine faint brownish yellow (10YR 6/8) mottles ;
moderate medium granular structure ; friable ; sand grains coated and bridged with clay ; very strongly acid ; gradual wavy
boundary.--
Bt2 ; 62-67.; very pale brown. (10YR 7/4) fine sandy loam ; many medium distinct strongly brown (7.5YR 5/8) and common
medium distinct pale brown (10YR 6/3) mottles ; weak'fne subangular blocky structure ; friable ; sand grains coated and
bridged with clay; few, thin, discontinuousclay films 'on ped faces and in pores ; very strongly acid ; gradual wavy
boundary.--
Btg ; 67-80" ; light brownish gray (10YR 6/2) fine sandy loam ; many medium distinct strong brown (7.5YR 5/8) mottles ;
weak fine subangular blocky 'structure ; grayish materials area friable ; yellowish. and. brownish materials are firm ; sand
grains coated and bridged with clay; few discontinuous clay films on ped faces ; very strongly acid. .(The Bt horizons
extend to a depth of 60 inches or more.)-
Solum thickness ranges from 60 to more than 80-inches. Content of gravel sized fragments, dominantly quartz and ironstone
pebbles, is less than 10 percent by volume in all -horizons -except the A and E .horizons. which may have as much as 35
percent by volume. Reaction ranges from very strongly acid to chroma 2 or less are within the upper 10 inches of the Bt
horizon. Texture of'the Bt horizon is loamy sand, -loamy coarse sand, loamy fine sand, sandy loam, fine sandy loam, or
sandy clay loam. —The Btg'hodzon has hue of 5YAo 7.5YR, value of 5 to 8; and chroma of 1 or 2; or it is dominated.by
chroma of 2 or less and mottled in varying shades of brown, yellow, red, and gray. Texture is sandy loam,fine sandy loam,
sandy clay loam, and, below a depth,of about 66 inches, it ranges to medium acid throughout. Depth to the Bt'horizon is .
commonly 50 to 70 inches but ranges from 40 to 80 inches. Mottles which indicate wetness occur at.depths of between 30
and 72 inches. The A horizon has hue of 2.5Y or 10YR, value of 3 to 7, and chroma of 1 toA. Thickness is less than 10
inches where value is 3.5 or'Iess.Texture.-is sand, fine sand, coarse sand, loamy sand, loamy fine sand or their gravelly
analogs. The E.horizon has hue of 2.5Y to 7.5YR, value'of 5 to 8, and chroma of 1 to 8: Texture is the same as the A
horizon. The E horizori is 50 percent ormore uncoated sand grains. The 8E horizon, where present, has hue of 2.5Y or
10YR, value of 5 to 7, and chroma of 3 to 8. Texture is loamy sand, loamy coarse sand, loamy fine sand, and sandy loam.
Thickness is less than 12 inches. The Bt horizon has hue of MY to 7.5YR, value of 5 to 7, and chroma of 3 to 8, or it is
mottles in various shades of brown, yellow, red and gray. In most pedons rnottles of sandy clay. Content. of nodular and
platy plinthite is less than 5 percent within a depth.of 60 inches, but ranges up to 15 percent below that depth.

,1.----I ,.,
DATE: July 221998
Wrha-GIP Assodwes
LANDSCAPE ARCHITECT.
LICENSED SOIL SCIENTIST
ENVIRONMENTAL CONSULTING
TO: Jiim Anderson
COMPANY:- The John R McAdams Company Inc
FROM :. Way»e .Ha0and
SUBJECT : Southern Assisted Live site in Morehead City
message
Dear Mr Anderson:
In confirmation of our phone conversation of 7/21/98, 1 offer the following addendum to the
July 13 1998 soil evaluation report for the proposed stormwater infiltration basin to serve the
above referenced project site.
The range in depth to soil morphology indicators of "soil wetness" ranged from 48" to over.
66" based on soil samples at the slope grade break at the western end of the basin location as
shown on the 2/24/98 "Preliminary Grading & Utility Plan" and a sample location outside -the
basin location at or close to the southern most extent the elevation 18' contour. The closer the
samples get to the northwest comer of the parcel, the deeper the soil wetness indicators as well as
the sandy loam Bt subsoil. If the geometry of the proposed basin is limited to at or above the
existing 1:9' contour in the northwest corner of the parcel, all portions of the basin will have soil
wetness . characteristics at or deeper than 5' from the present soil surface. If the basin is
reconfigured to optimize the area lost to'the basin, I do suggest that the depth be planned so that
at least 6` to 12" of natural sand be left' over the sandy loam. Bt horizon to optimize the initial
infiltration capacity of the . Basin. Based on the present information available, this can be
accomplished by keeping the basin -invert at or above elevation 14'.
Please advise if there is any additional questions.
Yours truly
7V 4's ycte Rageastd
Copies: Southern Assisted Living
910 3347 9036 (ph�o..e v
120 BALSaM ROAO, JACKSONVILLE, N.C. 28546-8508
page I

t:C 4bem x4s5, '51c� i �
.� -- �-
DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
1. The minimum bore depth:(„�1
Pt y &Ii(cm /7
-f2 2' ,
2
3
4
The type of soil:
The expected infiltration rate:26' 0rFzce
The depth to the Seasonal High Water Table: /�ear
5. Additional comments:
on
`-
�2jGS Use -
used - eve:sh� 2-ble zs -b
Signature of Regional Office Personnel:
Linda Lewis, DWQ Vincent Lewis, Soil Scientist
Permit Application No. g5050? _ CX Date 10—q- qy
S:\WQS\STORMWAT\FORMS\INFINVST. FOR