SW8080823_HISTORICAL FILE_20081013

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWS U 8 O $ 23
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 00 s l o t$
YYYYMMDD

Crystal Coast Engineering, PA
3817-3 Freedom Way
Hubert, N.C. 28539
Tel, [phone] Fax: [phone]
Email: [e-mail]
gZF'CEIVEID
October 6, 2008 OCT 0 9 2008
Mr. Steve G. Pusey BY:
N.C. Division of Water Quality
127 Cardinal Drive Extension
Wilmington, N.C. 28405
Re: Stormwater Project No. SW8 080823
Ken and Lisa Shipp — Site Improvements
Carteret County
Dear Mr. Pusey
We are in receipt of your Request for Additional Information (RFI) dated September 26, 2008
for the referenced project. We provide the following information to allow you to continue the
stormwater review:
1. Infiltration Trench Supplements for both systems have been revised to show the
correct top elevation for the infiltration devices and trench.
2. Revised detail of the Infiltration Trench to reference the top elevation of the trench.
3. Revised the Infiltration Trench Detail and added a 6" layer of #57 Stone under
infiltration devices.
4. Revised the Stormwater, Grading and Drainage Plan and Detail sheet and added an
extra feet to the storage basin depth for sediment storage.
5. Completed the Infiltration Trench/Storage Basin system O&M Agreement you
provided.
We are hopeful that this response addresses all concerns and that the permit can be issued
in the near future. Should you have questions or additional concerns, please feel free to
contact me.
Yours truly,
Pascal G. Pandos
CRYSTAL COAST NGINEERING
Cc: Ken and Lisa Shipp

Re: Ken and 1, Shipp Stormwater SW8 080823
i
Subject: Re: Ken and Lisa Shipp Stormwater SW8 080823
From: Steve Pusey <[e-mail]>
Date: Fri, 03 Oct 2008 14:10:41 -0400
To: David Newsom <[e-mail]>
CC: "'Pascal G. Pandosy"' <[e-mail]>, 'Linda Lewis' <[e-mail]>, Ed
Beck <[e-mail]>
David,
As requested, we will waive the requirement to fill out a Wet Detention Pond Supplement. Mainly,
what I need is more information about storage volume in this pond. Is your storage volume
calculation based on storage in the infiltration basin (infiltrator units) or the storage pond? There may
be an error in your storage calculation using a depth of 2 feet. According to your plans, the depth of
the infiltration basin (infiltrator units) is 1.43 feet, not including the washed rock. Please explain or
give me a call to discuss.
The "hybrid" Infiltration Trench / Storage Basin System O&M Agreement has been tailored to fit this
application. Please advise which specific elements of this Agreement you disagree with and we will
consider them. We, essentially, just added a storage pond section to the Infiltration Trench O&M
Manual. The main reason for this "hybrid" O&M Manual is to ensure that, in addition to the trench,
the storage pond is maintained properly.
Steve
David Newsom wrote:
Steve
The "hybrid" Infiltration Trench/Storage Basin System O&M Agreement you emailed us doesn't really lend
itself to this application. Why can we not just use the same forms (Supplements & O&M Agreements) as
we have done on COUNTLESS other similar (almost identical) systems?
In addition, I fail to see the purpose of filling out a Wet Detention Pond Supplement in this instance. We
are not building a Wet Detention Pond, rather we are building a basin holding pond to temporarily store
stormwater. We are not seeking any pollution removal credits in this basin, therefore, question the need
for the supplement.
Please consider and advise.
-----Original Message -----
From: Steve Posey[mailto:[e-mail]
Sent: Friday, October 03, 2008 10:04 AM
To: David Newsom
Cc: 'Pascal G. Pandosy'; Linda Lewis
Subject: Re: Ken and Lisa Shipp Stormwater SW8 080823
The BMP calls for washed gravel as the fill material. We will approve Class 57 Stone or
similar.
of 3 10/3/2008 3:57 PM

Re: Ken and Lta Shipp Stormwater SW8 080823
Concerning the O&M Agreement, please reference the attached document for your use on
this project.
Regards,
Steve Pusey
David Newsom wrote:
Steve,
We have done numerous almost identical designs using infiltrator units with Select Fill. This has
never been a permitting problem in the past.
-----Original Message -----
From: Pascal G. Pandosy [mailto:[e-mail]]
Sent: Thursday, October 02, 2008 2:11 PM
To: David Newsom
Subject: FW: Ken and Lisa Shipp Stormwater SW8 080823
From: Pascal G. Pandosy [mailto:[e-mail]]
Sent: Thursday, October 02, 2008 1:58 PM
To: '[e-mail]'
Subject: Ken and Lisa Shipp Stormwater SW8 080823
Mr. Pusey,
We received your letter of comments dated September 26, 2008 for the referenced project
and would like for you to be more specific as to what type of fill material is required for the
infiltration trench. Please note that many of our projects have been submitted and
accepted in the past with the same indication on the infiltration bed detail (select fill
material).
Also, could you email us an unprotected wet detention pond O&M agreement word
document to help us with the elaboration of a wet storage basin O&M agreement ?
Again, we have submitted projects with the same type of BMP design in the past. Those
projects have been accepted without any of the recommendations cited above for a
storage basin.
Please confirm, for future reference, that those forms will have to be included in the
stormwater permitting package.
Thank you.
Pascal Pandosy
Crystal Coast Engineering, PA
910-325-0006
Steve Pusey
Environmental Engineer
2 of 3 10/3/2008 3:57 PM

Ken and Lisa Shipp, Owners
283 Pearson Circle
Newport, NC 28570
Subject: Request for Additional
Stormwater Project No
"Site Improvements"
Carteret County
Dear Mr. & Mrs. Shipp:
Michael F. Easley, Governor
William G Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
September 26, 2008
Information
SW8 080823
Coleen H. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a State Stormwater Management Permit Application
for "Site Improvements" on August 20, 2008. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
CA. Please revise Supplement sheet page 2
elevation and top elevation for the basin
elevation references top of trench.
to state the proper storage/overflow
and trenches, respectively. Note that top
2. On your plan details, in reference to the infiltration trench volume, please designate
the "select fill material' as the type of gravel required for an infiltration trench. Also,
please note the "top of trench" elevation on the detail.
3. Using the Wet Detention Pond O&M as a template, please develop and submit a
signed O&M Agreement for the wet storage basin.
4. Please fill out a Wet Detention Pond Supplement form with information pertaining to
the wet storage basin. Fill out as much as you with all applicable information.
✓5. Please note that a revision to one number may have a domino effect on other
numbers, which may require revision of the applications, calculations, supplements,
plans, details, and associated documentation. Please verify all numbers are correct
to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to October 10, 2008, 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, email 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.
NorlhCarolina
Aaturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Intemet w ncwaterquality ore Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled110% Post Consumer Paper

Ken & Lisa Shipp
September 26, 2008
Stormwater Application No. SW8 080823
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] or email me at [e-mail].
Sincerely,
StevePu
Environmental Engineer
ENB/sgp: S:\WQS\STORMWATER\ADDINFO\2008\080823.sep08
CC: David K. Newsom, PE - Crystal Coast Engineering, PA
Steve Pusey
Wilmington Regional Office
Page 2 of 2

A
Crystal Coast Engineering, PA
3817-3 Freedom Way
Hubert, N.C. 28539
Tel: [phone] Fax: [phone] I (�
Email crystalcoasteng@bizec n.com
August 11, 2008 �}
Ms. Linda Lewis
N.C. Division of Water Quality
127 Cardinal Drive Extension
Wilmington, N.C. 28405
Re: Ken and Lisa Shipp Site Improvements
Carteret County
Dear Ms. Lewis,
We are in receipt of your email of August 8, 2008 for the referenced project. We
provide the following information to allow you to continue the stormwater review (item
numbers correspond to your email):
1. Completed Level Spreader, Filter Strip and Buffer Supplement Form SW401
2. Labeled Proposed Infiltration Trenches on plans as requested.
3. Revised Vegetated Filter Strip Detail as requested.
4. We decided to keep the current design to comply with the 2 ac.in requirement.
We are hopeful that this response addresses all concerns and that the permit can be
issued in the near future. Should you have questions or additional concerns, please
feel free to -contact me. --\
/ AUG 2 0 2008
David wsom, PE lay
CRYSTAL COAST ENGINE ERI G. PA ---- ---

Ken & Lisa Shipp Site
i
Subject: Ken & Lisa Shipp Site
From: Linda Lewis <[e-mail]>
Date: Fri, 08 Aug 2008 09:02:28 -0400
To: Dave Newsom <[e-mail]>
Dave
The Division received an incomplete stormwater permit application for the subject
project on July 31, 2008. Please address the following in order to accept the
application for review:
1. A complete Filter Strip, Buffer and Level Spreader supplement form. The O&M was
provided, but not the supplement that goes with it.
2. Please label the infiltration trenches on the plans.
3. Please revise the vegetated filter strip detail to specify the bottom width.
Additionally, please remember that a filter is not a ditch and it should not have
the same cross-section as a ditch would. A filter is wide and flat.
4. The infiltration trenches are located immediately adjacent the storage basin and
have the same bottom elevation as the storage basin. why not simply remove the clay
liner from the storage basin and use it as an infiltration basin?
Linda
8/8/2008 9:03 AM

3817-3 Freedom Way
Hubert, N.C. 28539 �5
Tel: [phone]
Fax. [phone]
I
To: Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Rsc Ken & Lisa Shipp Site Improvements
From: Jeanie for David K. Newsom
Date: July 28, 2008
❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle
-4-%
Attached: -,I"
"
One (1) copy Narrative
One (1) original and One (1) copy Stormwater Permit Application
One (1) original Infiltration Trench Supplement (System #1)
P
One (1) original Infiltration Trench Supplement (System #2)
One (1) copy Design Calculations
One (1) copy Filter Strip / Level Spreader O&M Agreement
One (1) copy DWQ Infiltration System Investigation Request Form
One (1) copy Soils Report
Two (2) (partial) sets of plans (Stormwater Plan & Details Sheet)
One (1) check in the amount of $505
Comments:
Submitted for review and, if acceptabl`e, approval. q
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Stormwater Treatment
& Erosion Control Narrative
Proposed Site Improvements— Ken and Lisa Shipp Property
Ken and Lisa Shipp propose to construct three (3) commercial facilities and site
improvements with access streets, parking spaces and an RV/Boat storage area on a 3.925
acres tract located off of NC 24 in Carteret County.
The site is less than 0.5 miles (but greater than 575') off of Broad Creek (SA;HQW) in the
White Oak Basin. The proposed development is high density (BUA = 61.32%); therefore,
stormwater treatment facilities are required. Existing site topography is generally flat/gently
sloping (0 -6%) towards the West. Soils are generally medium to fine sands.
Because the site is located close to class SA waters, an infiltration system is required. Due
to site topography, groundwater conditions, and setback requirements it is necessary to
collect the first 1.5" of stormwater in a storage system consisting of a storage basin.
Collected stormwater will be pumped from the storage system to two infiltration beds located
at the southwestern corner of the site. Stormwater in excess of the first 1.5" will bypass the
storage system and be discharged to a vegetated filter.
Proposed erosion sedimentation control measures include temporary construction entrance,
silt fence, and inlet protection for all drop inlets. During construction, the infiltration basin
will be used as a temporary sediment basin. The proposed basin contains adequate storage
to accommodate sediment generated from the project area based on 1,800 CF/acre
requirements.

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DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are mop than 7 areas to be tested,
attach a second sheet.o
Q ,1
State Soil Scientist Confirmation Visit date/time:
Project Name: Ken and Lisa Shipp Site Improvements County: Carteret
Street Address: NC HWY 24 - across Broad & Gales Creek Fire Dpt.
Directions from the nearest intersection of two major roads: -400 feet West of
Hwy 24 and NC 1124 intersection, in Broad Creek
>1 acre being disturbed? ®YES ❑NO CAMA Major required? DYES ®NO
Consultant Name: David K. Newsom Phone: [phone]
Consultant Firm Name: Crystal Coast Engineering, PA
Bore Number
1
2
3
4
5
6
7
a Existing Ground Elevation
b Proposed Bottom Elevation
c Difference a minus b
d Add 2 ft. Min. Bore Depth)
e Hardpan Depth?
f A rox: Elev. Of SHWT
Max. lowest bottom elev.
h Infiltration Rate OK?
i Confirmation of SHWT
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments J cl' reh kjv- sla
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located Kithin the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the ppposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and maketc}�
the suitability of the site to meet the infiltration design requirements andffd
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit RevisdUbAd 2008
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Design Calculations
Infiltration System
Ken and Lisa Shipp Property in Broad Creek
July 22, 2008 (Revised 7/28/08)
1. Project Description
The project consists of a construction of three commercial facilities and site improvements on a 3.925 acres
tract located on Hwy 24 in Carteret County, North Carolina. Construction will include access streets and
associated parking for commercial use.
Design Requirements
Project will be designed in accordance with NC Administrative Code Section 15A NCAC 2111000 —
Stormwater Management (hereinafter "Regulations". This site is in the category of "development activities
within coastal counties within one-half mile of and draining to SA water". Due to density, the project is
considered "high density development". In accordance with Section .1105(2)(b) of the Regulations, an
infiltration system designed to accommodate 1-1/2" of rainfall will be required. Furthermore, runoff in excess
of the design volume must flow overland through a vegetative filter.
2. Impervious Surface Areas
Existing
Buildings (to remain) 7,236 sf
Sidewalks (to remain) 1,098 sf
Subtotal 8,334 sf
Proposed
Buildings 17,000 sf
Streets/Parking 61,616 sf
Sidewalks 5,650 sf
Subtotal 84,266 sf
Other
Boat/RV Storage area 12,240 sf
TOTAL 104,840 sf
Total Drainage Area = 170,972sf (3.925 ac)
Percent Impervious
3. Design Volume
= 104,840 sf / 170,972 sf
= 61.32%
In accordance with Section .1008(c)(1), the required design volume is computed as follows:
Using Schuler "Simple Method":

r.
Rv = 0.05 + 0.009(1) where I = Percent Impervious (62.58%)
= 0.602 in/in
Design Volume = Design Rainfall (1.5") x Rv x Drainage Area
= 1.5" x 0.602 x 170,972 sf
= 154,387 in-sf or 12,865 cf
4. Storage Volume
The infiltration basin is sized to accommodate in excess of 12,865 cf. Using average end method, actual basin
volume is:
Elev Area
24.50 5,865
26.50 7.785
5. Infiltration Area
Avg. Incr.
Area Depth Volume
6,825 2.00 13,650 cf
13,650 cf
Infiltration area is sized to accommodate actual storage volume (13,650 cf) pumped down in 5.0 days. Required
infiltration rate (and associated stormwater pumping rate) is computed as follows:
Infiltration (Pump) Rate = 13,650 cf / (5.0 day x 24 hr/day)
= I I3.75cf/hr (14.22 gpm)
Stormwater Pump Station shall be designed and adjusted to deliver 14.22 gpm to the infiltration system which is
sited upland from the Storage Area in order to comply with required separations from SH WT.
The Soil and Site Evaluation Report (copy attached) indicates that existing soils are clean, well graded, and
coarse to medium sands with hydraulic conductivities ranging from 10 in/hr. Assuming conservatively that
existing soils have a minimum hydraulic conductivity of 6.0 in/hr, required infiltration area is computed as
follows:
Req'd Infiltration Area = 113.75 cf/hr / (6.0 in/hr / 12 in/ft)
= 227.50 sf
Use forty (16) standard "Infiltrator" units which will provide approx.284 sf surface area.

M r 'v
Design Calculations
Stormwater Pump Station
for G`
Ken and Lisa Shipp Site Improvements /yW
located is gal
lI i/
Carteret County, North Carolina f//"� l/
1. Project Description
The stormwater treatment system is serving the Ken and Lisa Shipp Site Improvements and will require a
small pumping system to deliver stormwater from the storage area to the infiltration bed.
2. Pipe Effective Lengths
2" PumD Station Pioin
Actual Length =
8
No.
Fitting Tyne L/D L
Total
I
gate valve 35 5.8
5.8
1
check valve 135 22.5
22.5
2
90 bend 20 3.3
6_6
Fitting/Valve Length =
34.9
Total Effective Length =
42.9'
2" Forcemain Pipe
Actual Length =
150'
No.
Fitting Tyne L/D L
Total
1
90 degree bend 20 3.3
3.3
0
45 degree bend 10 1.7
0.0
0
22.5 degree bend 5 0.8
0_0
FittingfValve Length
3.3
Total Effective Length = 153.3'
3. Pumo Selection & Operating Conditions
Pump Selection — Myers S33 w/ Integral Float
Operating Conditions: 32 GPM @ 7' TDH — See attached spreadsheet
Throttle pump in field to deliver approx. 15 gpm.

Forcemain/Pump System Model
Enter data in shaded areas.
Project:
By:
Date:
Pump OH Elevation: . Ej�:kV
Forcemain High Point-.
Forcemaln Discharge Elevation:
Pipe 11
Plpe
C
Dlamehr Actual
Equiv.
Effective
Section
Mahrlal
(Inches) Length
Length
Length
Section
..:
42.9
Section 2
Section 3
0
Section 6
: _'GC
>'-f_>'[:':i:� `.`sJ3=:'Z`il
[ Z:_;:
0
Flow Rate Interval
Head loss calculated using Hazen -Williams equation
H r = .2083(l 00IC) " u (Q i as /D r 11ssl
where Hr - friction loss in fV100
0 - flow In gpm
D - diameter in inches
Pump Rah
(gpm)
Section t
Hr Velocity
Section 2
Hf Velocity
Section 3
Hr Val, My
Section 4
Ht Velocity
Total
Fdctlon Lozz
static
Xaad
TDH
n
0
000 000
000 000
000 0,00
000 000
000
128
128
2
001 0.20
003 020
000 082
000 082
004
128
132
4
003 041
010 041
000 163
0.00 163
013
128
141
6
006 0,61
0.22 061
000 245
000 245
028
1.28
156
8
010 082
037 082
000 327
000 327
047
128
175
10
0 15 1 02
055 1.02
000 409
000 409
071
1 28
1 99
12
022 1 23
078 1 23
000 4 90
000 490
0.99
1 28
2 27
14
029 1 43
1 03 1 43
000 572
000 572
1 32
1 28
2.60
16
0.37 1.63
1 32 1 63
000 654
000 654
1 69
1.28
2.97
18
0.46 1.84
1 64 1 84
000 736
000 7 36
2 10
1 28
338
20
056 2.04
2.00 2.04
000 8 17
000 8 17
255
1 28
383
22
0.67 2.25
238 2.25
000 8 99
000 899
3.05
1 28
433
24
0.78 2.45
280 2.45
000 9 81
000 981
358
1 28
486
26
0.91 2.66
3.24 2.66
000 1063
000 10 63
4 15
1 28
543
28
1.04 286
3 72 2.86
000 11 44
000 11 44
4 76
1 28
604
30
1.18 307
4.22 3.07
000 1226
000 1226
541
1.28
669
32
1 33 327
4.76 3 27
000 1308
000 1308
609
1 28
737
34
1.49 347
533 347
000 1390
000 1390
682
1 28
8 10
36
1 66 368
5 92 368
000 1471
000 14 71
758
1 28
886
38
1.83 388
654 388
000 1553
0 00 1553
837
1 28
965
40
201 409
719 409
000 1635
000 1635
921
128
1049
42
2 20 4 29
7 87 429
000 17.17
000 17.17
1008
1 28
11 36
44
2 40 450
8 58 450
000 17.98
000 1 T98
1098
1 28
12 26
46
261 470
932 470
000 1880
000 1880
1192
1.28
1320
48
2 82 490
1008 490
000 1962
000 1962
12 90
1 28
14 18
50
304 5 11
1087 5 11
000 20.44
000 20A4
1391
1.28
15 19

SYSTEM CURVE
VS.
PUMP CURVE
30.00
25.00
20.00
a
15.00
.
10.00
5.00
0.00
-
0 4
8 12 16 20 24 28 32 36 40 44 48
PUMP RATE (GPM)
TDH (ft) -PUMP

Simplified Routing Procedure
Protect Ken 8 -Lisa Shipp Site Improvements to years storm
Date: 17/17/2008 - 1
Increment
r---7l
minutes
(Must be <
10 minutes)
Orifice
Weir
Pump
Total
Total
Time
Time
Inflow(cfs)
Inflow
Stored Volume
Stage
Water Surface
Outflow
Outflow
Outflow
Outflow
Outflow
min
(days)
cfs
c(Cf
c(Cf
01
Elevation
cfs)
(cfs)
(cfs)
(cfs)1�1
0
00
0.00
0.00
0
0.00
24.50
0.00
000
0.00
0.00
0
1
00
0.42
2516
25
0.01
24.51
0.00
0.00
0.00
0.00
0
2
0.0
1.64
98.34
124
0.03
24.53
0.00
0.00
0.00
0.00
0
3
00
355
212
82
336
0.07
24.57
0.00
0.00
0.00
000
0
4
0.0
5.97
358.12
694
0.13
24.63
0.00
0.00
0.00
0.00
0
5
0.0
868
520.89
1215
0.21
24.71
0.00
0.00
000
000
0
6
0.0
11.44
686.22
1902
0.32
24.82
0.00
0.00
0.00
0.00
0
7
0.0
1398
838.95
2741
0.46
24.96
0.00
0.00
000
000
0
8
0.0
16.08
965.07
3706
0.60
25.10
0.00
0.00
0.00
0.00
0
9
0.0
1755
1053.01
4759
0.76
25.26
0.00
0.00
003
0.03
2
10
0.0
1825
1094.71
5851
0.92
25.42
0.00
0.00
0.03
003
2
11
0.0
18.11
1086.35
6936
1.08
25.58
0.00
0.00
0.03
0.03
2
12
0.0
17 14
1028.69
7962
1.23
25.73
0.00
0.00
0.03
003
2
13
0.0
15.46
927.73
8888
1.36
25.86
0.00
0.00
0.03
0.03
2
14
0.0
1363
818.02
9704
1.47
25.97
0.00
0.00
003
003
2
15
0.0
12.02
721.30
10423
1.57
2607
0.00
0.00
0.03
0.03
2
16
0.0
10.60
636.00
11057
1.66
26.16
0.00
0.00
0.03
003
2
17
0.0
9.35
560.80
11616
1.74
2624
0.00
0.00
0.03
003
2
18
0.0
8.24
49448
12109
1.81
26.31
0.00
0.00
0.03
0.03
2
19
00
7.27
43601
12543
1.87
26.37
0.00
0.00
0.03
003
2
20
0.0
6.41
38446
12925
1.92
2642
0.00
0.00
0.03
0.03
2
21
00
5.65
338.99
13262
1.97
26.47
0.00
0.00
0.03
003
2
22
00
4.98
29891
13559
201
2651
000
001
0.03
005
3
23
0.0
4.39
263.56
13820
2.05
2655
0.00
0.16
0.03
0.19
12
24
00
3.87
23240
14041
2.08
26.58
000
034
0.03
038
23
25
0.0
3.42
20492
14223
2 10
26.60
000
0.53
0.03
0.56
34
26
0.0
3.01
180.69
14370
2.12
26.62
0.00
070
0.03
0.73
44
27
0.0
2.66
159.32
14485
2 14
2664
000
084
0.03
0.87
52
28
0.0
2.34
140.48
14573
2.15
26.65
0.00
0.95
0.03
0.98
59
29
0.0
2 06
123.87
14638
2.16
26.66
000
1.04
0.03
1.07
64
30
00
1.82
109.22
14683
2.16
26.66
0.00
1.10
0.03
1.13
68
31
00
1 61
96.31
14712
2.17
26.67
000
1.14
0.03
1.17
70
32
0.0
1.42
8492
14726
2.17
26.67
0.00
1.16
0.03
1.19
72
33
00
1 25
74.88
14729
2.17
26.67
000
1.16
003
1.20
72
34
0.0
1.10
6602
14724
2.17
26.67
0.00
1.16
0.03
1.19
71
35
00
0.97
58.22
14710
2.17
26.67
0.00
1.14
0.03
1.17
70
36
0.0
0.86
51
33
14692
2.16
26.66
0.00
1.11
003
1.14
69
37
0.0
0.75
45.26
14668
2.16
26.66
0.00
1.08
0.03
1.11
67
38
0.0
0.67
39.91
14641
2.16
26.66
0.00
1.04
003
1.08
65
39
0.0
0.59
35
19
14612
2.15
26.65
000
1.00
0.03
1.04
62
40
0.0
0.52
31.03
14581
2.15
26.65
0.00
0.96
003
0.99
60
41
0.0
046
27.36
14549
2.14
2664
0.00
0.92
003
0.95
57
42
00
0.40
24.13
14516
2.14
26.64
0.00
0.88
0.03
0.91
55
43
00
035
21.27
14482
214
2664
0.00
0.83
003
0.87
52
44
0.0
0.31
18.76
14449
2.13
26.63
0.00
0.79
0.03
0.83
50
45
00
0.28
16.54
14416
2.13
26.63
0.00
0.75
003
079
47
46
0.0
0.24
14.58
14383
2 12
2662
0.00
0.71
0.03
0.75
45
47
00
0.21
12.86
14352
2.12
26.62
0.00
0.67
0.03
071
42
48
0.0
0.19
11.34
14320
2 11
26.61
0.00
0.64
003
0.67
40
49
0.0
0.17
10.00
14290
2.11
26.61
0.00
0.60
0.03
064
38
50
0.0
0.15
8.82
14261
2.11
26.61
0.00
057
0.03
0.60
36
51
0.0
013
7.77
14232
2.10
26.60
0.00
0.54
0.03
0.57
34
52
0.0
0.11
6.85
14205
2.10
26.60
0.00
051
0.03
054
33
53
0.0
0 10
604
14178
2.09
26.59
000
048
0.03
0.51
31
54
00
0.09
5.33
14153
2.09
26.59
0.00
0.45
0.03
049
29
55
0.0
0.08
4.70
14128
209
26.59
000
0.43
003
0.46
28
56
0.0
0.07
4
14
14104
2.08
26.58
0.00
0.41
0.03
044
26
57
0.0
0.06
3.65
14082
208
26.58
000
0.38
003
0.42
25
58
0.0
0.05
322
14060
2.08
2658
0.00
0.36
0.03
0.40
24
59
0.0
0.05
2.84
14039
2 08
26.58
000
0.34
0.03
0.38
23
60
0.0
0.04
2.50
14019
2.07
2657
000
0.32
0.03
0.36
21
61
0.0
004
2.21
14000
2.07
26.57
0.00
0.31
0.03
0.34
20
62
00
003
1.95
13981
2.07
2657
0.00
0.29
003
0.32
19
63
00
0.03
1.72
13963
2.06
26.56
0.00
0.27
0.03
0.31
18
64
00
0.03
1
51
13946
2.06
26.56
0.00
0.26
003
0.29
18
65
0.0
0.02
1.33
13930
2.06
26.56
0.00
0.25
0.03
0.28
17
66
00
0.02
1
18
13915
2.06
26.56
0.00
023
0.03
0.27
16
67
0.0
0.02
1.04
13900
206
26.56
0.00
0.22
0.03
0.25
15
68
0.0
002
0.92
13885
205
26.55
000
021
0.03
0.24
15
69
0.0
0.01
0.81
13872
2.05
2655
0.00
0.20
0.03
023
14
70
0.0
001
0.71
13858
2 05
26.55
000
0.19
003
0.22
13

Increment
F-,711minutes
(Must be <
10
minutes)
Orifice
Weir
Pump
Total
Total
Time
Time
Inflow(cfs)
Inflow
Stored Volume
Stage
Water Surface
Outflow
Outflow
Outflow
Outflow
Outflow
min
(days)
cfs
cut
LGD.
(n�
Elevation
cfs)
(cfs)
(cfs
cfs
Lcf1
71
0.0
001
0.63
13846
2.05
26.55
0.00
0.18
0.03
0.21
13
72
01
0.01
0.55
13833
205
26.55
000
0.17
003
0.20
12
73
0.1
001
0.49
13822
2.05
26.55
000
0.16
0.03
0.19
12
74
0.1
0.01
0.43
13811
2 04
26.54
0.00
0.15
0.03
0.19
11
75
01
0.01
0.38
13800
2 04
26.54
000
0 14
0.03
0.18
11
76
0.1
0.01
0.33
13789
2.04
2654
0.00
0.14
0.03
0.17
10
77
01
0.00
0.29
13779
2 04
2654
0.00
0.13
0.03
0 16
10
78
0.1
0.00
026
13770
2.04
26.54
0.00
0 12
0.03
0.16
9
79
0.1
0.00
0.23
13761
2.04
2654
0.00
0.12
0.03
0.15
9
80
0.1
000
0.20
13752
2.04
26.54
0.00
0.11
003
0.15
9
81
0.1
0.00
018
13743
2.03
26.53
0.00
0.11
0.03
0.14
8
82
0 1
0.00
0.16
13735
2.03
26.53
0.00
0.10
003
0 14
8
83
0.1
000
014
13727
2.03
26.53
0.00
0.10
0.03
0.13
8
84
0.1
0.00
012
13719
203
26.53
0.00
0.09
003
0.13
8
85
01
000
0.11
13712
2.03
26.53
0.00
0.09
003
0.12
7
86
0.1
0.00
0.10
13705
203
26.53
0.00
0.08
0.03
0.12
7
87
0.1
0.00
0.08
13698
203
26.53
0.00
0.08
0.03
0.11
7
88
0.1
000
0.07
13691
2.03
26.53
0.00
0.08
0.03
0.11
7
89
0.1
0.00
0.07
13685
2.03
2653
000
0.07
0.03
0.11
6
90
0.1
0.00
0.06
13678
2.03
26.53
0.00
0.07
0.03
0.10
6
91
0.1
0.00
0.05
13672
2.02
2652
0.00
0.07
0.03
0.10
6
92
0.1
0.00
0.04
13666
2.02
2652
000
0.06
0.03
0.10
6
93
0.1
0.00
004
13661
2.02
26.52
0.00
0.06
0.03
0.09
6
94
01
000
0.03
13655
2.02
26.52
000
0.06
0.03
0.09
5
95
0.1
000
0.03
13650
2.02
26.52
0.00
0.05
0.03
0.09
5
96
0.1
0.00
0.03
13645
2.02
26.52
0.00
0.05
0.03
0.08
5
97
01
000
0.02
13640
2.02
26.52
0.00
005
003
008
5
98
0.1
0.00
0.02
13635
202
26.52
0.00
0.05
0.03
0.08
5
99
0.1
0.00
0.02
13630
2.02
26.52
0.00
004
003
008
5
100
0.1
0.00
0.02
13625
202
26.52
0.00
004
0.03
0.07
4
101
0.1
0.00
0.01
13621
2.02
26.52
0.00
0.04
003
007
4
102
01
000
0.01
13617
2.02
26.52
0.00
0.04
0.03
0.07
4
103
0.1
0.00
0.01
13612
2.02
26.52
0.00
0.04
0.03
007
4
104
01
000
0.01
13608
2.02
26.52
0.00
0.03
0.03
0.07
4
105
0.1
000
001
13604
2.02
26.52
0.00
0.03
0.03
0.07
4
106
0.1
0.00
0.01
13600
2.01
26.51
000
0.03
0.03
0.06
4
107
0.1
0.00
0.01
13597
2.01
26.51
0.00
0.03
0.03
0.06
4
108
0.1
0.00
001
13593
2.01
2651
000
0.03
0.03
0.06
4
109
0.1
0.00
0.01
13589
2.01
26.51
0.00
0.03
0.03
0.06
4
110
0.1
0.00
0.00
13586
2.01
26.51
0.00
0.02
0.03
0.06
3
111
0.1
0.00
0.00
13582
201
26.51
0.00
0.02
0.03
0.06
3
112
0.1
000
0.00
13579
2.01
26.51
0.00
002
0.03
0.06
3
113
01
0.00
000
13575
2 01
26.51
0.00
0.02
0.03
0.05
3
114
0.1
0.00
0.00
13572
2.01
26.51
0.00
0.02
0.03
0.05
3
115
0.1
0.00
000
13569
2 01
26.51
0.00
002
0.03
005
3
116
0.1
0.00
0.00
13566
2.01
2651
000
0.02
0.03
005
3
117
0.1
0.00
0.00
13563
2.01
26.51
0.00
0.02
003
0.05
3
118
0.1
000
0.00
13560
2.01
26.51
000
0.02
0.03
005
3
119
0.1
0.00
0.00
13557
2.01
26.51
0.00
0.01
003
0.05
3
120
01
000
0.00
13554
201
26.51
000
0.01
0.03
005
3

Inflow Hydrograph C= 0.65 Length W'shed=l 800�feet
(Using Malcolm Step Function) I = I 7.171in/hr Height W'shed= j 41feet
A= ( 3.9251ac
Time Flow (Q)
(min) (cfs)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
0.00
0.42
1.64
3.55
5.97
8.68
11.44
13.98
16.08
17.55
18.25
18.11
17.14
15.46
13.63
12.02
10.60
9.35
8.24
7.27
6.41
5.65
4.98
4.39
3.87
3.42
3.01
2.66
2.34
2.06
1.82
1.61
1.42
1 25
1.10
0.97
0.86
0.75
0.67
0.59
0.52
0.46
0.40
0.35
0.31
0.28
0.24
0.21
Qpeak
tp =
18.3 cfs
10 minutes
Page 1 of 3
tc= 10 minutes

Inflow Hydrograph C= 0.651
(Using Malcolm Step Function) I = I. 7.171in/hr
A= 1 3 9251ac
Qpeak 18.3 cfs
tp = 10 minutes
Time Flow (Q)
(min) (cfs)
48 0.19
49 0.17
50 0.15
51 0.13
52 0.11
53 0.10
54 0.09
55 0.08
56 0.07
57 0.06
58 0.05
59 0.05
60 0.04
61 0.04
62 0.03
63 0.03
64 0.03
65 0.02
66 0.02
67 0.02
68 0.02
69 0.01
70 0.01
71 0.01
72 0.01
73 0.01
74 0.01
75 0.01
76 0.01
77 0.00
78 0.00
79 0.00
80 0.00
81 0.00
82 0.00
83 0.00
84 0.00
85 0.00
86 0.00
87 0.00
88 0.00
89 0.00
90 0.00
91 0.00
92 0.00
93 0.00
94 0.00
95 0.00
96 0.00 Page 2 of 3
Length W'shed=(- 8001feet
Height W'shed= I 41feet
tc= 10 minutes

Inflow Hydrograph
C=
0.65
(Using Malcolm Step Function)
I =
7.171 in/hr
A=
i 3.9251ac
Qpeak
18.3 cfs
tp =
10 minutes
Time Flow (Q)
(min) (cfs)
97 0.00
98 0.00
99 0.00
100 0.00
101 0.00
102 0.00
103 0.00
104 0.00
105 0.00
106 0.00
107 0.00
108 0.00
109 0.00
110 0.00
111 0.00
112 0.00
113 0.00
114 0.00
115 0.00
116 0.00
117 0.00
118 0.00
119 0.00
120 0.00
Length W'shed=l- 800 feet
Height W'shed= 1 _ 41feet
tc= 10 minutes
Page 3 of 3

Accum
Z
Volume
Stage
In S
In Z
0
0
3047.25
0.5j8.021995
-0.693147
632725
1;
8.752621
- 0
9847
1
5i
9.194922
0.'4054651
13613.75
2 i
9�518836
0.6931472
-89524 25
-24
5
#NUM!
#NUM!
-89524 25
-24.5
#NUM!
#NUMi
b
=
1.0776782
Ks =
6392.3239
Zest Comment
Contour at Normal Pond (wet pond) or Basin Bottom (infiltration)
0.502853
0.99055
1.493206
2,016759
#NUM!
#NUMi Contour at Berm Top
)Regression Analysis Y Data Range
Regression Analysis X Data Range
SUMMARY OUTPUT
Regression Statistics
Multiple R 0.9999019
R Square 0 9998038
Adjusted R 0.9997057
Standard E 0.0111151
Observatio 4
ANOVA
of SS MS F Significance F
Regressior 1 1.259188 1.259187999 10192.05825 9.81012E-05
Residual 2 0.000247 0.000123546
Total 3 1.259435
Coefficientstandard Em t Stat P-value Lower 95% Upper 95%.ower 95 0°ripper 95 0%
Intercept 8 7628532 0 005662 154Z681862 4.17481 E-07 8.738491856 8 787214 8.738492 8 787214
X Variable 1,0776782 0.010675 100.9557242 9 81012E-05 1.031748351 1.123608 1.031748 1.123608
Page 1 of 1

Ken and Lisa Shipp
Site Improvements
10 yrs Routing
20.00
18.00
16.00
14.00
12.00
in

;
�i/
1073-1 Gregory Fork Road
Richlands, NC 28574
Phone [phone]
Fax [phone]
_ _ILIgMansoil@yahoo_Call)
December 15, 2007
Crystal Coast Engineering
Freedom Way
Hubert, NC 28539
Ref: Shipp Propefty
Dear Mr. Newsom,
A site evaluation was conducted on a tract of land located on Hwy 24 in the Broad
Creek area of Carteret County. The current laws and rules of NC were used as a
guide for this evaluation.
Enclosed is a map that denotes the various soils and their suitability for on -site
wastewater systems. The map is broken down into two categories:
Soil 1: This soil was found to be unsuitable for on -site wastewater
systems, was covered with buildings and or parking areas, or may contain
jurisdictional features.
Soil 2: These soils had a Sand to Loamy Sand texture with a wetness
condition between 24" and 48" below the surface. The LTAR would
range from .8 gpd to 1.0 gpd. These soils would range in trench bottoms
from 12" to 24".
A small portion of the property was found to be low, and may be an isolated
wetland pocket. The area does not appear to be associated with any jurisdictional
feature, and will probably not be jurisdictional.
Soils located on the property were found to be suitable for an LPP waste water
system (as well as conventional and advanced treatment) with an expected LTAR
of .5 gpd. A daily design flow of 2880 gallons per day was used which would

require 14-82' LPP lines. The repair area would require the same system with
dimensions of 70'x82'. Several monitoring wells on the site would have to be
abandoned by a licensed well driller, prior to a permit for installation.
The system and collection system will have to be designed by a licensed engineer.
If any restaurant usage is required it is recommended to place a separate septic
tank, pump tank, and grease trap at the vicinity.
Elevation shots were not taken, and a detailed topo map is suggested prior to
submittal to the health department.
The southwest comer of the property was evaluated for stomp water infiltration,
and was found to be suitable. The soils were found to be Sand with a 48" water
table. The saturated hydraulic conductivity of the site was found to be greater
than 10" per hour. See attached soil boring descriptions.
All permits will be issued by the local health department and or the state, and are
subject to all rules of the county and state. The findings are based on the
conditions of the site at the time of evaluation, and any alterations may adversely
impact the results.
All data was collected with GPS with accuracy of approx 2'. This information
can be sent to your surveyor via e-mail.
If you have any questions please feel free to contact me at 910-330-2784. Thank
You.
Sincerely,
R. Haywood Pittman [I
Licensed Soil Scientist
/1- I r-67

AUGER BORINGS OF SHIPP PROPERTY BROAD CREEK
BORING 1
DEPTH
TEXTURE
STRUCTURE
MINERALOGY
MATRIX MOTTLES WETNESS
0-12"
LS
GR
NS NE
2 5Y8/1
12-48"
SL
GR
NS- NE
2.5Y8/1 >48"
KSAT COULD
NOT MAINTAIN
HEAD ESTIMATED AT>10" PER HOUR
BORING 2
DEPTH
TEXTURE
STRUCTURE
MINERALOGY
MATRIX MOTTLES MOTTLES MOTTLES
0-12"
LS
GR
NS NE
2.5Y8/1
1248"
SL
GR
NS NE
2.5Y8/1 >48"
KSAT COULD
NOT MAINTAIN
HEAD ESTIMATED AT >10" PER HOUR
la-1.Fo7