SW8010803_COMPLIANCE_20090312

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW QED GO1� v 3
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
ISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
March 12, 2009
Mr. Micheal Tuton, President
Hunter Development Corporation
P.O. Box 1066
Jacksonville, NC 28540
NOTICE OF INSPECTION
Marsh Oaks @ Brynn Marr Sec. I & 11
Stormwater Project NoASW87.0,108031, SW8 000517
Onslow County
Dear Mr. Tuton:
Dee Freeman
Secretary
Please find attached a copy of the completed form entitled "Stormwater Compliance
Inspection Report". The report summarizes the findings of a recent inspection of the
project's stormwater controls conducted on February 16, 2009 to determine compliance
with Stormwater Permit Number SW8 010803, SW8 000517 issued on August 10, 2000
and March 20, 2002.
As indicated in the attached inspection report the following deficiencies must be
resolved:
1. Provide the maintenance necessary to all ponds in both sections as instructed in
the attached inspection reports.
2. Provide the Engineers Certification for pond 4 in Section 11, and provide the
Engineers Certification for both ponds in Section I.
Please inform this Office in writing before April 12, 2009, of the specific actions that will
be undertaken and the time frame that will be required to correct the deficiencies.
Failure to provide the requested information, when required, may initiate enforcement
action including the assessment of civil penalties of up to $10,000 per day. If a written
plan of action is not submitted to this office by April 12, 2009 then DWQ staff will re-
inspect the site and issue a Notice of Violation if the listed deficiencies have not been
addressed.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 20405
Phone: [phone] FAX: [phone] Customer Service: 1-877-623.6748
Internet: www.ncwaterguality.org
An Equal Opportunity ti Affirmative Action Employer
NorthCarolina
Natmally

Compliance Inspection Report
Permit: SW8010803 Effective: 06/26/03 Expiration: 06/26/13 Owner: Marsh Oaks at Brynn Marr Community
Services Association Inc
Project: Marsh Oaks, Section II at Brynn Marr
County: Onslow End Of Pine Vly
Region: Wilmington
Jacksonville NC 28541
Contact Person: Sterling Osborne Title: HOA President Phone: [phone]
Directions to Project:
Turn onto Pine Valley Rd. from Country Club Road, go to end of the road. Project is on right.
Type of Project: State Stormwater - HD - Detention Pond State Stormwater - Other
Drain Areas: 1 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
2 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
3 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
4 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
On -Site Representative(s):
Related Permits:
Inspection Date: 02/16/2009 Entry Time: 10:30 AM
Primary Inspector: David W Cox
Secondary Inspector(s):
Reason for Inspection: Other
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ■ Not Compliant
Question Areas:
E State Stormwater
(See attachment summary)
Exit Time: 11:30 AM
Phone: [phone]
Inspection Type: Stormwater
Page: 1

Permit: SW8010803 Owner - Project: Marsh Oaks at Brynn Marr Community Services
Association Inc
Inspection Date: 0211612009 Inspection Type: Stormwater Reason for Visit: Other
Inspection Summary:
Please address all maintenance issues listed in the comment sections of the inspection reports. Also provide the
Engineers Certification for pond 4.
Once all compliance issues have been resolved, then this office will proceed with the transfer of ownership to Marsh Oaks
at Brynn Marr C.S.A.
File Review
Is the permit active?
Signed copy of the Engineer's certification is in the file?
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the file?
Comment: This office has not received the Engineers Certification for pond 4
Are the SW measures constructed as per the approved plans?
Are the inlets located per the approved plans?
Are the outlet structures located per the approved plans?
Comment:
■ n n n
0000
Operation and Maintenance Yes No NA NE
Are the SW measures being maintained and operated as per the permit requirements? Q ■ ❑ ❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to IDWO ❑ ❑ ❑
upon request?
Comment: Pond 1
1. The pond was observed to be lacking permenant vegetation.
2. Trash and debris was observed in the pond.
Pond 2
1. The pond was observed to be lacking in permenant vegetation.
2. Trash and debris was observed in the pond.
Pond 3
1. The pond was observed to be lacking permenant vegetation.
2. Trash and debris was observed in the pond.
Pond 4
1. Erosion on the slopes.
Page: 2

DETENTION POND ANALYSIS FILENAME: G:IDATAIWPDATAIWQSIPOND1010803-4.WK1
PROJECT #: SW8 010803-4 REVIEWER: L. Lewis
PROJECT NAME: Marsh Oaks Section II @Brynn Marr
DATE: 17-Jun-03
Receiving Stream: Northeast Creek Class: SC
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
Drainage Area .30.0276 q9.> square feet Area = 7.10 acres
Offsite Area= 4.6 acres
IMPERVIOUS AREAS
Rational C
Buildings
12918.00
square feet
1.00
Street
14694.00
square feet
1.00
Parking
23940.00
square feet
1.00
SW
6275.00
square feet
1.00
Offsite
59923.00
square feet
1.00
Other
4545.00
square feet
1.00
TOTAL
22295b0,:
square feet
Rational Cc= 0.52
SURFACE AREA CALCULATION
% IMPERVIOUS 39.54%
Des. Depth 6
TSS: 90
SAIDA Ratio 2.08%
Req. SA 6424 sf
Prov. SA sf Vj-jV
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
1
Des. Storm
14:
inches
Rv=
0.41
Bottom
3.00 msl
Perm. Pool
9 00 msl
Design Pool
11.00 msl
Design SA
9164 sf
Req. Volume
:1330
cf
Prov. Volume
:::.:.1 a'<
cf
FOREBAY
Perm. Pool Volume=
Req. Forebay Volume=
Provided Volume=
Percent=
SA @ _
Elevation=
ORIFICE CALCULATION ,
20040
4008
4026.00
Avg. Head =
0.97
ft
Q2 Area =
2.33
sq. in.
Flow Q2, cfs
0.077
cfs
Q5 Area =
0.93
sq. in.
Flow Q5, cfs
0.031
cfs
Orifice Area
1.23
sq. in.
No. of Orifices
Q=
0.040
cfs
Diameter, inches
.1. 25.;:
weir H x W
in
:... :: in
Drawdown =
3 $;
days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

DETENTION POND ANALYSIS
FILE NAME: S:1WQS\POND1010803-1.WK1
PROJECT#: SW8 010803-11 Pond' j f
REVIEWER: L. Lewis
PROJECT NAME: Marsh Oaks, Section 11 at Brynn Marr DATE: 24-Jan-2002
Receiving Stream: Northeast Creek Class: SC
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
Drainage Area square feet Area in Acre 4.18
IMPERVIOUS AREAS
Rational C
Buildings
16733.00 square feet
1.00
Huff Drive
19905.00 square feet
1.00
Parking
23823.00 square feet
1.00
SW
11512.00 square feet
1.00
square feet
square feet
TOTAL
M!7.1973jq square feet
Rational Cc= 0.52
SURFACE AREA CALCULATION
% IMPERVIOUS 39-53%
Des. Depth 5
TSS: 90
SA/DA Ratio 2,77%
Req. SA 5047 sf
Prov. SA ->5208'71 sf
VOLUME CALCULATION * place a "'I" in the box if Rational is used i
Rational ?*
1
Des. Storm
""1'4`00"
inches
Rv=
0.41
Bottom
1 msl
Perm. Pool
--,::6,00::
msl
Design Pool
8.5 msl
Design SA
7923 sf
Req. Volume
:
15173
cf
Prov. Volume
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
1.22 ft
0.088 cfs
0.035 cfs
or weir H x W
days
FOREB8
Perm. Pool Volume= 13436
Req. Forebay Volume= 2687.2
Provided Volume= 2796.00
Percent=
Based on 1" over entire drainage area
Elevation=
Q2 Area = 2.38 in 2
Q5 Area = 0.95 in 2
Orifice Area 1.77 in 2
0.065 cfs
in x ....... ... M
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines
in

DETENTION POND ANALYSIS
FILE NAME: S:\WQS\POND1010803-2.WK1
PROJECT* SW8 010803-2 Pond 2
REVIEWER: L. Lewis
PROJECT NAME: Marsh Oaks, Section 11 at Brynn Marr DATE: 24-Jan-2002
Receiving Stream: Northeast Creek Class: SC
Drainage Basin:_ White Oak Index No.
Site Area 21.65 acres
Drainage Area 175982 square feet Area in Acre 4.04
�,4
IMPERVIOUS AREAS
Rational C
Buildings 24374.00 square feet 1.00
square feet 1.00
Parking 45066.00 square feet 1.00
SW 10186.00 square feet 1.00
square feet
square feet
TOTAL :,75626 -00]square feet Rational Cc= 0.56
,
SURFACE AREA CALCULATION
% Il`,4PERVIOUS 4 52)5 %
Des. Depth 6
TSS: - 90
SA/DA Ratio
2.41%
Req. SA
4250 sf
Prov. SA
356
4 :
1 sf
VOLUME CALCULATION * place a "ll" in the box if Rational is used I
Rational ?*
1
Des. Storm
'00!��
inches
Rv=
0.46
Bottom
-1 msl
Perm. Pool
5 00 rnsl
Design Pool
7.7 rnsl
Design SA
7051 sf
Req. Volume
c
Prov. Volume
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flom,'Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
FORE AY
Perm. Pool Volume= 12021
Req. Forebay Volume= 2404.2
Provided Volume= 2613.00
Percent= . .,.7%
Based on 1" over entire drainage area
Elevation=
1.32 ft
Q2 Area =
0.085 cfs
Q5 Area =
0,034 cfs
Orifice Area
Q
.50:
or weir H x W
days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines
2.21 in'
0.88 inz
1.77 in'
0.068 cfs
in x in

DETENTION POND ANALYSIS - FILE NAME: S:1WQS\POND1010803-3.WK1
PROJECT #:SW8 010803-3 Pond 3 REVIEWER: L. Lewis
PROJECT NAME: Marsh Oaks, Section 11 at Brynn Marr DATE: 20-Mar-2002
Receiving Stream- Northeast Creek Class: SC
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
Drainage Area square feet Area in Acre 3.64
�: :
IMPERVIOUS AREAS
Rational C
Buildings
22056.00
square feet
1.00
square feet
1.00
Parking
37715.00
square feet
1.00
SW
11038.00
square feet
1.00
square feet
square feet
TOTAL
7.0 8 0 =9.O 0 �
square feet
Rational Cc= 0.56
SURFACE AREA CALCULATION
% IMPERVIOUS 44.66%
Des. Depth 6
TSS: 90
SA/DA Ratio 2,38%
Req. SA 3773 sf
Prov. SA 4500'. sf
I
VOLUME CALCULATION * place a "I" in the box if Rational is used I
Rational ?*
1
Des. Storm
Q'Qinches
Rv=
0.45
Bottom
0 msl
Perm. Pool
6.00 �� m s I
Design Pool
8.5 msl
Design SA
7101 sf
Req. Volume
21 cf
Prov. Volume
11cf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
1.22 ft
0.076 cfs
0.031 cfs
or weir H x W
days
FOREBAY
Perm. Pool Volume= 13032
Req. Forebay Volume= 2606.4
Provided Volume= 2460.00
Percent=
Based on I" over entire drainage area
Elevation=
Q2 Area = 2.07 in2
Q5 Area = 0.83 in2
Orifice Area 1.77 in'
Q= 0.065 cfs
in x
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines
in

State Stormwater Management Systems
Permit No. SW8 010803
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Name of Receiving Stream/Index #:
Classification of Water Body:
Pond Number:
Drainage Area, acres:
Offsite Area entering Pond, ftz:
Total Impervious Surfaces, ftz:
r,
Pond Depth, feet:
Required Surface Area, W:
Provided Surface Area, ftz:
Required Storage Volume, ft3:
Provided Storage Volume, ft3:
Permanent Pool Elevation, FMSL:
Temporary Storage Elevation, FMSL:
Controlling Orifice (pipe):
11VISION OF WATER QUALITY
ROJECT DESIGN DATA SHEET
Marsh Oaks, Section II @Brynn Marr
S W 8 010803
Onslow County
Mr. Michael G. Tuton, President
Hunter Development Corporation
PO Box 1066
Jacksonville, NC 28541-1066
February 1, 2002
White Oak / Northeast Creek
/ 19-16-(0.5)
"SC NSW"
1 2
3
4
4.18 4.04
3.64
4.4
None, per engineer
71,973 79,626
70,809
62,372
5 6
6
5.5
5,047 4,250
3,773
3,934
6,696 4,356
4,500
5,207
15,173 14,665
13,213
15,972
16,414 15,399
14,501
16,449
6 5
6
9
8.5 7.7
8.5
11.5
1.5" cP 1.511cp
1.5"cp
1.25"co
3

4'•
DETENTION POND ANALYSIS
FILE NAME: S:IWQSIPOND1010803-1.WK1
PROJECT #: SW8
PROJECT NAME
010803-A f Pond')
Marsh Oaks, Section it at Brynn Marr
REVIEWER: L. Lewis
DATE: 24-Jan-2002
Receiving Stream: Northeast Creek Class: Sc
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
Drainage Area 1820$1 00''square feet Area in Acre 4.18
IMPERVIOUS AREAS
Rational C
Buildings
16733.00 square feet
1.00
Huff Drive
19905.00 square feet
1.00
Parking
23823.00 square feet
1.00
SW
11512.00 square feet
1.00
square feet
square feet
TOTAL
1973'00, square feet
Rational Cc= 0.52
SURFACE AREA CALCULATION
% IMPERVIOUS 39.53%
Des. Depth 5
TSS: 90
SA/DA Ratio 2.77%
Req. SA 5047 sf
Prov. SA 5208` sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
Des. Storm
_1
1'OO:
inches
Rv=
0.41.
Bottom
1 msl
Perm. Pool
600' msl
Design Pool
8.5 msl
Design SA
7923 sf
Req. Volume
151:73 cf
Prov. Volume
cf
ORIFICE CALCULATION
FOREBAY
Perm. Pool Volume= 13436
Req. Forebay Volume= 2687.2
Provided Volume= 2796.00
Percent=
Based on 1" over entire drainage area
Elevation=
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

DETENTION POND ANALYSIS
FILE NAME: S:1WQS\POND1010803-2.WK1
PROJECT #:SW8 010803-2, Pond 2 REVIEWER: L. Lewis
PROJECT NAME. Marsh Oaks, Section 11 at Brynn Marr DATE: 24-Jan-2002
Receiving Stream: Northeast Creek Class: SC
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
Drainage Area square feet Area in Acre 4.04
IMPERVIOUS AREAS
Rational C
Buildings 24374.00 square feet 1.00
square feet 1.00
Parking 45066.00 square feet 1.00
SW 10186.00 square feet 1.00
square feet
square feet
TOTAL square feet Rational Cc= 0.56
SURFACE AREA CALCULATION
% P,.APERVIOUS 45.25%
Des. Depth 6
TSS: , 90
SA/DA Ratio 2.41%
Req. SA 4250 sf
Prov. SA ='4356 sf
VOLUME CALCULATION * place a "'I" in the box if Rational is used I
Rational ?*
Des. Storm
100 inches
Rv=
0.46
Bottom
-1 msI
Perm. Pool
Design Pool
7.7 msl
Design SA
7051 sf
Req. Volume
4
Prov. Volume
:-::5.1 5399:1 cf
ORIFICE CALCULATION
0] Oki a -.T.,Vi
Perm. Pool Volume= 12021
Req, Forebay Volume= 2404.2
Provided Volume= 2613.00
Percent=
Based on 1" over entire drainage area
Elevation=
Avg. Head =
1.32 ft Q2 Area =
2.21 in'
Flow Q2, cfs
0.085 cfs 05 Area =
0.88 in'
Flov,+Q5, cfs
0.034 cfs. Orifice Area
1.77 in'
No. of Orifices
0.068 cfs
Diameter, inches
or weir H x W in
x in
EMU =
Drawdown
. .........
days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

DETENTION POND ANALYSIS
FILE NAME: S:1WQSIPOND1010803-3.WK1
PROJECT #: SW8 010803-3 Pond 3
REVIEWER: L. Lewis
PROJECT NAME: Marsh Oaks, Section II at Brynn Marr DATE: 20-Mar-2002
Receiving Stream: Northeast Creek Class: Sc
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
Drainage Area 15.8558p0;1 square feet Area in Acre 3.64
IMPERVIOUS AREAS
Rational C
Buildings 22056.00 square feet 1.00
square feet 1.00
Parking 37715.00 square feet 1.00
SW 11038.00 square feet 1.00
square feet
square feet
TOTAL :70809.':00'. square feet ' Rational Cc= 0.56
SURFACE AREA CALCULATION
% IMPERVIOUS 44.66%
Des. Depth 6
TSS: 90
SAIDA Ratio 2.38%
Req. SA 3773 sf
Prov. SA 45a0 sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
1
F_OREBAY
Des. Storm
1OQ
inches
Perm. Pool Volume=
13032
IRv=
0.45
Req. Forebay Volume=
2606.4
Bottom
0
msl
Provided Volume=
2460.00
Perm. Pool
....:.:6OQ
msl
Percent=
Design Pool
8.5
msl
Design SA
7101
sf
Req. Volume
132 3'
cf
Based on 1" over entire drainage area
Prov. Volume
'145A1:
cf
Elevation=
ORIFICE CALCULATION
Avg. Head =
1.22 ft
Q2 Area =
2.07 in'
Flow Q2, cfs
0.076 cfs
Q5 Area =
0.83 in
Flow Q5, cfs
0:031 cfs
Orifice Area
1.77 in2
No. of Orifices
1
Q=
0.065 cfs
Diameter, inches
1 5fJ
or weir H x W in
x
in
Drawdown =
23'
days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

A._J�
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Mr. Micheal Tuton, President
Hunter Development Corporation
P.O. Box 1066
Jacksonville, NC 28540
Division of Water Quality
Coleen H. Sullins
Director
March 12, 2009
NOTICE OF INSPECTION
Marsh Oaks @ Brynn Marr Sec. I & II
Stormwater Project No.CSW8.010803; SW8 000517
Onslow County
Dear Mr. Tuton:
Dee Freeman
Secretary
Please find attached a copy of the completed form entitled "Stormwater Compliance
Inspection Report". The report summarizes the findings of a recent inspection of the
project's stormwater controls conducted on February 16, 2009 to determine compliance
with Stormwater Permit Number SW8 010803, SW8 000517 issued on August 10, 2000
and March 20, 2002.
As indicated in the attached inspection report the following deficiencies must be
resolved:
1. Provide the maintenance necessary to all ponds in both sections as instructed in
the attached inspection reports.
2. Provide the Engineers Certification for pond 4 in Section II, and provide the
Engineers Certification for both ponds in Section I.
Please inform this Office in writing before April 12, 2009, of the specific actions that will
be undertaken and the time frame that will be required to correct the deficiencies.
Failure to provide the requested information, when required, may initiate enforcement
action including the assessment of civil penalties of up to $10,000 per day. If a written
plan of action is not submitted to this office by April 12, 2009 then DWQ staff will re-
inspect the site and issue a Notice of Violation if the listed deficiencies have not been
addressed.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North CaroTna 28405
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterqualit .org
None
rthCarolina
Naturally
An Equal Opportunity 1 Affirmative Action Employer

Please be reminded that if any ownership or name change has occurred it is the
permittee's responsibility to notify this office in writing. If you have any questions please
contact me at the Wilmington Regional Office, telephone number [phone].
Sincerely; r
David`Cox
Environmental Senior Specialist
GDSldwc: S.\WQSIStormWater\INSPECT1010803.mar09
cc: Timothy Stewart, Parker & Assoc.
LW it . gton.Regional-Office3
David Cox
Central Files
Page 2 of 2

Compliance Inspection Report
Permit: SW8010803 Effective: 06/26/03 Expiration: 06/26/13 Owner: Marsh Oaks at Brynn Marr Community
Services Association Inc
Project: Marsh Oaks, Section II at Brynn Marr
County: Onslow End Of Pine Vly
Region: Wilmington
Jacksonville NC 28541
Contact Person: Sterling Osborne Title: HOA President Phone: [phone]
Directions to Project:
Turn onto Pine Valley Rd. from Country Club Road, go to end of the road. Project is on right.
Type of Project: State Stormwater - HD - Detention Pond State Stormwater - Other
Drain Areas: 1 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
2 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
3 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
4 - (Northeast Creek) (03-05-02 ) ( SC;NSW)
On -Site Representative(s):
Related Permits:
Inspection Date: 0211612009 Entry Time: 10:30 AM
Primary Inspector: David W Cox
Secondary Inspector(s):
Reason for Inspection: Other
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ■ Not Compliant
Question Areas:
E State Stormwater
(See attachment summary)
Exit Time: 11:30 AM
Phone: [phone]
Inspection Type: Stormwater
Page: 1

Permit: SW8010803 Owner - Project: Marsh Oaks at Brynn Marr Community Services
Association Inc
Inspection Date: 02/16/2009 Inspection Type: Stormwater Reason for Visit: Other
Inspection Summary:
Please address all maintenance issues listed in the comment sections of the inspection reports. Also provide the
Engineers Certification for pond 4.
Once all compliance issues have been resolved, then this office will proceed with the transfer of ownership to Marsh Oaks
at Brynn Marr C.S.A.
File Review
Is the permit active?
Signed copy of the Engineer's certification is in the file?
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the file?
Comment: This office has not received the Engineers Certification for pond 4.
Are the SW measures constructed as per the approved plans?
Are the inlets located per the approved plans?
Are the outlet structures located per the approved plans?
Comment.
Operation and Maintenance
Are the SW measures being maintained and operated as per the permit requirements?
■ ❑ ❑ ❑
❑.■❑❑
■❑❑❑
■ ❑ ❑ ❑
Yes No NA NE
N ❑ ❑ ❑
■ ❑ ❑ ❑
■ ❑ ❑ ❑
Yes No NA NE
❑ ®❑ ❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWO ❑ ❑ ❑ ■
upon request?
Comment: Pond 1
1. The pond was observed to be lacking permenant vegetation.
2. Trash and debris was observed in the pond.
Pond 2
1. The pond was observed to be lacking in permenant vegetation.
2. Trash and debris was observed in the pond.
Pond 3
1. The pond was observed to be lacking permenant vegetation.
2. Trash and debris was observed in the pond.
Pond 4
1. Erosion on the slopes.
Page: 2

DETENTION POND ANALYSIS FILENAME, G:IDATAIWPDATAIWQSIPOND1010803-4.WK1
PROJECT #: SW8 010803-4 REVIEWER: L. Lewis
PROJECT NAME: Marsh Oaks Section II @Brynn Marr
DATE: 17-Jun-03
Receiving Stream: Northeast Creek Class: SC
Drainage Basin: White Oak index No.
Site Area 21.65 acres
Drainage Area 309276 square feet Area = 7.10 acres
Offsite Area= 4.6 acres
IMPERVIOUS AREAS
Buildings
Street
Parking
SW
Offsite
Other
TOTAL
SURFACE AREA CALCULATION
Rational C
12918.00
square feet
1.00
14694.00
square feet
1.00
23940.00
square feet
1.00
6275.00
square feet
1.00
59923.00
square feet
1.00
4545.00
square feet
1.00
22t50'1 square feet
Rational Cc= 0.52
% IMPERVIOUS
39.54%
SAIDA Ratio
2.08%
Des. Depth
6
Req. SA,
6424 sf
TSS:
90
Prov. SA
sf
VOLUME CALCULATION
Rational ?*
1
Des. Storm
;:,>:::::<;00>
inches
Rv=
0.41
Bottom
3.00 msl
Perm. Poo!
9.iD:'
msl
Design Pool
11.00 msl
Design SA
9164 sf
Req. Volume
Prov. Volume
>.1.5;8
cf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
* place a "1" in the box if Rational is used
Perm. Pool Volume= 20040
Req. Forebay Volume= 4008
Provided Volume= 4026.00
Percent=
SA @ _
Elevation=
0.97
ft
Q2 Area =
0.077
cfs
Q5 Area =
0.031
cfs
Orifice Area
1=?
Q=
1,2>
weir H x W
38:
days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines
in
2.33 sq. in.
0.93 sq. in.
1.23 sq. in.
0.040 cfs
x
fr

r
MARSH OAKS, SECTION II AT $RYNN MARR
ONSLOW COUNTY, NORTH CAROLINA
RECEIVEDSTORMWATER DETENTION POND #4
APR 2 5 2003 ENGINEERING CALCULATIONS
Revised November 8, 2001
Day Revised January 28, 2002
PROD # - S Ug03 REVISED APRIL 22, 2003
1. AREA
Total Area Draining to Pond from Buildings, Drives,
Parking Lot and Ashbrook Lane
(including pond area)(Marsh Oaks II).......... _
Offsite area drainage to pond from Bay Meadows 1V =
Total Drainage Area=
Impervious Area:
Building, Drives, Parking, Road, and
Sidewalk (Marsh Oaks II) 62,372 S.F. _
Offsite Impervious Area from Bay Meadows IV
Bay Meadows IV Lot BUA
Lots 87-89 Drain to Pond
12 Lots X 3562 SF/Lot
Baldwin Court and Sidewalk
Total Offsite Impervious Area
Total impervious Area
2.5 Acres
4.6 Acres
7.1 Acres
1.44 Acres
3562 SF/Lot
42,744 SF
17.179 SF
59,923 SF
Or
1.37 Acres
1.44 Acres
1.37 Acres
2.82 Acres
PercentImpervious = Impervious 2.B1 = 39.6 use 40%
total 7.1

ENG - 2
2. PERMANENT POND SURFACE AREA
From Chart 4 - Appendix E from D.E.M. Report 87-05, for 40% impervious
(interpolate), 6.0 basin depth without Vegetative Filter (90% TSS Removal) Yields
SAIDA = 2.1 %
7.1 acres x 2.1 % = 0.1491 acres or 6495 S.F. surface area
required
Top of permanent pond elevation is 9.0
Area at 9.0 elevation = 6716 S.F. provided
6716 S.F. provided > 6665 S.F.required
3. TEMPORARY DETENTION STORAGE VOLUME
Retain 1" of runoff from area draining to pond
Total Area = 7.1 Acres
Total Runoff = (2.81 X 1 X 1.0) + (4.29 X 1 X 0.3)
= 4.1 Acres - Inch
Find Temporary Storage Volume
4.1 Ac.-In x 3,630 C.F. = 14,883 C.F. required
Ac.-In.
4. TEMPORARY DETENTION STORAGE VOLUME
Use 2.0 Ft. Temporary Pool
Area at 9.0 elevation (permanent pond) = 6,716 S.F.
Area at 11.0 elevation (temporary pond) = 9,164 S.F.
Average Area = 7,940 S.F.
Storage Vol. = 7,940 S.F. x 2.0 Height = 15,880 C.F. provided
15..880 C.F. provided � 14,883 C.F. required O.K.

ENG - 3
5. RELIEVE TEMPORARY STORAGE VOLUME IN 2 TO 5 DAYS
(Use Volume Required)
Q = CD A 2gh (orifice equation)
Q = 14,883 C.F. _ 2 days = 0.0861 CFS
Q = 14,883 C.F. _ 5 days = 0.0345 CFS
Cd = 0.60
g = 32.2 ftlsec
h = 1.0 average height
For 2 Day release
Solve for A = Q =
CD 2gh
Solve for Orifice Diameter, D
0.0661
= 0.0179 S.F.
(0.6) V(32.2) (1.0)
A=0.0179S.F.=nR2
R = 0.0754 FT. = 0.9053 inch
D = 1.8 inch
For 5 Day Release
Solve For A = Q = 0.0345. = 0.0072 S.F.
CD 2gh (0.6) 2 (32.2) (1.0)
Solve for Orifice Diameter, D
A = 0.0072 S.F. = n Rz
R = 0.0478 FT. = 0.57 inch
D = 1.14 inch
Use 1.25 inch diameter orifice

ENG - 4
6. SIZE INLET RISER PIPE AND OUTLET PIPES TO HANDLE 10 YR. 1 HR. STORM
A. Storm Flow
Q = CiA
A = 7.1 acres
C = 0.5
1 = 2.88 inlhr - ten year, one hour
Q = 0.5 (2.88) 7.1 =10.2cfs
B. Inlet Riser Pipe
Water height before topping pond =
12.0 - 11.0 = 1.0
Q = Cd A 2gh (orifice equation)
Cd = 0.6 (typical value)
H = 1.0
Q = 10.2
2g = 64.4
Solve For A = Q = 10.2 = 2.1184 S.F.
CD 2gh 0. 6 2 (32.2) 1. 0
Solve for Riser Pipe Diameter, D
A=2.1184S.F.=nR2
R = 0.82 ft. = 9.9 inches
D = 19.7 inches
Use 1-24" Pipe
C. Outlet Pipe
1. Check Inlet Control
Use reference Chart 5, Bureau of Public Roads Jan. 1963

ENG - 5
Setting invert of outlet pipe at 9.0 with top of pond at 12.0
Hw = 12.0 - 9.0 = 3.0
Assume 18" Diameter
Hw = 3.0 = 1.5
D 1.5
Entrance Type 1
From chart, Q = 17 CFS > 10.2 CFS O.K.
Use 1-18" pipe
7. 100 -YEAR FLOOD
Q = CIA
Composite C = 0.5
1100 = 4.15 inlhr for 1 hour duration flood
A = 7.1 acres
Q = 0.5 (4.15)(7.1) = 14.7 CFS
Design to handle 100-yr flood through riser and outlet pipes prior to topping
pond
Top of pond = 12.0
A. Riser Weir
Assume 24" pipe
Q=CdA r2gh
H = 12.0 - 9.0 = 3.0
A = [I R 2 = ri (2 .0)2 = 3.14 ft2
Cd = 0.6
Q = 0.6(3.14) 2(32.2)(3.0)
Q=26.2CFS > 14.7CFS O.K.

ENG - 6
B. Outlet Pipe
Use Chart 5, Bureau of Public Roads, Jan. 1963
Hw = 12.0 - 9.0 = 3.0
Diameter = 18"
HW = 3.0 = 1.5
D 1.5
From chart, Q = 17 CFS > 14.7 CFS O.K.
... Riser and outlet pipes will handle 100 yr. storm.
No spillway required.
8. FOREBAY VOLUME
Forebay Volume shall contain approximately 20% of the Total Basin volume.
(Permanent Pool Volume)
DETERMINE PERMANENT POOL VOLUME
Area of Permanent Pool in Forebay -
2047 SF
Area of Bottom of Forebay =
637 SF
Average Area =
(2047 SF + 637 SF) 12
=
1342 SF
Forebay Volume =
1342 SF X 3 FT
=
4026 FT
Area of Permanent Pool in Main Pond =
4439 SF
Area of Bottom of Main Pond =
900 SF
Average Area -
(4439 SF + 900 SF)/2
=
2669 SF
Main Pond Volume =
2669 SF X 6.0 FT
-
16,014 FT
Permanent Pool Volume =
4026 FT + 16,014 FT
=
20,040 FT
FOREBAY VOLUME
Forebay Volume = 4026 FT
Forebay Volume 1 Permanent
Pool Volume - 4026 FT3120,040 FT
= 20.0 % O.K.
c1.GRM. MarshOaksPond4.calcs.4.22.03

MARSH OAKS, SECTION II AT BRYNN MARR
ONSLOW COUNTY, NORTH CAROLINA
ST RMWATER DETENTION POND #1
ENGINEERING CALCULATIONS
Revised October 9, 2001
1. AREA
Total Area Draining to Pond from Buildings, Drives, and ,
Parking Lot (including pond area).......... 4.18 Acres
Impervious Area:
Building, Drives & Parking 71,973 S.F. = 1.65 Acres
Percentlmpervious = Impervious _ 1.65 = 39.5 use 40 a
total 4.18
2. PERMANENT BOND SURFACE AREA
From Chart 4 - Appendix E from D.E.M. Report 87-05, for 40%
impervious, 5.0 basin depth without Vegetative Filter (90% TSS
Removal) Yields SA/DA = 2.8%
4.18 acres x 2.8% = 0.1170 acres or 5,099 S.F. surface area
required
Top of permanent pond elevation is 6.0
Area at 6.0 elevation = 5.208 S.F. provided
5,208 S.F. provided >,5.099 S.F.
required
3. TEMPORARY DETENTION STORAGE VOLUME
Retain 1" of runoff from area draining to pond
Total Area = 4.18 Acres
Total Runoff = 4.18 Ac.-In.
RECEIVED
Nov 0 2001
DWQ
PR03 #

ENG-2
Find Temporary Storage Volume
4.18 Ac.-In x 3,630 C.F. w 15,173 C.F. _required
Ac.-In.
4. TEMPORARY DETENTION STORAGE VOLUME
Use 2.5 Ft. Temporary Pool
Area
at
6.0
elevation
(permanent
pond)
= 5,208
S.F.
Area
at
8.5
elevation
(temporary
pond)
= 7,923
S.F.
Average Area = 6,566 S.F.
Storage Vol. = 6,566 S.F. x 2.5 Height = 16,415 C.F. provided
16,415 C.F.rov'ded > 15,173 C.F. required O.K.
5. RELIEVE TEMPORARY -STORAGE -VOLUME IN 2-TO 5 DAYS
(Use Volume Required)
Q = CD AFgh (orifice equation)
Q = 15,173 C.F. - 2 days = 0.0878 CFS
Q = 15,173 C.F. - 5 days = 0.0351 CFS
Cd = 0.60
g = 32.2 ft/sec
h = 1.25 average height
For 2 Day release
Solve for A = Q - 0.0878 = 0.0163 S.F.
CD12gh (0.6) V2 (32.2) (1.25)
Solve for Orifice Diameter, D
A = 0.0163 S.F. = rz Rz
R = 0.0721 FT. _ .865 inch
D = 1.7 inch

ENG-3
For 5 Day Release
Solve For A = Q 0.0351 = Q.0065 S.F.
CD 2gh (0.6)2 (32.2.) (1.25)
Solve for Orifice Diameter, D
A = 0.0065 S.F. = n R2
R = 0.046 FT. = 0.547 inch
D = 1.09 inch
Use 1.5 inch diameter orifice
6. SIZE INLET RISER PIPE AND OUTLET PIPES AND OUTLET PIPES TO
HANDLE 10 YR. 1 HR . _STORM
A. Storm Flow
Q = CiA
A = 4.18 acres
C = 0.6
I = 2.88 in/hr - ten year, one hour
Q = 0.6 (2.88) 4.18 = 7.2 cfs
B. Inlet Riser Pi e
Water height before topping pond =
10.0 - 8.5 = 1.5
Q = Cd A 2gh ( orifice equation)
Cd = 0.6 (typical value)
H = 1.5
Q = 7.2
2g = 64.4
Solve For A = Q - 7.2 - 1.2209 S.F.
C 2gh 0.62 (32.2) 1.5

ENG-4
Solve for Riser Pipe Diameter, D
A = 1.2209 S.F. = n R2
R = 0.62 ft. = 7.5 inches
D=,15.0.inches
Use 1-18" Pipe
C. OutletPipe_
1. Check inlet Control
Use reference Chart 5', Bureau of Public Roads Jan. 1963
Setting invert of outlet pipe at 6.0 with top of pond at 1.0.0
Hw = 10.0 - 6.0 = 4.0
Assume 18" Diameter
Hw = 4.0 = 2.7
D 1.5
Entrance Type 1
From chart, Q = 16 CFS > 7.2 CFS O.K.
Use 1-18" pipe
7. 100 -YEAR FLOOD
Q = CIA
Composite C = 0.6
1100 = 4.15 in/hr for 1 hour duration flood
A = 4.18 acre
Q = 0.6 (4.15)(4.18) = 10.4 CFS
Design to handle 100-yr flood through riser and outlet
pipes prior to topping pond
Top of pond = 10.0
A. Riser Weir
Assume 1B" pipe
Q = Cd A jf2 gh
H = 10.0 - 6.0 = 4.0

ENG-5
A = 0 RZ = II (1.5/2) 2 = 1.77 ft2
Cd = 0.6
Q = 0.6(1.77) V2(32.2) (4.0)
Q = 17.0 CFS > 10.4 CFS O.K.
B. Outlet _Pip -
Use Chart 5, Bureau of Public Roads, Jan. 1963
Hw = 10.0 - 6.0 = 4.0
Diameter = 18"
HW = 4.0 = 2.5
D 1.5
From chart, Q = 16 CFS > 10.4 CFS O.K.
Riser and outlet pipes will handle 100 yr. storm. No
spillway required.
8. FOREBAY VOLUME
Forebay Volume shall contain approximately 20% of the Total
Basin volume. (Permanent Pool Volume)
Permanent pool volume = 13,436 C.F.
Forebay Volume provided:
Area at elevation 6.0 = 1,512 S.F.
Area at elevation 3.0 = 352 S.F.
Total = 1,864 S.F.
Average Area = 1,864 S.F./2 = 932-S.F.
Multiply by 3.0' height= 932 x 3.0
Volume of forebay = 2,796 C.F. provided
2,796 C.F./13,436 C.F. = 20.8% O.K.
c3:mydocs\grm\moakIIpond1.caI

MARSH OAKS, SECTION II AT SRYNN MARK
ONSLOW COUNTY, NORTH CAROLINA
STORMWATER DETENTION POND #2
ENGINEERING CALCULATIONS
Revised October 9, 2001
I . 'AREA
Total Area Draining to Pond from Buildings, Drives, and
Parking Lot (including pond area).......... 4.04 Acres
Impervious Area:
Building, Drives & Parking 79,626 S.F. = 1.83 Acres
Impervious 1.83
Percent Impervious = _ = 45.3 use 45%
total 4.04
2. PERMANENT PQND SURFACE AREA
From Chart 4 -- Appendix E from D.E.M. Report 87-05, for 45%
impervious, 6.0 basin depth without Vegetative Filter (90% TSS
Removal) Yields SA/DA.= 2.4%
4.04 acres x 2.4% = 0.0970 acres or 4,224 S.F. surface area
required
Top of permanent pond elevation is 5.0
Area at 5.0 elevation = 4,356 S.F. provided
4,356 S.F. provided > 4,224 S.F.
rggui.red
3. TEMPORARY DETENTION STORAGE VOLUME
Retain 1" of runoff from area draining to pond
Total Area = 4.04 Acres
Total Runoff = 4.04 Ac.-In.
RECEIVED
NOV 2 0 2001
DWQ
PROD #
`l11111111110"it,
CAROt /w•r
:°��a ••�E5SIp�r••'Q r`
'vt !"y'
o • a
1 25 ;
4
N R.
!!l1lIIliLtjy111

ENG-2
Find Temporary Storage Volume
4.04 Ac.--In x 3,630 C.F. = 14,665.2 C.F. required
'Ac.-In.
4. TEMPORARY DETENTIONSTORAGE VOLUME
Use 2.7 Ft. Temporary Pool
Area
at
5.0
elevation
(permanent
pond)
= 4,356
S.F.
Area
at
7.7
elevation
(temporary
pond)
= 7,051
S.F.
Average Area = 5,704 S.F.
Storage Vol. = 5,704 S.F. x 2.7 Height = 15,401 C.F. provided
15,401 C.F. provided > 14,665 C.F. required O.K.
5. RELIEVE TEMPORARY STORAGE VOLUME IN 2 TO 5 DAYS
(Use Volume Required)
Q = CD AFgh (orifice equation)
Q = 14,655 C.F. - 2 days = 0.0848 CFS
Q = 14,655 C.F. - 5 days = 0.0339 CFS
Cd = 0.60
g = 32.2 ft/sec
h = 1.35 average height
For 2 Day release
Solve for A = Q = 0.0898 =. 0.0152 S.F.
C 2gh (0.6) V2 (32.2) (1.35)
Solve for Orifice Diameter, D
A = 0.0152 S.F. = ri R2
R = 0.0695 FT. _ .83 inch
D = 1.7 inch

ENG-3
or 5 Day Release
Solve For A = Q = 0.0339 = 0.0061 S.F.
C 2gh (0. 6) 2 (32.2) (1.35)
Solve for Orifice Diameter, D
A = 0.0061 S.F. = n Rz
R = 0.044 FT. = 0.53 inch
D = 1.06 inch
Use 1.5 inch diameter orifice
6. SIZE INLET _RISER PIPE AND OUTLET PIPES AND OUTLET PIPES TO
HANDLE la-YR.- 1 HR . STORM _
A. Storm Flow
Q = CiA
A = 4.04 acres
C = 0. 6.
I = 2.88 in/hr - ten year, one hour
Q = 0.6 (2.88) 4.04 = 7.0 Cfs
B. Inlet Riser Pipe
Water height before topping pond =
9.0 - 7.7 = 1.3
Q = Cd A 2gh (orifice equation)
Cd = 0.6 (typical value)
H = 1.3
Q = 7.0
2g = 64.4
Solve For A = Q - 7.0 - 1.2751 S.F.
C 2gh 0.6V2(32.2)1.3

f
ENG-4
Solve for Riser Pipe Diameter, D
A = 1.2751 S.F. = n Rz
R = 0.64 ft. = 7.6 inches
D =. 'I.S . 3 'inches
Use 1-18" Pipe
C. Outlet Pipe
1. Che-c-k_Inlet Control
Use reference Chart 5, Bureau of Public Roads Jan. 1963
Setting invert of outlet pipe at 5.0 with top of pond at 9.0
Hw = 9.0 - 5.0 = 4.0
Assume 18" Diameter
Hw = 4.0 = 2.7
D 1.5
Entrance Type 1
From chart, Q = 16 CFS > 7.0 CFS O.K.
Use 1-18" pipe
7. 100 -YEAR FLOOD
Q = CIA
Composite C = 0.6
Iioo = 4.15 in/hr for 1 hour duration flood
A = 4.04 acre
Q = 0.6 (4.15)(4.04) = 10.1 CFS
Design to handle 100-yr flood through riser_ and outlet
pipes prior to.topping pond.
Top of pond = 9.0
A. Riser Weir
Assume 18" pipe
Q= CdA 2gh
H = 9.0 - 5.0 = 4.0

ENG-5
A = IT Rz = n (1.5/2)2 = 1.77 ft2
Cd = 0.6
Q = 0.6 (1.77) 2 (32.2) (4.0)
Q = 17.0 CFS > 10.1 CFS O.K.
B. Outlet Pipe
Use Chart 5, Bureau of Public Roads, Jan. 1963
Hw = 9.0 - 5.0 = 4.0
Diameter = 18"
HW = 4.Q = 2.5
D 1.5
From chart, Q = 16 CFS > 10.1 CFS O.K.
Riser and outlet pipes will handle 100 yr. storm. No
spillway required.
8. FOREB Y VOLUME
Forebay Volume shall contain approximately 20% of the Total
Basin volume. (Permanent Pool Volume)
Permanent pool volume = 12,021 C.F.
Forebay Volume provided:
Area at
elevation 5.0
= 1,429
S.F.
Area at
elevation 2.0
= 313 S.F.
Total
= 1,742
S.F.
Average
Area = 1,742 S.F./2
=
871 S.F.
Multiply
by 3. 0' hgight=_ 8,71, x
3.0
Volume
of forebay = 2,613
C.F.
prQvided
2,613 C.F./12,021
C.F.
= 21.7%
O.K.
c3:mydocs\grm\moakIIpond2.ca1

1
2.
3.
MARSH OAKS, SECTION II AT BRYNN MARR
ONSLOW COUNTY, NORTH CAROLINA
STORMWATER DETENTION POND #3
ENGINEERING CALCULATIONS
Revised October 9, 2001
Revised January 28, 2002
AREA
Total Area Draining to Pond from Buildings, Drives, and
Parking Lot (including pond area).......... 3.64 Acres
Impervious Area:
Building, Drives & Parking 72,633 S.F. = 1.62 Acres
FZ--a--'ArdF=49r�ras.- •_ I a r a
PERMANENT POND SURFACE AREA
From Chart 4 - Appendix E from D.E.M. Report 87-05, for 45%
impervious, 6.0 basin depth without Vegetative Filter (90% TSS
Removal) Yields SA/DA = 2.4%
3.64 acres x 2.4% = 0.0874 acres or 3,805 S.F. surface area
required
Top of permanent pond elevation is 6.0
Area at 6.0 elevation = 4,500 S.F. provided
4,500 S.F. provided > 3,805 S.F.
required
TEMPORARY DETENTION STORAGE VOLUME
Retain 1" of runoff from area draining to pond
Total Area = 3.64 Acres
Total Runoff = 3.64 Ac.-In.
�yteaaaaaaaa
•Q��� CAROt
s
D - • SEAL
RECEIVE 141 500 ,
ErON
l
FEB 0 :1 2002fu�+a+.
PR03 # �j WQ� r ( ,O-

r
ENG-2
Find Temporary Storage Volume
3.64 Ac.--In x 3,630 C.F. = 13,213 C.F. required
Ac.-In.
4. TEMPORARY DETENTION STORAGE VOLUME
Use 2.5 Ft. Temporary Pool
Area at 6.0 elevation (permanent pond) = 4,500 S.F.
Area at 8.5 elevation (temporary pond) = 7,101 S.F.
Average Area = 5,801 S.F.
Storage Vol. = 5,801 S.F. x 2.5 Height = 14,502 C.F. provided
14,502 C.F. provided > 13,213 C.F. required O.K.
5. RELIEVE TEMPORARY STORAGE VOLUME IN 2 TO 5 DAYS
(Use Volume Required)
Q = 13,213 C.F. _ 2 days = 0.0765 CFS
Q = 13,213 C.F. - 5 days = 0.0306 CFS
Cd = 0.60
g = 32.2 ft/sec
h = 1.25 average height
For 2 Day release
/Ir►1 « • �P�P-= w
Solve for Orifice Diameter, D
A = 0.0142 S.F. = n R2
R = 0.0673 FT. _ .81 inch
D = 1.6 inch

ENG-3
For 5 Day_ Release
�47+ �• • • f .ram
Solve for Orifice Diameter, D
A = 0.0057 S.F. = n R2
R = 0.043 FT. = 0.51 inch
D = 1.03 inch
Use 1.5 inch diameter orifice
6. SIZE INLET RISER PIPE AND OUTLET PIPES TO HANDLE 10 YR. 1 HR.
STORM
A. Storm Flow
Q = CiA
A = 3.64 acres
C = 0.6
I = 2.88 in/hr - ten year, one hour
Q = 0.6 (2.88) 3.64 = 6.3 cts
B. Inlet Riser Pipe
Water height before topping pond =
10.0 - 8.5 = 1.5
Cd = 0.6 (typical value)
H = 1.5
Q = 6.4
29 = 64.4
sta �R�`A= Q
Cah O_ 2 (32-Z L5

r ENG-4
Solve for Riser Pipe Diameter, D
A = 1.0683 S.F. = n R2
R = 0.58 ft. = 7.0 inches
D = 14.0 inches
Use 1-1811 Pipe
C. Outlet Pipe
1. Check Inlet Control
Use reference Chart 5, Bureau of Public Roads Jan. 1963
Setting invert of outlet pipe at 6.0 with top of pond at 10.0
Hw = 10.0 - 6.0 = 4.0
Assume 1811 Diameter
Hw = 4.0 = 2.7
D 1.5
Entrance Type 1
From chart, Q = 16 CFS > 6.3 CFS O.K.
Use 1-1811 pipe
7. 100 -YEAR FLOOD
Q = CIA
Composite C = 0.6
1100 = 4.1.5 in/hr for 1 hour duration flood
A = 3.64 acre
Q = 0.6 (4.15) (3.64) = 9.1 CFS
Design to handle 100-yr flood through riser and outlet
pipes prior to topping pond
Top of pond = 10.0
A. Riser Weir
Assume 1811 pipe
H = 10.0 - 6.0 = 4.0

ENG-5
A = C[ R2 = 11 (1.5/2) 2 = 1.7'1 ft2
Cd = 0.6
� 0_6(1_773 2 (:32,-2) (4_0)
Q = 17.0 CFS > 9.1 CFS O.K.
B. Outlet Pipe
Use Chart 5, Bureau of Public Roads, Jan. 1963
Hw = 10.0 - 6.0 = 4.0
Diameter = 18"
HW = 4.0 = 2.5
D 1.'5
From chart, Q = 16 CFS > 9.1 CFS O.K.
Riser and outlet pipes will handle 100 yr. storm. No
spillway required.
8. FOREBAY VOLUME
Forebay Volume shall contain approximately 20% of the Total
Basin volume. (Permanent Pool Volume)
Permanent pool volume = 13,032 C.F.
Forebay Volume provided:
Area at elevation 6.0 = 1,260 S.F.
Area at elevation 3.0 = 380 S.F.
Total = 1,640 S.F.
Average Area = 1,640 S.F./2 = 820 S.F.
Multiply by 3.0' height= 820 x 3.0
Volume of forebay = 2,460 C.F. provided
2,460 C.F./13,032 C.F. = 18.9% O.K.
c:mydocs\grm\moakIIpond3.ca1

MARSH OAKS, SECTION II AT BRYNN MARR
ONSLOW COUNTY, NORTH CAROLINA
STORMWATER DETENTION POND #4
ENGINEERING CALCULATIONS
Revised November 8, 2001
Revised January 28, 2002
1. AREA
Total Area Draining to Pond from Buildings, Drives,
Parking Lot. and Ashbrook Lane
(including pond area).......... 4.4 Acres
Impervious Area:
Building, Drives, Parking, Road, and
Sidewalk .......... 62,372 S.F. = 1.44 Acres
t Jrdw=.&mP#ijK;--ikef1rd1P — s
2. PERMANENT POND SURFACE AREA
From Chart 4 - Appendix E from D.E.M. Report 87-05, for 35%
impervious, 5.5 basin depth without Vegetative Filter (90% TSS
Removal) Yields SA/DA = 2.2%
4.4 acres x 2.2a'= 0.0968 acres or 4,217 S.F. surface area
required
Top of permanent pond elevation is 9.0
Area at 9.0 elevation = 5,207_S.F. provided
5,207 S.F. provided >_4,217 S.F.
required
3. TEMPORARY DETENTION STORAGE VOLUME
Retain 111 of runoff from area draining to pond
Total Area = 4.4 Acres
Total Runoff = 4.4 Ac. -In. •a°`"t� �'oj'�ry�
CA
�,1 O �by••cnon•• �f��>�.•
RECEIVED°'.,`�'
'
'1412 •o
FEB 0 12002
DW
� O-/- •• 1 11 9• �\
PRO
/i101N 1i+��

ENG-2
Find Temporary Storage Volume
4.4 Ac.-In x 3,630 C.F. = 15 972_C.F. required
Ac.-In.
4. TEMPORARY DETENTION STORAGE VOLUME
Use 2.5 Ft. Temporary Pool
Area at 9.0 elevation (permanent pond) 5,207 S.F.
Area at 11.5 elevation (temporary pond) = 7,952 S.F.
Average Area = 6,580 S.F.
Storage Vol. = 6,580 S.F. x 2.5 Height = 16,450 C.F. provided
16_,450 C.F-provided_> 15,972 C.F. reecuir_ed O.K.
5. RELIEVE TEMPORARY STORAGE VOLUME IN 2 TO 5 DAYS
(Use Volume Required)
grw'r ga &�
Q = 15,972 C.P. _ 2 days = 0.0924 CPS
Q = 15,972 C.F. 5 days = 0.0370 CFS
Cd = 0.60
g = 32.2 ft/sec
h = 1.25 average height
For,2 Day release
�s - r� 4 • •1
Solve for Orifice Diameter, D
A = 0.0172 S.F. = rI Rz
R = 0.0739 FT. = 0.8870 inch
D = 1.8 inch

ENG-3
For 5 Day Release
Solve for Orifice Diameter, D
A = 0.0069 S.F. = n R2
R = 0.0468 FT. = 0.56 inch
D = 1.12 inch
Use 1.25 inch diameter orifice
6. SIZE INLET RISER PIPE AND OUTLET PIPES TO HANDLE 10 YR. 1 HR.
STORM
A. Storm Flow
Q = CiA
A = 4.4 acres
C = 0 .' 6
I = 2.88 in/hr - ten year, one hour
Q = 0.6 (2.88) 4.4 = 7.6 cfs
B. Inlet Riser PipE
Water height before topping pond =
12.5 - 11.5 = 1.0
C)-- (CZ!2a�ZE--
Cd = 0.6 (typical value)
H = 1.0
Q = 7.6
2g = 64.4
•7.6
+4
CA15 t: • ^. • /1 •

ENG-4
Solve for Riser Pipe Diameter, D
A = 1.5784 S.F. = n Rz
R = 0.71 ft. = 8.5 inches
D = 17.0 inches
Use 1-1.811 Pipe
C. Outlet Pine
1. Check Inlet Control
Use reference Chart 5, Bureau of Public Roads Jan. 1963
Setting invert of outlet pipe at 9.0 with top of pond at 12.5
Hw = 12.5 - 9.0 = 3.5
Assume 18" Diameter
Hw = 3.5 = 2.3
D 1.5
Entrance Type 1
From chart, Q = 14 CFS > 7.6 CFS O.K.
Use 1-18" pipe
7. 10 0 -YEAR FLOOD
Q = CIA
Composite C = 0.6
Iioo = 4.15 in/hr for 1 hour duration flood
A = 4.4 acres
Q = 0.6 (4.15)(4.4) = 11.0 CFS
Design to handle 100-yr flood through riser and outlet
pipes prior to topping pond
Top of pond = 12.5
A. Riser Weir
Assume 181, pipe
IN
H = 12.5 - 9.0 = 3.5

ENG-5
A R2 = n (1.5/2)2 = 1.77 ft2
Cd = 0.6
C 0.6 (L 2 (32.2) (3.S)
Q = 15.9 CFS > 11.0 CFS O.K.
B. Outlet Pipe
Use Chart 5, Bureau of Public Roads, Jan. 1963
Hw = 12.5 9.0 = 3.5
Diameter = 1811
HW = 3.5 = 2.3
D 1.5
From chart, Q = 14 CFS > 11.0 CFS O.K.
Riser and outlet pipes will handle 100 yr. storm. No
spillway required.
8. FOREBAY VOLUME
Forebay Volume shall contain approximately 20% of the Total
Basin volume. (Permanent Pool Volume)
Permanent pool volume = 14,158 C.F.
Forebay Volume provided:
Area at elevation 9.0 = 1,435 S.F.
Area at elevation 6.0 = 315 S.F.
Total = 1,750 S.F.
Average Area = 1,750 S.F./2 = 875 S.F.
Multiply by 3.0' height= 875 x 3.0
Volume of forebay = 2,625 C.F. provided
2,625 C.F./14,158 C.F. = 18.5% O.K.
c:mydocs\grm\moakIIpond4.ca1

DETENTION POND ANALYSIS FILE NAME: S:\WQS\POND1010803-1.WK1
PROJECT#: SW8 010803-1 Pond 1 REVIEWER: L. Lewis
PROJECT NAME- Marsh Oaks, Section 11 at Brynn Marr DATE: 02-Oct-2001
Receiving Stream: Northeast Creek Class: SC
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
0] ".1 5208T'0
Drainage Area square feet Area in Acre 4.18
IMPERVIOUS AREAS
Rational C
Buildings
16733.00 square feet
1.00
Huff Drive.
19905.00 square feet
1.00
Parking
23823.00 square feet
1.00
SW
11512.00 square feet
1.00
square feet
square feet
TOTAL
973::00 square feet
Rational Cc= 0.52
SURFACE AREA CALCULATION
% IMPERVIOUS 39.53%
Des. Depth 5
TSS: 90
SA/DA Ratio 2.77%
Req. SA 5047 sf
Prov. SA
VOLUME CALCULATION * place a "'I" in the box if Rational is used I
xGlaw--y-AVA
Perm. Pool Volume- 19028
Req. Forebay Volume= 3805.6
Provided Volurne= 3708.00
Percent=
Based on 1" over entire drainage area
Elevation=
ORIFICE CALCULATION
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

DETENTION POND ANALYSIS
FILE NAME: S:\WQS\POND1010803-2.WK1
PROJECT#: SW8 010803-2 Pond 2 REVIEWER: L. Lewis
PROJECT NAME. Marsh Oaks, Section 11 at Brynn Marr DATE: 02-Oct-2001
Receiving Stream: Northeast Creek Class: SC
Drainage Basin: White Oak Index No.
Site Area 21.65 acres
Drainage Area 2JCQ square feet Area in Acre 4.04
IMPERVIOUS AREAS
Rational C
Buildings 24374.00 square feet 1.00
square feet 1.00
Parking 45066.00 square feet 1.00
SW 10186.00 square feet 1.00
square feet
square feet
TOTAL 7962fi'06 square feet Rational Cc= 0.56
SURFACE AREA CALCULATION
% IMPERVIOUS 45,25%
Des. Depth 6
TSS: 90
SA/DA Ratio 2.41%
Req. SA 4250 sf
Prov. SA
VOLUME CALCULATION * place a "1" in the box if Rational is used I
Rational ?*
1
FOREBAY
Des. Storm
I. .: inches
Perm. Pool Volume=
14133
IRv=
0.46
Req. Forebay Volume=
2826.6
Bottom
-1 rnsl
Provided Volume=
2550.00
Perm. Pool
Percent=
80%
`
Design Pool
7.5 msI
Design SA
7399 sf
Req. Volume
;::.:4
Based on 1 over entire drainage area
Prov. Volume
:-::45411: �cf
Elevation=
ORIFICE CALCULATION
Avg. Head =
1.22 ft
Q2 Area =
2.30 in'
Flow Q2, cfs
0.085 cfs
Q5 Area =
0.92 in 2
Flow Q5, cfs
0.034 cfs
Orifice Area
1.77 in 2
No. of Orifices
Q=
0.065 cfs
Diameter, inches
weir H x W EEM= in
x in
Drawdown
days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines

tb'
STORMWATER NARRATIVE
MARSH OAKS, SECTION H
AT BRYNN MARR
JACKSONVILLE, NORTH CAROLINA
August 2, 2001
The Marsh Oaks Section II project is a multi -family residential development consisting of
26 buildings (totaling 136 units) to be located in the Brynn Marr area of Jacksonville in Onslow
County. The project will involve the construction of the paved parking and drive areas as well as
the buildings.
Stormwater will be collected throughout the development and piped to wet detention ponds.
The project has been divided into four sub -basins, each containing its own stormwater pond. The
portion of Huff Drive to be constructed will be drained to Stormwater Pond 41.
The proposed public street accessing the site off of Pine Valley Road will discharge its
stormwater into a 5:1 swale. Its built -upon area will be included in the lot BUA Calculations for
future lots to be developed adjacent to this road,
c:mydocumzn4slspecq�moaksii.swatemar

TERN BIND
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- —4-
INE VALLEY RR -
;. ARSI-I OAKS II
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JFF DR. '!` 4 -1 f\
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C 1995 BeLorme Yarmouth, fib 04096 —{1000 ft Beale: 1 : 31,250 Detail: 12-1 Datun: i6S84

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8G.32' CONC.
PATIO
I I
I I �
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u---CONIC.
PORCH
ml?)
DIMENSIONAL PLAN
4 UNIT BUILDING PLAN
5CALE: I "-40'
9G.GG' CONIC.
8, PATIO
TYP.
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I
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CONIC.
PORCH
Cfl'P)
DIMENSIONAL PLAN
6 UNIT BUILDING PLAN
5CALE: 1 '-4a
MARSH OAKS II
BUILDING DIMENSIONAL PLANS
Parker & Associates, Inc. s g°r==p4a
Consulting Engineers P.O. Box 978 - 2BS41-0978
ore - Land Planners 308 New Bridge street - 2N40
Land Surveyors iaclratmaille, North Carolina
Phone (910) 4M-2414 - Fax [phone]

Permit No.
(to be provided by DWQ) }
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
CURB OUTLET SYSTEM SUPPLEMENT
FOR LOW DENSrrY DEVELOPMENT WITH CURB AND GUTTER
This form maybe photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, a
curb outlet system supplement, a low density supplement, design calculations, and plans and specifications
showing all stormwater conveyances and curb outlet details.
I. PROJECT INFORMATION
Project Name: Marsh Oaks, Section II at Brynn Marr
Contact Person: Michael G, Tuton Phone Number: 91 0 577 -1 441
Curb outlets to (check one): Swale 0 Vegetated Area
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the North Carolina Administrative Code Section
15A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been mef and supporting
documentation is attached. If the applicant has designated an agent on the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
GRM
fr�
a.
Curb outlets direct flow to a swale or vegetated area.
GRM
(f
b.
Swales.or vegetated areas receiving curb outlet flow are designed to carry, at a minimum,
the peak flow from the 10-year storm.
GRM
c.
Flow velocity is non -erosive for peak flow from the 10-year storm event.
GRM
G�
d.
Longitudinal slope of the swale or vegetated area does not exceed 5%.
GRM
e.
Side slopes of the swale or vegetated area are no steeper than 5:1 (horizontal to vertical).
GRM
f.
Length of swale or vegetated area is > 100 feet.
GRM
g.
The system takes into account the run-off at ultimate built -out potential from all surfaces
draining to the system (delineate drainage area for each swale).
i� GRM
Co"
h.
Swales are located in recorded drainage easements.
GRM
Gr
i.
Grass type(s) for permanent vegetative cover specified on detail.
GRM
G"
j,
Swale detail provided on plans.
ii S Ii gs
PTTAc-14 ^, iN'r
1 .
Form SWU-105 Ver 3.99 Pane I of 3

III. DESIGN INFORMATION
Complete the following table. If additional space is needed the information should be provided in the same
format as Table I and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
of North Carolina Erosion and Sediment Control Planning.and Design Manual.
I T r
I aule 1 313 W a I C Uesign IniuTTnation
Swale No .
f,0
P
Drainage
Area` acy
rvious
ii
V.
F10 JAI
6P th
I
(Ps-
0.51
1, 14
OIG
-7,1
3's-
),0
1,2.
2
3
4
5
6
7
8
9
10
11
12
13
14
15-
16
17
18
19
20
21
22
23
24
25
FormSWU-105 Ver3.99 Page 2 of 3
V -'' . . �,,-

III. CURB OUTLET SYSTEM MAINTENANCE REQUIREMENTS
Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time.
2. '.Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion, and trash accumulation.
Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Water Quality.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
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: Michael G. Tuton President
Address: P.O. Box 1066, Jacksonville, NC 28541
Phone: [phone] Date:
Note: The legally responsible party should not be a homeowners association unless more than 5017o of the lots have been sold and
a resident of the subdivision has been named the president.
yI c-ky 1 , ry-t-,* , a Notary Public for the State of iy� , County of
On 'ez> I l9\A/ , do hereby certify' that M (' b" e I _ G - TU -D 0 personally appeared before me this
-,t) 4-\ day of _ .� U ne, _._ a �?� , and acknowledge the due execution of the forgoing infiltration basin
maintenance requirements. Witness my hand and official seal,
v
My commission expires 9 _a I -ao0
Form SWU-105 Ver 3.99 Paoe 3 of 3

MARSH OAKS, SECTION II
CURB OUTLET SYSTEM SUPPLEMENT
ATTACHMENT I
H. Swale located in property owned by project developer. Easement to be recorded
when future development plans finalized for this area.
c3:mydogAgrmlmoaksattach.I tr
f `
4

CITY OF JACKSONVILLE
FINANCIAL,RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity covered by the Jacksonville
City Code, Chapter 22 and the North Carolina State Sedimentation Pollution Control Act,
prior to the completion and filing of this form with the Engineering Division,
Department of Public works, City of Jacksonville, North Carolina. (Please type or
print and, if question is not applicable, place n/a in the blank.)
1. Project Name Marsh Oaks, Section 11 at Brynn Marr
2. Location of land -disturbing activity? At the end of Pine Valley_ Rd.
on left side of road.
3. Approximate date land -disturbing activity will be commenced? July 2001
4. Purpose of development (residential, commercial, industrial, etc.)?
Residential
5. Approximate acreage of land to be disturbed or uncovered? 18.5
6. Has an erosion and sedimentation control plan been filed?
Yes X (enclosed) No
7. Land Owner(s) of Recorded (Use blank page to list additional owners):
Hunter Development_ Corporation
Name Name
P.O. Box 1066
Current Mailing Address Current Mailing Address
Jacksonville, NC 28541
City State zip� City State Zip
[phone]
Telephone Number Telephone Number
8. Indicate Book, and Page where deed or instrument is filed
(Use blank page to list additional deeds or instruments):
Book 1521 Page 689
Book Page

9. Person(s),or. firm(s) who is financially responsible for this -land -disturbing
activity.
-Hunter Develo2ment_Corporation .....................................
Name of Person or Firm Name of Person or Firm
P.O. Box 1 0 EZC?_----_.._..____
Mailing Address Mailing Address
Jacksonville NC 28541
--------------__---------- -7 -----------------------------------
City State Zip City State Zip
__( 91 0)_ 5 7 7_ 1 4 41 _---------------- - - ^--
---------------------
Telephone Telephone
10. Registered agent, if any, for the person or firm who is financially
responsible:
------------------------------- --------------
Name City State- - Zip
--------------------------- ------- -----------
Mailing Address Telephone
The above information is true and correct to the best of my knowledge and
belief and was provided by me while under oath. (This form must be signed by
the financially responsible person if an individual and by an officer,
director, partner, attorney -in -fact, or other person with authority to execute
instruments for the financially responsible person if not an individual.)
_ r - __ _ Michael G. Tuton
Date--^ `L��"' �P`<<������ - Type or Print Name
President
--
�p�pRy•.� ---------------------------------
Title or Authority
coo
-------------
Signature
a Notary Public of the County of _QnSlow
State of North Carolina, hereby certify that t_YI C kQel _�,_ 7U'FQn ___personnaly
appeared before me this day and under oath acknowledge that the above form was
executed by him.
Witness my hand and notarial seal, this 1 3 A"h day of
-dun-------------- � r4 a001
----- v L ttLt4
Notary
My Commission expires __Q=a1=_aOD3-,