SW7080816_HISTORICAL FILE_20080915

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

v�MCIQM&CREED
Venture IV Building
1730 Varsity Drive
Raleigh, NC 27606
919.233.8091
Fax 919,233,8031
wv.n.mckimcreed.com
September 11, 2008
Scott Vinson
ENGINEERS
SU RV EVO RS
P L A N N E R S
M&C 04135-0001(40)
R C4rc TTVE®
SEP 152008
NCDENR-DWQ �,p� /�
943 Washington Square Mall Dp�17CYKJt-WAR(,O
Washington, NC 27889
RE: River Dunes - Village Center Phase II and Harbor Village VI (SW 7AW6146)
High Density Stormwater Permit - Request for Additional Information
Dear Mr. Vinson:
In response to your request for Additional Information dated September 4, 2008:
1. All Supplements have been updated to include the required 50'
vegetative filter and distance from surface waters, as well as corrected
impervious areas and percentages.
2. We have added another small building footprint in the marina quarters
area, revised Exhibit A for estimated impervious surfaces for the lots, and
revised the table for Section III, Part 9 of the application.
3. We have labeled the proposed grassed swale between lots 626 and 627
and have shown the drainage easement along the lot line.
4. We have revised plan sheet C3.1 to include more spot grades, a short
retaining wall, and revised contours to show the drainage from the
Marina Quarters parking getting into basin VI-1.
5. We have designated more of the roadway centerline points as high and
low points on sheet C3.1.
6. We are pleased to submit the following revised documents to reflect
the above changes for your review and approval.
• Two (2) copies of Supplements and Calc Sheets for Infiltration
Basins VI-1, VI-2, and VI-3.

Mr. Scott Vinson
September 11, 2008
Page 2 of 2
• Two (2) copies of the Additional Drainage Area Information
attachment to the Application.
• Two (2) copies of revised plan sheet C3.1.
The above documents and plan sheets are to be used in conjunction with the
Calculations packages from our August 21s, submittal.
1 trust that this information will be sufficient for your review. If you require
clarification or additional information, please do not hesitate to contact me.
Thank you.
Sincerely,
McKIM & CREED, P.A.
Curtis M. Blazier, PE
Project Manager
Enclosures
cc: Ed Mitchell, River Dunes Corporation
48 ** £SCREED

® INFILTRATION BASIN DESIGN
River Dunes Harbor VillageVl
Infiltration Basin VIA
•
Project: 04135-0002
Prepared by: CMB
Date: 8/1/2006
Drainage area: 120,454 sf
Volume to Catch The First 3.0 Inches of Runoff: (no bypass provided)
Runoff: Rv = 0.05 + 0.009' I Simple Method, Schueler
Rv = 0.5450545
Volume: V = P ' Rv " A
V = 16,414 cf
Surface Area: SA = Volume / Depth
Depth = 24 in
SA = 8,207 sf
Select Fill Soil:
Conductivity (k)
(in / hr)
Sand 6
Loamy Sand 2
Sandy Loam 0.5 - 1
Clay Soils: Use Sandy Loam or Loamy Sand
Fill Soil = Loamy Sand
k= 1.3
I = Impervious Percent =
Rv = Runoff Coefficient
V = Required Storage Volume
P = Design Rainfall =
A = Drainage Area
Page 1 of 2
RECEIVED
SEP 1 52008
DWQ
PROJ #
55
3 inch
Cover
SF
Acres
Sidewalks '
4,99.4
0:11 '
Streets `
12,356
0.28'
Buildings
29,021
0.67
Parking ''
1g,886
-.,0.46
Other
>.OAO ;
Landscape
54,197
1.24
Other (pool)
I
1 0.00
Totals 120,454 2.77
Elev
Area
Partial
Volume
Cumulative
Volume
vs.
Required
Volume
Results
3.00
6146.00
0.00
16,414
Too Small
4.30
7438.971
8830.23
8830.23
>
16.414
Too Small
5.30
8498.41
7968.69
16798.92
>
16,414
OK!
Notes:
Impervious
Pervious

• River Dunes Harbor VillageVl Page 2 of 2
River Dunes Harbor VillageVl
Infiltration Basin VI-1
Find Time Drawdown of Water Through Soil Laver:
A. Rate of Drawdown: Qd = (2.3e-5) . k' SA' H / L H / L Approximatley = 1
Qd= 0.25410253
B. Find Time to Drawdown Water from Inundation to Saturation at Surface: RECEIVED
Volume to Drawdown: Vi-s = SA' Depth
Vi-s = 3694.96187
Time to Remove Volume of Water at Flowrate Qd: PROJ #
Ti-s = Vi-s / Qd = 14,541 sec.
= 4 hr.
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
n= 0.38
Volume to Drawdown: Vi-s = 2 feet' SA' n 27046
Vs-2 = 6458.79335
Time to Remove Volume of Water at Flowrate Qd:
Ts-2 = Vs-2 / Qd = 25,418 sec.
= 7 hrs
D. Total Time to Draw Water Through Soil:
T= 11 hrs
SEP 1 5,2008
DWQ

C J
0
INFILTRATION BASIN DESIGN Page 1 of
River Dunes Harbor VillageVl
Infiltration Basin VI-2
Project: 04135-0002
Prepared by: CMB
Date: 8/1 /2006
Drainage area: 66,216 sf
Volume to Catch The First 3.0 Inches of Runoff: (no bypass provided)
Runoff : Rv = 0.05 + 0.009' I Simple Method, Schuster
Rv = 0+5112035
Volume: V = P' Rv' A
V =
8,462 cf
Surface Area:
33932.41
Depth =
24 in
SA =
4,231 sf
Select Fill Soil:
Conductivity (k)
(in / hr)
Sand
6
Loamy Sand
2
Sandy Loam
0.5 - 1
Clay Soils:
Use Sandy Loam or Loamy Sand
Fill Soil =
Loamy Sand
k=
1.3
RECEIVED
SEP 15 2008
DWQ
PROJ #
I = Impervious Percent = 51
Rv = Runoff Coefficient
V = Required Storage Volume
P = Design Rainfall = 3
A = Drainage Area
inch
Cover
SF
Acres
Sidewalks:.
5,516.
0.13
Streets•.6,262-
0.14
Buildings ;,
21,650 '
-'0.56
Parking ;,':
504
0.01
Otheq 71
000 .
Landscape
32,284
0.74
Other (pool)
1
0.00
Totals 66,216 1.52
Elev
Area i
Partial
Volume
Cumulative
Volume
vs.
Required
Volume
Results
3.30
3528.21
0.00
8,462
Too Small
4.30
4248.78
3888.50
3888.50
>
8,462
Too Small
5.30
5025.54
4637.16
8525.66
>
8.462
OK!
Notes:
Impervious
Pervious

®
River Dunes Harbor VillageVl
Page 2 of 2
River Dunes Harbor VillageVl
Infiltration Basin VI-2
Find Time Drawdown of Water Through Soil Laver:
A. Rate of Drawdown: Qd = (2.3e-5) * k * SA * H / L
H / L Approximately = 1
Qd= 0.15
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown: Vi-s = SA *Depth
REC� IVE �j
Y 99��
Vi-s = 2512.77
SEP 15 2008
Time to Remove Volume of Water at Flowrate Qd:
Dµ,Q
Ti-s = Vi-s / Qd = 16,722 sec.
PROJ #
= 5 hr.
C. Find Time to Drawdown Water from Saturation at Surface to
2 feet Below Surface:
®
n= 0,38
Volume to Drawdown: Vi-s = 2 feet * SA * n
Vs-2 = 3819.4104
Time to Remove Volume of Water at Flowrate Qd:
Ts-2 = Vs-2 / Qd = 25,418 sec.
= 7 hrs
D. Total Time to Draw Water Through Soil:
T= 12 hrs
U

0
KJ
INFILTRATION BASIN DESIGN Page 1 of
River Dunes Harbor VillageVl
Infiltration Basin VI-3
Project: 04135-0002
Prepared by: AYEC
Date: 8/18/2008
Drainage area: 91,984 sf
Volume to Catch The First 3.0 Inches of Runoff: (no bypass provided)
Runoff: Rv = 0.05+0.009' I Simple Method, Schueler
Rv = 0.5837173 1 = Impervious Percent =
Rv = Runoff Coefficient
Volume: V = P " Rv ' A
V = 13,423 cf V = Required Storage Volume
P = Design Rainfall =
Surface Area: 54548 A = Drainage Area
Depth = 24 in
SA = 6,712 sf
Select Fill Soil:
Conductivity (k
(in / hr)
Sand 6
Loamy Sand 2
Sandy Loam 0.5 - 1
RE CEI���
SEP 15 2008
PROD#DWQ
59
3 inch
Cover
SF
Acres
Sidewelks;;-
j 5530- t
01,
Streets' "
'' 12,365
' .�0.28' ;
Buildings,
41,000
r0.94 i.
k:
Parking`
630�
'0.01 '
Other
0.00
Other
0.00
Landscape
37,436
0.86
Other(pool)
I
1 0.00
Clay Soils: Use Sandy Loam or Loamy Sand Totals 91,984 2.11
Fill Soil = Loamy Sand
k= 1.3
Elev
Area
Partial
Volume
Cumulative
Volume
vs.
Required
Volume
Results
3.30
5754.71
0.00
13,423
Too Small
4.30
6976.521
6365.61
6365.61
>
13,423
Too Small
5.30
8257.56
7617.04
13982.65
>
13,423
OK!
Notes:
Impervious
Pervious

River Dunes Harbor Village VI Page 2 of 2
River Dunes Harbor VillageVl
Infiltration Basin VI-3
Find Time Drawdown of Water Through Soil Laver:
A. Rate of Drawdown: Qd = (2.3e-5) * k * SA * H / L H / L Approximatley = 1
Qd= 0.24690091
B. Find Time to Drawdown Water from Inundation to Saturation at Surface:
Volume to Drawdown:
Vi-s = SA *Depth
RECEIVED
Vi-s = 4128.7778 SEP 15 2008
Time to Remove Volume of Water at Flowrate Qd: DWQ'
FROJ #
Ti-s = Vi-s / Qd = 16,722 sec.
5 hr.
54548
C. Find Time to Drawdown Water from Saturation at Surface to 2 feet Below Surface:
n= 0.38
Volume to Drawdown:
Vs-2 = 6275.74226
Vi-s = 2 feet * SA * n
Time to Remove Volume of Water at Flowrate Qd:
Ts-2 = Vs-2 / Qd = 25,418 sec.
= 7 hrs
D. Total Time to Draw Water Through Soil:
T= 12 hrs
0

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
September 4, 2008
Mr. Ed Mitchell, President
River Dunes Corporation
416-A Pollock Street
New Bern, NC 28560
Subject: Stormwater Review SW7080816
River Dunes Marina & Residential Development
Harbor Village VI & Village Center P111I
Pamlico County
Dear Mr. Mitchell:
This office received a Coastal Stormwater permit application and plans for the subject project on August
21, 2008. A preliminary review of the project indicates that before a State Stormwater permit can be issued the
following additional information is needed.
1. The Infiltration Basin supplement forms for Harbor Village VI basins 1, 2 & 3 have impervious areas and
percentages given that do not correspond to the application form nor the provided calculations. Please
verify, correct and re -submit revised pages. Also, located at the bottom of these 3 forms are incorrect
lengths for the vegetated filter at 30', whereas 50' is required & provided and the distance from surface
waters are incorrect. Please revise.
2. Please breakdown the Harbor Village VI -I drainage area's impervious numbers a little more. For example,
what lots and marina headquarters buildings make up the 27,046 sf of impervious area listed under
"Buildings"? What or how does the 20,936sf of impervious for the "Marina Quarters" and 10,475sf for the
"Marina Parking" come under Application, Sec.11I, no.9 (attached table) for buildings, streets & parking?
3. Please delineate and label any proposed Swale between lots 626 & 627 on plan sheet C3.1 for Harbor
Village VI. Please also verify that the area the swale will be located on is "common area". If not show the
required permanent drainage easement on the plan.
4. Please show how the Marina Quarters parking will flow into Basin VI -I and not into the adjacent wetlands
with additional proposed contours, swales, etc. on plan sheet C3.1.
5. Are there plan sheets with street profiles for the Harbor Village VI? If so, please include 2 copies to help
verify high & low points and street drainage.
6. Please do not forget to have any plans, calculations, supplements, narrative, etc. revised, signed, sealed and
dated as necessary when re -submitting
The above requested information must be received in this office prior to September 12, 2008 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all required
items including the application fee. If you need additional time to submit the required information, please mail
or fax your request for time extension to this office at the Letterhead address.
oa
N if arolina
JYntura!!y
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet: h2o.enr.sele.ne.us 943 Washington Square Mall, Washington, NC 27889 1-877b23-6748

You should also be aware that the Stormwater Rules require that the pernut be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stor mvater Project Number above on all correspondence. If you have questions, please
feel free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: �is Blazier, PE McKim & Creed (email)
;,,'Washington Regional Office

STORMWATER MANAGEMENT PERMIT APPLICATION FORM (SWU-101 VER. 3.99)
PART III PROJECT INFORMATION
ITEM 9 -DRAINAGE AREAS
RIVER DUNES MARINA AND RESIDENTIAL DEVELOPMENT - HARBOR VILLAGE VI AND VILLAGE CENTER PHASE II �
for A 1 I/v2 J/o^
0
RIVER DUNES CORPORATION �v(`/
Drainage Area
VI-1
VI-2
VI-3
VC11-11
VCII-12
Basin Information
Receiving Stream Name
Parris Creek
Parris Creek
Parris Creek
Cedar Creek
Cedar Creek
Totals
Receiving Stream Class
SA NSW
SA NSW
SA NSW
SA NSW
SA NSW
Drainage Area (Square Feet)
122,738
63,932
91,984
64,988
51,183
394,825
Existing Impervious Area (Square Feet)
0
0
0
0
0
0
Proposed Impervious Area (Square Feet)
66,943
31,279
54,548
447622
30,783
228,175
% Impervious Area (Total)
55
49
59
69
60
58
Impervious Surface Area (Sq. Feet)
On -Site Buildings •
27,046
21,475
41,000
13,581
13,210
107,994
On -Site Streets
25,289
37784
12,365
11,731
5,601
80,077
On -Site Parking (street)
11,903
504
630
6,962
7,295
14,257
On -Site Sidewalks
2,705
5,516
553
3,078
4,677
7,755
Off -Site
0
0
0
p
0
0
Other (pool patio)
9,270
9,270
Total (Square Feet)
66,943
31,279
54,548
44,622
30,783
228,175
•- 'Impervious surface area for on -site buildings includes driveways and is a maximum amount.

RIVER DUNES
ESTIMATED IMPERVIOUS SURFACES
EXHIBIT A
R(Loj(d "j1)I40r
•
HARBOR VILLAGE VI
LOT
NUMBER
LOTAREA
SQ.FT.
LOTAREA
ACRES
TOTAL
ALLOWED
IMPERVIOUS
SQ.FT.
PERCENT
IMPERVIOUS
%
RECEIVING
STREAM NAME
601
8,946
0.21
4,000
45%
NEUSE RIVER
602
9,006
0.21
4,100
46%
603
9,602
0.22
4,100
43%
604
10,493
0.24
4,100
605
9,780
0.22
4,100
42%
606
9,780
0.22
4,100
42%
607
9,780
0.22
4,100
42%
608
9,780
0.22
4,100
420%
609
97780
0.22
4,100
42%
610
9,780
0.22
4,100
420/6
611
9,795
0.22
4,100
42%
612
11,895
0.27
4,100
34%
613
10,884
0.25
4,100
389%
614
11,021
0.25
4,100
37%
615
9,750
0.22
4,100
42%
616
9,751
0.22
4,100
42%
617
9,777
0.22
4,100
42%
618
9,778
0.22
4,100
42%
626
10,303
0.24
3,600
35%
627
8,963
0.21
3,700
_ 41%
MARINA QUARTERS
36,486
0.84
/20,936
57%
MARINA PARKINU 1
23,983 1
0.55
1, 10,475
44%
® 259,113 112,411 I 43% I
See Sheet C1.1 for overall plan and lot layout in Harbor Village VI.
C
•
1 of 1

Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items,
® STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Contact Person
Phone Number
Date
Drainage Area Number
II. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
1-yr, 24-hr hunch depth
1-yr. 24-hr intensity
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr ranch volume
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SR Waters
Minimum design volume required
Design volume provided
• Storage Volume: SR Waters
1-yr, 24-hr rainfall depth
Pre -development 1-yr, 24-hr hunch
Post -development l-yr, 24-hr ranch
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage SA
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom SA
Additional Information
Total hunch volume captured by basin
Length of vegetatne filter for overflow
Distance to structure
Distance from surface waters
Distance from water supply well(s)
Separation from impervious soil layer
Naturally occuring soil above shwt
Wottom covered wth 4-in of clean sand?
River Dunes Marina &
122,738
It,
52,335
ftz
43
3,00
in
3.48
in
0.15
irVhr
1,779.70
ft3lsec
19.251.82
Wised
17,472.12
ft3lsec
16,596
tt3
16,799
ft 3
in
h3
h3
n3
tt3
Loamy Sand
1.30 in/hr
0.70 frost
0.92
days OK
3.00
:1 OK
3.00
Imsl OK
5.30
fmsl
8,498
fit?
6.30
fmsl
109.00 ft
60.00 h
6,436.00 ff
5.00
ac-in
30.00
It
NIA
ft
30,00
It
NIA
It
0,00
It
2.00
It
y
(y or N)
AU-' 1 am
DWQ
PROJ #
IR ECEIVEI)
AUJ 2 12008
DWQ
PROJ #
Maximum of 2 acre -inches allowed
OK
OK
OK for non -SA waters
OK
OK for non -SA waters
OK
OK

Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
•Bypass provided for larger storms?
Pretreatment device provided
•
11
(Y or N) OK
(Y or N) OK
(Y or N) OK

Red triangles at the upper right hand comer indicate design comments
Please complete the yellow shaded items,
•
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part IIQ must be panted, filled out and submitted along with all of the required information.
Project Name
Contact Person
Phone Number
Date
Drainage Area Number
II. DESIGN INFORMATION
Site Characteristics
Drainage area 63,932 fit'
Impervious area 25,259 ft'
Percent impervious
40
%
Design rainfall depth
3.00
in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.48
in
1-yr, 24-hr intensity
0.15
inRlr
,
Pre -development 1-yr, 24-hr runoff volume
927,02
Wised
Post -development 1-yr, 24-hr runoff volume
9.090,84
Wised
PrelPest 1-yr, 24-hr peak flow school
8,163.82
ft'Isec
Storage Volume: Non -SR Waters
Minimum design volume required
7,837
ry'
Design volume provided
8,185
ft'
•Storage Volume: SR Waters
1-yr, 24-hr rainfall depth
in
Pre -development 1-yr, 24-hr runoff
it,
Post -development 1-yr, 24-hr runoff
ft'
Minimum volume required
ft'
Volume provided
ft'
Soils Report Summary
Soil type
Loamy Sand
Infltradon rate
1,30
inlhr
SHWT elevation
0.70
fmsl
Basin Design Parameters
Drawdown time
0.49
days
OK
Basin side slopes
3.00
:1
OK
Basin bottom elevation
3.30
fmsl
OK
Storage elevation
5,30
fmst
Storage SA
4,840
ft?
Top elevation
5.50
fmsl
Basin Bottom Dimensions
Basin length
64
ft
Basin width
53
ft
Bottom SA
3,374
ft
Additional Information
Total runoff volume captured by basin
5.00
ac-in
Maximum of 2 acre -inches allowed
Length of vegetative filter for overflow
30.00
ft
OK
Distance to structure
NIA
If
OK
Distance from surface waters
30.00
It
OK for non -SA waters
Distance from water supply wells)
NIA
It
OK
Separation from impervious soil layer
0.00
If
OK for non -SA waters
Naturally occuring soil above shwt
2.00
It
OK
0oftom covered with 4-in of clean sand?
y
(Y or N)
OK

Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
�ypass provided for larger storms?
retreatment device provided
f
L'J
0
(Y or N) OK
(Y or N) OK
(Y or N) OK

Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Contact Person
Phone Number
Date
Drainage Area Number
Ill. DESIGN INFORMATION`
Site Characteristics
Drainage area
91,984
f,
Impervious area
53,365
rys
Percent impervious
58
Design rainfall depth
3.00
in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.48
in
1-yr, 24-hr intensity
0.15
inlhr
Pre -development 1-yr, 24-hr runoff volume
1,334
ryslsec
Post -development 1-yr, 24.hr mnoff volume
15,571
ry'Isec
Pre/Post 1-yr, 24-hr peak Flow control
14,237
Itslsec
Storage Volume: Non -SR Waters
Minimum design volume required
13,423
rys
Design volume provided
13,983
Its
•Storage Volume: SRWatem
1-yr, 24-hr rainfall depth
in
Pre -development 1-yr, 24-hr runoff
Its
Post -development 1-yr, 24-hr runoff
rys
Minimum volume required
rya
Volume provided
rys
Soils Report Summary
Soil type
Loamy Sand
Infiltrabon rate
1.30
inlhr
SHWT elevation
0.70
fmsl
Basin Design Parameters
Drawdown time
0,49
days
OK
Basin side slopes
3.00
:1
OK
Basin bottom elevation
3,30
fmsl
OK
Storage elevation
5.30
fmsl
Storage SA
8,258
fe
Top elevation
5.50
fmsl
Basin Bottom Dimensions
Basin length
133
It
Basin width
85
ft
Bottom SA
5,755
fe
Additional Information
Total mnoff volume captured by basin
5.00
ac-in
Maximum of 2 acre -inches allowed
Length of vegetative filler for overflow
30.00
It
OK
Distance to structure
NIA
It
OK
Distance from surface waters
3000
If
OK for non -SA waters
Distance from water supply wells)
NIA
ft
OK
Separation from impervious soil layer
0.00
If
OK for non -SA waters
Naturally occuring soil above shwt
2.00
If
OK
•Bottom covered with 4-in of clean sand?
y
(Y or N)
OK

Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger storms?
Pretreatment device provided
or N) OK
or N) OK
or N) OK

• Red triangles at the upper right hand comer indicate design comments
Please =plate the yellow shaded items.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filed out, printed and submitted.
The Required Items Checklist (Pad III) must be printed, filled out and submitted along with all of the required information.
Contact Person
Phone Number
Date
Drainage Area Number
II:: DESIGN INFORMATION
a
Site Characteristics
Drainage area 66,216 fit'
Impervious area 33,932 flz
Percent impervious 51
Design rainfall depth 3.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
3.48
in
1-yr, 24-hr intensity
0.15
inlhr
Pre -development 1-yr, 24-hr runoff volume
960.14
fl Isec
Post -development 1-yr, 24-hr runoff volume
9,816.49
ft'Isec
Pre/Post 1-yr, 24-hr peak flow control
8,856.36
fielsec
Storage Volume: Non -SR Waters
Minimum design volume required
8,462
it,
Design volume provided
8,526
ft
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth
in
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
Rs
Minimum volume required
ft
Volume provided
t
Soils Report Summary
Soil type
Loamy Sand
Infiltration rate
1.30
inmr
SHWT elevation
070
fmsl
Basin Design Parameters
Drawdown fime
0.49
days
Basin side slopes
3.00
:1
Basin bottom elevation
3,30
Ind
Storage elevation
5.30
fmsl
Storage SA
5,026
It,
Top elevation
5,50
fmsl
Basin Bottom Dimensions
Basin length
64
tt
Basin width
53
tt
Bottom SA
3,374
It,
Additional Information
Total runoff volume captured by basin
5.00
ac-in
Length of vegetative filter for overflow
50.00
It
Distance to structure
NIA
ft
Distance from surface waters
50.00
it
Distance from water supply well(s)
NIA
0
Separation from Impervious soil layer
0.00
it
Naturally occuring soil above shwt
•
2.00
If
Bottom covered with 4-in of clean sand?
y
(Y or N)
RECEIVED
SEP 1 5 2008
DWQ
PROJ #
OK
OK
OK
Maximum of 2 acre -inches allowed
OK
OK
OK
OK
OK
OK
OK

S Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger stones?
Pretreatment device provided
11
or N) OK
or N) OK
or N) OK
RECEIVED
SEP 1 5 2008
DWQ
PROD #

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
® Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
zQ$ G . C3, / 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
12yf.125' 2. Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
• - Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
'Q 7LS 3. Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
Inlet and outlet structures.
G1►20 . A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
C/118 . 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
Pkq-5;r5av results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
6. A construction sequence that shows how the infitlration basin will be protected from sediment until the
entire drainage area is stabilized.
C/rJ(3 Cd1zta`cr7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
fKanT 9. A copy of the deed restrictions (if required).
SEerm,A)
Form SW401-Infiltration Basin-Rev.2 Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1

�. M.
• Red Wangles
mfoettthe upper right hand indicate design Comments
Please Complete the yellow shaded items.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, phnted and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
LCiPRQIECT+INF.ORMi!v:.__... .r,.-.� _•e -.r• .z. -_'•'- -.. ..
Project Name River Dunes Marina & Residential Development - Harbor Village VI
Contact Person Mr. Ed Mitchell
Phone Number (252)6343373
Date Oil3`21
Drainage Area Number VI-1
IL`DESIGN INFORMATION: r. •.� :.c"r, t,,.. /x .::n ., ,.?v [,'y�•,.s
Site Characteristics
Drainage area 120,454 Rv
Impervious area 66,257 fi
Percent impervious 55 %
Design rainfall depth 3.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 3.48 in
1-yr, 24-hr intensity 0.15 irdhr
Pre -development 1-yr, 24-hr runoff volume 1,746.58 ff'IseC 'DECEIVED
Post -development 1-yr, 24-hr mnoff volume 19,039.66 flelsec
PrelPost 1-yr, 244hr peak flow control 17,293.08 Itflsec
Storage Volume: Nori Waters SEP 5 2��8
• Minimum design volume required 16,414 Its
Design volume provided 16,799 ffe DWQ
Storage Volume: SR Waters PROJ #
1-yr, 24-hr rainfall depth in
Pre -development 1-yr, 24-hr runoff its
Post -development 1-yr, 24-hr runoff It
Minimum volume required Is
Volume provided to
Soils Report Summary
Soil type Loamy Sand
Infiltration fate 1.30 i1
SHWT elevation 0.70 fmsl
Basin Design Parameters
Drawdown time 0,46 days OK
Basin side slopes 3.00 :1 OK
Basin bottom elevation 3.00 fmsl OK
Storage elevation 5.30 level
Storage SA 8,498 Is
Top elevation 6.30 first
Basin Bottom Dimensions
Basin length 109.00 It
Basin width 60.00 It
Bottom SA 6,436.00 11
Additional Information
Total runoff volume captured by basin 5.00 ac-in Maximum of 2 acre -inches allowed
Length of vegetative filter for overflow 50,00 fit OK
Distance to structure NIA fit OK
Distance from surface waters 50.00 It OK
Distance from water supply well(s) WA It OK
® Separation from impervious soil layer 0.00 fl OK
Naturally occurring soil above shwl 2.00 1 OK
Bottom covered with 4-in of clean sand? y _ (Y or N) OK

Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger stomas?
Pretreatment device provided
y (Y or N) OK
y (Y or N) OK
Y (Y or N) OK
N
RECEIVED
SEP 15 2008
DWQ
PROJ #

Permit No.
(to be provided by DWQ)
III. 'REQUIRED ITEMS CHECKLIST
• Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
RE U" EI v D
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
AUG 2 1 2W$
- Design at ultimate build -out,
- Off -site drainage (if applicable),
DWQ
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
PROJ #
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
17�!
2. Partial plan (1" = 30' or larger) and details for the infiltration basin
showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
O
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
t i
t�1� 21, R!!5
3. Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
•
4144y,LiTg4Atable of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
CMg A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
�ELTien1 results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
6. A construction sequence that shows how the infitlration basin will be protected from sediment until the
entire drainage area is stabilized.
G/rrJg Cq�S 7. The supporting calculations.
i� 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
C/17 9. A copy of the deed restrictions (if required).
Form SW401-Infiltration Basin-Rev.2 Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1

STORMWATER MANAGEMENT PERMIT APPLICATION FOR (SWU-101
• VER 03.27.08)
PART III. PROJECT INFORMATION
ITEM 1 DETAIL NARRATIVE — Addendum 1
RIVER DUNES MARINA AND RESIDENTIAL DEVELOPMENT
for
RIVER DUNES CORPORATION
HIGH DENSITY STORMWATER MANAGEMENT PLAN
HARBOR VILLAGE VI AND VILLAGE CENTER PHASE II
The project site is located in Pamlico County at the confluence of Broad Creek and the
Neuse River. The 1327-acre tract, owned by River Dunes Corporation, consists
predominantly of loblolly pine stands characteristic of timber production use. Common
soil units of upland areas include Wahee fine sandy loam, Argent loam, Yonges loamy
fine sand, Fork loamy fine sand, and Altavista loamy fine sand.
The existing drainage patterns at the site form seven drainage areas which discharge to
the Tar, Broad, Paris, Mill, Cedar and Gum Thickets Creeks and the Neuse River. A
conservation easement has been placed on the area of the Gum Thicket Creek watershed.
The proposed subdivision is designed to preserve these seven existing drainage patterns
• within the project area.
The River Dunes Marina and Residential Development has been planned as an overall
low -density development in compliance with the coastal stormwater regulations. The
low density stormwater management permit SW7060204 has been approved by
NCDENR. There are several parcels, collectively described as the Harbor Village
Residential Areas, the Harbor Village Center and Riverside Village (see Sheet M-1),
which fall under the overall low -density provisions with respect to gross acreage but will
be developed at higher net densities than the remainder of the property. The developer
will employ a best management practice approach to these parcels to insure that water
quality objectives are met for the entire property. A series of shallow grassed infiltration
basins will be employed at scattered strategic locations as needed to capture and infiltrate
stormwater runoff from roadways and home sites. The use of stormwater culverts will be
limited. Home sites and roadways will be setback from wooded wetlands where feasible
to allow for a riparian buffer to dissipate sheet runoff. Other collected stormwater runoff
will be directed to adjacent upland wooded areas and discharged into these areas through
level spreader type devices in order to further assure maintenance of water quality. The
eleven areas included in this approach will be the Harbor Villages I to VI, Riverside
Village, Section 4A, the Village Center and Marina Service Area, the RV & Boat Storage
Area and the Fire Station Area along Orchard Creek Rd. (see Sheet M-1).
•

The high density pocket of development covered in this permit application includes
Harbor Village VI and Village Center Phase 11, containing approximately 394,820 square
feet, or 9.1 acres. Harbor Village VI consists of three drainage areas which discharge to
Parris Creek and on to the Neuse River. Village Center Phase II consists of two drainage
areas which discharge to Cedar Creek and on to the Neuse River. Five infiltration basins
are proposed for stormwater management purposes (see Sheet M-1,for master plan of
development). Maximum built upon areas per lot for Harbor Village VI on shown on
Exhibit A.
The following comments address stormwater solutions for this specific area of the River
Dunes development plan:
For Harbor Village VI, three infiltration basins (VI-1 thru VI-3) will be constructed to
control stormwater runoff and discharge it to the Neuse River via wetlands fingers in the
west and central portions of the site area (see Sheets C 1.1 and C3.1). Level spreader
overflow devices (LS-I thru LS-3) located on the berms surrounding the basins, grassed
swales, and filter strips will be utilized to minimize impact to adjacent wetlands and ensure
state water quality standards. Stormwater runoff from the drainage areas will be collected in
the roadways and enter the basins through concrete flumes. Runoff will also sheet flow into
basins from surrounding residential lots and the marina quarters. The rip -rap energy
dissipaters and grassed strips around the perimeter of the basins will act as pretreatment for
the infiltration basins.
For Village Center Phase II, two infiltration basins (VCII-I1 and VCII-12) will be
constructed to control stormwater runoff and discharge it to the Neuse River via wetlands
fingers to the north and south of the site area (see Sheets C 1.1 and C3.1). Level spreader
overflow devices located on the berms surrounding the basins and grassed filter strips will
be utilized to minimize impact to adjacent wetlands and ensure state water quality
standards. Stormwater runoff from the two drainage areas will be collected in the main
roadway and enter the basins through grated inlets, as well as by sheet flow. Sumps in the
bottom of the grated inlets, inflow pipes and rip -rap energy dissipaters will act as
pretreatment for the infiltration basins.
The BMP areas will have their soils re-evaluated prior to construction. A silty clay layer
approximately 2 to 4 feet in thickness exists at the basin locations (see geotechnical
report and borings). This clay layer will be removed and replaced with suitable sandy fill
per NCDENR Stormwater BMP Manual standards (see Exhibits B and Q. Double -ring
infiltrometer tests were run on the infiltrating soils in each basin. These results are shown
in the table in the back of the geotechnical data section. The average infiltration rates for
basins VI-1, VI-3, and VCII-I1 were all below the minimum 0.52 inches per hour
required by NCDENR. The average infiltration rates for basins VI-2 and VCII-12 were
0.55 in/hr and 0.79 in/hr, respectively. Although these rates are above the minimum
requirement, clay soils exist in the infiltration zone above the SHWT and will need to be
scarified and replaced with suitable fill. In addition to replacing unsuitable soils in the
basin areas, suitable fill will also be placed in areas immediately around the five
infiltration basins, especially in the area between the basin and the wetlands. The extent
r1
LJ

of the fill placement will be governed by the location of the adjacent buildings. The
placement of the suitable fill will help the stormwater to flow vertically and horizontally
and prevent the formation of a clay barrier wall around the basins.
The River Dunes property will be developed in a way that should meet the Neuse River
Basinwide goal of protecting waters while accommodating economic growth.
Additional BMPs will be employed to minimize impact to sensitive groundwater
recharge areas. Measures may include conveying stormwater from roof -tops and
walkways into dry gravel wells, applying gravel under decks to stabilize non -vegetated
surfaces, locating sheds and garage structures upland from the shoreline, and surfacing
parking pads with turf block or Geo mat. Grading will direct runoff toward woody
wetlands for additional filtration prior to groundwater recharge.
The marina Basin excavation will provide in excess of 500,000 cubic yards of material
for use on site as fill for road construction throughout the project and for site
development of the marina service areas (i.e. clubhouses, post office, retail, fitness and
spa, chapel, swimming pools, and village center). This fill will also be utilized to prepare
sites for developer construction clustered residential units. The excavated material
consists of sand, sandy clay and sandy loam that is generally considered suitable for both
compacted engineered fill for roadways, parking area and building pads and for un-
compacted fill for landscape and infiltration areas. The infiltration areas proposed will be
constructed on the fill area in order to obtain sufficient separation from groundwater as
well as providing head to the discharge from the basins to drive the water into the
existing vegetated riparian buffer areas without concentrating the flow.
The design of infiltration basins will be in general accordance with NCDENR guidelines
and will include suitable volume to contain runoff from a three (3) inch storm. An
overflow "spillway" will be installed to allow excess water to be quickly removed from
the infiltration basins during periods of rainfall in excess of the design storm. Vegetation
within the infiltration basins will be as recommended by the NCSU Extension Service.
Again, it is the intent of River Dunes Corporation to develop River Dunes in a way that
should meet the Neuse River Basin wide goal of protecting waters while accommodating
economic growth. For further information on the overall stormwater management plan
for the development, please refer to permit SW7060204 and associated application.
0

�x,qm-r- 6
Carolina Engineers, P.A.
Sieve Analysis Report
SOURCE OF MATERIAL: North Side Marina Stockpile CLIENT: River Dunes Corporation
PROJECT: River Dunes; Pamlico County, NC PROP. USE: Infiltration Basin Fill Material
SAMPLED: May 24, 2006 PROJECT NO. 484
SAMPLE NUMBER. No. 1
SIEVE ANALYSIS
DATE: 5/25/2006
TECHNICIAN: John Switzer
SAMPLE SIZE: 741.5 (g)
Sieve Size
Weight
Retained
Percent
Retained
Total Percent
Passed
Specifications
t4
1.2
0.16
99.6
NA
#mo
2.1
0.28
99.7
NA
#40
374.4
50.5
1 49.5
NA
4200
691.5
93.4
6.6
NA

�xKI�17' C
Laporatory Report Version 4.2
Permeability of Granular Soils (Constant Head) #5MME
ASTM D 2434
'ect #: 1053-07- Report Date: 3/27/07
ct Name: Trader Construction Company Test Date(s) 3/23 - 3/26/07
Client Name: Trader Construction Company
Client Address: .2500 Hwy. 70 East, New Bern, NC 28560
Boring No. Bulk Bag Sample No. 2 Sample Date: 3/5/07
Location: Basin 2A - Stockpile at Riverside Elevation: NA
Sample Description: Light Brown SAND (Visual)
Diameter, in:
2.879
Diameter, in:
2.879
Length, in:
5.740
Length, in:
5.740
Wet Unit Weight, pcf:
121.4
Wet Unit Weight, pcf:
128.6
Dry Unit Weight, pcf:
103.7
Dry Unit Weight, pcf:
103.7
Moisture Content, %:
17.0
Moisture Content, %:
24.0
11
FEj2MEg81ClTYMEASUREMENT5k-r_'
'• +I i'
rTYIQl..1Y
V' n
Ura4, Ont,°,516,
i; tiS.
cm%secj j�
t ti�unco rested ,
s�" E'
J�co rec�tedY .
1
53.17
9.00
19.0
8.97E-04
9.20E-04
2
51.8.7
9.00
19.0
.8.75E-04
8.97E-04
3
154.82
28.00
19.0
8.40E-04
8.61E-04
�.�el;
�{`Kaveragew =
; ,:
8.71E-04
8.92E-04
L, cm: 14.580
A, cm 2: 41.999
h; cm: 38.100
P.,.OIiQUS
DL5
k=VL160Ath
where:
k = hydraulic conductivity, cm/sec
V = volume of water discharged, cm 3
SOIL
L = length of test specimen, cm
A = cross -sectional area of test specimen, cm `
SPECIMEN
t = total time of discharge, min
h = hydraulic head difference (HI - H2), cm
POROZ7s.DIS
Remarks: Test specimen compacted to 100% at 2.0% wet of optimum moisture (ASTM D-698).
References:
I ❑ician Name:
*nical Responsibility:
ASTM D422: Method for Particle -Size Analisys of Soils
Mal Kraian
Mal Kraian
cen jmdm, u
CONSTANT
HEAD
FILTER
HI
PA
Laboratory Supervisor
3201 Spring Forest Road
S&NE, INC. Raleigh, NC 27616 Sam le #2 Basin 2A - p Stocpile at Riverside

n
i
2
� r
� q
y
r'
Dowdy Point
StDrto
i. " Y 2' ._y �X j' i
a ewe
J.
a i / Pointe Hill
Fork Pt �' .E Point
jjW `�� ' QM� 'Greek xzq� ..�+ Greco Point ✓ `; �`�
r{8fniti0n ,
' Pt (mma
j rd r Skate Paint BROAD ` �' �. .r i t
�Buiatl Pt
Y.
w A
* v
N y
1'
6
i
Gum n,kwt
L
GUM �`M f,:> � CKE P
ei
Oy
r....,,.MM 7 1=7 A. of k ice..

v�MCMM&CREED ENGINEERS
S U R V E Y O R 5
P L A N N E R S
August 21, 2008 04135-0001 (40)
Mr. Scott Vinson
Division of Water Quality
North Carolina Department of Environmental and Natural Resources
943 Washington Square Mall
Washington, NC 27889
RE: River Dunes Marina and Residential Development, Pamlico County,
North Carolina
High Density Stormwater Permit
Dear Mr. Vinson:
On behalf of River Dunes Corporation and Ed Mitchell, please find enclosed for
your review the high density stormwater permit for the River Dunes Marina and
Residential Development located in Pamlico County, North Carolina. This
permit specifically covers Harbor Village VI and Village Center Phase II.
River Dunes Corporation will be mailing separately the following items:
1) Signed permit application
2) Signed and notarized operation and maintenance agreements for the
stormwater BMPs
3) Signed and notarized deed restrictions and covenants page
4) Check for $4,000 for express review permit application fee
If you have any questions or request additional information, please let me know.
Sincerely,
McK1M & CREED, PA
Venture IV Building
Suite 500
Curt Blazier, PE
1730 Varsity Drive
Project Engineer
�gp-�� yq�yryr ED
EI
RECEIVED
Raleigh, NC 27606
yE "
AUG 1 : 8G8
919.233.8091
,,nnrr
I)VV�-V ARO
Fax [phone]
9:\4135\0001\40.Permit\Vi..DWQ0821W,doc
\\\1N\ CAR p �Ike
•.•• /
03384
g-
C'G,p��'vGIN��
IMII I \\\\
ww w. m c k i m c r e e d. c.m

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STORMWATER MANAGEMENT PERMIT
RIVER DUNES MARINA AND RESIDENTIAL DEVELOPMENT
for
RIVER DUNES CORPORATION
HARBOR VILLAGE VI AND VILLAGE CENTER PHASE 11
TABLE OF CONTENTS
I. PERMIT APPLICATION
11. SUPPLEMENTS
III. CALCULATIONS
IV. GEOTECHNICAL DATA
V. PLANS
9
0
AUG "%„l '2008
DVVQ-VVVAR0

For DENR Use ONLY
North Carolina Department of Environment and Reviewer.
Natural Resources Submit:
NCDENR Request for Express Permit Review Time
Confirm.
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidsonCo)ncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a.ncmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan(a)ncmail.net ®®C��++
• Washington Region -Lyn Hardison 252-946-9215 or lvn.hardison(�ncmail.net E��// /�PRHES7S
• Wilmington Region -Janet Russell 910-350-2004 or janet.russelipr cmail.net
AUG 212008
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: RIVER DUNES MARINA & RESIDENTIAL, HV vi & cent 2. County: PAMLICO NC DENR
Applicant: ED MITCHELL Company: RIVER DUNES CORPORATION
Address: 416-A POLLOCK STREETCity: NEW BERN, State: NC Zip: 28560-
Phone: [phone] Fax::[phone] Email: [e-mail]
Physical Location:SR 1317
Project Drains into _ waters — Water classification _ (for classification see-http://h2o.enr.state.nc.us/bims/reports/repoasWB.html)
Project Located in NEUSE River Basin. Is project draining to class ORW waters? Y/N , within 'h mile and draining to class SA waters Y. or
within 1 mile and draining to class HQW waters? Y/N
Engineer/Consultant: CURTIS BLAZIER Company: MCKIM & CREED
Address:1730 VARSITY DRIVE, SUITE 500City: RALEIGH, State: NC Zip: 27606-_
Phone: [phone] Fax::[phone] Email: [e-mail]
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ® High Density -Infiltration 5 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density—Stormwater Wetlands _ # Treatment Systems
❑ High Density -Other _# Treatment Systems /❑ MODIFICATION: [IMajor ❑ Minor ❑ Revision SW
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use);
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401): Check all that apply Isolated wetland on Property ❑ Yes ❑ No
Wetlands on Site ❑ Yes ❑ No Buffer Impacts: ❑ No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Minor Variance: ❑ No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ❑ No Major General Variance ❑ No ❑ YES
404 Application in Process w/ US ACOE: ❑ Yes ❑ No 401 Application required: []Yes ❑ No If YES, ❑ Regular
Permit Received from US ACOE ❑ Yes ❑ No Perennial, Blue line stream, etc on site ❑ yes ❑ No
For DENIR use only
Fees lit for multiplepermits: Check# a3 Total Fee Amount S
SUBMITTAL DATES
I Fee
I
I SUBMITTAL DATES
Fee
CAMA
1 $
Variance ❑ Ma'; ❑ Min
$
SW ® HD, ElLD, ❑ Gen
$
401:
$
LQS
1 $
Stream Deter,_
$
NCDENR EXPRESS July 2008

Red mangles at the upper right hand comer indicate design comments
• Plane complete the yellow shaded item.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled our, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information,
Contact Person
Phone Number
Date
Drainage Area Number
Mr. Ed Mitchell
[phone]
811312008
V1­3
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area
91,984
fil'
Impervious area
Percent impervious
54,548
59
f?
%
Design rainfall depth
3.00
in
RECEIVED
Peak Flow Calculations
1-yr, 24-hr nurniff depth
3.48
in
SEP
1-yr, 24-hir intensity
0.15
inthr
Pre -development 1-yr, 24-hr runoff volume
1,334
ft/sec
Post -development 1-yr, 24-hr runoff volume
15,571
ftisec
DWQ
Pre/Post 1-yr, 24-hr peak flow control
14,237
folsec
PROJ # - - - - - - - - -
Storage Volume: Non -SR Waters
Minimum design volume required
13,423
It,
Design volume provided
13,983
ft3
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth
in
Pre -development 1-yr, 24-hr runoff
It,
Post -development I -yr, 24-hr runoff
to
Minimum volume required
It,
Volume provided
It,
Solis Report Summary
Soil type
Loamy Sand
Infiltrafion rate
1.30
in/hr
SHWT elevation
0.70
first
Basin Design Parameters
Drawdown time
0.49
days
OK
Basin side slopes
3.00
. I
OK
Basin bottom elevation
3,30
level
OK
Storage elevation
5.30
fmsl
Storage SA
8,258
fit'
Top elevation
6.30
firnsl
Basin Bottom Dimensions
Basin length
133
It
Basin width
85
it
Bottom SA
5,755
IF
Additional Information
Total runoff volume captured by basin
5.00
ac-in
Maximum of 2 acre -inches allowed
Length of vegetative filter for overflow
50.00
It
OK
Distance to structure
N/A
It
OK
Distance from surface waters
50.00
It
OK
Distance from water supply well(s)
N/A
ft
OK
Separation from impervious soil layer
0,00
it
OK
Naturally occuring soil above shwt
2.00
it
OK
Bottom covered with 4-in of clean sand?
y
(Y or N)
OK

® Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger storms?
Pretreatment device provided
0
(Y or N) OK
(Y or N) OK
(Y or N) OK
RECEIVED
SEP 15.12008
DWQ
PROJ #

Permit No
(to be provided by OWQ)
III. REQUIRED ITEMS CHECKLIST
•Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
Sheet No.
CJ� G'I 1.
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High Flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
GrhR
2.
Partial plan (1" = 30' or larger) and details for the infiltration basin showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
C/7R
`J
u�
- Pretreatment device.
r 3.
Section view of the infiltration basin (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
c _45�c7.
A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
G�
/[,g_ce
_��r1GJ5.
A soils report that is based upon an actual Feld investigation, soil borings, and infiltration tests. The
SEC_Row
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
cl
6.
A construction sequence that shows how the infiltration basin will be protected from sediment until the
entire drainage area is stabilized.
C_�j C W;S 7.
The supporting calculations.
�
` lqL
�af�er
A copy of the signed and notarized operation and maintenance (0&M) agreement.
a�c.
elimV
A copy of the deed restrictions (if required).
•
Form SW401-Infiltration Basin-Rev.2 Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1