SW8051128_OTHER_20140505

BANCROFT FOREST
St. James Plantation
Brunswick County, North Carolina
DESIGN AND STORMWATER NARRATIVE
Prepared for:
St. James Development Company, LLC
Prepared by:
-DARA:M"UNTE
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
Project #10121.PE
August 2013
Revised May 2014
p MAY 0 5 2014

BANCROFT FOREST
St. James Plantation
St. James, NC
Brunswick County, North Carolina
Project#1012"I.PE
Table of Contents
Design Narrative
Maintenance
Erosion and Sedimentation Control Specification
Calculations
Page

BANCROFT FOREST
St. James Plantation
St. James, NC
Brunswick County, North Carolina
DESIGN NARRATIVE
St. James Development Company, LLC is proposing to establish the infrastructure for a single family
neighborhood within St. James Plantation in Brunswick County, North Carolina called Bancroft Forest.
St. James Plantation is located approximately 4 miles northwest along NC Highway 211 (Southport -
Supply Road) from the intersection of NC Highway 211 and NC Highway 87 River Road in Southport.
For the exact location of the Bancroft neighborhood within St. James Plantation please see the vicinity
map provided on the cover sheet of the plans.
The development will consist of 59 single family lots and the project boundary totals 31.96 acres (shown
on the plans provided). The property is currently poorly wooded area consisting primarily of Wando
Find Sand (WaB) per attached soils map.
The project is within a drainage basin which drains to the Cape Fear River. The receiving stream is the
Beaver Dam Creek (SC, SW, HQW) just above Polly Gully Creek. The runoff will be conveyed into two
BMP's with DA#1 being the previous permitted wet detention pond with the addition of one additional
lot and lowering the pond by 1 foot based on clients preferences. DA #2 is being converted to a
infiltration basin with all the input data being the same as the approved permit. The stormwater will be
conveyed into the BMP's via a storm drainage system. The runoff will be controlled in the BMP's
through the use of outlet structures for primary control and for greater rainfall events.
For the infiltration basin, RFTS performed the necessary testing, as shown in the provided report, the
seasonal high water table was determined to be at elevation 20.5 with an infiltration rate of 6.9
inches/hour. This basin is being updated based on field conditions and change by CLIENT. We have
placed a holding pond before going into the infiltration basin because the piping has already been
constructed and we needed to get down to the necessary elevation.
The impervious area was calculated by taking into the account the roadways, sidewalks, and the 59 lots.
Based on the numbers calculated in the appendix, in conjunction with the deed restrictions, the allowable
built upon area per lot is 6,000 sf. In addition to this requirement, they will be designed to handle the
pre/post requirements from Brunswick County.
MAINTENANCE
Contractors shall be responsible for periodic inspection and maintenance of all indicated erosion control
devices in accordance with the plans and specifications. In addition, inspection mid any necessary
maintenance will be required immediately following any significant storm event. Any erosion control
measure that fails to function as intended shall be repaired immediately. Upon completion of

construction and the establishment of stabilized ground cover, the property owner shall be responsible
for any ongoing site maintenance.
EROSION AND SEDIMENTATION CONTROL SPECIFICATION
PART 1-GENERAL
1.1 RELATED DOCUMENT
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.2 WORK INCLUDED
A. Contractor shall take every reasonable precaution throughout construction to prevent the
erosion of soil and the sedimentation of streams, lakes, reservoirs, other water impoundments,
ground surfaces, or other property as required by State and Local regulations.
13. Contractor shall, upon suspension or completion of land -disturbing activities, provide
protection covering for disturbed areas. Permanent vegetation shall be established at the earliest
practicable time. Temporary and permanent erosion control measures shall be coordinated to
assure economical, effective, and continuous erosion and sediment control throughout the
construction and post construction period.
1.3 RELATED SECTIONS
A. Related Sections —The following Sections contain requirements that relate to this Section:
I. 01011 — Existing Underground Utilities
2. 01015 — Special Conditions for this Contract
3. 01070 — Shop Drawings, Project Data & Samples
4. 02200 — Earthwork, Excavation Trenching, and Backfilling
5. 02230 — Site Clearing
6. 02240 — Dewatering
7. 02485 — Seeding General Areas
1.4 REGULATORY REQUIREMENTS
A. Contractor shall be responsible for prevention of damage to properties outside the construction
limits from siltation due to construction of the project. The Contractor will assume all
responsibilities to the affected property owners for correction of damages that may occur.
Erosion control measures shall be performed by the Contractor, conforming to the requirements
of, and in accordance with plans approved by applicable state and local agencies and as per the
erosion control portion of the construction drawings and these specifications. The Contractor
shall not allow mud and debris to accumulate in the streets. Should the Contractor pump water
from trenches during construction, appropriate siltation preventative measures shall be taken
prior to discharge of pumped water into any storm drain or stream.

PART 2-PRODUCTS
2.1 Open mesh biodegradable mulching cloth.
2.2 Fertilizer shall be "10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground 'I limestone containing not less than 10 percent
magnesium oxide.
2.4 Phosphate shall be 20 percent super phosphate or equivalent.
2.5 Provide grass seed mixture as shown on the plans.
2.6 Silt fence shall consist of non -biodegradable filter fabric (Trevira, Mirafi, etc.) wired to
galvanized wire mesh fencing and supported by wood or metal posts.
2.7 NCDOT Class B stone for erosion control.
PART 3 - EXECUTION
3.1 CLEARING
A. Clearing and grubbing shall be scheduled and performed in such a manner that subsequent
grading operation and erosion control practices can follow immediately thereafter. Excavation,
borrow, and embankment operations will be conducted such that continuous operation. All
construction areas not otherwise protected shall be planted with permanent vegetative cover
within 15 working days after completion of active construction. All slopes shall be planted
within 21 calendar days after completion of such activity.
3.2 STA131LIZING
A. The angle for graded slopes and fills shall be no greater than the angle that can be retained by
vegetative cover or other adequate erosion control devices or structures. All disturbed areas not
to be paved and left exposed will, within 14 calendar days of completion of any phase of
grading, be planted or otherwise provided with either temporary or permanent ground cover,
devices, or structures sufficient to restrain erosion. All slopes steeper than 3:1 shall be be
planted or otherwise provided with either temporary or permanent ground cover, devices, or
structures sufficient to restrain erosion within 7 calendar days.
3.3 REGULATORY REQUIREMENTS
A. Whenever land disturbing activity is undertaken on a tract, a ground cover sufficient to restrain
erosion must be planted or otherwise provided within 14 calendar days on that portion of the
tract upon which further active construction is to being undertaken.
13. If any earthwork is to be suspended for any reason whatsoever for longer than 14 calendar
days, the areas involved shall be seeded with vegetative cover or otherwise protected against
excessive erosion during the suspension period. Suspension of work in any area of operation
does not relieve the Contractor of the responsibility for the control of erosion in that area.

PART 4-CONSTRUCTION PHASE
4.1 PRACTICES
A. Avoid dumping soil or sediment into any streambed or watercourse. Backfill for stream
crossings shall be placed dry and compacted to minimize siltation of the watercourse, where
applicable.
B. Maintain an undisturbed vegetative buffer where possible between a natural watercourse and
trenching and grading operations.
C. Avoid equipment crossings of streams, creeks, and ditches where practicable.
PART 5 - SEDIMENT CONTROL FEATURES
5.1 GENERAL
A. All devices (silt fences, retention areas, etc.), for sediment control shall be constructed at the
locations indicated prior to beginning excavation on the site. All devices shall be properly
maintained in place until a structure or paving makes the device unnecessary or until directed
to permanently remove the device.
5.2 DESIGN APPLICATIONS
A. Mulch shall be used for temporary stabilization of areas subject to excessive erosion, and for
protection of seed beds after planting where required.
1. jute, mesh, etc. should be installed as per manufacturer's instructions.
B. Silt fences shall be used at the base of slopes and in drainage swales to restrict movement of
sediment from the site.
C. Riprap shall be used at the proposed outfall pipes as indicated on plans.
D. Establish vegetative cover on all unpaved areas disturbed by the work.
1. Preparation of Seedbed. Areas to be seeded shall be scarified a depth of 6 inches until a
firm, well -pulverized, uniform seedbed is prepared. Lime, phosphorous, and fertilizer
shall be applied during the scarification process in accordance with the following rates.
a. Lime — 2 ton per acre
b. Nitrogen —100 pounds per acre
C. 11205-200 pounds per acre
2. Seeding. Disturbed areas along roads and ditches shall be permanently seeded with 10-20
pounds per acre of centipede during the period from March through September. Seeding
performed during the period from April to August shall be temporarily seeded with 40
pounds per acre of German Millet. The permanent vegetative cover will be over seeded at
the earliest possible time as specified above.
3. Mulch all areas immediately after seeding. Mulch shall be applied and anchured as
specified hereinbefore.

5.3 MAINTENANCE
A. The Contractor shall be responsible for maintaining all temporary and permanent erosion
control measures in functioning order. Temporary structures shall be maintained until such
time as vegetation is firmly established and grassed areas shall be maintained until completion
of the project. Areas which fail to show a suitable stand of grass or which are damaged by
erosion shall be immediately repaired.
5.4 REMOVAL OF SEDIMENT CONTROL DEVICES
A. Near completion of the project, when directed by the Owner's agent, the Contractor shall
dismantle and remove the temporary devices used for sediment control during construction.
All erosion control devices in seeded areas shall be left in place until the grass is established.
Seed areas around devices and mulch after removing or filling temporary control devices.
END OF SECTION 02410

;i
i
•. g
v•.
__' _ ._...r � � biz •. :'• _- � � 'i
i
— - - ---= /
Hickory Point
y •• _—_—_—_— --� LONG BEAf,H CORP
�. f.4 ry. _ _; �• -.-+` •' boat _. — -.. -- —_ _ —

Soil Map —Brunswick County, North Carolina
33. 56 43"
33. 56' 25'
. ;.4 = ram` -
.�y-•. ! ,I Ci-0.
t '' ty�, - -�yl,✓ R'F.
614,
� � i} N r R }
-kTit
i "
�t
• � t - 1 n .d iC JT � t .;
1 '
t
I �� •F ' "as'T '{F e L ) 9-R 7 '' < .Fa "
41e r 3 N -
h G a
F
Map Stale. 1:3,380 it Vieled mile size (9.5" x 11-) shetl.
Meters
N 0 45 90 180 270
n Feet
N 0 150 300 600 900
Natural Resources Web Soil Survey
�1 Conservation Service , National Cooperative Soil Survey
4rm2of 0
Page 1 of 3
33-56 43"
33. 56'27"

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AD[)
Sells
Soil Map Units
Special
Point Features
Blowout
®
Borrow Pit
X
Clay Spot
e
Closed Depression
Gravel Pit
..
Gravelly Spot
Landfill
!•,
Lava Flow
Marsh or swamp
Mine or Quarry
po
Miscellaneous Water
p.
Perennial Water
v
Rock Outcrop
}
Saline Spot
Sandy Spot
Severely Eroded Spot
(•
Sinkhole
Slide or Slip
a
Sadic Spot
_
Spoil Area
Stony Spot
Soil Map -Brunswick County. North Carolina
fin Very Stony Spot
v Wet Spot
Other
Special Line Features
Gully
Short Steep Slope
Other
Political Features
0 Cities
Water Features
Oceans
Streams and Canals
Transportation
sti-I. Rails
Interstate Highways
US Routes
Major Roads
..y. Local Roads
MAP INFORMATION
Map Scale: 1:3.380 if printed on A size (8.5" . I V) sheet.
The soil surveys that comprise your ACII were mapped at 1:24,000
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://mbsoilsuwey.nres.usda.gov
Coordinate System: UTM Zone 17N NAD63
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Brunswick County, North Carolina
Survey Area Data: Version 12, Feb 27, 2008
Date(s) aerial images were photographed: 7/3/2006
The orthophoto or other base map on which the soil Ones were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
r•d �'Natural Resources Web Soil Survey 4/7/2010
"°'—' Conservation Service National Cooperative Soil Survey Page of 3

Soil Map-Brunsvnck County, North Carolina
Map Unit Legend
Brunswick County, North Carolina (NC019)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
KrB
Kureb fine sand, 1 to 8 percent slopes
Lo
Leon fine sand
Me
Mandarin fine sand
WaB
Wando fine sand, 0 to 6 percent slopes
Totals for Area of Interest
6.4
18.5%
0.2
0.7
...-_. 5.4 ... _. -
15.6%
22.4
65.2%
Natural Resources Web Soil Survey 4172010
Conservation Service National Cooperative Soil Survey Page 3 of 3

forth Carolina Secretary or State
North Carolina
Elaine F. Marshall 0EPARTViENT oR-rfn,
Secretary SECRETARY or STATE
PO Doe 29622 Ralelgh. NC 21626-0622 (9191807-2000
Account Login Re isc st
Date:
8/29/2013
Click here to:
View Document Filings I File an Annual Report I
J Pint a Pre -populated Annual Report Fillable PDF Form I Amend A Previous Annual Report 1
Corporation Names
Name
Name Type
NC ST. JAMES DEVELOPMENT CO.,
LEGAL
LLC
Limited Liability Company Information
SOSID:
0407570
Status:
Cunent-Active
Effective Data:
10/4/1996
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
DEC 2040
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
ATKINSON, JOHN A
offiie:Address: -
-
1 ST JAMES OR
SOUTHPORT NC 28514
Mailing Address;
P 0 BOX 10879
SOUTHPORT NC 28461
Principal Office
Office Address: -
1 ST. JAMES DRIVE . -.
SOUTHPORT. NC 26461
Mailing Address:
1 ST JAMES DRIVE
SOUTHPORT NC 28461
Officers
Title:
MANAGER
Name:
JOHN A ATKINSON .
Business Address:
PO BOX 10879
SOUTHPORT NC 28461
1 oY2
8/29/2013 8:43 AM

Pond #1 - Bancroft Forest
NC DENR Retention Requirements
Objective: design a wet detention basin with the following characteristics: a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1.5 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3:1.
Step 1: Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 18.36 ACRE Value from CAD
Impervious Drainage Area 6.37 ACRE Value from CAD
Impervious Cover 34.7% Impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)'100%
Elevation of Permanent Pool Surface 28.0 FT Value selected by designer
Depth of Permanent Pool 5.0 FT Value selected by designer
Elevation of Wet Detention Pond Bottom 23.0 FT (Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length 450 FT Value from CAD
A pmate Pond Width 162 FT Value from CAD
Len troxih:Width Ratio 3:1 Ratio= Len th /Width :1
Required SAIDA Ratio for 90% TSS Removal 0.95 Value from chart. Reference: "90% TSS Removal
Required Permanent Pool Surface Area 7,598 SF Required Surface Area=(Required SAIDA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 76,728 SF Interpolated value from stage -storage calculations
Step 2: Determine the 1.5-inch runoff elevation within the wet detention pond
Runoff Coefficient, Rv
0.362
MIN
Rv=0.05+0.009'(% Impervious)
Required 1.5 Runoff Volume (Volume of
36,215
CF
1.5 Runoff Volume=1.5 inch'Rv'1 foot/12
Temporary Pool)
inch*(Total Drainage Area)
Volume Below Permanent Pool
503,616
CF
Value from stage -storage calculations (cumulative
pond volume at permanent pool elevation)
Total Volume to be Controlled
539,831
CF
Total Volume to be Controlled=(Volume Below
Permanent Pool)+(1.5" Runoff Volume)
Storage Elevation at Required Volume
27.49
FT
Value is interpolation based upon stage -storage

Step 3: Calculate the required forebay volume (18-22% of total pond volume) and compare to the forebay volume provided.
Total Pond Volume 503,616 CF Value from stage -storage calculations
aenuirnrl Tntal Fnrehav Volume 100.723 CIF Forebav Volume=(Total Pond Volume)*20%
Provided Forebay Volume:Total Pond Volume 22% (Provided Fooebay Volume)/(Total Pond
Volume)'100%
Step 4: Verify that time required to drawdown the 1.5-inch runoff volume is within 2 to 5 days.
Diameter of Proposed Low -flow Orifice
3.00
IN
Value chosen by designer
Elevation of Outlet Structure
28.50
FT
Value chosen by designer
(Total Elevation Head Above Orifice)=(Weir
Total Elevation Head Above Orifice
0.50
FT
Elevation) -(Elevation of Permanent Pool Surface)
(Average Elevation Head Above Orifice)=((Storage
Elevation at Required Volume)+(Elevation of
Average Elevation Head Above Orifice
0.17
FT
Permanent Pool Surface)X-(Storage Elevation at
Required Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
O=Cd'(Pi)*[(DiameterofOnfice)'(1 ft112
O, Flowrate Through Low -flow Orifice
g
0.10
CFS
in) A2/4'(2'32.2'(Averge Head)]A112
(Drawdown Time)=(1. 5' Runoff Volume)10'(1
Drawdown Time for 1.5-inch Runoff
4.34
DAYS

Pond #1 - Bancroft Forest
Stage -Storage Calculations for Proposed Wet Detention Pond
StagelStorage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
27.0
76,728
0
0 -Permanent Pool
28.0
84,798
80,763
80,763
29.0
88,612
86,705
167,468
30.0
92,482
90,547
258,015
31.0
96,408
94,445
352,460
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour Incremental Volume, S
Contour Area (SF) Volume (CF) (CF)
16.0
29,085
-
- •-Sediment Storage
17.0
32,210
0
0 -Bottom Elev.
18.0
35,448
33,829
33.829
19.0
38,799
37,124
70,953
20.0
42,262
40,531
111,483
21.0
45,837
44,050
155,533
22.0
49,529
47,683
203,216
23.0
53,331
51,430
254,646
24.0
57,247
55,289
309,935
25.0
61,275
59,261
369,196
26.0
65,419
63,347
432,543
27.0
76,728
71,074
503,616 -Permanent Pool
28.0
84,798
80,763
584,379
29.0
88,612
86,705
671,084
30.0
92,482
90,547
761,631
31.0
96,408
94,445
856,076
Forebay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
16.0
4,185
-
- --Sediment Storage
17.0
5,098
0
0 -Bottom Elev.
18.0
6,068
5,583
5,583
19.0
7,095
6,582
12,165
20.0
8,178
7,637
19,801
21.0
9,317
8,748
28,549
22.0
10,514
9,916
38,464
23.0
11,766
11,140
49,604
24.0
13,075
12,421
62,025
25.0
14,440
13,758
75,782
26.0
15,864
15,152
90,934
27.0
19,818
17,841
108,775 -Forebay Volume

Project Name: Section 6B
Client:
St. James
Project Number:
10121.PE
Prepared By:
DJF
Date:
5/2/14
Infiltration Basin Calculations
Stormwater Quality Requirement:
Drainage Area to System =
10.07 Ac.
Impervious Area =
3.71 Ac.
% Impervious
36.84
Runoff Coefficient (Rv) =
0.382 in/in
Req. 1.5" Runoff Volume =
20,922 cf
Storage Volume Elevation =
24.98 EL.
Storage Volume Surface Area
22,215 sf
Soils Information:
Soil Type =
EL. At Test Location
Depth to SHWL =
SHWL =
Infiltration Rate =
(See Attached)
Infiltration Basin Storage
PARA M OUNTE
Wando Fine Sand (WaB)
29.00
102.0 in
20.50
2.25 in/hr (<1/2 Actual rate)
CONTOUR
INCR.
ACCUM.
CONTOUR
AREA
VOLUME
VOLUME
[sq ft]
[cu ft]
[cu ft]
24.0
20,323
0
0
25.0
22,248
21,286
21,286
26.0
24,229
23,239
44,524
27.0
26,006
25,118
69,642
28.0
27,732
26,869
96,511
29.0
29,471
28,602
125,112
Draw Down Analysis:
Bottom Area of Basin
20,323 sf
Bottom Elevation of Basin
24.0 ft
Basin Depth
5.0 ft
Draw Down Time =
0.23 days
(from Darcy's Equation)