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Corporations Division
Page 1 of 1
North Carolina
Q Elaine F. Marshall �' E=.����:p7C''� C°I�'
Fw Box 25F22 Rateigh,GC 27 -C 'S' J 3 i 4-54¢P
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View Document Filings File an Annual Report Amend a Previous Annual Report
Print a Pre -Populated Annual Report form
Corporate Names
Legal: Neighborhoods of Holly Ridge, LLC
Limited Liability Company Information
Sosld: 0716245
Status: Current -Active
Annual Report Status: Current
Citizenship: Domestic
Date Formed: 3/16/2004
Fiscal Month: December
Registered Agent: Cook, Ryan
Corporate addresses
Mailing: 1105 New Pointe Blvd Ste 6
Leland, NC 28451-4130
Principal Office: 1105 New Pointe Blvd Ste 6
Leland, NC 28451-4130
Reg Office: 1105 New Pointe Blvd Ste 6
Leland, NC 28451-4130
Reg Mailing: 1105 New Pointe Blvd Ste 6
Leland, NC 28451-4130
Company Officials
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Managing Member: Ryan Cook
1105 New Pointe Blvd. Ste 6
Leland NC 28451
Managing Member: Scott Cook Construction Company
1105 New Pointe Blvd. Ste 6
Leland NC 28451
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0.
LIMITED LIABILITY COMPANY ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: Neighborhoods of Holly Ridge, LLC
SECRETARY OF STATE ID NUMBER: 0716245 STATE OF FORMATION: NC Filing Office UseCnly
E-Filed Annual Report
0716245
REPORT FOR THE YEAR: 2017 CA201707900269
3/20/2017 08:26
SECTION A: REGISTERED AGENT'S INFORMATION Changes
1. NAME OF REGISTERED AGENT: Cook. Rvan
2. SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED OFFICE STREET ADDRESS & COUNTY 4. REGISTERED OFFICE MAILING ADDRESS
1105 New Pointe Blvd Ste 6 1105 New Pointe Blvd Ste 6
Leland, NC 28451-4130 Brunswick County Leland, NC 28451-4130
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Land Deve
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY
1105 New Pointe Blvd Ste 6
Leland, NC 28451-4130
5. PRINCIPAL OFFICE MAILING ADDRESS
1105 New Pointe Blvd Ste 6
Leland, NC 28451-4130
SECTION C: COMPANY OFFICIALS (Enter additional Company Officials in Section E.)
NAME: Scott Cook Construction Compar NAME: Ryan Cook
TITLE: Mananina Memher
ADDRESS:
NAME:
TITLE: Managing Member TITLE:
ADDRESS:
1105 New Pointe Blvd. Ste 6 1105 New Pointe Blvd. Ste 6
Leland, NC 28451
Leland, NC 28451
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person.'business entity.
Ryan Cook, by Ryan Cook - Member
SIGNATURE
Form must be signed by a Company Official listed under Section C of this form.
3/20/2017
DATE
Ryan Cook, by Ryan Cook - Member Managing Member
Print or Type Name of Company Official Print or Type The Title of the Company Official
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Corporations Division, Post Office Box 29525, Raleigh, NC 27626-0525

Corporations Division
Page 1 of 1
'''" '�► -:. North Carolina
,I" � rs
�Elar`rie �: Marshall � �►� _ E W" ol" I ► t
t Secretary z-_aECRETAR c �_ITIAT ;
FJOxx293nRaleigh,NC27629-SSM t81t-,• ]4-`4.30
Click Here To:
View Document Filings File an Annual Report Amend a Previous Annual Report
Print a Pre -Populated Annual Report form
Corporate Names
Legal: Scott Cook Construction Co.
Business Corporation Information
Sosld:
0758516
Status:
Current -Active
Annual Report Status:
Current
Citizenship:
Domestic
Date Formed:
12/21/2004
Fiscal Month:
December
Registered Agent:
Cook, Scott
Corporate Addresses
Reg Office:
1105 New Pointe Blvd
Leland, NC 28451-4127
Reg Mailing:
1105 New Pointe Blvd
Leland, NC 28451-4127
Mailing:
1105 New Pointe Blvd Suite 6
Leland, NC 28451-4130
Principal Office:
1105 New Pointe Blvd Suite 6
Leland, NC 28451-4130
Officers
President: Scott H Cook
1105 New Pointe Blvd Suite 6
Leland NC 28451
Stock
Class: Common
Shares: 100000
No Par Value: Yes
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BUSINESS CORPORATION ANNUAL REPORT
NAME OF BUSINESS CORPORATION: Scott Cook Construction Co.
SECRETARY OF STATE ID NUMBER: 0758516 STATE OF FORMATION: NC
REPORT FOR THE FISCAL YEAR END: 12/31/2016
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: Cook. Scott
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
1105 New Pointe Blvd
Leland. NC 28451-4127 Brunswick Countv
E-Filed Annual Report
0758516
CA201707900232
3.12012017 08:16
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
1105 New Pointe Blvd
Leland, NC 28451-4127
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Residential Construction
2. PRINCIPAL OFFICE PHONE NUMBER: [phone]
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY
1105 New Pointe Blvd Suite 6
Leland, NC 28451-4130
SECTION C: OFFICERS (Enter additional officers in Section E.)
NAME: Scott H Cook NAME:
TITLE: President TITLE:
ADDRESS:
1105 New Pointe Blvd Suite 6
Leland, NC 28451
ADDRESS:
3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
5. PRINCIPAL OFFICE MAILING ADDRESS
1105 New Pointe Blvd Suite 6
Leland, NC 28451-4130
NAME:
TITLE:
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Scott H Cook
SIGNATURE
Form must be signed by an officer listed under Section C of this form.
Scott H Cook
Print or Type Name of Officer
3/20/2017
President
This Annual Report has been filed electronically.
MAIL TO: Secretary of State, Corporations Division, Post Office Box 29525, Raleigh, NC 27626-0525
DATE
Print or Type Title of Officer

STATE OF NORTH CAROLINA
DEPARTMENT OF THE SECRETARY OF STATE
STATEMENT OF CHANGE OF REGISTERED
OFFICE AND/OR REGISTERED AGENT
SOSID: 0828544
Date Filed: 8/28/2009 5:39:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200922900456
Pursuant Tao §55D-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the purpose of
changing its registered office and/or registered agent in the State of North Carolina.
INFORMATION CURRENTLY ON FILE
The name6fthe entity is: The- /Vela h btr/10 Cy P Gf Wt?e _ As - 9lx
Entity Tye: []Corporation, ElForeign Corporation, IDC Nonprofit Corporation, []Foreign Nonprofit Corporation,
[]Limited Liability Company, []Foreign Limited Liability Company []Limited Partnership, []Foreign Limited Partnership,
❑Limited Liability Partnership, []Foreign Limited Liability Partnership
The street �ddress and county of the entity's registered office currently on file is:
Number apd Street: OO ea tf 01
City, State{ Zip Code: � ) Be,14 , N County:
The mailitW a ress i &fferl ptfrom the street Address of the registered office currently on file is:
a L�o.i- Y3 % i((P w l3errt �C
The name of the current registered agent is: —WA S �- A W, Lz- C-
NEW INFORMATION
1. The street address and county of the new registered office of the entity is:
(complete this item only if the address of the
registered office is being changed)
Number and Street: d (Q UrIQ
City, State, Zip Code: YV l /PL- /T b/qV �,3 County: /yQud QM_-
2. The mailing address if different from the street address of the new registered office is:
(complete this item only if the address of the registered office is being changed)
3. The n e of the new registered agent and the new agent's consent to appointme ow:
(competlot)
item only if the name of the registered agent is being changed
W
Type or Print Name of New Agent • Signature & Title
4. The address of the entity's registered office and the address of the business office of its registered agent, as changed,
will br identical.
5. This statement will be effective upon filing, unless a date and/or time is specified:
This i9 the day of ll $ f 20 (ye.-
SSac13''�
atv
Coot 7AOZ,441b�,�
Type or Print Name and Title
Notes: Fill tee is SS.Qa. This document roust be filed with the Secretary of State.
' Instead of Wing here, the new registered agent may sign a separate written consent to the appointment, which oust be Attached to this statement.
CORPORATIONS DIVISION P. O. BOX 29622 RALEIGH, NC 27626-0622
Revised January 2002 Form BE-06
I

LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY:
SOSID: 0716245
Date Filed: 5/3/200610:59:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200612300302
NEIGHBORHOODS OF HOLLY RIDGE, LLC
STATE OF INCORPORATION: NC
SECRETARY OF STATE L.L.C. ID NUMBER: 0 716 2 4 5 FEDERAL EMPLOYER ID NUMBER: 043787280
NATURE OF BUSINESS:
LAND DEVELOPMENT
REGISTERED AGENT:
SCOTT COOK
REGISTERED OFFICE MAILING ADDRESS: 106A CINEMA DRIVE, WILMINGTON, NC 28403
REGISTERED OFFICE STREET ADDRESS: 106A CINEMA DRIVE, WILMINGTON, NC 28403
SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
PRINCIPAL OFFICE TELEPHONE NUMBER: (910) 3 43 - 9 2 0 2
PRINCIPAL OFFICE MAILING ADDRESS: 106A CINEMA DRIVE
WILMINGTON, NC 28403
PRINCIPAL OFFICE STREET ADDRESS: 106A CINEMA DRIVE
WILMINGTON, NC 28403
MANAGERS/MEMBERS/ORGANIZERS:
Memo: SCOTT COOK
7m. MANAGING MEMBER 7It/e: TRW
Address: 60-C PELICAN DRIVE Address: Address:
WRIGHTSVILLE BEACH, NC
c9r. a4.'
State: ZIP., Stets: ZIP: Stets: ZIP:
CERTIFI UAL ORT MUST BE COMPLETED BY ALL LIMBED LIABILITY COMPAN
FOAM MUST BE SIGNED BY A WMEMBER DATE
IJCOTT COOK MANAGING
TYPE OR PRINT NAME TYPE OR ORINT TITLE
ANNUAL REPORT FEE: $200.00 MAIL TO: Secretary Of State • Corporations DIVWDn 0 Post Office Box 29525 • Raleigh, NC 27626.0525
semi
o64toe

(Page 1 of 4)
Illfllhlnlllllfllllu II�II N ��IIu�I�Ullllln�llil ��I�IhI
Doc ID: 000026310004 TyQe: ORP
Recorded: 03/26/2004 at 03:Se:02 PM
Fee AMt: $3,023.00 PaOe 1 of 4
Excise Tax: $3,000.00
Onslow county, NC
Mildred M Thomas ReaLeter of Deeds
8K2217 P0/ 67'770
and sold, and by these presents does hereby grant, bargain, sell
and convey unto the said Grantee in fee simple, the following
described lot or parcel of land located in
Onslow County, North Carolina:
See attached Exhibit A which is incorporated by reference as if
fully set forth hererin.
Subject to all easements and rights of way of record in the Onslow
Z'
J
Book: 2217,Page: 767

(Page 2 of 4)
County Registry.
The property hereinabove described was acquired by Grantor by
instrument recorded in Book at Page of the Onslow County
Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and
all privileges and appurtenances thereto belonging to the Grantee
in simple.
A the Grantor covenants with the Grantee, that Grantor is
sei d o e premises in fee simple, has the right to convey the
sa in a imple, that title is marketable and free and clear of
al encrrf�%'ke4ppt
ces, and that Grantor will WARRANT and DEFEND the
ti e the lawful claims and demands of any and all persons
w�omsoe for the exceptions hereinafter stated.
Ti
follow
hereinabove described is subject to the
1. Ad alo taxe for 2004 and subsequent years.
2. Gene tilt s ry easements and rights of way of
record.
3. Applicabl al cou , state or federal government laws
or regulations rely en , zoning, subdivision,
occupancy, use or cons cti t ubject property.
In Testimony Whereof, G�an r, po tion, has caused this
instrument to be signed in i s co a by its duly
authorized officer by authors i Bo rd of Directors, the day
and year first above written.
LANIER A JA KSOP-�N'�ER�S, INC
a North Car liKa o o n
By:
State of _ County of + �t
Notary I, , certify that
Seal -Stamp ZF)C r-•r r" personally came batore me_ t day and
acknowledged that (s)he is the t+,r`'
of _LANIER & JACKSON ENTERPRISES, INC. , a
corporation, and that (s)he, as , being
authorized to do so, executed the foregoing on
behalf of the corporation.
!1, ness my han and official stamp or seal, this the
day of f 1 2004.
M Commission Expires: ! '
..... '.�•-J1�� No rt 'Public
Book:2217,Page:767

(Page 3 of 4)
Exhibit A
Lying and being in Onslow County, North Carolina and more
particularly described as follows:
Lot No. 7 "A" beginning at a pine sump in the Hurst line a little West of
this Main Road and running South 42 East 2970 feet to a stake, the aeaond
�Lnes of Lot No. 5 "H^,
hence North 48 East 850 feet to a stake,
then North 42 West 2970 feet to a ensue, thence
th 48 West 850 fat to the beginning, eontaining fifty-eight (58) awes,
m less; as wwx-jrcd to Marlow F. Bostic, Jr. by deed recorded in
B k 1053, page 648.
SECOND TRACT: Lan at a lightwood stump about 120 yards on the
e c of a roan near the "Sage P1acc" and near the head of a
sniA ran ou 2 East 2970 feet to a stake, thence North
49 85 ct to a co er ofLot No. 1 "A', then Nortlt 42
West 29 t st tmN corner of Lot 7 "A", thence
South 48 West 8 eet to b ' g. ntatning fifty- eight (59) acre;
more or less; as c to ow . Bo 'c Jr. by deed recorded in
Deed Book 1053, p e S.
Jr.
THMD TRACT: Beginning ata Swcct'Gum' Do oo n
nmtsing South 48 degrees W to
2970 feet to a stake in the Hurst 1' th
feat to a stake, thence South 42 Fast f
Branch, the = with said branch to the begi
nine(59) acres, more or less; as corwcycd to
recorded in Deets Book 1053, page 649.
� and in the Hurst line and
thence North 42 West
tlt it No 48 East 1270
to t n3'e h ofD-d-itwood
by deed
Book:2217,Page:767

(Page 4 of 4)
agoing certificate(s) of MARY A EDENS
ertified to be correct. This instrument and this
are duly registered at the date and time and in the
3 a own on the first page hereof.
Register of Deeds for gender County
--------- Deputy/Assistant - Register of needs
Book:2217,Page:767

NCDENR
STORMWATER
PLAN
FOR
THE NEIGHBORHOODS
OF HOLLY RIDGE
PHASE 3
SEPTEMBER 14, 2007
��.� GPfiOLllyq'•,,
p
z
=�' S�
$a
OWNER:
NEIGHBORHOODS OF HOLLY RIDGE, LLC
106-A CINEMA DRIVE
WILMINGTON, NC 28403
STROUD ENGINEERING, P.A.
102 D CINEMA DRIVE
WILMINGTON, N.C. 28403
[phone]
File f:\master\pw-647\wpd\ecpcov.wpd

Project Narrative
The Neighborhoods of Holly Ridge, Phase 3
PW-647
6/28/07
Project Summary
The purpose of this project is to construct 24< homes on approximately 75 acres of land
located just south of Holly Ridge, NC on NC 50. The site is afforded public water and sewer by
Onslow Water and Sewer Authority. Access is provided via public roads.
Site Description
The topography of the site is generally flat, with slopes of 0% to 5% on upland sections
and slopes from 5% to 10% around ditches and wetlands. The site is presently wooded with
small amounts of under brush. A network of swales and dirt roads exists on the site which serve
to drain it from northwest to southeast.
Adioinina Property
Adjoining property is residential. Phase 2 lies to the southeast. A 100' power line
easement runs between phase 2 and most of phase 3. A small portion of phase 3 is lies on the
southeast side of the easement.
�: n. 7
Soils in the project area are mapped in the Onslow County Soil Conservation Survey
primarily as Kureb, Leon, and Murville fine sands, which are characterized as well drained soils
with rapid infiltration, slow surface runoff and rapid permeability. A portion of the site is located in
Stallings loamy fine sand, which is characterized with moderate infiltration, slow surface runoff,
and moderately rapid permeability.
Planned Erosion and Sedimentation Control Practices
Silt fencing will be utilized where ground disturbance is in close proximity to wetlands,
project boundaries, and around drainage structures to control sedimentation. A construction
entrance will be located at the two entrances from phase 2. Proposed stormwater ponds will be
utilized as sediment traps during construction. Rip rap check dams will be utilized to control
velocity in swales where flow calculations dictate.
Planned Stormwater Manaaement Practices
This project is a high density curb and gutter subdivision. Stormwater runoff from impervious
surfaces will be collected in catch basins and conveyed via RCP to one of four pump basins for
storage. These basins are sized to collect the 1st 1.5 inches of rainfall and bypass any additional
stormwater through a level spreader and vegetative filter. From these basins, stormwater will be
pumped to one of two infiltration ponds for treatment.

STORMWATER MANAGEMENT CALCULATIONS
PROJECT: NEIGHBORHOODS OF HOLLY RIDGE-PI3
DATE 620R007
PROJECTi M847
ENOINEER dim
System A Hydraulic Calculations .
Total Sim DmInageAme r 13.09 ec
Rationed Method Control Panel
Impervious Area 5.74 ac
Erdsting C=
0.2
%Impervious 43.89 %
Predevelopment C=
112
Fully Developed C=
0.95
Pervious Area
7.343802
as
% Pervious
58.11
%
Composite Weighted C= 0.53
Time of Concentration Calculation
(by IOrp9ch Method)
Rainfall Intensity Calculations
Hydraulic Length=
1600 FT'
10 Year INhr
Wamrehed Height-
30 FT
25 V'r inllrr
fl...7
Multiplier K=
1.00
100 Year Inter.
Calculated T,- min
Note: G and H values for Intensity calculation from
New Hanover County Stormwater Design Manual.
Impervious Area Breakdown:
Bldgs= 18g,000 $f
State Stormwaer RunaffVelumWfs Calculation
Roads= 48.982 sf
Sidewalk- a.081 sf
Reserve= 4,200 sf
Runoff to he Treaded- 1.5 in
Total= 250,243 of
RunoIh0.05*0.009'% Impervious
Note: Treatment Vdume Calculated vie fallowing
Runoff- 0.445024 1n
expression,
System A Trochnerd Volumes 81715 of
V=1.5-A--Ru.fP43550/12
(Bypass Provided)
Pump Basin A
Below Permanent Pool Above Permanent Pool
EI. ISA I I I El.
ISA linc. Vol Total Vol
23 '4833
24 '5431 1502 15832
25 18100 0
25 18100 17266 32898
28 19038 18969 18969
Total 32898
27 21647 20743 39712
Total 3W12
Storage Elevation= 28.81

System B Hydfmtdlc Calculations
Total Sae DralneaeAm 34.97 ac
Impervious Ares 17.37 ac
% Impervious 49.68 %
Pervious Arm 17.58874 ac
% Pervious 50.32 %
Ralrrfall Inten.V Cakulalbne
10 Ymr 4.84 iNhr
26 Ymr. 5.69 INhr
100 Year 8.88 iZ
Note O and H values for Intensity calculation from
New Hanover County SWrnwmter Design Manual.
Sfole Slomweater Runoff Volumo&k Calculation
Runoff to be Treslad= 1.5 in
Runo1r0.05*0.OW% Impervious
Runoff- 0.497128 n
System B Treatment Velumem r 9,116681.1'
Pump Bawla B
Below Pemeanect Pod
I El.
ISA
Jim Val.
IToral Vol I
45
11537
46
13173
12355
12355
47
14905
14039
28394
48
16715
15810
42204
49
18593
17654
69868
Total
69858
RWond Method Control Panel
Epsting C=
1 0.2
Predevelopmem C=
0.2
Fully Developed C=
0.95
Composite Weighted C=
0.57
Time of Concentration Calculation
(try Kirpitch Method)
Hydraulic Length-- I 2200 FT
Watershed Height 10 FT
MuMplier K= 1.00
Cakvlated Te 23.36 min
Impervious Area Breakdown:
Bldg- 641.800 el
Road- 173.298 at
Sidewalk= 31,653
Reserve= 10,000 at
Total= 756,769 9f
Note: Treatment Volume Calculated via fallowing
repression:
V=1.6•Arm•RunofC43580M2
(Bypass Provided)
Above Permanent Pool
El. ISA
I
Inn Vol
Total Vol
49
18593
50
20542
19168
19388
fit
22559
21651
41118
52
24848
23803
.21
53
26803
25725
90445
54
29029
27910
11B381
55
31325
30177
145538
Total
107420
Storage Eleva9on= 63.21

System C Hydraulic Calculatlona
Total Blb DnlrgpeAren 21.48 so
Rational Method Control Panel
Impervious Area 9.28 ac
Edsling C=
1 0.2
% Impervious 1 43.19 %
Pred-.I pmant C=
0.2
Fully Developed C=
0.B5
Pervious Area 12.20 ac
% Pervious 58.81 %
Composite Weighted C=
0.52
Time or Concentration Calculation
(by Klipttch Method)
Rainfall Intensity Calculations
10 Year 8.58 In81r
Hydraulic Length=
Watershad Hetghi--
1200 FT
20 FT
25 Yaar 7.43 Whr
P.
Multiplier
100 Year hdhr.
Calculated Tot
8.E3 min
Note G and H values for Intensity calculation from
New Hanover County Stormwater Design Manual.
Impervious Arse Breakdown:
Bldgs=
247.601 at (60 42W)
Stab Stermwabr Runoff Volumetric Calculation
Roads=
124,383 sf
Sldavalk=
21.931
Ross—
10,000 of
Runoff tobe Tree.ted= 1.5 In
Total=
404,094 at
Runoff=0.135-0.1)OV% Impamlous
Note: Treatment Volume Calculated via following
Rmofr- 0.498888 in
expression: -
System c Treatment volumes 6130g d
V=1.6•Area•Runalr43560112
(Bypass Provided)
Pump lluln C
Balow Permanent Pool
IEI.
ISA
Ilnc. Val.
(Total Val I
39
6392
40
7364
6878
6878
41
am
7881
14759
42
9496
8947
23706
Total
28706
Above Permanent Pool
EI. ISA
I Inc. Vol
Total Vol
44
13661
0
0
45
161)"
14353
14353
46
16491
15768
30120
47
18001
17248
47366
48
19576
18789
W155
Total
881ss
Storage FJevatlon= 47.21

System D Hydraulic Calculations
Total SIM Drainage Area 4.03 ac
Impervious Area 1.33 ac
%ImpeMous 32.88 %
Pervious Area 2.705946 ac
%PeMWs 07.12 %
Rainfall Intensity calculation
10 Year 7.63 trdhr
25 Year 8.44 inRn
100 Year 9.92 Whir.
Note: G and H values for Intensity calculation from
Nov, Hanover County Storm sdar Design Manual.
State StomwAAw Runoff Valunwfflc calculation
Runoff to be Treaied= 1.5 in
Runoff=0.06•D.0091% Impervious
Rumor 0.315 In
System D Treatment VW un— r 7FM cf
Pump Basin D
Below Permanent Pool
I El.
ISA
IIna Vol.
ITotal Vol 1
34
1889
35
2440
2155
2155
38
3080
2760
4916
37
3788
3434
8349
38
4680
4174
12523
Total
12523
Rational Method Control Panel
Emoting C=
1 0.2
Predevelopment C=
0.2
Fully Developed C=
0.95
Composite Weighted C=
0.45
Time of Concentration Calculation
(by Kirpitch Method)
Hydraulic Length= �4FT
FT
Watershed Height=
multiplier K=
Calculated Tse Ast min
Impervious
Am Breakdovm:
Bldg-
42,000 sf (10@4200)
Roads=
13,587 at
Sidevalk=
2.165
Reserve=
0 of
Total=
57,752 of
Note: Treatment Volume Calculated via following
expression:
V=1.5•Arae•RurwM43560/12
(Bypass Provided)
Above Permanent Pool
El. ISA Jim Vol fatal Vol
38 46M 0 0
39 5392 4976 4976
40 S285 5339 10816
Total testa
Storage Elevation= 39.45

Stomwmter Management Calculations
Infiltration Pump System
PROJECT: NEIGHBORHOODS OF HOLLY RIDGE-PH3
DATE 8292907
PROJECTO PWO47
ENGINEER dim
bdlltradon own 1 4)
System A Required In lltration Volumaw 31718 of
System B Raqulmd In1lRmllon Velunm• 94858 of
Total Volume- 128371 cf
Infiltration Rate (from Soils Report)= 17.4 in/hr Overall System InDSrmdon AbllMr:
Infiltration Basin Bottom Area= 9589 sf VED" 13904 Whr
or 1729 gpm
Infiltration BrAn 1 Valumetrme
El. SA Ina Vol Tmal Vol
61.3 9589
62.0 1 118P9 1 7447 1 7447
TOM T44T
System Drawdoarn Time
System A Pump Remy 57 gpm
Syslsm B Pump Ratan 127 gpm
Total Pump Rd- =gpm (pump rate controls IMiltretion rem)
Pump Dresrdoum Time
A 89.21 ter or 2.88 day.
BF 92 701 hr or 3.86 dey.
Therefem Basin 1 Drewdown Time Is 4A8 days since InflSretlon Ram Is equal to pump dmwdman rats

0
Symms A Required InBltratlon Volume 51309 d
Syefmn B Required IMBtrrmn Volume 7695 of
Total Volume r 589D3 d
Infiltration Ram (from Solis RepoR}- 13.7 Infhr Owrall System Infiltration Ablllty:
Infiltration Basin Bottom Area= 487E sf Via" 5567 cnr
or 692 gpm
lnfiltratlon Basin 2 Volumatrka
El. SA Inc. Vol Total Vol
60.8 4876
62.0 6522 ti839 .38
Total 'nil
System Drawdann Time
System C Pranp Rate 107 :pm
Pm
System D Pmnp Rate 21 pm
Total Pump Rate r 12B gpm (pump rate confrola infiltration ram)
Pump Drawdown Time System C 58.84 hr or or 2.48 deaye
system D 44.98 hr 1.87 dls
Therefore Bealn 2 Dramdown Time te 2.41 dale since Infiltration Ram Is equal to pump drawdown ram

SF
11241
3074'
2244'
364Ef
24541
32501
23301
351T
2690'
3246(
25861
3746f
2421'
1392,
2472(
f
28971
44721
2310,
2153'
4130'
4651(
2064E
2920E
202T.
2333(
1923;
2975(
2599f
4599(
628M
2275E
60021
5035E
STORM DRAINAGE DESIGN SHEET
PROJECT AVENDALE COMPUTE(DLM
LOCATIOE HAMPSTEAD CHECKED BY:
FREQUENCY: 25 YR G= 328 H =
DATE 0=1107
SHEET 1 OF
35 PIPETYPE: RCP n: 0.013
LOCATION: AREA (ACRES) Qx91(CFS) PIPE DATA
TIME OF Ic (INIHR) C RUNOFF BASIN BASIN SLOPE DIAMETER SIZE V FULL LENGTH SEGMENT UPPER LOWER UPPER LOWER
FROM TO STATION SUBTOTAI TOTAL CONC(MIN; INTENSITY COEFF. SUBTOTAL TOTAL % THEO (IN) (IN) (FPS) (FT) TIME (MIN; INV (FT) INV (FT) RIM (FT) RIM (FT)
POND A
D38A
D32A
0.61
0.61
10.59
6.29
0.53
2.02
2.02
0.30
11.69
15
3.28
26
7.97
48.60
48.50
D39A
D41A
0.28
0.86
10.59
6.29
0.53
0.86
2.88
1.22
10.86
15
5.81
205
35.28
48.50
46.00
D40A
D41A
0.71
0.71
10.59
6.29
0.53
2.35
2.35
0.38
1227
15
3.28
26
7.97
46.10
46.00
D41A
D11A
0.52
2.09
10.59
6.29
0.63
1.72
6.94
2.07
13.43
15
7.58
241
31.80
46.00
41.00
D12A
D11A
0.84
0.84
10.69
6.20
0.53
279
2.79
0.36
13.08
15
3.26
26
7.97
41.10
41.00
D11A
DRA
0.56
3.49
10.69
8.29
0.63
1.88
11.61
2.05
16.33
18
8.50
220
25.89
41.00
D10A
DRA
0.75
0.75
10.69
6.29
0.53
249
2.49
0.38
1253
15
3.25
28
7.97
36.60
38.60
D9A
D7A
0.54
4.77
10.59
6.29
0.53
1.78
15.88
2.35
17.89
18
9.11
234§28.82
.50
31.00
DRA
D7A
0.81
0.-.1
10.59
6.29
0.53
269
2.69
0.38
1291
15
3.25
261.10
31.00
D7A
D5A
0.62
6.19
10.59
6.29
0.53
206
20.62
1.67
21.03
24
9.31
2211.00
27.30
DBA
D5A
0.75
0.75
10.59
6.29
0.53
248
2.40
0.38
1252
15
3.25
267.40
27.30
D5A
D3A
Q59
7.53
10.69
8.29
0.53
1.98
25.08
1.25
23.00
24
8.05
232.30
24.40
D4A
03A
0.86
0.86
10.59
6.20
0.63
2B6
2.86
0.38
13.21
15
3.26
25.50
24.40
D3A
D2A
0.58
8.95
10.59
8.29
0.63
1.86
29.80
0.67
2569
30
6.82
75.40
23.90
D2A
CIA
0.32
9.27
10.59
6.29
0.63
1.06
30.86
0.77
28.30
30
7.33
263.90
23.70
D1A
J1A
0.57
9.84
10.59
8.29
0.53
1.89
32.75
0.77
28.93
30
7.33
65
8.87
23.70
23.20
J1A
F1A
0.00
9.84
10.59
6.29
0.63
0.00
32.75
0.77
28.03
30
7.33
26
3.55
23.20
23.00
J1A
F2A
0.00
9.84
10.59
6.29
0.53
0.00
32.75
0.79
28.79
30
7.42
19
2.66
25.46
25.30
POND B
D37B
D36B
0.62
0.62
23.36
4.84
0.57
1.72
1.72
0.38
10.91
15
3.26
26
7.97
55.70
55.60
D36B
D34B
1.03
1.65
23.351
4.84
0.57
2.05
4.56
o.sal
14.21
15
4.20
106
45.74
55.60
54.30
D35B
D34B
0.53
0.53
23.35
4.84
0.57
1.47
1.47
0.38
10.29
15
3.28
28
7.97
64.40
54.30
D34B
D32B
OAS
2.67
23.35
4.841
0.57
1.37
7.40
0.69
16.91
18
4.93
116
2351
54.30
53.50
D33B
D32B
0.95
0.95
23.35
4.84
0.57
2.63
2.63
0.38
12.79
16
3.2S
26
7.97
53.80
53.60
D32B
JSB
1.07
4.69
23.35
4.84
0.57
2.97
13.00
0.60
22.18
24
6.09
100
19.64
53.50
53.00
JSB
D31B
0.00
4.69
23.35
4.84
0.57
0.00
13.00
0.46
22.50
24
4.90
108
22.05
53.00
52.50
D318
D29B
0.47
5.10
23.35
4.S4
0.57
1.31
14.31
0.62
22.83
24
6.19
231
44.52
52.50
51.30
D30S
D29B
0.97
0.67
23.35
4.84
0.57
1.85
1.80
0.38
11.24
15
3.26
25
7.97
51.40
51.30
D298
D27B
0.47
6.30
23.35
4.84
0.57
1.29
17.46
0.46
25.15
30
5.68
195
34.38
51.30
50.40
D289
D27B
0.54
0.54
23.35
4.84
0.57
1.48
1.48
0.38
10.33
15
3.26
26
7.07
50.40
50.30
DZ78
J5B
0.44
7.28
23.36
4.84
0.57
1.22
20.17
0.31
28.68
30
4.67
84
13.70
50.30
50.10
OZ49
D23B
0.63
0.60
23.3S
4.84
0.57
1.89
1.80
0.29
11.96
15
2.81
35
1244
55.70
55.60
D238
D21B
0.00
1.28
23.35
4.84
0.57
1.65
3.65
0.40
14.21
16
3.33
275
8264
55.80
SCSI)
0228
D21B
la
1.D6
23.35
4.84
0.57
2.93
2.93
0.38
13.32
15
3.25
26
7.07
54.80
54.70
D218
D20B
1.21
3.55
23.35
4.84
0.57
3.36
9.84
0.271
22.50
24
3.71
264
71.22
64.70
54.00
020E
D18B
0.52
4.07
23.35
4.84
0.57
1.45
11.28
0.46
21.42
24
4.85
44
9.07
54.00
53.80
0198
D16B
1.15
1.15
23.35
4.84
0.67
3.18
3.111
0.60
13.01
16
3.72
40
10.75
64A0
53.80
0188
J4B
1.16
8.38
23.35
4.84
0.67
3.20
17.67
0.28
27.73
30
4.43
178
40.20
53.80
53.30
J4B
D17B
0.00
6.38
23.35
4.84
0.57
0.001
17.67
1 0.301
27.441
301
4.551
1011
22.181
63.301
63.00

4178
61133
41212
5015
5013
4575
59220
51919
19809
11539
23351
20470
0
11912
38931
39961
44698
26352
10980
18300
0
44759
69479
0
0
0
0
14753
8726
18124
13357
0
17651
18701
54121
12321
0
0
0
6590
2603
13090
50752
23D42
9848
16309
0178
D12B
6.47
23.35
4.84
0.57
0.27
17.94
0.27
28.11
30
4.33
26
6.00
53.00
5293
D1BB
D15B
ID123
1.40
23.35
4.84
0.57
3.89
3.89
0.77
13.01
15
4.61
26
5.63
54.50
64.30
D158
2.35
23.Z5
4.84
0.67
2.82
8.51
0.54
16.84
18
4.38
202
46.07
54.50
53.20
D148 D10
El'..41..
0.12
23.36
4.84
0.67
0.32
0.32
0.38
6.80
15
3.26
28
7.97
53.30
53.20
D13B
D128
2.58
23.35
4.84
0.67
0.32
7.15
0.14
22.40
24
273
193
68.91
53.20
5293
D128
D70B
9.18
23.36
4.84
0.57
0.29
25.38
0.17
34.78
38
3.93
254
84.89
52.93
5249
D119
D10B
1.36
23.35
4.84
0.57
3.77
3.77
0.62
13.41
15
4.13
25
6.30
9.83
9.67
D10B
DOB
11.71
2335
4.84
0.57
3.30
..45
.40
32.63
36
5.95
98
18.47
52.49
.10
DOB
DOB
0.46
0.46
23.35
4.84
0.57
1.28
1.28
0.62
8.90
15
4.13
26
6.30
9.83
9.67
DOB
J3B
US
12.43
23.36
4.84
0.57
0.73
34.45
0.37
33.78
38
6.78
161
27.96
52.10
61.50
D28B
D25B
0.54
0.54
23.35
4.84
0.67
1.49
1.49
0.38
10.33
15
3.28
28
7.97
54.10
54.00
D25B
J38
0.47
1.01
23.35
4.84
0.57
1.30
2.79
1.28
10.45
16
5.94
196
MOO
54.00
51.50
MB
J2B
000
13.44
23.35
4.84
0.67
0.00
37.23
0.42
34.06
36
6.09
240
39.41
51.50
50.50
D42D
D43B
0.27
0.27
23.35
4.84
0.57
0.76
0.76
0.38
8.03
15
3.28
28
7.97
53.00
53,50
D433
DOB
0.05
1.12
2335
4.54
0.57
235
3.11
0.34
13.91
15
3.09
116
37.54
53.50
5310
D7B
DOB
0.92
0.92
23.35
4.84
0.57
254
2.54
0.38
12.64
15
3.28
26
7.97
53.20
5310
DOB
D38
1.02
IDS
23.35
4.84
0.57
284
8.49
0.20
22.45
24
3.22
250
77.65
53.10
5260
DOB
D4B
0.01
0.81
23.35
4.84
0.57
1.68
1.68
0.23
11.93
15
2.51
44
17.64
52.80
6270
D4B
D38
0.25
0.86
23.35
4.84
0.57
0.70
2.38
0.29
13.03
15
2.81
35
12.44
5270
5260
D3B
J7B
0.42
4.34
23.35
4.84
0.57
1.16
12.03
0.33
23.23
24
4.16329
79.04
5260
51.50
RB
D1B
MOD
4.95
23."5
4.84
0.67
0.00
13.70
0.38
23.77
24
4.48
78
17.47
51.50
51.20
D2B
D1B
1.03
1.03
23.35
4.84
0.57
285
2.85
0.38
13.19
15
3.25
26
7.07
51.30
51.20
D1B
J2B
1.37
8.73
23.36
4.84
0.67
378
18.66
1.40
20.94
24
8.52
50
5.87
61.20
60.50
J2B
AB
0.00
20.17
23.35
4.84
0.67
0.00
55.89
0.95
34.00
36
9.18
190
20.69
50.50
48.70
JOB
AB
0.00
7.28
23.36
4.84
0.67
0.00
20.17
0.31
28.55
30
4.88
447
95.81
60.10
48.70
AB
F1B
O.OD
27.44
23.35
4.84
0.57
0.00
78.08
1.71
34.18
36
12.33
41
3.33
48.70
48.00
AB
F2B
0.00
27.44
23.35
4.84
0.67
0.00
76.08
1.30
35.97
35
10.76
20
1.E3
5200
51.74
POND C
D20C
D19C
0.34
0.34
8.88
6.56
0.52
1.16
1.16
0.38
9.43
15
3.28
28
7.97
51.50
61.40
D19C
JBC
0.20
0.54
8.88
6.66
0.62
0.69
1.85
0.17
13.11
15
2.16
230
110.34
61.40
61.00
D18C
D17C
0.42
0.42
0.98
6.56
0.52
1.43
1.43
0.38
10.18
15
3.26
28
7.97
MAO
64.00
D17C
J6C
0.31
0.72
B.E3
6.66
0.52
1.05
2.48
1.20
10.13
15
5.75
261
43.63
64.00
61.00
JOC
D16C
0.00
1.26
0.88
6.56
0.52
0.00
4.34
O.E3
13.21
15
4.94
130
27.52
51.00
49.80
D16C
D15C
0.41
0.41
8.88
6.66
0.52
1.39
1.39
0.38
10.08
15
3.28
28
7.97
49.90
49.80
D16C
J6C
0.38
2.05
B.BB
6.56
0.52
1.32
7.05
0.78
%23
18
5.24
167
31.85
49.80
48.50
D14C
D13C
1.24
1.24
8.88
6.59
0.62
4.27
4.27
0.77
13.48
15
4.61
26
5.63
62.20
52.00
D13C
VC
0.28
1.53
8.88
6.50
0.52
0.97
5.24
3.01
11.27
15
9.13
83
9.09
62.00
49.60
RC
J5C
0.00
1.53
8.88
6.56
0.52
0.00
5.24
0.43
18.20
18
3.92
230
68.70
49.50
48.60
J6C
J4C
0.00
3.58
8.88
8.50
0.62
0.00
1229
0.60
20.97
24
5.59
83
14.85
48.60
48.00
AC
D11C
0.00
3.68
8.88
6.56
0.52
0.00
12.29
0.58
21.23
24
6.41
124
22.93
40.00
47.30
D12C
D11C
0.13
0.13
8.88
8.58
0.62
0.44
0.44
0.38
6.55
15
3.25
25
7.97
47.40
47.30
D11C
D9C
0.65
4.36
8.88
6.55
0.52
2.24
14.97
0.93
20.83
24
6.93
161
21.70
47.30
45.90
D10C
DOC
0.30
0.30
8.88
8.58
0.62
1.03
1.03
0.38
9.01
15
3.28
25
7.97
40.00
45.90
D9C
J3C
1.17
6.82
8.1
8.56
0.52
4.00
..01
0.91
23.31
24
6.86
88
12.82
45.90
45.10
DOC
D7C
0.53
0.53
B.BB
8.68
0.52
1.82
1.82
0.38
11.14
15
3.28
28
7.97
55.10
55.00
D7C
DOC
0.23
0.76
6.88
6.56
0.52
0.78
2.59
0.58
11.85
16
3.85
213
53.93
55A0
53.80
DOC
D3C
0.35
1.11
8.88
8.66
0.52
1.21
3.80
0.64
13.36
15
4.20
471
11.181
63.80
53.50

25660
39786
12502
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22923
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32847
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20576
17280
28SO
7225
20988
6000
9426
42762
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2816
18495
6151
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D4C
0.59
0.58
8.80
6.56
0.62
2.021
2.02
0.10
13.34
15
2.25
164
72.88
64.30
64.00
D4C
D3C
0.91
1.60
8.88
6.56
0.52
3.14
5.16
1.22
13.28
15NS
41
7.06
64.00
53.50
D3C
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0.29
2.90
Bass
6.56
0.52
0.99
9.95
1.61
16.11
18
155
20.54
53.50
51.00
JBC
D1C
0.00
2.90
8.80
8.58
0.62
0.00
9.95
1.62
16.10
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74
9.78
51.00
49.80
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AC
0.53
3.42
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6.56
0.52
1.61
11.78
2.47
15.03
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190
20.33
49.80
45.10
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J2C
0.00
9.24
6.88
8.56
0.62
0.00
31.77
1.08
26.85
30
102
11.76
45.10
44.00
D28C
D27C
0.75
0.75
8.88
6.56
0.52
259
2.69
0.38
12.73
15
26
7.97
52.10
52.00
D27C
D25C
0.17
0.93
8.88
6.56
0.52
0.59
3.18
1.13
11.23
15
204
36.51
52.00
49.70
D26C
D25C
0.471
0.47
8.88
6.56
0.52
1.82
1.62
0.38
10.681
15
3.26
26
7.97
49.80
49.70
D30C
D29C
0.40
0.40
8.88
6.56
0.52
1.36
1.36
0.38
10.00
15
3.26
261
7.97
50.00
49.90
D29C
D25C
0.06
0.46
8.88
B.58
0.62
0.21
1.57
0.14
12.83
15
1.93
148
76.52
49.90
49.70
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D22C
0.17
2.02
8.88
6.66
0.52
0.57
6.94
2.08
13.46
15
7.55
102
13.51
49.70
47.60
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D23C
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OA8
8.88
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0.62
1.68
1.65
0.38
10.76
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3.28
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55.10
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D22C
0.13
0.81
8.88
6.66
0.52
0.44
2.10
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10.73
178
16.59
55.00
47.60
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D21C
0.22
2.85
8.88
6.56
0.52
0.74
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1.54
16.15
24
0.93
25
2.91
47.60
47.20
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0.98
3.83
8.88
6.66
0.52
3.37
13.16
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18.87
241
8.16
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25.73
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44.50
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13.07
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0.52
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44.93
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25.87
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13.55
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44.50
44.00
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13.07
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44.93
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24.09
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0.39
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ECS Carolinas, LLP
Geotechnical • Construction Materials a Environmental
MKOLINA�
Mr. Luke Menius, P.E.
Stroud Engineering, PA
102-D Cinema Drive
Wilmington, North Carolina 28403
Re: Seasonal High Water Level Estimation
Neighborhoods of Holly Ridge
Holly Ridge, North Carolina
Dear Mr. Menus,
September 19, 2007
ECS Project No. 22.13405
ECS Carolinas, LLP (ECS) rwently conducted an estimation of the Seasonal High Water Level (SHWL)
for the proposed infiltration areas at the Neighborhoods of Holly Ridge Subdivision in Supply, North
Carolina. This letter, with attachments, is the report of our estimation.
Field Testing
On September 13, 2007 Mr. Brooks Wall of ECS met with Mr. Luke Menius of Stroud Engineering, PA
and conducted an estimation of the SHWL at two requested locations. ECS was not provided a location
map for this project as Mr. Menus recorded the locations. We explored the subsurface soil conditions by
advancing a hand auger boring into the existing ground surface at the requested boring locations. We
visually classified the subsurface soils and obtained representative samples of each soil type encountered.
The attached SHWL sheet provides a summary of the subsurface conditions encountered at each hand
auger boring location.
The SHWL was estimated at each boring location below the existing grade elevation. At locations I-1
and I 2 the SHWL was estimated to be 24 inches below the existing grade elevation.
The SHWL may vary within the proposed site due to changes in subsurface conditions and elevation.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
)GCS CAROLINAS, LLP
. �44A/
K. Brooks Wall
Staff Geologist
Attachments: SHWL sheet
Walid M. Sobb. P. E.
Principal Engineer
7211 Ogden Business Park • Suite 201 • Wilmington, NC 28411 • [phone] • Fax [phone]

Season High Water Level Estimation
Neighborhoods of Holly Ridge
Holly Ridge, North Carolina.
ECS Project No. 22.13405
September 13, 2007
Location Depth Soil Description
I-1 0-24" Grey fine SAND
24"-36" PAN
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation.
Location Depth Soil Description
I-2 0-24" Grey fine SAND
24"-36" PAN
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation.

Frpm.,
08/25/2007 15:57 9278 P. 0021011
1
Ms. Polly Cooke
Neighborhood of,HoP October 17, 2006
e
106AC•nema Ihive YRidge
WilmmgtoNorth Carolina 28403
Re: hQtratio
n Evaluation
Neighborhoods ofHoll
Holly Ridge, North. t� midge Phase II
Dear GIs. Cooke,
"CS
Project No. 22.12483
ECS
�o1i�
a? „ LLP CECS
eaS testa the proposed site o, ff o recentlyNC Mgh conducted an ,�tratioa
dents, is the report of our way SO in Holly >�On evaluation for the.
Lion. North �tration
Field Inveadgsiions Ohna. This letter,
,
On October 11 and 12, 2006 S
'
ter EC
of conditions at seven conducted an
exploration was to oluested locations shoes lor�tion of the strb
sW
inf
for the proposed infil btaiu subs�f °n the attach Site ace soil and ground
by advancingwon area. We onnatiou Of the Di4VAm.
boring one h� auger bo ' explored the subsume suitability of the inc n� p�°se
ovations, We nng' into the e . soil andater place soils
me o f °f each
$oil type Y cIassifW the �Ottnd surface ground w conditions
the �d au WorinZe also 'Face soils and Obtainedsemen requested
of the subsurface conditions The encountered
t ached Ingltrationn EvaSrO d der le b�reseutative
at each'ed at the
band auger bo . on Form provides a y
each
ground water. level and the seasonal wag location.
location. g location below the eaiistiii..,_ hi91, mound
meter level
---_.de elevation. Below is $SSummar
HwL) were estimated at
Boris notion ' of each bong
B-1 W Level
��
B-7
161m�
24 inces
24
30
16 jaches
1N1=CC!, I

Fram:
06/25/2007 15:57 #278 P.003/010
Infiltration Evaluation
The Neighbodmds of Holly Ridge Phase II
Holly Ridge, North Carolina
ECS Project No. 22.12483
We have conducted seven infiltration tests near our hand auger borings to estimate the
infiltration rate for the subsurface soils. Infiltration tests typically are conducted at two feet
above the SHWL.
Field Test Results
Below is a summary of the infiltration test results: Boring locations 1, 2 and 5 did not infiltrate
due to shallow saturated soil conditions.
Boring Location
Description
Depth
Inches/hour
Inches/minute
B-1
Black sandy
SILT
10 inches
0.0
0.00
B-2
Black sandy
SILT
10 inches
0.0
0.00
B-3
Grey fine SAND
10 inches
25.8
0.43
B-4
Tan fine SAND
10 inches
17.4
0.29
B-5
Tan fine SAND
12 inches
10.5
0.18
B-6
Grey fine silty
SAND
10 inches
0.0
0.0
B-7
Cff ey fine SAND
10 inches
5A
0.09
Infiltration rates may vary within the proposed site due to changes in subsurface conditions.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Staff Geologist
Site Diagram
Infiltration Evaluation
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 22983

From:
06/25/2007 15:57 8278 P.004/010
Infiltration Evaluation
The Neighborhoods of Holly Ridge
Holly Ridge, North Carolina
ECS Project No. 22.12483
October 12, 2006
Location Depth Soil Description
#1 0-12" Black sandy Silt
12'-24" Grey fine SAND
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: Did not infiltrate
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 6 inches below the existing grade elevation.
Location Depth Soil Description
#2 0-24" Black sandy Silt/silty SAND
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation.
Infiltration Rate: Did not infiltrate
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 16 inches below the existing grade elevation.
Location Depth Soil Description
#3 0-18" Brown/Grey fine SAND
18"-24" Brown silty fine SAND
Seasonal High Water Table was estimated to be at 18 inches below the existing
grade elevation.
Infiltration Rate: 0.43 inches per minute (25.8 inches per hour)
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 24 inches below the existing grade elevation

From:
06/25/2007 15:57 1278 P.005/010
Infiltration Evaluation
The Neighborhoods of Holly Ridge
Holly Ridge, North Carolina
ECS Project No. 22.12483
Location Depth
#4 0-36"
October 12, 2006
Soil Descri�on
Tan/Orange fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation.
Infiltration Rate: 0.29 inches per minute (17.4 inches per hour)
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 30 inches below the existing grade elevation
Location Depth Soil Description
#5 0-60" Tan fine SAND
Seasonal High Water Table was estimated to be at 42 inches below the existing
grade elevation.
Infiltration Rate: 0.18 inches per minute (10.5 inches per hour)
Test was conducted at 18 inches below existing grade elevation
Ground water was encountered at 52 inches below the existing grade elevation
Location Depth Soil Description
#6 0-14" Grey silty fine SAND
14"-36" Black silty fine cemented SAND (hard pan)
Seasonal High Water. Table was estimated to be at 12 inches below the existing
grade elevation.
Infiltration Rate: Did not infiltrate
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 24 inches below the existing grade elevation

From:
08/25/2007 15:57 #278 P.008/010
Infiltration Evaluation
The Neighborhoods of Holly Ridge
Holly Ridge, North Carolina
ECS Project No. 22.12483-
October 12., 2006
Location Death Soil Description
#7 0-12" Grey fine SAND
12"-24" Black silty fine SAND
Seasonal High Water Table was estimated to be at 16 inches below the existing
grade elevation.
Infiltration Rate: 0.09 inches per minute (5.4 inches per Dour)
Test was conducted at IDinches below existing grade elevation
Ground water was encountered at 30 inches below the existing grade elevation

From:
06/25/2007 15:58 1278 P.010/010
COM21
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From:
06/25/2007 15:58 1278 P.007/010
November 6, 2006"
Ms. Polly Cooke
Neighborhoods of Holly Ridge
106-A Cinema Drive
Wilmington, North Carolina 28403
Re: Infiltration Evaluation
Neighborhoods of Holly Ridge additional evaluation
Holly Ridge, North Carolina
ECS Project No. 22.12483A
Dear Ms. Cooke,
ECS Carolinas, LLP (ECS) recently conducted an additional infiltration evaluation for the
infiltration areas at the proposed site off of NC highway 50 in Holly Ridge, North Carolina.
This letter, with attachments, is the report of our evaluation.
Field Investigations
On November 1 and 2, 2006, ECS conducted an additional exploration of the subsurface soil
and ground water conditions at three requested locations shown on the attached. Site Diagram.
The purpose of this exploration was to obtain subsurface information of the suitability of the in -
place soils for the proposed infiltration area. We explored the subsurface soil and ground water
conditions by advancing one hand auger boring into the existing ground surface at the three
requested boring locations. We visually classified the subsurface soils and obtained
representative samples of each soil type encountered. We also recorded the ground water level
observed at the time of the hand auger boring. The attached Infiltration Evaluation Form
provides a summary of the subsurfice conditions encountered at each hand auger boring
location.
The ground water level and the seasonal high ground water level (SHWL) were estimated at
each boring location below the existing grade elevation. Below is a summary of each boring
location.
B Location
Water Level
SHWL
B-8
50 inches
32 inches
..B-9 i36
inches
24 inches
Ixl B-10)
32 inches
27 inches
We have conducted three infiltration tests near our hand auger borings to estimate the
infiltration rate for the subsurface soils.
z!
� rNV L � ..

From:
08/25/2007 15:58 #278 P.008/010
Infiltration Evaluation
Mw Neighborhoods of Holly Ridge additional evaluation
Holly Ridge, North Carolina
ECS Project No. 22.12483A
Field Test Results
Below is a summary of the infiltration test results:
Boring
Description
Depth
Inches/minute
Inches/hour
Location
B-8
Grey fine
12 inches
0.27
16.5
SAND
B-9
Grey fine
10 inches
0.10
5.7
SAND with
silt
B-10
Grey fine
10 inches
0.23
13.7
SAND
Infiltration, rates may vary within the proposed site due to changes in subsurface conditions.
If you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks wall
Staff Geologist
Attachments: Site Diagram
Infiltration Evaluation
CC: Zak Shipman, Stroud Engineering, P.A.
Walid M. Sobh, P. E.
Principal Engineer
NC License No. 22983

From:
08/25/2007 15:58 #278 P.009/010
Infiltration Evaluation
The Neighborhoods- of Holly Ridge additional testing
Holly Ridge, North Carolina
ECS Project No. 22.12483A
November 1, 2006
Location Depth Soil Description
#8 0-32" Grey/Tan/Orange fine SAND
32"-50" Brown silty SAND
Seasonal High Water Table was estimated to be at 32 inches below the existing
grade elevation.
Infiltration Rate: - 0.27 inches per minute (16.5 inches per hour)
Test was conducted at 12 inches below existing grade elevation
Ground water was encountered at 50 inches below the existing grade elevation
Location Depth Soil Description
#9 0-24" Grey fine SAND with silt
24"-36" Brown silty SAND
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation.
Infiltration Rate: 0.10 inches per minute (5.7 inches per hour)
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 36 inches below the existing grade elevation
Location Depth Soil Description
#10 0-27" Grey/white fine SAND
27"-32" Brown silty SAND
Seasonal High Water Table was estimated to be at 27 inches below the existing
grade elevation.
Infiltration Rate: 0.23 inches per minute (13.7 inches per hour)
Test was conducted at 10 inches below existing grade elevation
Ground water was encountered at 32 inches below the existing grade elevation

Stormwater Management Calculations
Infiltration Pump System
PROJECT: NEIGHBORHOODS OF HOLLY RIDGE—PH3
DATE 6=007
PROJECTS PW547
ENGINEER
Infiltration Basin t
System A Required Wilhation Volume- 31778 of
System B Required Ydlkmtlon Vohme- 94856 cF
Total Vohene= 128371 of
Infiltration Rate (fmm Soils Report)= 77.4 In/hr Overall System Imlltmtlon Ability:
Infiltration Basin Bottom Area= t2582 sf VW- 18244 cflhr
or 2289 gpm
r..ee.29en B=!n 1 v..r....rw...
EI. ^
SA
jinc.Vol
ITotalVol
60
12582
at
13981
1 13282
1 1302
Total 13282
System Drawdowrt Time
System APmmp Rmao 57 gpm
System B Pump Raton 127 gpm
Told Pump Rates r 184 gpm (pump rate controls infiltration rate)
Pump Drawdown Time
System A 89.21 hr or 2.88 days
System B 92.70 hr or I 3.88 days
Therefore Be3in f Drawdown Time Is 4.06 days sines sfilb on Ras is equal to pump drawdown rate

NBbason Basin 2
System A Required Infiltration Volume- 57309 ot
System B Required Nitration Volume- 7595 of
Total Volu v- 58903 Cr
Infiltration Rate (from Soils Reports 13.7 hMr Overall System brmtrason AbNW.
Infiltration Basin BoBom Area= 7242 of V'to!= 8288 CBhr
or 1028 gpm
EI.•�
ISA
Inc, Vol
Total Vol
60
8382
61
7242
1 7812
7812
Total 7612
System Dmwdown Time
System C Pump Ratty 107 gpm
System D Pump Rate- 21 9pm
Total Pump Rates 128 gpm (pump rate controls Marston rate)
Pump Drawdown Time
System C 59.64 hr or 2.49 days
system D 44.98 hr or 1.87 deys
Therefore Buln 2 DraxMown Time is 2At days since bdlratlon Rate Is equal to pump duwdowm rate

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Npt (50 mm)
'Horsepower Range
'1/2 Hp. (AKw)
'Performance Range
I Capacity
10 - 63.5G pm (.037 -.24
cubic metre/min)
i
'Head
5 Ft. - 36 Ft. (1.5 - 10.9 m)
.Maximum water
130 F. (54.4 C)
(temperature
-Materials of Construction
,Casing
Ethylene Propylene Rubber
:Impeller
!Urethane Rubber
.Shaft
j403 Stainless Steel
'Motor Frame
Aluminum alloy
Available in all
Fasteners 304 Stainless Steel
Stainless Steel
Mechanical Seal
Upper Seal
__
Ceramic _/_ Carbon
Lower Seal
iSilicon Carbide / Silicon
I iCarbide
Elastomers
iN1311 (Nitril Buna Rubber)
:Impeller Type
iSemi-vortex, solids handling
,Solids Handling Capability !Screen Size
Bearings
.; Prelubricated, Double
'Shielded
,Motor Nomenclature
,Type, Speed, Hz
- Air Filled, --3600 —Rpm, -6-0—Hz.
Voltage, Phase
115 V., 1 Phase
Insulation
;Class B
Accessories
;Submersible Power Cable
Length as
Required, (76'
132'(9.75m)
Yax)
;Operational Made
IManual or Automatic (1_132--
1400A)

STORMWATER MANAGEMENT CALCULATIONS
PROJECT. NEIGHBORHOODS OF HOLLY RIDGE—PH3
DATE 81211=07
PROJECT# PAS47
ENGINEER dim
System A Hydraulic Calculations
Total Sae Drainage Area 13.OB tic
Impervious Area r 5.74 ac
%Impervious 78-9 %
Pervious Area 7.343802 tic
% Pervious 1 56.11 %
Rainfall Intensity Calculations
10 YearP11147h/hr.
-r25 Yearr100Year
Note: G and H values for Intensity calculation from
New Hanover County Stonnwater Design Manuel.
State 8tormwater Runoll Volumetric Calculation
Runoff to be Treated- 1.5 yl
Runoff-0.05+0.009'% Impervious
Runoff— 0.445024 h
System ATrwlnart Volumes 31716 d
Pump Resin A
Below Permanent Pool
I El. ISA Ilnc. Vol. ITmsl Val 1
22 8714
23 10511 9813 9013
24 12380 11446 21058
Total 21055
Rational Method Control Panel
Existing C-
Predevelopment C=
Fully Developed C=
Composite Weighted C=
Time, of Concentration Calculation
(by Klrplch Method)
Hydraulic Length -
Watershed Height=
Muhlplier K=
Calculated Tr
Impervious Area Breakdown:
Badge- 193,200 of
Roads-- 48.982 sf
Sidewalk— 8,061 of
Reserve= 0 of
Total= 250y13 sf
180o FT
30 FT
1.00
10Ji9 min
Note: Treatment Volume Calculated via following
epresslon:
V=1.5•Area'RunofP43580/12
(Bypass Provided)
Above Permanent Pool
El. I SA
11no. Vol
Total Val
24
12350
25
14321
13351
13351
28
16333
15327
28678
27
18417
17375
46053
Total
46053
Storage FJevation= 25.17

System B Hydraulic Calculations
Total Sao Drainage Area
Impervious Area
% Impervious
Pervious Area
%Pervious
RoWA Intensity Calculations
10Year 4.64 Nhr
25 Year 5.59 illhr
100Year 6.68 Nhr.
Note: G and H values for Intensity calculation from
New Hanover County 3lomavater Design Manual.
State Stonnwehsr Runoff Voknretrk Calculation
34.87 so
17.37 ac
49.68 %
17.59814 tic
50.32 %
Runoffte be Treated= 1.5 In
RunoR-0.05+0.009-% Impervious
Runoff- 0.497128 in
Byslarn B Treatment Volumes &I888 of
Pump Basin B
Below Permanent Pool
I El.
ISA
IInc. Vol.
ITotal Vol 1
47
11537
48
13173
12355
12355
49
14905
14039
25394
50
10715
15810
42204
51
18593
17854
59658
Total
59858
Rational Method Control Panel
Eidstlng C=
Predevelopment C-
po
Fully Developed C=
Composite Weighted C=
0.57
Time of Concentration Calculation
(by Kupkcch Method)
Hydraulic Length= 2200 PT
Watershed Height-
P10 FT
Multiplier K= 1.00
Calculated T.- 113.30 min
Impervious Area Breakdown:
Bldgs= 641.800 sf
Roads- 173,296 sf
Sidewalk-- 31,683
Reserve= 10,000 sf
Total= 756,759 sf
Note: Treatment Volume Calculated via following
expression:
V=1.5*Ares*Runoff*43560112
(Bypass Provided)
Above Permanent Pool
EI. ISA
linc.Val
ITotalVol
50
18593
51
20542
19568
19566
52
22559
21551
41118
53
24645
23603
64721
54
2e803
25725
90445
55
29029
27916
116361
Be
31325
30177
148538
Total
107420
Storage Elevaffin= 54.21

System C Hydraulic Calculations
Total 81b Drainage Area
Impervious Area
% Impervious
Pervious Area
% Pervious
Rainfall Intensity Calculations
tOYeer 8.58 n8rr
25 Year 7.43 nmr
100 Year 8.78 irAr.
Note: G and H values for Intensity calculation from
New Hanover County Stormwater Design Manual.
Stab Slorrmrater Runalf Volumstrk Calculation
Runoff to be Treated= 1.5 in
Runoff--0.05+0.009'% Impervious
Runo1F 0.438688 in
System C 7iellr nant Volumes 61808 of
Pump Basin C
Below Permanent Pool
f El.
ISA
Ilnc. Vol.
ITotal Vol I
40
6392
41
7364
6678
6578
42
8398
7881
14769
43
9496
8947
23706
Total
23705
Rational Nbthod Control Panel
Ezstirg C=
02
Predetelopment C=
02
Fully Developed C=
0.95
Composite Weighted C=
r 0.52
Time of Concentration Calculation
(by Ktrpitch Method)
Hydraulic Length-- 12r10 FT
Watershed Height— 20 FT
Multiplier K= 1 1.00
Calculated T 8.85 min
Impervious Area Breakdown:
Bldgs=
247.800 sf (59 0 420(l)
Roads=
124,363 sf
Sklewalk--
21,931
Reserve=
10,000 sf
TobdF
404,094 sf
Note: Treatment Volume Calculated vie following
to presslon:
V=1.5•Area'Runof 43560112
(Bypass Provided)
Above Permanent Pool
Is. ISA
jIncV.I
jTOtaIVOI
43
9498
44
10657
10077
10077
45
11881
11269
21348
48
13168
12525
33870
47
14518
13843
47713
48
15930
15224
62937
Total
62937
Storage Bevation= 47.24

System D Hydraulic Calculations
Total Ba. Drainage Area 4.IXi ac
Rational Method Control
Pawl
Impervious Area 1.33 ac
Ezsting C=
0.2
%Impervious 32.88 %
Predevelopment C=
0.2
Fully Developed C=
0.95
Pervious Area 2.70E ao
% Pervious 67,12 %
Composite Weighted C=
0.45
Time of Concanlredon Calculation
(by Klrptch Method)
RalNaa Intensity Calculations
Hydraulic Length=
500 FT
10 Yeer irlhr
Watershed Height=
15 FT25
Year INhr
A
MuNlpller K
1.00100Year
irdhr.
Calculated T.-
r 3.81 min
Note: G and H values for Intensity calculation from
New Hanover County Slomrwater Design Manual.
Impervious Area Breakdown:
Bldgs=
42,000 of (10 Q 4200)
Side Stomrwabr RunoRVolnwWe Calculation
Roads=
13,587 of
Sidewalk—
2,1e5
Reserve=
0 sf
Runoff to be Treated- 1.5 in
Total=
57.752 sf
Runoff-0.05+0.009•% Impervious
Note: Treatment Volume Calculated via following
Runoff-- 0.3459571n
eogresslcn:
systatt D Treatment Voters. 753s cf
V 1.5 Area•Runon•43560M2
(Bypass Provided)
Pump Benin D
Below Permanent Pool
IEL
ISA
Ilnc. Val.
ITotal Val I
33
1037
34
14e9
1253
1253
35
1974
1722
2975
38
2548
2261
523e
37
3191
2870
8105
Total
8105
Above Permanent Pool
El. ISA
I
Inc. Vol jTGtalVOI
37
3191
38
3905
3548
3548
39
4688
4297
7845
40
5541
5115
12959
Total
129M
Storage Elevation= 38.95

SF
25424
1124(
30741
22441
3648f
2454E
32501
23301
35171
26901
3245'
2586E
3740(
2421,
13924
2472(
25971
44721
23104
21534
4130'
4881(
(
2054E
2920E
20271
2333f
1923,
2975"
2599E
4599E
5286;
2276'
5OD24
5035E
(
STORM DRAINAGE DESIGN SHEET
PROJECT: AVENDALE
LOCATION HAMPSTEAD
FREQUENCY:
COMPUTE[ DLM DATE:
CHECKED BY: SHEET
25 YR G= 328 H = 35 PIPE TYPE
08121/07
1 or -
RCP n: 0.011
LOCATION: AREA (ACRES) Q=CIA(CPS) PIPE DATA
TIME OF M (INIHR) C RUNOFF BASIN BASIN SLOPE DIAME7ER SIZE V FULL LENGTH SEGMENT UPPER LOWER
FROM TO STATION SUBTOTAI TOTAL CONC(MIN) INTENSITY COEFF. SUBTOTAL TOTAL THEO(W) (M1 (FPS) (FT) TIME(MIN) INV(FT) INV(FI)
POND A
D30A
D39A
0.61
0.61
1059
6.29
0.53
2.02
2.02
0.38
11.59
15
328
28
7.97
50.10
50.00
D39A
D41A
0.28
0.88
10.59
6.29
0.53
0.86
2.88
0.63
12.06
15
4.19
205
48.93
50.00
48.70
D4CA
D41A
0.71
0.71
1059
6.29
0.53
2.35
2.35
0.38
12.27
15
326
26
7.97
48.80
48.70
D41A
D11A
0.52
2.09
1059
6.29
0.53
1.72
6.94
1.95
13.59
15
7.35
241
32.80
48.70
44.00
D12A
D11A
0.84
0.84
10.59
6.29
0.53
2.79
279
0.77
11.40
15
4.61
26
5.63
4420
44.00
D11A
DOA
0.50
3.49
10.59
6.29
0.53
1.88
11.61
1.91
16.54
18
821
220
28.80
44.00
39.80
D1 CA
DOA
0.751
0.75
10.59
6.29
0.53
2.49
249
0.38
12.53
15
328
26
7.97
39.90
39.80
D9A
D7A
D.54
4.77
10.59
629
0.53
1.78
15.88
1.41
19.69
24
8.55
234
27.37
39.80
36.50
DBA
D7A
0.81
0.81
10.59
6.29
0.53
2.69
2.69
0.38
12.91
15
326
26
7.97
38.60
35.50
D7A
DSA
0.62
6.19
10.59
6.29
0.53
2.06
20.62
1.40
21.74
24
8.53
221
25.92
36.50
33.40
DBA
DSA
0.75
D.75
10.59
6.29
0.53
2.48
2.48
0.35
12.52
15
325
26
7.97
33.50
33.40
DSA
D3A
0.59
7.53
10.59
6.29
0.53
1.98
25.08
1.90
22.09
24
9.94
231
23.25
33.40
29.00
134A
I D3A
0.85
0.86
10.59
6.29
0.53
2.86
2.86
0.38
13.21
15
325
26
7.97
29.10
29.00
D3A
D2A
0.56
6.05
10.591
6.29
0.531
1.85
29.80
2.70
22.06
24
11.84
122
10.30
29.00
25.70
D2A
DlA
1 0.321
9.27
10.59
6.29
0.53
1.06
30.86
3.08
21.82
24
12.63
25
2.08
25.70
24.90
D1A
J1A
0.57
9.84
10.59
6.29
0.53
1.89
32.75
3.53
21.75
24
13.52
171
1.26
24.90
24.30
J1A
F1A
0.00
9.84
10.59
629
0.53
0.00
32.75
1.05
27.30
30
8.55
124
14.50
24.30
23.00
J1A
F2A
0.00
9.84
10.59
6.29
0.53
0.00
32.75
0.79
28.79
30
7A2
19
2.66
25.95
25.80
POND B
D37B
D35B
0.62
0.62
23.35
4.84
0.57
1.72
1.72
0.38
10.91
15
325
26
7.97
55.701
55.60
D38B
D34B
1.03
1.65
23.35
4.84
0.57
2.65
4.56
0.85
14.211
15
429
196
45.74
55.60
54.30
D35B
D34B
0.53
0.53
23.35
4.84
0.57
1.47
1.47
0.38
10.29
15
325
26
7.97
54.40
54.30
D34B
D32B
0.49
2.67
23.35
4.84
0.57
1.37
7.40
0.68
10.96
1O
4.89
118
24.12
54.30
53.50
033B
D32B
0.95
0.95
23.35
4.84
0.57
2.63
263
0.38
12.79
15
325
26
7.97
53.60
53.50
D32B
JOB
1.07
4.69
23.36
4.84
0.57
2.97
13.00
0.61
2210
24
5.14
98
19.08
53.50
53.00
JOB
D31B
0.00
4.69
23.35
4.84
0.57
O.OD
13.00
0.46
22.50
24
4.90
108
22.05
53.00
52.50
D3'.B
D29B
0.47
5.16
23.35
4.84
0.571
1.31
14.31
0.52
22.93
24
5.191
231
44.52
52.50
51.30
D30B
D29B
1 0.671
0.67
23.35
4.84
0.57
1.86
1.86
0.38
11.24
151
325
251
7.97
51.40
51.30
D29B
D27B
0.47
6.30
23.35
4.84
0.57
1.29
17.46
0.40
25.15
30
5.66
195
34.36
51.301
50.40
D28B
D27B
0.54
0.54
23.35
4.84
0.57
1.48
1.48
0.38
1a33
15
328
28
7.97
50.40
50.30
D27B
J5B
OA4
7.28
23.35
4.84
0.57
1.22
20.17
Oil
28.56
30
4.67
64
13.70
50.30
60.10
D24B
D23B
0.68
0.68
23.35
4.84
0.57
1.89
1.89
029
11.96
15
2.81
35
12.44
55.70
55.60
D23B
D21B
0.60
1.28
23.35
4.84
0.57
1.85
3.55
OA1
14.16
15
3.36
270
80.40
55.50
54.50
D22B
D218
1.08
1.06
23.35
4.84
0.67
2.93
2.93
0.38
13.32
15
326
26
7.97
54.50
54.70
D21B
020B
1.21
3.55
23.35
4.84
0.57
3.36
9.84
028
2258
24
3.87
289
73.25
54.70
54.00
D20B
D188
0.52
4.07
23.35
4.94
0.67
1.45
11.28
OAS
21.42
241
4.851
9.07
54.00
53.80
D19B
D18B
1.15
1.15
23.36
4.84
0.57
3.15
3.18
0.50
13.00
151
3.72
10.75
54.00
53.80
D18B
J4B
1.18
8.38
23.35
4.84
0.57
3.20
17.87
028
27.73
30
4A3
q40
40.20
53.80
53.30
J4B
D17B
D.00
6.38
23.36
4.84
0.57
0.00
17.67
0.30
27.44
30
4.55
22.151
53.301
53.00

4178
61133
41212
5015
5013
4575
59220
51919
19869
11539
23351
20470
0
11912
38931
39981
44598
26382
10980
18300
44759
50479
0
0
0
0
14753
8726
18124
13357
0
17551
18701
54121
12321
0
0
0
5590
28433
13090
50752
23042
9848
15309
D17B
D12B
0.101
6.47
23.35
4.84
0.57
0.27
17.94
0.27
28.11
30
4.33
28
6.00
53.00
52.93
D16B
D15B
ID13B
1.40
1.40
23.35
4.84
0.57
3.89
3.89
0.77
13.01
15
4.61
28
5.63
54.50
54.30
D15B
0.95
2.35
23.35
4.34
0.57
2.62
6.51
0.50
17.13
18
4.19
221
52.72
54.30
5320
D14B D13B
0.12
0.12
23.35
4.84
0.57
0.32
0.32
0.38
5.80
15
3.26
26
7.97
53.30
5320
D138
D129
0.12
2.58
23.35
4.84
0.57
0.32
7.15
0.14
22.40
24
2.73
188
08.91
53.20
52.93
D12B
D10B
0.11
9.16
23.35
4.84
0.57
0.29
25.38
0.19
34.22
36
4.10
233
56.83
52.93
62E
D11B
D10B
1.38
1.38
23.35
4.64
0.57
3.77
3.77
0.62
13.41
15
4.13
28
6.30
9.83
9.67
D10B
DOB
1.19
11.71
23.35
4.54
0.57
3.30
32.45
0.33
33.84
38
5.401
119
22.03
52.491
52.10
DOB
DOB
0.48
0.46
23.35
4.84
0.571
125
126
0.62
8.90
151
4.13
261
6.30
9.831
9.67
DOB
MB
02B
12A3
23.35
4.84
0.57
0.73
34.45
0.37
33.76
36
5.76
161
27.95
52.10
51.50
D2BB
D25B
0.54
0.54
23.35
4.94
0.57
1 A9
1 A9
0.38
10.33
15
3.26
26
7.97
54.10
64.00
D25B
J3B
OA7
1.01
23.35
4.54
OM
1.30
2.79
1.28
10.45
15
514
196
32.98
54.00
51.50
J3B
J26
0.00
13.44
23.35
4.54
O.57
0.00
37.23
0.42
34.06
36
8.09
240
39.41
51.50
50.50
D42B
D43B
027
027
23.35
4.84
OS7
0.76
0.76
0.38
8.03
75
3.28
28
7.97
53.80
53.50
D43B
DOB
0.85
1.12
23.35
4.94
0.57
2.36
3.11
0.36
13.79
15
3.16
111
35.14
53.50
53.10
D78 DOB
1 0.921
0.92
23.35
4.54
0.57
2.54
2.54
0.38
12.64
15
326
26
7.97
53.20
53.10
DOB
D3B
1.02
3.06
23.35
4.64
0.571
2.84
OAO
0.20
22.53
24
3.19
255
79.99
53.10
52.00
DSB
D4B
0.81
0.61
23.35
4.84
0.57
1 J18
1.88
0.23
11.93
15
2.51
44
17.54
52.801
52.70
D4B D3B
0.25
0.86
23.35
4.84
0.57
0.70
2.38
0.20
13.03
15
2.81
35
12.44
52.70
52.60
D3B
DIB
0.42
4.34
23.35
4.84
0.57
1.16
12.03
0.37
22.79
24
4.38
378
86.28
52.00
5120
D2B
D7B
1.03
1.03
23.35
4.84
0.57
2.85
2.85
0.38
13.19
15
3.26
28
7.97
51.30
5120
D1B
J2B
1.37
6.73
23.35
4.84
0.57
3.78
18.88
0.91
22.71
24
6.88
77
1122
5120
50.50
J28
JIB
0.00
20.17
23.35
4.84
0.67
0.00
55.89
0.95
34.00
36
9.18
190
20.69
50.50
48.70
JOB
JIB
0.00
728
--.35
4.84
0.57
0.00
20.17
0.31
28.55
30
4.68
447
96.61
50.10
48.70
JIB
FIB
0.00
27.44
23.35
4.84
0.57
0.00
76.00
1.711
34.181
36
12.33
41
3.331
48.70
48.00
J18
F2B
0.00
27.44
23.35
4.84
0.57
0.00
76.08
1.30
35.97
36
10.76
20
1.88
54.08
53.80
POND C
D20C
D19C
1 0.341
0.34
S.00
6.56
0.52
1.15
1.16
0.38
. 0.43
15
3.2SI
26
7.97
51.50
51.40
D19C
JBC
020
0.54
8.88
6.58
0.521
0.69
IAA
1 0.17
13.11
15
2.16
238
110.34
51.40
51.00
DISC
017C
0.42
0.42
8.88
5.58
0.52
1A3
1.43
0.38
10.18
15
3.25
28
7.97
54.10
54.00
D17C
JBC
0.31
0.72
8.88
6.58
0.52
1.05
2.48
1.14
10.22
15
5.62
283
46.80
54.00
51.00
JBC
D15C
0.90
1.25
8.88
8.56
0.52
0.00
4.34
0.85
1132
15
4.84
142
29.36
51.00
49.80
DISC
D16C
OAI
0.41
8.88
6.56
0.52
1.39
1.39
0.38
10.08
15
326
28
7.97
49.90
49.80
DISC
J5C
0.38
2.05
8.88
6.56
0.52
1.32
7.05
0.801
16.13
181
5.32
182
30.43
49.80
48.50
D14C
013C
124
1.24
8.88
6.56
0.52
427
427
0.77
13.48
15
4.61
26
5.83
6220
62.00
D13C
VC
025
1.53
8.88
6.58
0.52
0.97
524
3.97
10.70
15
10.48
831
6.01
52.00
49.50
RC
J5C
0.00
1.53
8.88
6.58
0.52
0.00
524
0.43
16.20
18
3.92
230
58.70
49.501
48.50
JSC
AC
0.00
3.58
8.88
6.56
0.62
0.00
12.29
0.60
20.97
24
5.59
83
14.85
48.50
48.00
AC
D11C
0.00
3.58
8.88
6.56
0.52
0.00
12.29
0.58
21.23
24
5AI
124
22.93
48.00
47.30
D12C
D11C
0.13
0.13
8.89
8.56
0.62
OA4
OA4
0.38
&55
15
3.26
28
7.97
47A0
47.30
D11C
DOC
0.65
4.36
5.88
6.56
0.52
224
14.97
0.78
21.51
24
6.37
179
28.12
47.30
45.90
D10C
D9C
0.30
0.30
8.08
0.58
0.52
1.03
1.03
0.381
9.011
151
325
26
7.97
40.00
45.90
DOC
MC
1.17
5.82
8.88
8.56
0.52
4.00
20.01
143L
21.421
241
8.601
55
6.51
45.90
45.10
DOC
WC
1 0.531
0.53
8.88
6.56
0.52
1.82
1.12
0.38
11.14
15
3.28
28
7.97
55.10
55.00
D7C
DOC
0.23
0.78
8.88
8.58
0.52
0.78
2S9
0.58
11.85
15
3.95
213
53.99
55.00
53.80
DOC
WC
0.35
1.11
8.88
6.56
0.52
121
320
0.64
13.38
15
4.20
47
11.18
53.80
53.50

25660
39788
12502
0
22923
0
32847
7465
20576
17250
2650
7226
20988
5600
9428
42752
0
0
0
226e
2818
15495
5151
52282
0
0
DSC
D4C
0.59
0.59
B.BB
6.56
0.52
2.02
2.02
0.18
13.34
15
2.25
1541
72.88
54.30
54.00
D4C
D3C
0.91
1.50
8.88
6.58
0.52
3.14
5.18
122
13.28
15
6.81
41
7.08
54.00
53M
D3C
J8C
029
2.90
8.88
8.56
0.62
0.99
9.95
1.61
fail
18
7.55
155
20.54
53.50
51.00
J8C
DIG
0.00
2.90
8.88
8.58
0.52
0.00
9.05
1.62
16.10
18
7.57
74
9.78
61.00
49.80
DIG
MC
0.53
3.42
8.88
8.56
0.52
1.81
11.76
2.47
15.83
18
9.35
190
20.33
49.8D
45.10
J3C
J2C
0.00
9.24
8.88
6.56
0.52
0.00
31.77
1.08
26.85
30
8.68
102
11.78
45.10
44.00
D28C
D27C
0.75
0.75
8.88
6.56
0.52
2.59
2.59
0.38
12.73
15
328
26
7.97
52.10
52.00
D27C
D25C
0.17
0.93
8.88
6.58
0.52
0.59
3.18
1.13
11.23
15
5.59
204
36.51
52.001
49.70
D28C
D25C
0.47
0.47
6.88
6.58
0.52
1.62
1.62
0.38
10.6E
15
326
251
7.97
49.80
49.70
D30C
D29C
0.40
0.40
8.88
6.58
0.52
1.36
1.38
0.38
10.00
15
325
26
7.97
50.00
49.90
D29C
D25C
0.06
0.46
6.88
6.56
0.52
0.21
1.57
0.14
1283
15
1.93
148
76.52
49.90
49.70
D25C
D22C
0.17
2.02
8.88
6.56
0.52
0.57
6.94
2.10
1140
15
7.82
100
13.12
49.70
47.60
D24C
D23C
0.48
0.48
8.88
6.56
0.52
1.66
1.68
0.38
Ian
15
320
28
7.97
55.10
55.00
D23C
D22C
0.13
0.61
8.88
6.56
0.521
0.44
2.10
4.07
7.56
15
10.81
182
17.15
55.00
47.60
D22C
D21C
1 0.221
2.85
a.ul
8.58
0.52
0.74
9.79
1.541
1a15
241
8.93
26
2.91
47.00
4720
D21C
J2C
0.98
3.83
8.88
6.58
0.52
3.37
13.18
1.28
18.88
24
8.14
211
25.91
47.20
44.50
J2C
J1C
0.00
13.07
8.88
6.58
0.52
0.00
44.93
2.63
25.67
30
13.55
191
1.40
44.50
44.00
JIG
FIG
0.00
13.07
0.88
6.56
0.52
0.00
44.93
3.85
24.09
30
16.38
28
1.59
44.00
43.00
J1C
F2C
0.00
13.07
8.88
8.58
0.52
0.00
44.93
2.50
26.12
30
1321
20
1.51
".50
44.00
POND D
D5D
D4D
0.05
0.05
3.61
7.53
0.45
0.17
0.17
1.00
3.87
15
5.26
20
3.80
47.001
46.80
DID
D2D
0.08
0.12
3.81
7.53
OAS
022
0.39
3.22
421
15
9.45
211
22.34
46.80
40.00
D3D
D2D
OA2
OA2
3.61
7.53
OA5
1.43
1.43
1.00
8.51
15
5.28
201
3.80
4020
40.D0
D2D
AD
0.12
0.66
3.61
7.53
OAS
OAD
222
1.70
9.09
15
8.85
185
24.07
40.00
3720
DID
AD
1.20
120
3.61
7.53
0.45
4.04
4.04
1.46
11.70
15
5.37
41
6.44
37.80
3720
J1D
F1D
0.00
1AS
3.51
7.53
OAS
0.00
6.25
1.43
13.95
15
629
14
2.23
37.20
37.00
J1D jF2D
0.00
1.88
3.81
7.53
0.45
0.00
6.25
0.93
15.00
15
5.08
591
11.61
38.55
38.00

Stormwater Pump Station Pump Design
Project: Neighborhoods of Holly Ridge Phase 3
Engineer: Stroud Engineering, PA
Date: June 26, 2007
Design Flow
FORCE MAIN A SYSTEM CURVE
FORCEMAIN DIAMETER (INT.) 3
FORCEMAIN LENGTH (FT.) 2050
NO. OF 45 BENDS (EA.) 0
NO. OF 90 BENDS (EA.) 10
TREATMENT VOLUME=
26060 CF
DRAWDOWN TIME=
2.38 DAYS
MINOR LOSSES
MINOR LOSSES
4 IN FM
FLOW
FROM 90 BEND
FROM 45 BEND FRICTION HEAD
STATIC HEAD
TOTAL HEAD
(GPM)
(FEET)
(FEET)
(FEET)
(FEET)
(FEET)
0
0.000
0.000
0.000
36
36.000
10
0.002
0.000
0.464
36
36.466
20
0.008
0.000
1.673
36
37.681
30
0.019
0.000
3.542
36
39.561
40
0.034
0.000
6.031
36
42.065
50
0.053
0.000
9.113
36
45.166
57
0.069
0.000
11.612
36
47.681
60
0.076
0.000
12.768
36
48.845
70
0.104
0.000
16.982
36
53.086
80
0.136
0.000
21.740
36
57.876
90
0.172
0.000
27.033
36
63.205
100
0.212
0.000
32.851
36
69.063

Stormwater Pump Station Pump Design
Project: Neighborhoods of Holly Ridge Phase 3
Engineer: Stroud Engineering, PA
Date: June 26, 2007
Design Flow
FORCE MAIN B SYSTEM CURVE
FORCEMAIN DIAMETER (IN.)
FORCEMAIN LENGTH (FT.)
NO. OF 45 BENDS (EA.)
NO. OF 90 BENDS (EA.)
TREATMENT VOLUME=
DRAWDOWN TIME=
FLOW
(GPM)
0
10
20
30
40
50
60
70
80
90
100
110
120
127
130
140
150
160
170
180
190
200
210
220
230
240
250
MINOR LOSSES
FROM 90 BEND
(FEET)
0.000
0.002
0.008
0.019
0.034
0.053
0.076
0.104
0.136
0.172
0.212
0.257
0.305
0.342
0.358
0.416
0.477
0.543
0.613
0.687
0.765
0.848
0.935
1.026
1.121
1.221
1.325
95919 CF
3.92 DAYS
MINOR LOSSES
FROM 45 BEND
(FEET)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
3
115
0
10
4 IN FM
FRICTION HEAD
(FEET)
0.000
0.026
0.094
0.199
0.338
0.511
0.716
0.953
1.220
1.516
1.843
2.198
2.582
2.868
2.994
3.434
3.902
4.397
4.918
5.467
6.042
6.644
7.271
7.925
8.604
9.309
10.039
STATIC HEAD
(FEET)
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
TOTAL HEAD
(FEET)
8.000
8.028
8.102
8.218
8.372
8.564
8.793
9.057
9.355
9.688
10.055
10.455
10.887
11.210
11.353
11.850
12.379
12.939
13.531
14.154
14.807
15.492
16.206
16.951
17.725
18.530
19.364

Stormwater Pump Station Pump Design
Project: Neighborhoods of Holly Ridge Phase 3
Engineer: Stroud Engineering, PA
Date: June 26, 2007
Design Flow
FORCE MAIN C SYSTEM CURVE
FORCEMAIN DIAMETER (IN.) 3
FORCEMAIN LENGTH (FT.) 500
NO. OF 45 BENDS (EA.) 0
NO. OF 90 BENDS (EA.) 10
TREATMENT VOLUME=
47896 CF
DRAWDOWN TIME=
2.33 DAYS
MINOR LOSSES
MINOR LOSSES
4 IN FM
FLOW
FROM 90 BEND
FROM 45 BEND FRICTION HEAD
STATIC HEAD
TOTAL HEAD
(GPM)
(FEET)
ET
(FEET)
(FEET)
(FEET)
0
0.000
0.000
0.000
18
18.000
10
0.002
0.000
0.113
18
18.115
20
0.008
0.000
0.408
18
18.416
30
0.019
0.000
0.864
18
18.883
40
0.034
0.000
1.471
18
19.505
50
0.053
0.000
2.223
18
20.276
60
0.076
0.000
3.114
18
21.191
70
0.104
0.000
4.142
18
22.246
80
0.136
0.000
5.303
18
23.438
90
0.172
0.000
6.593
18
24.765
100
0.212
0.000
8.012
18
26.224
107
0.243
0.000
9.081
18
27.324
110
0.257
0.000
9.557
18
27.814
120
0.305
0.000
11.227
18
29.532
130
0.358
0.000
13.018
18
31.377

Stormwater Pump Station Pump Design
Project: Neighborhoods of Holly Ridge Phase 3
Engineer: Stroud Engineering, PA
Date: June 26, 2007
Design Flow
FORCE MAIN D SYSTEM CURVE
FORCEMAIN DIAMETER (IN.) 2
FORCEMAIN LENGTH (FT.) 1000
NO. OF 45 BENDS (EA.) 0
NO. OF 90 BENDS (EA.) 10
TREATMENT VOLUME=
7576 CF
DRAWDOWN TIME
1.87 DAYS
MINOR LOSSES
MINOR LOSSES
4 IN FM
FLOW
FROM 90 BEND
FROM 45 3END FRICTION HEAD
STATIC HEAD
TOTAL HEAD
(GPM)
(FEET)
(FEET)(FEET)
(FEET)
(FEET)
0
0.000
0.000
0.000
25
25.000
5
0.001
0.000
0.452
25
25.453
10
0.002
0.000
1.631
25
26.633
15
0.005
0.000
3.452
25
28.457
20
0.008
0.000
5.878
25
30.887
21
0.009
0.000
6.434
25
31.443
25
0.013
0.000
8.883
25
33.896
30
0.019
0.000
12.446
25
37.465

Iv.:M'ER
5 3-6
. . .... .
f.
I rA
IV
7 Y I WA 50,.�:
.�,HIP, ONSLOW""C"r) N
ANS
1923,
:DIST5-

1
*tit tIElld)���
I, CHARLES FRANCIS RIGGS PROFESSIONAL LAND >44Ntl��� I
SURVEYOR, DO HEREBY CERTIFY THAT I HAVE �'4�fl�=' �., y °'
SURVEYED THE PROPERTY AS SHOWN HEREON IN C�
ACCORDANCE WITH THE STANDARDS OF PRACTICE' e 4 :.
Q f' .�
SEAL
FOR LAND SURVEYING IN NORTH CAROLINA. THAT=
THE RATIO- OF PRECIS ON AS CALCULATED BYES L-2981 trn
LATITU D EP URES IS: -1 ,0..�
/� __ F-RANG � N% -'
CHAR ES FRANCIS RIGGS P.. SAl L--2981 111111ttt
0
THIS IS TO CERTIFY THAT THE SUBJECT PROPERTY IS LOCATED
IN FLOOD ZONE "C" WHICH IS NOT
A SPECIAL FLOOD HAZARD AREA AS DETERMINED BY THE
FEDERAL EMERGENCY MANAGEMENT AGENCY, AND THE NATIONAL
FLOOD INSURANCE PROGRAM. COMMUNITY PANEL NUMBER
370340 0535 C, JULY 2, 1987
370340 0550 C, JULY 2, 1987
THIS CERTIFIES THAT THIS COPY OF THIS PLAT ACCURATELY DEPICTS THE
BOUNDARY OF THE JURISDICTION OF SECTION 404 OF THE CLEAN WATER ACT
AS DETERMINED BY THE UNDERSIGNED ON THIS DATE. UNLESS THERE IS A
CHANGE IN THE LAW OR OUR PUBLISHED REGULATIONS, THIS DETERMINATION
OF SECTION 404 JURISDICTION MAY BE RELIED UPON FOR A PERIOD NOT TO
EXCEED- FIVE YEARS FROM THIS DATE. THIS DETERMINATION WAS MADE
UTILIZING THE 1987 CORPS OF ENGINEERS WETLANDS DELINEATION MANUAL.
ISOLATED WETLANDS OR WATERS THAT ARE OUT OF CORPS JURISDICTION HAVE
BEEN LABELED ON THE SURVEY.
a
(NAME)
(TITLE}
c;1 2 A.
(DATE)
gojAjt,p
(AID#)
WETLAND DELINEATION PERFORMED BY:
ENGINEERING CONSULTING SERVICES, LTC.
WILMINGTON, NC
TOPOGRAPHIC SURVEY PERFORMED BY
CAROLINA RESOURCE MAPPING, INC.
WILMINGTON, NC
WETLANDS "A"
LIFE
TABLE
LINE
LENGTH
BEARING
L14
27.96
S73'07'46'E
Li
29.37
S16"52'14"W
L16
59.12
N69'34'31 "W
L17
32.17
N37°59'15"W
L18
38.93
N40'5759"W
L19
34.25
N24`22'56"W
L20
27.17
N34'15'18"W
L21
49.22
N34`52'05"W
L22
55.46
N39°04'44"W
L23
47.21
N08'22'31"W
L24
103.71
N06'35'05"W
L25
74.20
N56'45'54"W
L26
48.71
N59'3745"W
L27
68.82
N52'57'16"W
L28
53.58
N25'11'37"W
L29
72.41
N24'31'10"E
L30
60.49
S64`23'31 "W
L31
49.42
S46'50'39"W
L32
103.64
S46'2632"W
L33
50.36
S42'15'30"W
L34
90.39
S43'37'06"W
L35
67.67
S43'38'33"W
L36
25.97
N72'44139"W
L37
75.70
N47'50'38"E
L38
85.65
N42444'45" -
L39
77.28
N41'4553"E
L40
54.09
N41'48'56"E
L41
50.62
N41 `13'43"E
L42
43.42
N 29'20'59"E
L43
52.56
N 27*16'19"E
L44
42.36
N2717'25"E
L45
32.11
N48'38'05"W
L46
75.17
S6$'36'00"W
L47
70.73
S68'12'07"W
L48
47.72
N52'2359" IN
L49
53.31
S78'13153"E
L50
52.97
N67'31'28"E
L51
58.62
N57'06'09"E
L52
64.91
S78'30'34"E
L53
98.33
N52'21'08"E
L54
23.46
N54'5745"W
L55
62.21
N44'59'22"W
L56
56.47
N21 `14'10"W
L57
25.32
N40'16'36"W
L58
60.24
S66`15'37"W
L59
53.71
N41 `04'15"W
L60
68.67
N29`3626"W
L61
100.55
N46'05'57"W
L62.
110.47
N5911'25"W
L63
72.16
N57'21'06"W
L64
58.72
N56'10'26"W
L65
61.18
N56'07'24"W
L66 J
75.70
N55'07124"W
L67
59.63
N53'50'20"W
L68
59.50
N53'13'13"W
L69
6.31
N4(�8`56'32"W
L70
:.._58
NQ1_`54'11 f!W
L.71
� 85
N68`2324"E
L72
7.06
S71.I4'26"'E
L73
59.43
S53'13'13"E
L74
59.43
S53'50'20"E
L75
75.46
355'07'24"E
L76
61.07
S56`07'24"E
L77
58.59
S56*10'26'E
L75
71.84
S57`21'06"E
L79
110.10
S59'11'25"E
L80
165.39
N77'47'56"E
L81
79.05
S67'40'14"E
L82
27.35
S26`09'14"E
L53
98.82
S14'48'39"E
L84
23.47
SO4'2449"W
L85
18.60
S36'55'16"E
t_8-6
18.61
S59"30'00"E
L87
21.81
S16'03' 43"E
L88
26.80
340`16'41 "E
L89
68.45
S36'4625"E
L90
122.45
S57`2526-E
L91
49.05
S34.57'14"W
L92
128.54
S02'3346"E
L93
272.26
S03'24'14"W
L94
11.03
S25"23-'35-"E
L95
175.98
S25`19'31 "E
L96
105.51 '
S40'55'46"E
CHARLES F. RIGGS & ASS(JCIATES, INC.
LAND SURVEYING -CONVENTIONAL & GLOBAL POSITIONING SYSTEMS,
LAND PLANNING &COMPUTER MAPPING
202 WARLICK STREET
P.O. BOX 1570
JACKSONVILLE, N.C. 28541-1570
TELEPHONE: [phone]
FACSIMILE:[phone]
E-MAIL: riggsland0bizearr.com
9
WETLANDS "B"
LINE TABLE
LINE
LENGTH
BEARING
L97
30.88
S22406'59"E
L98
33.13
S38'15'28'$W
L99
46.58
S39`09'27"W
L100
20.09
S34426'15"W
L1 Q1
16.92
S08'18'33" W
L102
21.00
S19°20'04"E
L103
12.67
S64'35'55"W
L104
43.30
S34'04'49"W
L105
17.43
S00`16'27"W
L106
17.34
S26'2426"W
L107
65.27
S16'41'50"W
L108
30.60
N53`29'40"W
L109
32.60
N4219'46"W
L110
34.43
N34'21'58"E
L111
84.82
N20`07'30"E
L112
43.63
N75'21'03"W
L113
23.69
N74'03'43"W
L114
25.73
S78'42'58"W
L115
37.66
S75'11'50"W
L116
21.51
S57`19'42"W
L117
63.08
N49'46'23"W
L118
43.62
N30'31'47"E
L119
27.85
N75'2247"E
L120
53.29
N43`54'46"E
L121
55.67
N09`47'51 "E
L122
55.92
N32'32'56"W
L123
50.38
S69*00'23"W
L124
21.94
S84`06'41 "W
L125
48.45
N79`56'50"W
L126
38.57
N89'13383'W
L127
37.82
NOO°37'24"W
L128
29.80
N36"12'46"W
L129
29.56
N32426'00"E
L130
17.43
S61'35'27"E
L131
5.71
S78'00'45"E
L132
17.37
N53'53'14"E
L133
16.21
N26`27'05"E
L134
18.25
N49`13'14''E
L135
65.99
S38"17'15"E
L136
46.39
S74`05'59"E
L137
40.90
N83`03'27"E
L138
33.69
N86'36'47"E
L139
54.61
S48'37'45"E
L140
38.05
S39`58'47"E
L141
40.02
S18'36'52"E
L142
27.99
S58'22'00"E
L143
24.88
S87400'39"E
L144
46.16
S74-51'04"E
11
WETLANDS "C"
LINE TABLE
LINE
LENGTH
BEARING
L145
5.70
S31'0757"W
L146
31.89
N4652'23"W
L147
37.43
S67'48'12"W
L148
28.76
N01 *18'45"W
L149
10.1 S,
N40'03'47"E
L150
19.16"
N46`5654"W
L151
28.86
N71'43'55"W
L152
29.74
S3835'16"W
L153
40.41
S08'16'33"E
L154
29.08
S0603258"E
L155
31.65
S09'09'34"E
L156
2698
S15'3344"E
L157
34.06
S29'31'18"E
L158
22.89
S39'40'40"W
L159
27.76
S46828'18"W
L160
48.45
N53`50'53"W
L161
33.44
N51 e19'43"W
L162
19.48
N47'50'43"W
L163
49.10
N45'51'25"W
L164
41.08
N47`42'13"W
L165
43.01
N42'17'10"W
L166
41.26 ''
N49"45'34"W
L167
21.17
N37'37'00"E
L168
31.08
N04'14'40"W
L169
37.59
N41236'50"E
L170
22.24
N53641'28"E
L171
17.25
N53410'07"E
L172
18.19
N11'50'29"W
L173
35.79
N24`27'21 "W
L174
26.28
N88'36'55"W
L175
26.33
S42'4-2'50"W
L176
51.70
S3 '41'O8"W
L177
38.88
S69*13'51 "W
L178
35.10
S42'10'27"W
L179
31.06
N09°25'42"E
L180
37.32
N42'2445"E
L181
2490
N32'44'46"E
L182
30.44
N64`03'10"E
L183
40.24
N55`51'55"E
L184
23.99
S76"5629"E
L185
28.15
R 9°54'S:j"
L186
26.71
S69'23' 41 "E
L187
35.60
S21 `29'15"E
L188
23.94
S38'03'43"E
L189
28.59
S72029'09E
L190
27.99
S69"10'03"E
L191
22.55
S73'41'22"E -
L192
40.31
S73'26'5-6"E
L193
49.80
S58'58'23"E
L194
21.37
S33"2255"E
L195
15.58
S01'14'11"W
L196
25.80
S05'20'31 "E
L197
7.13
'S17'38'09"W
L198
21.56
SO4'29'17"E
L199
34.10
-'" .3 27'21f'E
Ic
111
WETLANDS "D"
LINE TABLE
LINE
LENGTH
BEARING
L200
14.39
S3352'56"E
L2Q1
56.30
S372946"W
L202
37.99
S42'16'27"W
L.203
44.69
S64'40'51 "W
L204
26.54
S52'30'22"W
L205
37.23
S70'13'36"W
L206
36.47
N53`45'55"W
L207
35.29
N25'48'10'E
L208
46.46
N38`2832"E
L209
46.31
N47'32'57"E
L210
23.67
N46'35'20"E
L211
36.10
N66°16'58"E
L212
10.54
N54'56'56"E
L213
47.63
S58`08'00"E
0
BOUNDARY SURVEY OF
NEIGI�B4RHOODS OF HILLY RIDGE
U.S. HIGHWAY 17 8c N.C. HIGHWAY 50
STUMP- SOUND TOWNSHIP, ONSLOW COUNTY, NORTH CAROLINA
E
WETLANDS "E"
LIFE TABLE
LINE
LENGTH
BEARING
L214
27.64
N59 25-19-E
L215
32.96
S35`36'54"E
L216
53.18
S36*45'4I E_
L217
68.09
S42'49'40"E
L218
60.23
S40401'43"E
L219
50.19
S47'46'.O0"E
L220
25.98
N60'49'00"E
L221
72.08
345'4558"E
L222
46.32
S43'130.59"E
L223
50.02
S49'35'22"E
L224
61.47
S44'24'13"E
L225
42.98
S44'25'37"E
L226
56.73
S58'05'58"E
L227
91.17
S433632"E
L228
46.85
S48'41'25"E
L229
41.26
S37'44'51 "E
L230
48.43
S4.7_ a_4.1'48_"_ W
L231
37.32
-N37'57'23"W
L232
14.78
N 55'13'38" W
L233
81.78
N 34'59'17" W
L234
30.47
N77'03'23"W
L235
35.29
N45'43216"W
L236
45.71
N57'52'07"W
L237
50.36
N47`11'28"W
L238
34.98
N44`3541"W
L239
43.22
N43'51'20"W
L240
42.20
N43'2433"W
L241
34.88
N3322'10"W
L242
43.96
N38'59'14"W
L243
28.09
N50'02'55"W
L244
36.43
N 40'Q2'01 "W
L245
84.10
N38'47'00"W
L246
47.07
N 42 34'31 ' W
L247
59.37
N50`59'33"W
L246
41.43
N48'19'57"W
E
I'
WETLANDS "F"
LINE TABLE
LINE
LENGTH
BEARING
L249
47.75
S3333'23"W
L250
73.13
S44'08'13"W
L251
74.01
S45`55'23"W
L252
84.46
S39'08'42"W
L253
49.35
S49'44'25"W
L254
53.36
S35°14'391W
L255
59.56
S45'54'39"W
L256
45.17
S50'1556"W
L257
45.29
S42°36'32"W
L258
39.36
S42'08'25"W
L259
74.04
S49"44'47"W
L260
60.07
S45'01'32"W
L261
71.91
S40'38'39"W
L262
50.01
S43'5958"W
L263
88.65
S48'25'28"W
L264
69.02
S35'05'27"W
L265
79.23
S44"3643"W
L266
48.7Q
S38`25'01 "W
L267
124.32
S40*08'55"W
L268
84.04
S38'Q1'48"W
L269
83.99
348'5838"W
L270
23.15
S45*04'18"W
L271
37.09
S35`36627"W
L272
28.90
S37'11'45"W
L273
60.24
S41 `03'24"W
L274
134.55
S44'54'22"W
L275
57.44
S50"07'38"W
L276
70.45
S47'02'49"W
L277
29.88
SQO`14'57"W
L278
43.97
S03'08'21 "E
L279
31.92
353'42'18"E
L280
26.23
N63'54'49"E
L281
26.92
N57'18'53"E
L282
49.88
- N42`03'16"E
L283
47.91
N48'32'52" E
L284
67.27
N48'51'43"E
L285
48.05
N3326'227E
L286
23.89
N51'26'48"W
L287
37.55
N53i5'40"W
L288
18.40
N29'29'45"W
L289
47.28
N79`05'16"E
- L290
44.91
S5549'01 "E
L291
33.72
N79`38'57"E
L292
74.79
S40'0349"W
L293
62.67
S43'04'10"W
L294
37.18
S37`29'24"E
L295
40.44
S42036'03"W
L296
54.64
S37'48'10"W
L297
31.13
S33°48'20"W
L298
27.26
S36'2657"W
L299
23.40
S15`23'22"W
L300
32.51
S15*32'15"W
L301
36.06
S40'52'37"W
L302
22.11
S49'51'47"W
L303
25.77
S08'06'56"E
L304
24.08
S69`54'16"W
L305
45.86
N.50'39'02"W
L306
48.47
N39"22'1,1"W
L307
30.11
N46'32'42"W
L308
46.29
N45'00'32OW
L309
23.29
N80'39'21 "W
L310
26.77
S42'1012"W
L311
21.02
S46'11'49"E
L312
31.68
S07'30'46"W
L313
26.20
N52'27'16"W
L314
43.60
N47422' 53"W
L315
13.50
N23'4325"W
L316
37.18
N26'41'26"E
L317
40.28
N46'19'04E
L318
19.68
N76'44'53"E
L319
47.10
N43`51'31 "E
L320
24.61
N18'0653"E
L321
22.5
N20'51'55"W
L322
41.18
N36611'41 "E
L323
24.24
N53'58'43"E
L324
39.32
N37'02'17"E
L325
34.80
N61'50'06"E
L326
44.32
N36'03'31 "E
L327
45.93
N47'12'24"E
L328
48.66
N 04'10' 35" W
L329
20.71
N19'22'35"E
L330
15.72
N52'10'22"E
L331
14.86
S63°25'22"E
L332
15.13
S05'42'06"E
L333
22.88
S31'48'09"W
L334
21.67
S07'5538"E
L335
67.65
N55'2934"E
L336
59.05
N37`23'23"E
L337
37.29
N47i 6'09"E
L338
43.48
N43'39'12"E
L339
58.74
N24006'17"E
L340
86.61
N554533"E
L341
23.85
N07`42'18"W
L342
141.64
N51'43'38"E
L343
54.97
N46`08'01"E
L344
69.56
N41'33'03"E
L345
66.96
N41'35'52"E
L346
88.44
N50'02'19"E
L347
72.13
N41'39'01 "E
L348
70.17
N41 10'19"E
L349
32.25
N43'48101 "E
L350
99.83
N28'08'03"E
L351
47.20
N38'34'13"E
L352
45.84
N71'27'29"E
L353
34.69
N46*09'39" E
L354
53.91
N42'40'56"E
L355
56.25
N51 *11'21 "E
L356
64.38
N39'32'30"E
L357
72.97
N46'37729"E
L358
64.52
N42'43'46"E
L359
54.61
N44'3841 "E
L360
54.44
N38'34'51 "E
L361
30.86
S62'30'02"B
0
DATE: APRIL 7, 2004
DRAWN- BY: ....J. c.-r'
FIELD BOOK: IND . PAOE: X
COMPUTER: WS 6/PROJ/04--04-10A.dwo
PROJECT NUMBER: 04-04-10
SHEET .2 OF .2

STROUD ENGINEERING, P.A.
102-D Cinema Drive
WILMINGTON, NC 28403
[phone]
TO �%C P&)
INUT n OF 4 D s 5fl@ i]0VVZ 1
DATE 1 / `Z
JDB N� `
,N 7
ATTEN-n N K A /"Ll �«
RE: fQ
Pi of Boa s
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES
DATE
NO.
DESCRIPTION
I
5L,, u
JAN 1 0 Zuub
i
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
❑ As requested
❑ For review and comment
❑ FORBIDS DUE
REMARKS
❑ Approved as submitted ❑ Resubmit copies for approval
❑ Approved as noted ❑ Submit copies for distribution
❑ Returned for corrections ❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
e V%t.4-rj
�� e w ✓lCq
�, ea i� (
�-+S re e,i�o / by a.
7�e �,/
c li o.. s
4-0 f--L e-10-1 elp✓. dVo%. -M 40Aec L..?/Me
COPY TO
SIGNED:
If enclosures are not as noted, kindly not/fy us at once.

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
September 7, 2007
Scott Cook, Member
Neighborhoods of Holly Ridge, LLC
106-A Cinema Drive
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 070649
The Neighborhoods of Holly Ridge Phase 3
Onslow County
Dear Mr. Cook:
The Wilmington Regional Office received a Stormwater Management Permit Application for
The Neighborhoods of Holly Ridge Phase 3 on June 29, 2007. 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 provide a wetlands map for the site signed by a certified authority.
2. Please provide the pump on and off elevations on the pump station profile.
3. Please report the seasonal high water table elevation on each basin section
detail.
4. Please provide original and proposed contours on the plans.
5. Please clearly delineate the drainage area for each infiltration basin.
6. Please provide basin section details showing bottom and storage elevation and
3:1 side slopes for each infiltration basin.
7. Please provide a vegetation plan for the basin slopes.
8. Please report wetland elevation on the section details for the pump basins. If the
permanent pool elevation is below the wetland then a wall will need to be
installed to avoid draining the wetlands.
9. Please delineate and label the permitted phases on the plan.
10. Please ensure that all supplement and deed restriction are notorazied.
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 7, 2007, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
None Caro 'na
turn,
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwateroualitv.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycled/10% Post Consumer Paper

Scott Cook
September 7, 2007
Stormwater Application No. SW8 070649
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.
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,
oc�-"�
Rhonda Hall
Environmental Engineer L
ENB/rbh: S:IWQSISTORMWATERIADDINFO120071070649.sep07
cc: Luke Menius, Stroud Engineering
Rhonda Hall
Lit-"
Page 2 of 2

«B»
In accordance with Title 15 NCAC 2H.1000, the Coastal Stormwater Management Regulations, deed
restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility.
Deed restrictions and protective covenants are necessary to ensure that the development maintains a
"built -upon" area consistent with the design criteria used to size the stormwater control facility.
I, SCOTT COOK, MEMBER, NEIGHBORHOODS OF HOLLY RIDGE LLC , acknowledge, affirm and
agree by my signature below, that I will cause the following deed restrictions and covenants to be
recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number , as issued by the Division of Water Quality
under NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming
under them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express
written consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is 4200 square feet. This allotted amount
includes any built -upon area constructed within the lot property boundaries, and that portion of
the right-of-way between the front lot line and the edge of the pavement. Built upon area
includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina
and parking areas, but does not include raised, open wood decking, or the water surface of
swimming pools.
This allotted amount includes any built -upon area constructed within the lot property boundaries,
and that portion of the right-of-way between the front lot line and the edge of the pavement. Built
upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate,
coquina and parking areas, but does not include raised, open wood decking, or the water
surface of swimming pools.
7. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street,
grading the lot to drain toward the stree r grading perimeter swa/es to collect the lot runoff
and directing the nen f th stormwater collection system. Lots that will naturally
drain into the t ar eq it d t rovide these additional measures.
Signature: Date:
I, , a Notary Public in the
State of County of .
do hereby certify that personally appeared
before me this the day of 20 , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
Signature
My Commission expires

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0. 75' feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 211 .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: Scott Cook, Member, Neighborhoods of Holly Ridge 1LC
Address: 106 — A Cinema Drive Wilmington NC 28403
Phone: [phone]
Signature:
Date:
Atote: The ally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
do hereby certify that
a Notary Public for the State of , County of
personally appeared before me this
day of I , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seat,
SEAL
My commission
Form SWU-103 Rev 3.99 Page 3 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.75 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: Scott Cook Member, Neighborhoods of Holly Ridge. 1LC
Address: 106 — A Cinema Drive Wilmington NC 28403
Phone: [phone]_01-ti Date:
Signature:
]Vote: TFe legpl�responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, , a Notary Public for the State of , County of
do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL
My commission
Form SWU-103 Rev 3.99 Page 3 of 3

STROUD ENGINEERING, P.A.
102-D Cinema Drive
WILMINGTON, NC 28403
[phone]
TO _pz'wy�
WE ARE SENDING YOU
❑ Shop drawings
❑ Copy of letter
LLIEUTEn OU3 4 o A MMUCTMLL
DATE 612 7/� _7
JO yGO✓, 6 Y 7
ATTENTION
/1'TD�I�Ci R
RE:
of/y
e. vl
❑ Attached ❑ Under separate cover via
❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Change order ❑
COPIES
DATE
NO.
V -
DESCRIPTION
l
Y� oce-�
t>9 S
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
❑ As requested
❑ For review and comment
❑ FORBIDS DUE
REMARKS
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
'7 Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
COPY TO
SIGNED:
if enclosures are not as noted, kindly notify us at once.

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
102-D CINEMA DRIVE
WILMINGTON, NORTH CAROLINA 28403
[phone]
June 29, 2007
NCDENR
Attn: Rhonda Hall
127 Cardinal Drive
Wilmington, North Carolina 28405
Re: The Neighborhoods of Holly Ridge, Phase 3
Onslow County
Dear Rhonda,
Please find the attached submittal package regarding the request for review of the high
density stormwater plan for Phase 3 of The Neighborhoods of Holly Ridge subdivision in Onslow
County.
Please feel free to contact me with any questions or concerns.
Respectfixlly Yours,
Luke Menius, EI
Stroud Engineering, PA
Attachments
File: F:/master/pw647/wpd/rhonda.wpd
107 COMMERCE ST HESTRON PLAZA TWO
SUITE B 102-D CINEMA DRIVE 151-A HWY. 24
GREENVILLE, NC 27858 WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone] [phone] [phone]