20050732 Ver 10_Stormwater Info_20080617

Bobbitt Design-Build, Inc.
600 Germantown Road
Raleigh North Carolina 27607
Letter of Transmittal
[phone] Date: 16-Jun-08 Job Number: 2840
Fax [phone] Job Name: Wood Charter School
bobbitt.com
X 05 - 0'13 2- LVAL t o
To: NCDEHNR Attention: Jose h G amfi
DWQ-Permits Unit
2321 Crabtree Blvd WVA
We are sending you the following items:
Shop drawings x Plans
x Copy of letter Samples
x Prints Specifications
Change order
Copies Date No. Description
3 copies Express Review Application
3 sets Wet Pond Constructions Drawing; Shts CO, C2, C4, and C7
3 copies Stormwater design Calculation Package; incl. BMP suplement
and Operations and Maintainance agreement
1 CD Construction Plans, CO, C2, C4 and C7 in PDF format
1 Check $1000 Review fee Gk 1f 0011
1 original Woods Charter School "Hold Harmless Provision"
1 copy Express Review Acceptance Letter
1 copy New York DOT - nomograph for disapator pad sizing
These are transmitted:
FOR BIDS DUE (Date)
For approval
x For your use
x As requested
For review & comment
Approved as submitted
Returned for corrections
Remarks:
Resubmit copies for approval
Submit copies for approval
Return corrected prints
JUN 1 7 2008
Mr. Gyamfi,
In addition the the requirements of the submittal, the school is required to rovid-?NR - wATERnuAUrr
P eWFTLANDS AND STORMWATER BRANCH
a copy of the 'Hold Harmless Provision', which generally is to clarify that Woods
Charter School is NOT a State or County funded school, and any liabilities incured by
the school can not be collected from the State or County.
Please let me know if you have any questions.
Thanks
Copy to: File From: Blair Pittman
bpittman(a)bobbi m
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
?x D s • 013 3L, LR- t-
to
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
UN 1 7 2008
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
Gov S ?'d ggl-?/z ?f t3C OnEN - RQ1 IA BRPNOH
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):

3. Owner Mailing Address for person listed in item 2 above:
too- 60y- 5-00p,
City: Cb?4AE4 H/a- State: d e- Zip:
Phone Number: (y/ ) 60-1?35?Fax Number: ( q/? ) &O- 0135 Email Address:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
5. Location of Project (street address):
A?D2€ °? ?? ? ?or4©
lljooJ4adc may` 44,JC 4P
City:
County: if A
6. Directions to project (from nearest major intersection):
?EADIAG ? or,-rd oA 9-5©? (? a WAS 7 ad & p2ail5 Sro2L- 49A0
7. Latitude: `3!h W30` Longitude: - q / O `?? of project
8. Contact person who can answer questions about the project:
8?/P / tad
Name: Bt g!2 I"f772YI4d ?y Telephone Number: (?q 1 / )
Fax Number : ?/V- 95'1- /?82 Email Address : 0/°/r1-mRd 0 &B 6/ r"% - 4:0AA
II. PERMIT INFORMATION:
1. Specify whether project is (check one): - New Renewal Modification
9/2004 Version 1.0 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number jf7Cv and its issue date (if known)
3. Specify the type of project (check one):
Low Density --X High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater -Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
IL'4r?'o?G F2Lw• 7h1? /7?i/?LcaD.vl &1 t- 15 ?otrt G?i7 / AZ2 /26YJAP 7D

3. Total Project Area: 170 acres 4. Project Built Upon Area: - ?7i -3-1 %
5. How many drainage areas does the project have? I
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Tie?e to KEe
a
Receiving Stream Class w5- 5th
Drainage Area
p
1 7,
Existing Impervious* Area
Proposed Impervious*Area
% Impervious* Area (total) 32. 3
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings poo ??
On-site Streets p 5v
On-site Parking oaJ S?
On-site Sidewalks J
Other on-site
Off-site
Total: o Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
9/2004 Version 1.0 Page 2 of 4
2. Stormwater runoff from this project drains to the nyE ?6A?L River basin.
How was the off-site impervious area listed above derived? u ?1-'F° SITS ??2t4i,J/1c t5
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer authorization or General
Certification numbers as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
5. All permitted runofffrom outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 401/wetlands unit website.
Bioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item. Initals-
• Original and two copies of the Express Review Stormwater Management Application
• Signed and notarized Operation and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): J50-64'i17`
Mailing Address: to z-xAA-'o?.JA 94,ta !!
State: N Zip: 2bo}
Phone: Fax; ( 56/-/UZ
VIII. APPLICANT'S CERTIFICATION
'
I, (print or type name of person listed in General Information, item 2) GIoA 14) C-.6,6
certify that the information included on this application form is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants
will be recorded, and that the pr2pD,%e4-p t lies with the requirements of 15A NCAC 2H .1000
y -?
Signature: '712 / Date;
9/2004 Version 1.0 Page 4 of 4

?_ xf os-0'131 vio
WOODS CHARTER SCHOOL
TRACT > BRIAR CHAPEL
ANDREWS STORE ROAD
CHATHAM COUNTY
NORTH CAROLINA
; A
WET POND CALCULATIONS
OPERATIONS AND MAINATAINCE
FOR WET POND AND SPREADER
DATE: 27 MAY 2008
REVISIONS:
1A 12 JUNE 2008
pollcT If """"A
O E_= B I N - B
COPYRIGHT © 2008 BOBBITT DESIGN-BUILD, INC. ALL RIGHTS RESERVED.
600 GERMANTOWN ROAD
RALEIGH NC 27607
TELEPHONE [phone]
FAX [phone]
D ,.
n
,a r" E
1 40
Permit No.
(to be provided by DWO)
AlIt'lA oNCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Woods Charter School
Contact person Blair Pittman
Phone number 919-851-1980
Date 11-Jun-08
Drainage area number 9.90 acres -71
111. DESIGN INFORMATION
Site Characteristics
Drainage area 431,300.00 ft2
Impervious area 139;400.00 ft2
% impervious 32.32 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 12,600.00 ft3
Volume provided 17,719.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 3.00 in
Rational C, pre-development 0.25 (unitless)
Rational C, post-development 0.58 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 4.48 Whir
Pre-development 1-yr, 24-hr peak flow 11,09 ft3/sec
Post-development 1-yr, 24-hr peak flow 25.72 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 14.63 ft3/sec
Basin Elevations
Basin bottom elevation 410.00 ft
Sediment cleanout elevation 411.75 ft
Bottom of shelf elevation 417.00 ft
Permanent pool elevation 417.50 ft
SHWT elevation 416.00 ft
Top of shelf elevation 418.00 ft
Temporary pool elevation 419.50 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
IL DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 1.43 (unitless)
Surf ace area at the bottom of shelf 5,320.00 ft2
Volume at the bottom of shelf 19,622.00 ft3
Permanent pool, surface area required 6,174.00 ft2
Permanent pool, surface area provided 6,818.00 ft2 OK
Permanent pool volume 20,904.00 ft3
Average depth for SA/DA tables 3.07 ft OK
Surface area at the top of shelf 8,462.00 ft2
Volume at the top of shelf 26,476.00 ft3
Forebay volume 4,000.00 ft3
Forebay % of permanent pool volume 19.14 % OK
Temporary pool, surface area provided 10,085.00 ft2
Drawdown Calculations
Treatment volume drawdown time 2.00 days OK
Treatment volume discharge rate 0.03 ft3/s
Pre-development 1-yr, 24-hr discharge 11.09 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.10 ft3/s OK
Additional Information
Diameter of orifice 2 in
Design TSS removal 85 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.00 :1 OK
Length to width ratio 2.00 :1 OK
Trash rack for overflow & orifice? yes (Y or N) OK
Freeboard provided 1.00 ft OK
Vegetated filter provided? y (Y or N) OK
Recorded drainage easement provided? y (Y or N) OK
Capures all runoff at ultimate build-out? y (Y or N) OK
Drain mechanism for maintenance or emergencies yes, 8" oriface and screw valve
Form SW401-Wet Detention Basin-Rev.4 Parts I. & 11. Design Summary, Page 2 of 2
Permit N
(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.
5#-r CZ 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.
2
P
ti
l
l
1" = 30'
l
d d
t
il
f
h
d

LLq??xAO£? .
ar
a
p
an (
or
arger) an
e
a
s
or t
e wet
etention basin showing:
Outlet structure with trash rack or similar,
Ste- ?? Maintenance access,
06TtA10 Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
I
N1 Filter strip.
3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and

C/iZ Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified

wa-r P-40 on the plans prior to use as a wet detention basin.
d". PWKW5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
?
C'A' I A4AO 1.G 7
WE-t ?o
GA+E8
A construction sequence that shows how the wet detention} basin will be protected from sediment until the
entire drainage area is stabilized. - SEC. ?$AS?1 N& i G 4 ileA o r4AI TI L- S?E 1,5
S'I'A?,4? t t LE4,
The supporting calculations.
A copy of the signed and notarized operation and maintenance (0&M) agreement.
A copy of the deed restrictions (if required).
tin- " 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
CU e AWA6C" soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
Woods Charter School
Chatham County, North Carolina
Narrative of Construction Purpose and Stormwater Mana eg ment
This project is a located on a parcel of land which was previously a portion of Briar
Chapel, in Chatham County. Briar Chapel received approvals through NCDEHR for
certain stream and wetland impacts, and as such, a Storm water Management plan is
required covering this development.
This project consists of a proposed +/-39,000 S.F. Charter School with required parking
and landscaping located on an 18.53-acre lot in Chatham County, North Carolina.
Approximately 13.35 acres of parcel is on the East side of the existing creek, and 9.90
acres of this area is collected and routed to the proposed Wet Pond. 3.20 acres of this
drainage area is impervious. No off-site run-off is included in this area. This site is
within a WS-IV, PA watershed.
The erosion control of the disturbed area consists of a temporary sediment basin with
temporary diversion ditches and silt fencing. The proposed drainage and erosion control
honors the topography. The temporary basin is sized using the Surface Area criteria, and
controls runoff from a 10 year storm, as outlined in the Erosion and Sediment Control
Planning and Design Manual. Once the site construction is complete and stabilized the
temporary sediment basin will be cleaned out and converted to a permanent wet pond.
The proposed wet pond is sized to provide 85% TSS removal and the draw down from of
the temporary pool is released to a level spreader then through a dedicated 50' vegetative
buffer.

?1 .
1 r
c:i:a1 Y01T Wi DISSI3'MOR-POR USE IN DE IN1D GIAMNEi-S
Tbl-E: 1b use this C11,WL- you lnust kl)aw Q full CM-, Q10,V full, ajA true Vi0
Arr[IIUIX 2:18 [S11MA110N OF 51011E SIZE AHD DIMENSIONS FOR I
•
CULVERT APRONS Determination of Stone Sizes for Dumped Stone Channel Linings
,vcoMute
Step 1) [TA- RLEF flow velocity V, at culvert or paved channel
outlet.
Step 11) For pipe culverts D. 1s diameter.
For pipe arch, arch, and box culverts, and paved chan-
nel outlets, De = At, where Ad cross sectional area
of flow at outlet.
For multiple culverts. use D1 1.25.x Ds of single
culvert.
Step 111) For apron grades of l0I or steeper use recommenda-
tions for next higher zone-(iones 1 through 6).
Al
1.
K
ID
It
.1 f = _ 1. I 1
o a 10 1s ?e ?
D 1•. 1
Fig. 1
* Approximate equivalent to
N.C.D.O.T. Specifications
LEHll1H OF A f RON

Z APRON MATERIAL TO PnO1CCT TO PREVFNT
N CULVERT SCOUR HOLE
\
- 11S'
\ L L2
(D Slone Filling ( Fine)
- 3 Oq
V 4 it 00 a
0 _ _l Ligh
IT -3 } _6 1 uo J F ig.
8 x 0
( Heovy ) 4 p 8 x D? CLASS I

_ 5' it 01 10 1 0 . CLASS I
_ _ •• •
_ ?6 x Do - l 2 x Ijo (-11\SS II
m Speciolsludyrequlrtd(t'ler dissipolors,efill inp
bosh or for er slzc s o CLASS II
N- 12
Lways
2
WIDTH = 3 times pipe dia.(min.)
Source: "Bank and Channel Lining Procedures," New York Department
V
!40-
9
M
!t0-
E
0
and Revetment3
step 1 Use g. 3 to elerm ne maximum stone size e.g.. or
12 fps - 20" or 550 lbs.).
Step 11) Use Fig. 4 to determine acceptable size range for stone
((or 12 fps It is 125-500 lbs. for 25% of stone, and the
maximum and minimum range in weight should be 25-500 lbs.)
Note: in determining channel velocities, for stone linings and
revetments, use the following coefficients of roughness:
Diameter Manning's Min. Thickness
(inches) 'n' of Lining (inches)
Fine 3 0.031 9 "A"
Light 6 0.035 gmza "B"
Medium 13 0.040 0 - "13"
Heavy 23 0.044 30 CLASS I

-10.000` l
dv
-s.ooo • ?
» \S)
. "e
1
:1.000 "
-300
-230
-100 K
O.r'•^••+ -•r'-,rf,c!,Ir111,11iH11111U1i1111111f11 111i1HHilMil 11i11H1i1Hi11111fi11H1fi#H
1 1• 1 1 1 . a 1 1 1 0
0 1 1 4 1 10 11 14 It 11 to
Velocity 1ot feet/too.
Fig. 3 Max. Stone Size for Rip Rap posed .. 116461 c.11e
Os x 6
Maximum weight of
stone required Minimurii and maximum range
In weight of stones Weight range of
75% of stones
(tbs.) (tbs.) (tbs.)
150 25 - 150 50 - 150
200 25 - 200 50 - 2DO
250 25 - 250-- 50 - 250
400 25 - 400 100 - 400
600 25 - 600 150 - 600
800 25 - 800 200 - 800
11000 50 - 1;000 250 - 1,000
1,300 50 - 1,300 325 - 1,300
1,600 50 - 1,600 4DO - 1,600
2.000 75 - 2.000 600 - 2.000
Woods Charter School
Total Site Area: 18.53 ac
Drainage Area East of Creek: 13.35 ac
Drainage area to pond Acres: 9.90 ac
Impervious Area: 3.2 acres
Wet Pond Design
% IMPERVIOUS- (3.2 ac/9.90 ac) =.323 = 32.3% impervious
use 32% Impervious and 3' permanent pool depth for surface area
from table L1 SA/DA = 1.43%
(Stormwater Best Management Practices, NCDEHNR; July 2007)
Required surface area:
(0.0143 x 9.9ac) = 0.1416 ac = 6170 s.f.
6810 s.f. provided at Elev. 417.50
Volume controlled from 1" storm:
Rv = 0.05 + 0.009(I)
Rv-runoff coefficient'
I - impervious (%)
Rv =.05 + 0.009(33)
Rv= 0.35 in/in
Req'd Volume = (1" x 0.35 in/in x 9.9ac x 1'/12in)
= 0.288 ac-ft =12,600 CuFt
17,700 CuFt provided
2" reverse sloped draw-down provided st Elev. 417.50
Time req'd to draw down to perm. Pool El. - +/- 48 hrs
Peak Flow from Pond
1 Year Storm
Ql peak - 0.10 cfs
Max. Elevations - 418.43'
10 Year Storm
Qlopeak - 2.17 cfs
Max. Elevations - 418.93'
Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - WET POND
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
Thursday, Jun 12 2008, 9:52 AM
0.00 410.00 00 0 0
1.00 411.00 1,325 663 663
1.75 411.75 1,580 1,089 1,752
2.00 412.00 2,020 450 2,202
3.00 413.00 2,415 2,218 4,419
4.00 414.00 3,060 2,738 7,157
5.00 415.00 3,780 3,420 10,577
6.00 416.00 4,500 4,140 14,717
6.50 416.50 4,900 2,350 17,067
7.00 417.00 5,320 2,555 19,622
7.50 417.50 6,818 3,035 22,656
8.00 418.00 8,462 3,820 26,476
9.00 419.00 9,529 8,996 35,472
9.50 419.50 10,085 4,904 40,375
10.00 420.00 10,654 5,185 45,560
10.50 420.50 11,500 5,539 51,099
Culvert / Orifice Structures
[A] [B] [C]
Rise (in) = 18.00 2.00 0.00
Span (in) = 18.00 2.00 0.00
No. Barrels = 1 1 0
Invert El. (ft) = 411.75 417.50 0.00
Length (ft) = 50.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00
N-Value = .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60
Multi-Stage = n/a No No
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 410.00 0.00
0.10 66 410.10 0.00
0.20 133 410.20 0.00
0.30 199 410.30 0.00
0.40 265 410.40 0.00
0.50 331 410.50 0.00
0.60 398 410.60 0.00
0.70 464 410.70 0.00
0.80 530 410.80 0.00
0.90 596 410.90 0.00
1.00 663 411.00 0.00
1.08 771 411.08 0.00
1.15 880 411.15 0.00
1.23 989 411.23 0.00
1.30 1,098 411.30 0.00
1.38 1,207 411.38 0.00
1.45 1,316 411.45 0.00
1.53 1,425 411.53 0.00
1.60 1,534 411.60 0.00
1.68 1,643 411.68 0.00
1.75 1,752 411.75 0.00
1.78 1,797 411.78 0.00
Weir Structures
[D] [A] [B] [C] [D]
0.00 Crest Len (ft) = 8.00 10.00 0.00 0.00
0.00 Crest El. (ft) = 418.75 419.50 0.00 0.00
0 Weir Coeff. = 3.33 3.33 0.00 0.00
0.00 Weir Type = Riser Rect --- ---
0.00 Multi-Stage = Yes No No No
0.00
.000
0.00
No Exfiltration = 0.000 in/hr (Contour) Tailwater Ele v. = 0.00 ft
Nate: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- -- 0.00 0.00 --- -- --- 0.00
0.00 --- --- 0.00 0.00 --- -- --- 0.00
0.00 --- -- 0.00 0.00 --- -- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- -- 0.00
0.00 --- --- 0.00 0.00 -- --- --- 0.00
0.00 --- --- 0.00 0.00 -- -- 0.00
0.00 --- --- 0.00 0.00 - --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- -- 0.00 0.00 --- -- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- -- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.00 --- --- 0.00 0.00 --- --- --- 0.00
Continues on next page...
WET POND
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ExfiI Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.80 1,842 411.80 0.00 0.00 --- --- 0.00 0.00 -- --- --- 0.00
1.83 1,887 411.83 0.00 0.00 --- --- 0.00 0.00 - --- --- 0.00
1.85 1,932 411.85 0.00 0.00 --- --- 0.00 0.00 -- --- --- 0.00
1.88 1,977 411.88 0.00 0.00 -- --- 0.00 0.00 - --- --- 0.00
1.90 2,022 411.90 0.00 0.00 - --- 0.00 0.00 - --- --- 0.00
1.93 2,067 411.93 0.00 0.00 -- --- 0.00 0.00 --- --- --- 0.00
1.95 2,112 411.95 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
1.98 2,157 411.97 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
2.00 2,202 412.00 0.00 0.00 -- --- 0.00 0.00 --- --- --- 0.00
2.10 2,424 412.10 0.00 0.00 -- --- 0.00 0.00 --- --- --- 0.00
2.20 2,645 412.20 0.00 0.00 -- -- 0.00 0.00 --- --- --- 0.00
2.30 2,867 412.30 0.00 0.00 -- --- 0.00 0.00 --- --- -- 0.00
2.40 3,089 412.40 0.00 0.00 --- --- 0.00 0.00 --- --- -- 0.00
2.50 3,311 412.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
2.60 3,532 412.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
2.70 3,754 412.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
2.80 3,976 412.80 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
2.90 4,198 412.90 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
3.00 4,419 413.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
3.10 4,693 413.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
3.20 4,967 413.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
3.30 5,241 413.30 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
3.40 5,514 413.40 0.00 0.00 -- -- 0.00 0.00 --- --- --- 0.00
3.50 5,788 413.50 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
3.60 6,062 413.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
3.70 6,336 413.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
3.80 6,609 413.80 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
3.90 6,883 413.90 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
4.00 7,157 414.00 0.00 0.00 --- --- 0.00 0.00 -- --- --- 0.00
4.10 7,499 414.10 0.00 0.00 --- --- 0.00 0.00 -- --- --- 0.00
4.20 7,841 414.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
4.30 8,183 414.30 0.00 0.00 --- --- 0.00 0.00 -- --- --- 0.00
4.40 8,525 414.40 0.00 0.00 --- -- 0.00 0.00 -- --- --- 0.00
4.50 8,867 414.50 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
4.60 9,209 414.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
4.70 9,551 414.70 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
4.80 9,893 414.80 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
4.90 10,235 414.90 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
5.00 10,577 415.00 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
5.10 10,991 415.10 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
5.20 11,405 415.20 0.00 0.00 --- --- 0.00 0.00 --- -- --- 0.00
5.30 11,819 415.30 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
5.40 12,233 415.40 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
5.50 12,647 415.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
5.60 13,061 415.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
5.70 13,475 415.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
5.80 13,889 415.80 0.00 0.00 -- --- 0.00 0.00 --- --- --- 0.00
5.90 14,303 415.90 0.00 0.00 -- --- 0.00 0.00 --- --- -- 0.00
6.00 14,717 416.00 0.00 0.00 -- --- 0.00 0.00 --- --- -- 0.00
6.05 14,952 416.05 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.10 15,187 416.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.15 15,422 416.15 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.20 15,657 416.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.25 15,892 416.25 0.00 0.00 -- --- 0.00 0.00 --- --- --- 0.00
6.30 16,127 416.30 0.00 0.00 - --- 0.00 0.00 --- --- --- 0.00
6.35 16,362 416.35 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.40 16,597 416.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.45 16,832 416.45 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.50 17,067 416.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.55 17,322 416.55 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.60 17,578 416.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.65 17,833 416.65 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
6.70 18,089 416.70 0.00 0.00 --- - 0.00 0.00 --- --- --- 0.00
6.75 18,344 416.75 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
6.80 18,600 416.80 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
6.85 18,855 416.85 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
6.90 19,111 416.90 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
6.95 19,366 416.95 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
7.00 19,622 417.00 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
7.05 19,925 417.05 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
Continues on next page...
WET POND
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs Cfs cfs cfs cfs cfs cfs cfs cfs cfs
7.10 20,229 417.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
7.15 20,532 417.15 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
7.20 20,836 417.20 0.00 0.00 --- - 0.00 0.00
--- --- ---
0.00
7.25 21,139 417.25 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
7.30 21,443 417.30 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
7.35 21,746 417.35 0.00 0.00
--
---
0.00
0.00
--- --- ---
0.00
7.40 22,049 417.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
7.45 22,353 417.45 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00

7.50
22,656
417.50
0.00
0.00
--- ---
0.00
0.00
--- -- ___ 0.00
7.55 23,038 417.55 0.00 0.00 --- -- 0.00 0.00 --- --- --- 0.00
7.60 23,420 417.60 0.00 0.01 --- --- 0.00 0.00 --- --- --- 0.01
7.65 23,802 417.65 0.00 0.03 --- --- 0.00 0.00 --- --- --- 0.03
7.70 24,184 417.70 0.00 0.04 --- - 0.00 0.00
--- --- ---
0.04
7.75 24,566 417.75 0.00 0.04 --- --- 0.00 0.00 --- --- --- 0.04
7.80 24,948 417.80 0.00 0.05 --- -- 0.00 0.00 --- --- --- 0.05
7.85 25,330 417.85 0.00 0.05 --- - 0.00 0.00
--- --- ---
0.05

7.90
25,712
417.90
0.00
0.06
--- ---
0.00
0.00
---
-- -
0.06
7.95 26,094 417.95 0.00 0.06 --- --- 0.00 0.00 - --- --- 0.06
8.00 26,476 418.00 0.00 0.07 --- - 0.00 0.00
--- --- ---
0.07
8.10 27,376 418.10 0.00 0.08 --- - 0.00 0.00
--- --- ---
0.08
8.20 28,275 418.20 0.00 0.08 --- -- 0.00 0.00 --- --- --- 0.08
8.30 29,175 418.30 0.00 0.09 --- - 0.00 0.00
--- --- ---
0.09
8.40 30,075 418.40 0.00 0.09 --- - 0.00 0.00
--- --- ---
0.09
8.50 30,974 418.50 0.00 0.10 --- --- 0.00 0.00 --- --- --- 0.10
8.60 31,874 418.60 0.00 0.11 --- - 0.00 0.00
--- --- --
0.11
8.70 32,773 418.70 0.00 0.11 --- --- 0.00 0.00 --- --- --- 0.11

8.80
33,673
418.80
0.31
0.12
--- ---
0.30
0.00
--- ---
-
0.41

8.90
34,572
418.90
1.58
0.12
--- ---
1.55
0.00
--- ---
-
1.67
9.00 35,472 419.00 3.37 0.13 --- --- 3.33 0.00 --- --- --- 3.46
9.05 35,962 419.05 4.39 0.13
--
---
4.38
0.00
--- --- ---
4.50
9.10 36,453 419.10 5.52 0.13 --- -- 5.52 0.00 --- --- --- 5.64
9.15 36,943 419.15 6.74 0.13 --- - 6.74 0.00
--- --- ---
6.87
9.20 37,433 419.20 8.04 0.13 --- - 8.04 0.00
--- --- ---
8.17
9.25 37,924 419.25 9.42 0.14 --- --- 9.42 0.00 --- --- --- 9.55
9.30 38,414 419.30 10.86 0.14
---
---
10.86
0.00
--- --- ---
11.00
9.35 38,904 419.35 12.38 0.14 --- - 12.38 0.00
--- --- ---
12.52
9.40 39,395 419.40 13.96 0.14 --- --- 13.96 0.00 --- --- --- 14.10
9.45 39,885 419.45 15.60 0.14 --- --- 15.60 0.00 --- --- --- 15.74
9.50 40,375 419.50 17.30 0.15 --- --- 17.30 0.00 --- --- --- 17.45
9.55 40,894 419.55 19.06 0.15
--
---
19.06
0.37
--- -- ---
19.58
9.60 41,412 419.60 20.88 0.15 --- --- 20.88 1.05 -- --- --- 22.08

9.65
41,931
419.65
21.64
0.15
--- ---
21.64
1.93 -- --
---
23.73
9.70 42,449 419.70 21.92 0.15 --- --- 21.92 2.98 --- --- --- 25.05
9.75 42,968 419.75 22.15 0.15 --- --- 22.15 4.16 --- --- --- 26.46
9.80 43,486 419.80 22.29 0.16 --- --- 22.29 5.47 -- --- --- 27.92
9.85 44,005 419.85 22.38 0.16
--
---
22.38
6.89
-- - ---
29.43
9.90 44,523 419.90 22.47 0.16 --- --- 22.47 8.42 --- --- --- 31.05
9.95 45,042 419.95 22.56 0.16 --- --- 22.55 10.05 --- --- --- 32.76
10.00 45,560 420.00 22.64 0.16 --- --- 22.64 11.77 --- --- --- 34.58
10.05 46,114 420.05 22.73 0.16 --- - 22.72 13.58
--- --- ---
36.47
10.10 46,668 420.10 22.81 0.17 --- --- 22.81 15.48 -- --- --- 38.45
10.15 47,222 420.15 22.89 0.17
--
---
22.89
17.45
-- --- ---
40.51
10.20 47,776 420.20 22.97 0.17 --- - 22.97 19.50
--- --- ---
42.64
10.25 48,329 420.25 23.05 0.17
---
---
23.05
21.63
--- --- ---
44.85
10.30 48,883 420.30 23.14 0.17 --- --- 23.13 23.82 --- --- --- 47.13
10.35 49,437 420.35 23.22 0.17
--
---
23.21
26.09
--- --- ---
49.48
10.40 49,991 420.40 23.29 0.18 --- --- 23.29 28.43 --- --- --- 51.90
10.45 50,545 420.45 23.37 0.18 --- --- 23.37 30.83 --- --- --- 54.38
10.50 51,099 420.50 23.45 0.18 --- --- 23.45 33.30 --- --- --- 56.93
...End
BEST MANAGEMENT PRACTICES
M A MTENANCE MANUAL
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem-
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5.60 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 5.25 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
0 Permanent Pool Elevation 417.50
Sediment Removal . 412.25 Pe anen Pool
- - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 411.90 Volume
-------------------------------------------- ------
Bottom Elevatio 410 -ft Min.
Sediment Bottom Elevation 410 1-ft r
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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 parry.
Project name:Woods Charter School
BMP drainage area number:
Print name: ('L / / JVCd
Title: O. AA he 44 /+-..? L-0 4 0 0 >` ?? ?L T?i? S? ?? G1 L
Address: ) L n t_J ti L A ,J2 (,r Y t J£ L A)
Phon
Signe
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
?IIy , a Notary Public for the State of
kKa
County ofCC-? do hereby certify that
r A V\ _ personally appeared before me this I V C) -
day o(e7,n--C?) g , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
?•••• •NOT••';7 'i
y Mpg,
_: f C 04f,
3 : IIyS.?kFSS'ON?
20
i ,y • R9 r
:•
/itn
SEAL
My commission expires ? ? - \ ?-; C J
Form SW401-Wet Detention Basin O&M-Rev.3

Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will rernediate the problem:
The entire filter strip Trash/ debris is present. Remove the trash/ debris.
system
The flow splitter device The flow sputter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo a of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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.
Project name:Woods Charter School
BMP drainage area number:
Print name: U (- le% z) J 1,A) C6,9
L-'
Title: f? NA i -?2 /q 1v I A) o o,.-),, C' A SC` A e
Address: I-A ?40 fr 10,01- L IV

Date: (a O V Z
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of do hereby certify that
personally appeared before me this 1
day of. and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
'EAR
? rowasSiou
.: S fiXPIRES V
= 11.15-y00S .
SEAL

My commission expires 1 ? i '-?' 0 S
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
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BOBBITT DESIGN BUILD, INC.
EXPRESS REVIEW ACCEPTANCE LETTER
Woods Charter School
Attn: Jonathan Crabtree
P. O. Box 5008
Chapel Hill, NC
Subject Property: Woods Charter School
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
2, 2008
DWQ EXP No. 05-073200
Chatham County
On January 11, 2008, the Division of Water Quality (DWQ) issued a 401 Water Quality Certification No.
3567 to Mitch Barron and Newland Communities to place fill within or otherwise impact jurisdictional
wetlands and streams for the purpose of constructing the "Briar Chapel Development" in Chatham
County. This certification was a modification to the original certification issued on May 9, 2006. In order
to meet Condition 10 of the modified 401 Certification for this project, the 401 Oversight/Express
Permitting Unit of the Division of Water Quality received a request from Mr. Blair Pitman of Bobbitt
Design-Build, Inc., regarding the subject project for acceptance into the Express Review Program. This
letter advises you that your project will be accepted into the Express Review Program once the following
items are received:
a. The application fee of $1,000.00 made payable to the North Carolina Division of Water
Quality [stormwater management plan with one (1) drainage area];
b. Three (3) complete and collated copies of the Express Review Stormwater Management Plan
Application rhttp://h2o.enr.state.nc.us/ncwetlands/documents/Exp Rev SWMA.pdf];
c. Three (3) copies of all supporting stormwater management information pertaining to this
project including
i. Design calculation sheets for all proposed BMP(s) sized for both on-site and off-
site drainage;
ii. BMP supplements for each proposed BMP and Required Items Check List
(available at http://h2o.enr.state.nc.us/su/bmp forms.htm) along with all
required items;
iii. A signed and notarized Operation & Maintenance Agreement for each
stormwater management structure;
d. Three copies of full size plans (with detailed construction information) shall include the
following:
i. Entire site development plans with existing and proposed contours and
delineated drainage areas;
ii. Erosion and sediment control plans;
iii. Plan views and cross sectional details of all BMPs and associated structures
with elevations
iv. Construction sequence and planting schedule for the proposed BMPs;
401401 Oversight / Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http•//h2o.enr state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Nor
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JUN 1. 7 2008
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
THE WOODS CHARTER SCHOOL
A public school of choice
P.O. BOX 5008
208 COLE PARK PLAZA
CHAPEL HILL
NORTH CAROLINA 27517
TEL: [phone]
FAX: [phone]
E-MAIL: [e-mail]
WEB-SITE: www.woodscharter.org
Simon King, School Principal
iC t -L
ADDENDUM TO J tAh,e, 2009 AGREEMENT BETWEEN
The Woods Charter School and PGA ?vt cal" &?
It is hereby understood and agreed by the signatures on this Addendum that
the following paragraph is incorporated into the original Agreement as of the date of its
execution:
Hold Harmless Provision. No indebtedness
of any kind incurred or created by a charter
school will constitute an indebtedness of the
state or its political subdivision, and no
indebtedness of the charter school will involve
or be secured by the faith, credit, or taxing
power of the state or its political subdivision.
CHARTER SCHOOL
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September 20, 2006
Simon King
WOODS CHARTER SCHOOL
208 Cole Park Plaza
Chapel Hill, NC 27517
Re: Report of Subsurface Investigation
Woods Charter School
Andrews Store Road
Chatham County, North Carolina
GeoTechnologies Project No. 1-06-1226-EA
Gentlemen:
3200 Wellington Court, Suite G
Raleigh, North Carolina 27615
919-954-1514
Fax [phone]
GeoTechnologies, Inc. has completed the authorized investigation to evaluate subsurface soil
conditions for the proposed Woods Charter School to be located off Andrews Store Road in Chatham
County, North Carolina. Subsurface conditions at the site were investigated by drilling eight soil test
borings at the approximate locations shown on the attached Figure 1. The boring locations were
established in the field by measuring distances from existing site landmarks, and therefore the indicated
locations should be considered approximate. The borings were extended to approximate depths of 5 to 15
feet below site grade utilizing standard penetration test procedures at selected intervals to evaluate the
consistency and density of the subsurface soils. This report presents the findings of our investigation and
our recommendations concerning site grading and foundation support considerations.
SITE AND PROJECT INFORMATION
It is our understanding that the eastern half of an 18.5 acre site located off Andrew Store Road in
Chatham County, North Carolina is under consideration for development with the Woods Charter School.
The property is mostly cleared but undeveloped. A few wooded areas were observed along the north side
of the property, and a creek or draw was observed on the western half of the site. A cluster of exposed
rock was observed in the wooded area near boring B-7.
The proposed project will involve construction of a new Charter School. The initial phases of the
school will include three single story buildings which will be interconnected along with parking and drive
areas and several athletic fields. We understand that maximum cut and fill depths within the proposed
building are expected to be on the order of 2 to 3 feet. No detailed information concerning structural loads
was available at this time; however, we are anticipating that the structures will be relatively lightly loaded
construction supported on load bearing walls and isolated columns. Column and wall loads are not
expected to exceed approximately 75 kips and 2 to 3 klf or less.
G'eotechnical and Construction Materials Testing Services
Woods Charter School
September 20, 2006
Page: 2
SUBSURFACE CONDITIONS
A generalized subsurface profile prepared from the test boring data is attached to this report as
Figure 2 to graphically illustrate subsurface conditions encountered at the different test boring locations.
More detailed descriptions of the conditions encountered at the individual test boring locations are then
presented on the attached test boring records.
The results of our borings indicate that the site is generally overlain by a surface layer of topsoil
which does not exceed 6 to 12 inches in thickness. Underlying the surface topsoil, the borings typically
encountered sandy and clayey soils whose penetration resistances were in the range of 6 to in excess of 30
blows per foot (bpf). Except in borings B-4 and B-6, these soils were present to the boring termination
depths of about 5 to 15 feet. In borings B-4 and B-6, partially weathered rock (PWR) was encountered at
depths of 9.5 and 8 feet. PWR is defined as material which could be penetrated with the soil drilling
augers, but which exhibited penetration resistances in excess of 100 bpf. Borings B-4 and B-6 were
terminated within the PWR at a depth of about 14 feet.
Groundwater was encountered in boring B-4 at a depth of 8.5 feet at the time of boring
completion. Additionally, it should be noted that the near surface soils are conducive to the temporary
development of perched groundwater conditions during periods of wet weather, and that groundwater
levels will fluctuate during different periods of the year.
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data,
our understanding of the proposed construction, and past experience with similar projects and subsurface
conditions. Once specific development details become available, that information should be provided to
GeoTechnologies so that our recommendations can be confirmed, extended, or modified as necessary.
Additionally, should subsurface conditions adverse to those indicated by this report be encountered during
construction, those differences should be reported to us for review and comment.
Site Grading Considerations. Site grading should initially begin with the removal of all surface
vegetation from within the limits of the new construction. Following removal of these materials,
GeoTechnologies recommends that all areas at grade or designated to receive fill be proofrolled with a
partially loaded dump truck in the presence of a geotechnical engineer to identify areas which require
repair. Those areas found to be unstable and/or unsuitable should be repaired as directed by the on-site
engineer. In general, our borings suggest that repair depths should be on the order of 12 to 24 inches in
most areas; however, some isolated deeper repairs should be expected. These repair depths assume that
site grading will be performed during a warm and dry period of the year. Performing site grading during a
period of wet and cool weather will likely increase the need for near surface repairs in all areas.
The on-site soils, excluding topsoil, should be suitable for reuse as structural fill provided
compaction moisture can be maintained near optimum. Since some of the soils on this site appeared to be
wet of optimum moisture, the contractor should be prepared to moisture condition the soils as necessary
in order to achieve adequate compaction. Any rock larger than about 6 inches should be placed in deeper
pavement fills or nonstructural areas where these materials will not impact utility installation. No large
rock particles can be used as fill below the building pads. Off-site borrow should consist of clayey or silty
\??
Woods Charter School
September 20, 2006
Page: 3
sands or low plasticity silts and clays having a Unified Soil Classification of SC, SM, ML, or CL. Fill
soils should be compacted to not less than 95% of the standard Proctor maximum dry density, except in
the final foot where this requirement should be increased to 98% of the standard Proctor maximum.
Foundation Support Considerations. The results of the test borings indicate that subsurface
conditions on the site are suitable for use of shallow spread footing foundations assuming that site grading
is performed as previously outlined. The foundations may be designed for a maximum allowable bearing
pressure of 3,000 psf for foundations bearing at a minimum of 18 inches below grade for frost protection.
The foundations should bear on properly compacted fill materials, or on approved virgin soils.
GeoTechnologies recommends that all foundation excavations be evaluated by a geotechnical engineer to
verify that suitable bearing materials have been encountered. If any soft areas are encountered, those areas
should be repaired as directed by the on-site engineer.
Based on the previously discussed assumed structural loadings, we anticipate that total
settlements will be on the order of I inch or less. This magnitude of settlement should be evaluated by the
structural engineer. Additionally, once exact loadings and grades are known, that information should be
provided to GeoTechnologies so that a more specific settlement analysis can be completed.
We recommend that slab-on-grades be designed for an assumed subgrade modulus of 100 pci. If
stone is used below the slab-on-grades, we recommend using CABC base course stone rather than clean
washed stone in order to provide better protection for the subgrade until concrete can be placed.
Difficult Excavation Considerations. As indicated by the attached test boring data, the subsurface
profile includes partially weathered rock beginning at depths as shallow as 8 feet in some areas.
Additionally, it is likely that more shallow partially weathered rock or rock will be encountered
intermediate of the test boring locations, and in fact a large cluster of exposed rock was observed in the
wooded area near boring B-7. Our experience has been that partially weathered rock materials exhibiting
resistances of 50 blows per 2 inches of penetration and softer can generally be preloosened with a D-8
dozer drawing a single tooth ripper during general site grading. Material harder than 50 blows per 2
inches of penetration generally requires blasting to remove with conventional equipment. The quantity of
blast quality material encountered will depend upon the proposed grades which were not provided;
however, it should be expected that these materials could be encountered in any cut area. This potential
could be further assessed through the excavation of test pits or with auger probe borings in any area where
significant cuts are required.
The equipment utilized for installation of utilities is less powerful than that which is used in
general excavation and our experience has been that excavation of partially weathered rock harder than 50
blows per 4 inches of penetration is typically impossible with most equipment available for trench
excavation, such as track mounted backhoes equivalent to a CAT 320 or 330. Large track mounted
backhoes with rock teeth can sometimes excavate partially weathered rock with penetration resistances
ranging from 50 blows per 4 inches to 50 blows per 6 inches of penetration; however, the rate of
excavation is slow and most contractors will request a trench rock price for any removal of partially
weathered rock. Therefore, it is recommended that utility trench excavation depths be kept at a minimum
in order to reduce the amount of difficult excavation material which will be encountered. Additionally,
consideration should be given to using a common utility trench corridor if possible and preripping the
corridor with a D-8 dozer if possible during general site grading. Contractors have also been successful in
the past utilizing a Vermeer rock saw to install small diameter utilities where they must extend into
partially weathered rock.

Woods Charter School
September 20, 2006
Page: 4
Pavement Design Considerations. No detailed information regarding traffic volumes were
available at the time of this investigation. However, based on our past experience with similar soil
conditions, we anticipate that a design CBR value on the order of 6% will be applicable for calculating an
appropriate pavement section. If GeoTechnologies can be provided with an estimate of traffic volumes
and loadings, we will be happy to prepare a detailed pavement design. Additionally, it is possible that
laboratory testing may indicate that a higher CBR value could be used. If traffic volumes and loadings
dictate that a heavy pavement section is needed, it may be feasible to perform a few CBR tests to
determine if a higher design CBR can be used.
The most important factors affecting pavement life in the area of the site are the condition of the
subgrade immediately prior to base course stone placement and post construction drainage. We
recommend that the subgrade of all pavement areas be proofrolled and that any yielding areas be
identified and repaired prior to placement of the base coarse stone. All subgrade soils should be
recompacted to a minimum of 98% of the standard Proctor maximum dry density immediately prior to
base course stone placement where appropriate. We recommend that all pavement areas be properly
graded to promote run-off of water and to prevent ponding of water on the pavement surface which can
lead to eventual saturation of subgrade soils and the loss of pavement support. Permanent drainage swales
and/or french drains should be installed on the uphill side of pavement areas to intercept and divert water.
Strip drains should be provided within traffic islands to prevent stone and subgrade saturation.
Seismic Design Considerations. In order to evaluate seismic design considerations for the project,
GeoTechnologies utilized the guidelines presented in the 2002 edition of the North Carolina Building
Code which includes the International Building Code information in conjunction with the soil test borings
completed on this site. Based on the results of the soil test borings and our past experience in the area, we
recommend utilizing a soil site classification of "C" with respect to soil seismic design considerations.
GeoTechnologies, Inc. appreciates the opportunity to be of service on this phase of the project.
Please contact us if you have any questions concerning this letter or if we may be of additional service on
this or other projects.
H cARol,
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SEAL
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Attachments
061226ea.doc
Sincerely,
GeoTechnologies, Inc.
Ernest L. Stitzinger, P.E.
NC Registration No. 25534
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Chatham County, North Carolina
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SCALE: Not to Scale
- JOB No: 1-06-1226-EA
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FIGURE No: 1

Depth (Feet)
B-1 B- 2 B-3
0
6 14 11
2
4
19 41 29
1 6
1 8
1 10
GENERALIZED SUBSURFACE PROFILE
B-4 B-5 B-6 B-7 B-8
14 6 7 9
16
35 53 51
Q
50/4.5"
50/3"
1 12
1 14
50/3"
50/2"
1 16

Woods Charter School
Chatham County, North Carolina
63
18
47
14
LH 38
SCALE: As Shown
JOB No:1-06-1226-EA
FIGURE No:2
LEGEND
¦ Topsoil
® Low Plasticity Clay
® Silty Sand
® Low Plasticity Silt
Clayey Sand - Sandy Clay
Partially Weathered Rock
8 Standard Penetration Resistance
Groundwater at Time of Boring
DEPTH
(FT.)
0.0
0.8
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
0 10 20 40 60 100
Topsoil
Very Moist Firm Brown Silty CLAY
CL
3-2-4
3.0
5.0
Moist to Medium Dense Tan Brown Silty Fine to
Medium SAND
Boring terminated at 5'
7-8-11
8
0
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Groundwater not encountered at time of boring.
JOB NUMBER 1-06-1226-EA
BORING NUMBER B- 1
DATE 9-20-06 _ g
PAGE 1 OF 1
TEST BORING RECORD
DEPTH
(FT.)
0.0
0.5
2.5
5.0
DESCRIPTION ELEVATION PENETRATION
(FT.) (BLOWS/FT.)
n I n M 40 60
100
BLOWS PER
SIX INCHES
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JOB NUMBER 1-06-1226-EA
BORING NUMBER B- 2
DATE 9-20-06
PAGE 1 OF 1
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Groundwater not encountered at time of boring.
TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0
0.7
4.0
5.0
Groundwater not encountered at time of boring.
0 1 0 20 40 60 100
Topsoil
Medium Dense Tan Brown Clayev Fine to Medium
SAND to Sandy CLAY SC
CL .

3-4-7
Medium Dense Tan Brown Silty Fine to Medium
SAND SM

9-13-16
Boring terminated at 5'

JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
1-06-1226-EA
B- 3
9-20-06
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TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.7
9.5
14.5
Topsoil
Medium Dense to Dense Tan Siltv Fine to Medium SM
SAND

i 3-6-8
14-17-18
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Partially Weathered Rock - Sampled as Brown Fine 4
C
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to
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A
D 6 33-50/4.5"
4

4
D
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4
D
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4 50/3
Boring terminated at 14.5'

Groundwater encountered at 8.5' at time of boring.
JOB NUMBER 1-06-1226-EA
BORING NUMBER B- 4
DATE 9-20-06
PAGE I OF I
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TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.7
9.5
14.5
Topsoil
Medium Dense to Dense Tan Silty Fine to Medium SM
SAND
3-6-8
14-17-18

Partially Weathered Rock - Sampled as Brown Fine Q

to Coarse SAND p
33-50/4.5"
d

D
D
4

4
D
D
D
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Boring terminated at 14.5'

Groundwater encountered at 8.5' at time of boring.
JOB NUMBER 1-06-1226-EA
BORING NUMBER B- 4
DATE 9-20-06
PAGE I OF 1
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DEPTH
(FT.)
0.0
0.7
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
0 10 20 40 60 100
Topsoil
Loose Tan Silty Fine SAND
2-3-3
3.0
Medium Dense Tan Silty Fine SAND
M
5-7-9
5.0
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Groundwater not encountered at time of boring.
JOB NUMBER 1-06-1226-EA
BORING NUMBER B- 5
DATE 9-20-06
PAGE I OF 1
Boring terminated at 5'
TEST BORING RECORD
DEPTH DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (FT.) (BLOWS/FT.) SIX INCHES
0.0 0 10 20 40 60 100
0.8
2.5
8.0
14.2
Topsoil
Moist Firm Brown Fine to Medium Sandy CLAY CL
3-3-4
Very Dense Brown Slightly Silty Fine to Medium SM
SAND
15-21-32
Partially Weathered Rock - Sampled as Brown Fine 4
to Coarse SAND D
4
50/3"
4

D
4
6
4

d
LIS
4
D
4

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50/2
Boring terminated at 14.2'

Groundwater not encountered at time of boring.
JOB NUMBER 1-06-1226-EA
BORING NUMBER B- 6
DATE 9-20-06
PAGE I OF 1
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TEST BORING RECORD
DEPTH DESCRIPTION
(FT.)
0.0
0.8
3.0
10.5
ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
0 10 20 40 6 0 10 0
Topsoil
Loose Tan Silty Fine to Medium SAND SM
2-4-5
Very Dense Tan Brown Silty Fine to Medium
SAND SM
19-24-27
19-25-38
Boring terminated at 10.5'

Groundwater not encountered at time of boring.
JOB NUMBER 1-06-1226-EA
BORING NUMBER B- 7
DATE 9-20.06
PAGE 1 OF 1

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TEST BORING RECORD
DEPTH
(FT.)
0.0
0.4
1.5
3.0
6.0
10.c
15.'
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
n In in do 60 ion
Topsoil
Moist Loose Silty Fine to Medium SAND SM
Medium Dense Gray & Tan Silty Fine to Medium
SAND SM 2-5-3
Dense Tan Slightly Silty Fine to Medium SAND SM
15-21-26
Moist Medium Dense Tan Brown Silty Fine to
Medium SAND SM
Dense Tan Silty Fine to Medium SAND SM 8-6-8
6-15-23
Boring terminated at 15.5'
Groundwater not encountered at time of boring.
JOB NUMBER 1-06-1226-EA
BORING NUMBER B-8
DATE 9-20-06
PAGE 1 OF 1
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