20050732 Ver 35_Stormwater Info_20151216

v MCKINII&CREED
v
To: NCDENR — Division of Water Resources
401 & Buffer Permitting Unit
512 N. Salisbury St.
Archdale Building - 9th floor
Raleigh, NC 27604
ATTENTION: Mr. Boyd Devane
a�- -Y 3-6
LETTER OF TRANSMITTAL
DATE: December 15, 2015
PROJECT NO: 2735-0113
TASK NO: REIMB
RE: Briar Chapel — Boulder Point Extension
TRANSMTTTAI. NO: 1
PAGE 1 OF 1
WE ARE SENDING: ❑ Originals ❑ Prints ❑ Shop Drawings ❑ Samples
❑ Specifications ® Calculations ❑ Other -
Quantity
Dwg
No.
Rev.
Description
Status
2
Stormwater Design Plans - REVISEDI AV I LZ Y5 L9 U \Y/
G
2
Supporting Calculations - REVISED DEC 1:
G
2
BMP #20 Design Supplement DEN _
G
1 8 BUFFER PERMITTING
Issue Status Code
REMARKS:
Boyd,
A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Please find the enclosed documents for your review. Please let us know if you have any questions or
comments. Thank you.
)730 \'arsity Drire, Suite 500 Raleigh, NC 27606 919/233-8091 Fax [phone]
Cc: McKIM & CREED, INC.
Signed
Gareth Avant, PE

vMq<E\4 SCREED ENGINEERS
SURVEYORS
P L A N N E R S
December 15, 2015
Mr. Boyd Devane
512 N. Salisbury St.
Archdale Building - 9th floor
Raleigh, NC 27604
RE: Briar Chapel Phase — Boulder Point Drive Extension
Mr. Devane,
Please find enclosed the revised plans, caclulations and supplement form for the
proposed design revision to Bioretention Area #20 as previously approved under
DWR Project # 05-0732 V31 as issued on July 13, 2015.
This design revision was necessitated due to avoidance of conflicts with existing
utilities. Contributing drainage areas and impervious areas have remain
unchanged from the approved design. Only the location and dimensions of the
basin have changed somewhat.
This letter is to formally request approval of the stormwater management plan
for the enclosed plans in accordance with Water Quality Certification as issued
by the Division of Water Resources on January 11, 2008.
Please let me know if you have any questions on this. Thank you for your
assistance.
Venlvre IV Building
Suite 500 Sincerely,
McKIM & CREED, INC.
1730 Voiyily Drive
Raleigh, NC 27606 "Z444604
Gareth Avant, PE
919.233.8091 Project Engineer
Fox 919.233.8031
www.mckimcreed.com

Permit Number:
(to be provided by DWQ)
F M -WA h Y
r
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL 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
Y (Y or N)
Project name
Briar Chapel Development - Boulder Point Drive Extension
Contact name
Gareth Avant, PE
Phone number
919.233.8091
Date
November 18, 2015
Drainage area number
1 - BMP #20
II. DESIGN INFORMATION
ft3/sec
Site Characteristics
Pre/Post 1 -yr, 24 -hr peak control
Drainage area
173,790 ft2
Impervious area
79,129 ft2
Percent impervious
45.5% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Y (Y or N)
1 -yr, 24 -hr runoff depth
3 in
1 -yr, 24 -hr intensity
0.13 in/hr
Pre -development 1 -yr, 24 -hr peak flow
ft3/sec
Post -development 1 -yr, 24 -hr peak flow
ft3/sec
Pre/Post 1 -yr, 24 -hr peak control
ft3/sec
Storage Volume: Non -SA Waters
Minimum volume required
6,659.0 ft3
Volume provided
6,789.0 ft
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
10.2 inches
OK
Ponding depth of water
0.85 ft
Surface area of the top of the bioretention cell
8,448.0 ft2
OK
Length:
128 ft
OK
Width:
58 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
12 hr
OK
Drawdown time, to 24 inches below surface
12 hr
OK
Drawdown time, total:
24 hr
In-situ soil:
Soil permeability
in/hr
Planting media soil:
Soil permeability
4.55 inthr
OK
Soil composition
% Sand (by volume)
87%
OK
% Fines (by volume)
10%
OK
Form SW401-Sioretention-Rev.8
June 25, 2010
Parts I and II. Design Summary. Page 1 of 3

% Organic (by volume)
Phosphorus Index (P -Index) of media
3% OK
Total: 100%
10 (unitless) OK
Permit Number:
(to be provided by DWQ)
Form SW401-Sioretention-Rev.8 t
June 25, 2010 Parts I and II. Design Summary, Page 2 of 3

Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
522.85 fmsl
Type of bioretention cell (answer "Y" to only one of the two following
questions):
OK
Is this a grassed cell?
Y (Y or N) OK
Is this a cell with trees/shrubs?
(Y or N)
Planting elevation (top of the mulch or grass sod layer)
522 fmsl
Depth of mulch
inches
Bottom of the planting media soil
520 fmsl
Planting media depth
2 ft
Depth of washed sand below planting media soil
0.4 It
Are underdrains being installed?
Y (Y or N)
How many dean out pipes are being installed?
12
OK
What factor of safety is used for sizing the underdrains? (See
2
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required
518.6 fmsl
SHWT elevation
fmsl
Distance from bottom to SHWT
518.6 ft
OK
Internal Water Storage Zone (IWS)
Does the design include IWS
N
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
522 ft
Planting Plan
Number of tree species
0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
Y
(Y or N)
OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
N
(Y or N)
Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
(Y or N)
Is the BMP located at least 30 feet from surface waters (50 feet if
Y
(Y or N)
OK
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
>2 fUsec
Insufficient inlet velocity unless energy dissipating devices are being
used.
Is the area surrounding the cell likely to undergo development in the
N
(Y or N)
OK
future?
Are the slopes draining to the bioretention cell greater than 20%?
N
(Y or N)
OK
Is the drainage area permanently stabilized?
Y
(Y or N)
OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed Swale
OK
Forebay
X
Other
Form SW401-Biorelention-Rev.8
June 25, 2010 Parts I and If. Design Summary, Page 3 of 3

Permit
111. REQUIRED ITEMS CHECKLIST .
(to be provided by DWQ)
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.
Page/ Plan
Initials Sheet No.
GCA C3.0 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.
GCA D3.1 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
GCA DU 3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
- Inlet and outlet structures.
GCA N/A 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specked
on the plans prior to use as a wet detention basin.
GCA Calc Booklet 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
GCA C3.0 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
GCA Calc Booklet 7. The supporting calculations.
GCA Included 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
GCA N/A 9. A copy of the deed restrictions (if required).
N/A 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1

REVISED BMP #20 CALCULATIONS
Briar Chapel Development
Boulder Point Drive Extension
Chatham County, North Carolina
November 18, 2015
Prepared for:
DEC 1.6 2015
BRIAR ZCHAPEC DdniVR �wpTER RES01,67
Newland commumnFs
NNP Briar Chapel, LLC
16 Windy Knoll Circle
Chapel Hill, North Carolina 27516
Prepared By:
v� McKIM&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
M&C Project No. 02735-0113
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BMP#20 SIZING/STORAGE CALCULATIONS
Project Name
Briar Chapel - Boulder Point Drive Extension
Project Number
02735-0113
Date
November 18, 2015
3rd revision
2nd revision
1 st revision X

Water Quality Pond Drainage Area Data
Project Briar Chapel - Boulder Point Drive Extension
Project No. 02735-0113
Date November 18, 2015
Total site area 173,790 square feet = 3.99 acres
Impervious areas
Drainage area to
Existing Proposed
s s
and
Change
s
Other Drainage
Existing
Isf]
Area
Proposed
On-site buildings
0
0
0
0
0
On-site streets/parking
0
75,361
75,361
0
0
On-site alleys
0
0
0
0
0
On-site sidewalks
0
0
0
0
0
On-site future (open space)
0
0
0
0
0
Off-site future development
0
0
0
0
0
5% Contingency
0
3,768
3,768
0
0
Total Impervious
0
79,129
79,129
0
0
Non -impervious areas
Drainage area to
and
Other Drainage
Area
Existing Proposed Change Existing
s s rsfI
Proposed
s
On-site grass/landscape
0
98,429
98,429
0
0
On-site woods
0
0
0
0
0
Other undeveloped
0
0
0
0
0
Total off-site non -impervious
0
0
0
0
0
Total non -impervious
0
98,429
98,429
0
0
Total Drainage Area 173,790 173,790 0 0 0
Percent Impervious 0.0 45.5 45.5 n/a n/a
Notes:
2015.11.16.Sizing review.xls
Site Drainage Area Data Page 2 of 13 Printed 12/15/2015 11:27 AM

Water Quality Pond Stormwater Runoff Volume Calculations
Project Briar Chapel - Boulder Point Drive Extensic
Project No. 02735-0113
Date November 18, 2015
Drainage area
173,790
square feet
Impervious area
79,129
square feet
Rainfall depth
1.00
inches
Percent Impervious
45.5
percent
R(v)=0.05+0.009*(Percent
impervious)
Runoff coefficient - R(v)
0.46
in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage
area)
Runoff volume
6,658.8
cubic feet
Notes:
2015.11.16.Sizing review.xls
Runoff Volume Calcs Page 3 of 13 Printed 12/15/2015 11:27 AM

Project
Project No.
Date
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Temporary Pool
Briar Chapel - Boulder Point Drive Extension
02735-0113
November 18, 2015
Contour ID
Stage
Area
[sq. ft.
Area
acres
Incremental Incremental Incremental Incremental
Area Area volume volume
[sq. ft. acres cu. ft acre -ft
Cumulative
volume
cu. ft
Cumulative
volume
acre -ft
522
0
7,526.0
0.173
7,526.0
0.2
0.0
0.0
0.0
0.0
522.85
0.85
8,448.0
0.194
8,448.0
0.0
6,789.0
0.2
6,789.0
0.2
523
1
8,611.0
0.198
8,611.0
0.0
1,279.4
0.0
8,068.4
0.2
524
2
9,744.0
0.224
9,744.0
0.0
9,177.5
0.2
17,245.9
0.2
525
3
10,932.0
0.251
10,932.0
0.0
10,338.0
0.2
27,583.9
0.4
526
4
12,215.0
0.280
12,215.0
0.0
11,573.5
0.3
39,157.4
0.5
2015.11.16.Sizing review.xls
Stage Storage (Temp Pool) Page 4 of 13 Printed 12/15/2015 11:27 AM

1S
2S
Pre -Development Post-Dev lopment
3P
Biorention Pond
Subcat Reach on Link

2015.11.16.Bioretention Review Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 6
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre -Development Runoff Area=173,790 sf 0.00% Impervious Runoff Depth>0.61"
Tc=15.0 min CN=70 Runoff --3.15 cfs 0.203 of
Subcatchment2S: Post -Development Runoff Area=173,790 sf 43.36% Impervious Runoff Depth>1.36"
Tc=10.0 min CN=84 Runoff=8.97 cfs 0.453 of
Pond 3P: Biorention Pond Peak Elev=523.17' Storage=9,527 cf Inflow --8.97 cfs 0.453 of
Outflow=2.30 cfs 0.288 of
Total Runoff Area = 7.979 ac Runoff Volume = 0.657 of Average Runoff Depth = 0.99"
78.32% Pervious = 6.249 ac 21.68% Impervious = 1.730 ac

2015.11.16. Bio retention Review Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre -Development
Runoff = 3.15 cfs @ 12.09 hrs, Volume= 0.203 af, Depth> 0.61"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (sf) CN Description
*
173,790 70
173,790 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 1S: Pre -Development
Hydrograph
©Runoff
3.15 cfs
------------------------------ ------------------ Type 1124,h -r-
3'
1 -Yr Rainfall=2.96"
Runoff Area=173,790; sf
_ ________________ :____Runoff-Volume=0.203.af_ jj 2 -Runoff Depth>0.61'
Tc
=15.0 min
LL CN=70
1
o
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

. . l
2015.11.16. Bio retention Review Type 11 24 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2S: Post -Development
Runoff = 8.97 cfs @ 12.02 hrs, Volume= 0.453 af, Depth> 1.36"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (sf)
CN
Description
98,429
74
>75% Grass cover, Good, HSG C
75,361
98
Paved parking, HSG C
173,790
84
Weighted Average
98,429
56.64% Pervious Area
75,361
43.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
10.0
Direct Entry,
Subcatchment 2S: Post -Development
Hydrograph
10-
--------------------------- 8.9 cfs -;-------------------------------- ©Runoff
9 Type _ e 11 24 -!hr
--------=-----------------=-- a-----------------=--yp ----
6 1 -Yr Rainfall=2.96"
7 Runoff Area=173;790 sf
6 Runoff; Volume=0.453 of
----------------------------- I -- ----------Runoff-Depth>1.36"--
3 5
LL
c
-------------------------------------- ----'------Tc--
.10.0 xnin--
4
CN=84
3
2-
5
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2015.11.16.Bioretention Review Type 1124-hr 1-Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Biorention Pond
Inflow Area = 3.990 ac, 43.36% Impervious, Inflow Depth > 1.36" for 1-Yr event
Inflow = 8.97 cfs @ 12.02 hrs, Volume= 0.453 of
Outflow = 2.30 cfs @ 12.24 hrs, Volume= 0.288 af, Aften= 74%, Lag= 13.1 min
Primary = 2.30 cfs @ 12.24 hrs, Volume= 0.288 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 523.17' @ 12.24 hrs Surf.Area= 8,801 sf Storage= 9,527 cf
Plug-Flow detention time= 139.1 min calculated for 0.288 of (64% of inflow)
Center-of-Mass det. time= 65.3 min ( 856.1 - 790.8 )
Volume Invert Avail.Storage Storage Description
#1 522.00' 39,158 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store .
(feet) (sq-ft) (cubic-feet) (cubic-feet)
522.00 7,526 0 0
523.00 8,611 8,069 8,069
524.00 9,744 9,178 17,246
525.00 10,932 10,338 27,584
526.00 12,215 11,574 39,158
Device Routing Invert Outlet Devices
#1 Primary 518.20' 18.0" Round Pond Outlet
L= 137.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 518.20'/ 517.52' S=0.0050'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 522.85' 24.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 524.00' 36.0" x 36.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=2.29 cfs @ 12.24 hrs HW=523.17' (Free Discharge)
L1 =Pond Outlet (Passes 2.29 cfs of 14.43 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.29 cfs @ 1.81 fps)
3=Riser ( Controls 0.00 cfs)

2015.11.16.Bioretention Review Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 10
Pond 3P: Biorention Pond
Hydrograph
10 ®InFlow
8.97 cfs 0 Primary
9 ------------------ ----------_--- Inflow Area=3.990-ac_
________-_Peak_E-le_v_=523.17'-_
.----------------- ----------- ---
r----- Storage=9,527 cf
OOOOOOOI/l/l/111/l/l/l/l101/l/l/l//�1��'�%%%/
������OOOOOOOOOOBO000000000000
-----------00-000-- - - - --OOOOOOOOG"

2015.11.16.Bioretention Review Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 11
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre -Development Runoff Area=173,790 sf 0.00% Impervious Runoff Depth>1.97"
Tc=15.0 min CN=70 Runoff=10.96 cfs 0.654 of
Subcatchment2S: Post -Development Runoff Area=173,790 sf 43.36% Impervious Runoff Depth>3.19"
Tc=10.0 min CN=84 Runoff=20.32 cfs 1.061 of
Pond 3P: Biorention Pond Peak Elev=524.08' Storage=17,991 cf Inflow=20.32 cfs 1.061 of
Outflow=10.31 cfs 0.890 of
Total Runoff Area = 7.979 ac Runoff Volume = 1.715 of Average Runoff Depth = 2.58"
78.32% Pervious = 6.249 ac 21.68% Impervious = 1.730 ac

2015.11.16. Bio retention Review Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 15
Pond 3P: Biorention Pond
Hydrograph
--
-----------------------6lnflow
20.32 CfS ---------------------------
oPrimary
22
21
----------------------------
---Inflow
Area=3:990-ac--
19 '
P_eak_E;le_v- 524-08-'-
---
r---
17
16
Storage=17,991 cf
15
----------------------------
----------------------------------
14
w 13
„
----------------------
10.31 cfs ---------------.---------:--------
3
LL1q
--_----_-__________________
i�_-_,_----__--------_-----_-_-_-_-_
Dq
j %77"M �OOp 0000000�000000000�00000%�
D���OO�O��O����O�o0000000000000G-

2015.11.16.Bioretention Review Type ll 24 -hr 100 -Yr Rainfall= 7.62 "
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 @2011 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: Biorention Pond
[82] Warning: Early inflow requires earlier time span
Inflow Area = 3.990 ac, 43.36% Impervious, Inflow Depth > 5.37" for 100 -Yr event
Inflow = 33.15 cfs @ 12.01 hrs, Volume= 1.784 of
Outflow = 17.05 cfs @ 12.13 hrs, Volume= 1.609 af, Atten= 49%, Lag= 7.4 min
Primary = 17.05 cfs @ 12.13 hrs, Volume= 1.609 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 524.81' @ 12.13 hrs Surf.Area= 10,709 sf Storage= 25,555 cf
Plug -Flow detention time= 69.7 min calculated for 1.608 of (90% of inflow)
Center -of -Mass det. time= 35.7 min ( 795.8 - 760.1 )
Volume Invert Avail.Storage Storage Description
#1 522.00' 39,158 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
522.00 7,526 0 0
523.00 8,611 8,069 8,069
524.00 9,744 9,178 17,246
525.00 10,932 10,338 27,584
526.00 12,215 11,574 39,158
Device Routing Invert Outlet Devices
#1 Primary 518.20' 18.0" Round Pond Outlet
L= 137.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 518.20'/ 517.52' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 522.85' 24.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 524.00' 36.0" x 36.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=17.04 cfs @ 12.13 hrs HW=524.80' (Free Discharge)
L =Pond Outlet (Barrel Controls 17.04 cfs @ 9.64 fps)
2=Orifice/Grate (Passes < 12.55 cfs potential flow)
3=Riser (Passes < 28.11 cfs potential flow)

2015.11.16.Bioretention Review Type 1124 -hr 100 -Yr Rainfall=7.62"
Prepared by McKim & Creed Printed 12/15/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 20
Pond 3P: Biorention Pond
Hydrograph
® Inflow
36 --------- ------------ 33.15 CfS =---- -----------'------ ------ ©Primary
34 Inflow.Area=3._990 ac
32
30 Peak E'lev=524.81'
26
26
Storage=25,555 cf
24—
---------------------------- -------------------------- --------
22
20 --- - - - - ---- ,-- -;
---- 17.05 cfs ---------------------------------
3 18 - -
o---------------- ,--- -- ---- �� ----------------------------------
M 16
14
12
6 ------------'------- --- - ------------ -----------------
4
2.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2015.11.16.13ioretention Review Type 1124 -hr 10-YrRainfall=5.17"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Pre -Development
Runoff = 10.96 cfs @ 12.08 hrs, Volume= 0.654 af, Depth> 1.97'
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.17'
Area (sf) CN Description
* 173,790 70
173,790 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 1S: Pre -Development
Hydrograph
-------------------------------------
---------------------
10 96 c fs ----------
o Runoff
7
3 6
;
_ _ _,_ - _
-- _ -- -------- - - - - -- -
LL
_
5
4
_ _ _ - _ _ _ _ r _ _ _ _�_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
3
---------------------------
2
Type II 24 -hr
10 -Yr Rainfall=5.17 '
Runoff Area= -173;790. sf
Runoff Volume=0:654 of
-- ------Runoff-Depth>1.97"-
------------------Tc=15.0 min-
--------- CN=70-
in-
----.----CN=70-
----------------------------------
LO
r
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2015.11.16.Bioretention Review Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 12/15/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Post -Development
Runoff = 20.32 cfs @ 12.01 hrs, Volume= 1.061 af, Depth> 3.19"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.1 T'
Area (sf)
CN
Description
98,429
74
>75% Grass cover, Good, HSG C
75,361
98
Paved parking, HSG C
173,790
84
Weighted Average
98,429
56.64% Pervious Area
75,361
43.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
-__(min) (feet)
(ft/ft)
(ft/sec) (cfs)
10.0
Direct Entry,
21
20 '
19
18
17
16
15
14
13
12
0
11
LL 10
7
1
Subcatchment 2S: Post -Development
Hydrograph
- 20.32 cfs -----------------
O Runoff
----------------------------- -------------------- Type-II-24=hr--
10-Yr Rainfall'=5.17"
Runoff Area=173;790; sf
--------=----'---------------- ---- Runoff Volume=1.06-1''-af--
----------------------------- '.
-�, ----------Runoff-Depth>3.19"--
------------------------------ ------------- ------ --- - ---- --
----------------------------------
____T -c -10.O min--
CN=84
_ _ _ _ _ _ _ _ _ _ _ _ _ - J _ _ _ _ _ _ _ _ _I_ - _ _ 1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ _ _ _ _ _ _,_ - _ _ - _ �j - - - - _ _ _ _ _ _ _- _ - _ _ _ _ _ _._ _ _ _ _ _ _ _ _ _ _ _ _
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

. • 1
2015.11.16.Bioretention Review Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 12/15/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: Biorention Pond
Inflow Area = 3.990 ac, 43.36% Impervious, Inflow Depth > 3.19" for 10 -Yr event
Inflow = 20.32 cfs @ 12.01 hrs, Volume= 1.061 of
Outflow = 10.31 cfs @ 12.14 hrs, Volume= 0.890 af, Atten= 49%, Lag= 7.8 min
Primary = 10.31 cfs @ 12.14 hrs, Volume= 0.890 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 524.08' @ 12.14 hrs Surf.Area= 9,834 sf Storage= 17,991 cf
Plug -Flow detention time= 85.5 min calculated for 0.887 of (84% of inflow)
Center -of -Mass det. time= 39.0 min ( 811.1 - 772.1 )
Volume Invert Avail.Storage Storage Description
#1 522.00' 39,158 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
522.00 7,526 0 0
523.00 8,611 8,069 8,069
524.00 9,744 9,178 17,246
525.00 10,932 10,338 27,584
526.00 12,215 11,574 39,158
Device Routing Invert Outlet Devices
#1 Primary 518.20' 18.0" Round Pond Outlet
L= 137.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 518.20'/ 517.52' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 522.85' 24.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 524.00' 36.0" x 36.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=10.21 cfs @ 12.14 hrs HW=524.07' (Free Discharge)
L =Pond Outlet (Passes 10.21 cfs of 15.93 cfs potential flow)
2=Orifice/Grate (Orifice Controls 9.46 cfs @ 4.73 fps)
3=Riser (Weir Controls 0.75 cfs @ 0.87 fps)

aENERAL NOTES:
1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE
CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY OWNER IF ANY
DISCREPANCIES EXIST PRIOR TO CONSTRUCTION. NO ADDITIONAL COMPENSATION WILL BE
PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN
INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
2. CONTRACTOR SHALL N011FY "NORTH CAROLINA ONE CALL AT 1-800-632-4949 AT LEAST
48 HOURS PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE EXISTING
UTILITIES LOCATED. CONTRACTOR TO CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR
OWN LOCATOR SERVICES INDEPENDENT OF "NORTH CAROLINA ONE CALL".
3. OVERHEAD ELECTRIC LINES MAY EXIST ON THE SITE CONTRACTOR SHALL CONTACT DUKE
POWER AT [phone] PRIOR TO COMMENCING ANY ACTIVITY WITHIN 200 -FT OF DUKE
POWER RIGHT OF WAY.
4, PRIOR TO CONSTRUCTION, CONTRACTOR SHALL ARRANGE AND ATTEND A PRECONSTRUCTiON
CONFERENCE WITH CHATHAM COUNTY, OWNER AND ENGINEER.
5� EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE GROUND,
ARE BASED ON BEST AVAILABLE RECORD DRAWINGS.
6. SOIL UNDER BUILDINGS, PAVED AREAS AND WITHIN SLOPES GREATER THAN 3:1 (H:V)
SHALL BE APPROVED, PLACED AND COMPACTED AS RECOMMENDED BY THE GEOTECHNICAL
ENGINEER. THESE SOILS SHALL BE COMPACTED TO THE STANDARD PROCTOR MAXIMUM DRY
DENSITY UNLESS OTHERWISE RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
7� ALL GRADED AREAS SHALL BE SLOPED SUCH THAT NO AREAS OF STANDING WATER OCCUR
AND ALL AREAS POSITIVELY DRAIN TO DRAINAGE STRUCTURES, SWALES OR STORMWATER
MANAGEMENT FACILITIES.
8. CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF ALL PROPERTY CORNERS AND SHALL
REPLACE ALL MARKERS REMOVED IF DAMAGED DURING CONSTRUCTION.
9. CONTRACTOR IS RESPONSIBLE FOR ALL DEWATERING AS NECESSARY THROUGHOUT
CONSTRUCTION.
10� CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL PERMIT CONDITIONS, MONITORING AND
REPORTING REQUIREMENTS,
11� REFER TO SHEET D2.1 FOR PROPOSED ROAD CROSS SECTION DETAILS AND PAVEMENT
SCHEDULE.
11 GRADED SLOPES STEEPER THAN 11 SHALL BE STABILIZED WITH CURLEX SINGLE NET
(CURLEX 1) MATTING BY AMERICAN EXCELSIOR COMPANY OR APPROVED EQUAL OR AS
APPROVED BY THE GEOTECHNICAL ENGINEER.
11 STREAM AND WETLAND LOCATIONS ARE BASED ON DELINEATIONS PROVIDED BY SOIL AND
ENVIRONMENTAL CONSULTANTS IN RALEIGH, NO - CONTACT SEAN CLARK AT
919-846-5900�
14� NO PORTION OF THIS PROPERTY IS LOCATED IN SPECIAL FLOOD HAZARD AREA "AE" AS
SHOWN ON FEMA FIRM MAP #3710976500J DATED FEBRUARY 2, 2007�
15. EXISTING INFRASTRUCTURE AS SHOWN MAY BE UNDER CONSTRUCT10N AND SHALL BE FIELD
VERIFIED BY CONTRACTOR.
-BRIAR CHAPEL PARKWAY AND BOULDER POINT DRIVE EXTENSION SEALED JANUARY 1,
2012
16. BEFORE STARTING ANY CONSTRUCTION OF IMPROVEMENTS WITHIN ANY NCDOT STREET OR
HIGHWAY RIGHT-OF-WAY, CONTACT NCDOT DISTRICT OFFICE AND OBTAIN ALL PERMITS AND
ENCROACHMENTS AND KEEP COPIES ON CONSTRUCTION SITE AT ALL TIMES. ALSO CONTACT
NCDOT DISTRICT OFFICE 24 HOURS IN ADVANCE BEFORE PLACING CURB AND GUTTER AT
[phone]
0
0
0 e�)
FU77JRE ROAD--\-,
STAGE 2 CONSTRUCTION SEQUENCE
I . THE INTENT OF THE CONSTRUCTION SEQUENCE IS TO PROVIDE THE CONTRACTOR
WITH A GENERAL GUIDE FOR CONSTRUCTION PURPOSES. THIS SEQUENCE IS NOT
INTENDED TO OUTLINE ALL CONSTRUCTION ACTIVITIES ON THIS PROJECT.
2� ALI EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH
TH� CHATHAM COUNTY SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE.
3. ALL EROSION CONTROL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER
RAINFALL EVENTS, NEEDED REPAIRS SHALL BE MADE IMMEDIATELY.
4� IF IT IS DETERMINED DURING CONSTRUCTION THAT SIGNIFICANT SEDIMENT IS
LEAVING THE SITE, DESPITE PROPER IMPLEMENTATION AND MAINTENANCE, THE
CONTRACTOR IS OBLIGATED TO TAKE ADDITIONAL CORRECTIVE ACTION. CONTACT
CHATHAM COUNTY ENVIRONMENTAL QUALITY DEPARTMENT, OWNER'S
REPRESENTATIVE AND ENGINEER WITH ANY ADDITIONAL MEASURES NEEDED.
5� CONTRACTOR SHALL ESTABLISH GROUNDCOVER ON DISTURBED AREAS WITHIN THE
NUMBER OF CALENDAR DAYS AFTER COMPLETION OF GRADING PER THE SCHEDULE
BELOW.
GRADUAL SLOPES: (14) CALENDAR DAYS
MODERATE SLOPES: (10) CALENDAR DAYS
STEEP SLOPES: (7) CALENDAR DAYS
SLOPES ARE AS DEFINED IN THE CHATHAM COUNTY SOIL EROSION AND
SEDIMENTATION CONTROL ORDINANCE.
6� CONTRACTOR TO POST EROSION CONTROL PERMIT PROMINENTLY ON SITE AT ALL
TIMES.
7� TEMPORARY CONSTRUCTION ENTRANCES, TEMPORARY DIVERSION DITCHES, SILT
FENCING, TREE PROTECTION FENCING AND TEMPORARY SKIMMER BASINS WERE
INSTALLED AS PART OF THE BC WESTERN STORAGE POND AND BC PHASE 15
CLEARING AND GRUBBING PLANS. CONTRACTOR SHALL INSPECT THESE DEVICES TO
ENSURE COMPLIANCE PRIOR TO FINAL GRADING OPERATIONS.
& BEGIN FINAL GRADING OPERATIONS FOR ROADWAY.
9� AS ELEVATIONS ARE BROUGHT TO FINAL GRADES AND STORM PIPING IS INSTALLED
IN ROADWAY SECTIONS, CONTRACTOR SHALL INSTALL HARDWARE CLOTH AND
GRAVEL INLET PROTECTION AS SHOWN ON PLANS.
10� CONTRACTOR SHALL ENSURE THAT ALL SEDIMENT LADEN RUNOFF IS DIRECTED TO
ROADWAY INLET PROTECTION PRIOR TO REMOVAL OF ANY SKIMMER SEDIMENT
BASINS. NO BASINS SHALL BE REMOVED UNTIL INSPECTED AND APPROVED BY
CHATHAM COUNTY SESC STAFF.
11. PERFORM SEEDING AND MULCHING AS REQUIRED IN ACCORDANCE WITH THE
TEMPORARY AND PERMANENT SEEDING SCHEDULES LOCATED ON SHEET D1.2 AND
NOTE #5 OF THIS SEQUENCE
12. ONCE GROUNDCOVER HAS BEEN ESTABLISHED AND OTHER CONSTRUCTION IS
COMPLETE, CONTACT CHATHAM COUNTY SOIL EROSION AND SEDIMENTATION AND
ENGINEER FOR SITE INSPECTION BEFORE REMOVING ANY TEMPORARY EROSION
CONTROL MEASURES OR CONVERTING BASINS TO PERMANENT BMPs.
LIMITS OE -DISTURBANCE NOTES:
1� SILT FENCE AND TREE PROTECTION FENCE LINES ALSO DELINEATE THE LIMITS OF
DISTURBANCE. ALL SILT FENCING OR TREE PROTECTION FENCING SHALL BE
INSTALLED INSIDE LIMITS OF DISTURBANCE.
2. LIMITS OF DISTURBANCE BEYOND PREVIOUSLY APPROVED AREAS: Q.83 ACRES
Ilk
STORM DRAINAGE NOTES
1. STORM DRAINAGE PIPES SHALL BE,
RCP/CLASS III UNLESS OTHERWISE NOTED IN THESE PLANS. ALL PIPES INSIDE
THE PUBLIC RIGHT-OF-WAY SHALL ADHERE TO PIPE DEPTH, COVER AND
MATERIAL REQUIREMENTS IN ACCORDANCE WITH THE NCDOT PIPE MATERIAL
SELECTION GUIDE AS LOCATED ON THE NCDOT HYDRAULICS WEBSITE.
2. ALL CONCRETE SHALL MEET A MINIMUM 3,000 PSI COMPRESSIVE STRENGTH.
3. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE
WALL.
4, THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE
POINTED UP AND SMOOTHED TO AN ACCEPTABLE STANDARD USING MORTAR
MIXED TO MANUFACTURER'S SPECIFICATIONS.
5. ALL BACKFILL SHALL BE NON-PLAST1C IN NATURE, FREE FROM ROOTS,
VEGETA11ON MATTER, WASTE CONSTRUCTION MATERIAL OR OTHER
OBJECTIONABLE MATERIAL. UTILIZED MATERIAL SHALL BE CAPABLE OF BEING
COMPACTED BY MECHANICAL MEANS AND SHALL HAVE NO TENDENCY TO FLOW
OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF
ROLLING,
6. MATERIALS DEEMED AS UNSUITABLE FOR BACKFILL PURPOSES BY THE OWNER'S
REPRESENTATIVE SHALL BE REMOVED AND REPLACED WITH SUITABLE MATERIAL.
7� BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER PIPE
IS LAID. THE FILL AROUND THE PIPE SHALL BE THOROUGHLY COMPACTED TO
95% OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH THE STANDARD PROCTOR
TEST. THE TOP EIGHT (8) INCHES SHALL BE COMPACTED TO 100% STANDARD
PROCTOR.
8. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN
UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED.
9� ALL FLARED END SECTIONS DISCHARGING INTO WATER QUALITY PONDS WILL
HAVE A CONCRETE PAD POURED UNDERNEATH THE FLARED END SEC11ON IN
ACCORDANCE WITH PROVIDED CONSTRUCTION DETAILS.
10� RIM ELEVATIONS OF STORM DRAIN STRUCTURES SHALL BE FIELD VERIFIED.
11. STORM DRAINAGE WITHIN PRIVATE EASEMENTS TO BE OWNED, OPERATED AND
MAINTAINED BY HOME OWNER'S ASSOCIATION OR AGENT THEREOF.
12. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE MEASURED FROM CENTER
OF STORM STRUCTURES AND TO ENDS OF FLARED END SECTIONS, SLOPES
CALCULATED ARE BASED ON THIS LENGTH,
13. CB DENOTES CATCH BASINS TO BE INSTALLED IN THE CENTERS OF PAVED
ALLEYS AND NON -PAVED AREAS, REFER TO NCDOT DETAILS 840.19 AND
840.24 ON SHEET D-2.2.
14� CI DENOTES CURB INLETS TO BE INSTALLED IN THE CURB LINES OF ROADWAYS.
REFER TO NCDOT DETAILS 840.02 AND 840.03 ON SHEET D-2.2.
;LiUjq,,jr it
,_klr jj 161M MIM
�= -MMUMNAMM
WIMM11FAIMIM
Im
F YOU HAVE QUESTIONS OR CAN10 I ACCESS -TME FORM, PLEASE
CONTACT THIS OFFICE AT [phone].
NPDES GROUNDCOVER STABILIZATION TIMEFRAMES
SITE AREA
STABILIZATION
TIMEFRAME
DESCRIPTION
EXCEPTIONS
PERIMETER DIKES,
7 DAYS
NONE
SWALES, DITCHES,
(ft)
SLOPE
SLOPES
CB -BPD -17 SDMH-8PD- 16
5J4. 00
HIGH QUALITY WATER
7 DAYS
NONE
(HOW) ZONES
SHEET
SLOPES STEEPER
7 DAYS
14 DAYS FOR SLOPES
THAN 3:1
10' OR LESS IN
DBL CI -BPD- 1 HW -BPD -6
522.20
LENGTH AND NOT
18"
56 9
STEEPER THAN 2:1
SLOPES 3:1 OR
14 DAYS
7DAYS FOR SLOPES
FLATTER
CLASS /V
GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS
14 DAYS
NONE, EXCEPT FOR
WITH SLOPES FLATTER
0�41z
PERIMETERS AND HOW
THAN 4:1
ZONES
STORM DRAINAGE SUMMARY TABLE
UPSTREAM DOWNSTREAM
UPSTREAM
DOWNSTREAM
PIPE PIPE
LENGTH
W
STRUCTURE STRUCTURE
IN VER T
IN VER T
DIAMETER MATERIAL
(ft)
SLOPE
RIPRAP FOREBA Y
SEE BIORE7FN 77ON AREA
CB -BPD -17 SDMH-8PD- 16
5J4. 00
53J. 00
15" RCP
679
1 � 4 77.
SHEET
1" = 50"
V
DESIGNED
BSS
DBL CI -BPD- 1 HW -BPD -6
522.20
522.00
18"
56 9
0. 35Y.
AM
1 PRO]. IVIGR,
C
CLASS /V
DBL Cl -BPD --2 DBL Cl -BPD -1
522.JO
522.20
Rcp
18
24.5
0�41z
-=7'
1-1=1-,
DBL Cl -BPD -J DBL CI -BPD -4
529.65
529� 45
15 RCP
24.5
0.827.
D6 _P �F ,,,�19PD -,
D
_,.�26.,PD,,
4-0
RCP 1J6,9 0.507 -
PRINCIPLE SPILLWAY EX. CB -BPD -8 518.20 51752 18"
MAINTAIN EX. 7EMPORARY
, ,, k,
15
f CONSM C77ON ENTRANCE \AA, 01)Z. _wu OzIrf UU ff W 141.D 0� UJA
Uuffffyu 0UULUr_N DBL Of -BPD -3 If/ -_ - -_ __ ., I I " �, '� 11, `� ­:::��­­ - - - I r"', 1'�,
f0
EX7ENSfON CONSTRUC77ON
A C 77 V7 77ES. 'V HARDWARE CL07H AND -7\
>
samm, i EX. -BPD-8
GRAVEL INLET PRO 7EC 77ON CY
X I _.
ot STRUCTURE SHALL
7 --------
534 CONFORM TO NCOO T S 7D.
t
DETAIL 840.04 SHT 11,, 11
CB-BF`D_9 RIM ELEV = 521.63
0
S1RUC7`URE SHALL CONFORM TO J INV = 5IZ421 III"
i4lj�
5, NC00 T SID. DET NEW INVIN = 5IZ52
AIL 840.04 SHT I
DBL Cf -BPD -4 7_75 \�\RIM ELEV = 532.47 N51
EX. IN V 52347 EX LIMITS OF 61S7i)RBANCE MAIN I AIN EX. TEMPORARY
C0NS7RUC77ON EN7RANCE
DURING BOULDER POINT
PYTFAMION rnNcZTR11r77f)N
LEGEND:
VICINITY MAP
NOT TO SCALE
-SF/TPF----
5 3
535 ---
101102&i�*411011
TEMPORARY CONSTRUCTION
ENTRANCE
COMBINATION SILT/TREE PROTECTION
FENCE
TEMPORARY DIVERSION DITCH
EXISTING CONTOUR
PROPOSED CONTOUR
m m m m m m m m M LIMITS OF DISTURBANCE
CALL N.C. ONE
CALL CIENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UTIUTY
DAMAGE _�
49FAMAmfiffoemkimp0ma
HARDWARE CLOTH & GRAVEL INLET PROT.
ARC PIPE INLET PROTECTION
CHECK DAM
50' 0 50' 100'
AMPAmummmammmmm�
SCALE: 1"=50' (Horiz.)
'17
CON 7RAC TOR SHALL INSTALL CONCRE7E
ENCASEMENT PER CHA THAM COUNTY STANDARD
DETAILS IF VER77CAL SEPARA77ON IS LESS THAN W
SEE DETAIL SHEET D2.1
BIORE7EN770N AREA #20
SEE DETAIL SHEET DJ. I
b1KU(;1UKL `�HALL UUMUKAf IU mm- -1r,
NCOOT S7D. DETAIL 840.04 SH T 1
_0
RIM 5JZ 50
SOMH-BPD-161
RIM 5JZ 94 t
-4-
FES-BP
SCOUR HOLE SHALL BE CONS
PER THE DIMENSIONS SHOWN ON 7141S
SHEET RIPRAP SHALL BE CLASS B
OV
PLACED A T A DEPTH OF' 24 ER
LAYER OF RL TER FABRIC. PERMANENT
SUGH AS
77JRF REINFORCEMENT MA T77NG,
v 4
NA GREEN SC250 OR EQUAL SHALL BE // f
y F ILL SLOPE A T BUFFER SHALL BE 1. 75. 1
PLACE TO THE TOE OF THE FILL SLOPE FILL SLOPE A T BUFFER SHALL BE 1. 75. SLOPE SHALL BE ARMORED PER DESIGN
SLOPE SHALL BE ARMORED PER DESIGN
AS RECOMMENDED BY MAINTAIN EX. 7EMPORA�Y
EX. FES -BPD -10 I III 1"'\ - - D
AS RECOMMENDED BY 7�'
J \INV 517. 10 GE07ECHNICAL ENGINEER CONS7RUC77ON ENTRANCE
11 1 1 1 \ \ t, I I 11, " R
'GE07ECHNICAL ENGINEE
'CIAL CARE' A 0\ DURING BOULDER POINT
CON7RACTOR SHALL TAKE SPE
DBL EXTENSION C0NS7RUC77ON
A C 77 W TIES.
TO NOT IMPACT BEYOND L1,M1 7S OF V A Cf -BPD -2
0
CON7RACTOR SHALL TAKE SPECIAL CARE
SILT FENCE17REE PRO7EC71ON I\\\ 9PD 1
1 DBL Of-,
TO NO T IMPA C T BE YOND LIA41 IS OF 0)
FENCING BOUNDARY IN ORDER TO REMAIN,\ A
SILT FENCEITREE PRO 7EC 77ON
OUTSIDE OF LIMITS OF EX. RIPARIAN BUFFIER
FENCING BOUNDARY IN ORDER TO REMAIN\'\
W,
OUTSIDE OF LIMITS OF EX� RIPARIAN BUFFER',,
V\10'
"v
,V
V
v V\
RCPICLASS
N N EX. FES
IAIA�
INV 512. 73
N, v N\I
v
\NX V
/V/
, W.
V q
'N
A011'\
X
0 Al \\\,\ \
\0� �\V
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V v
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Fl PFVT'FD P P POTF tjTj� MY (7()NFI Trj­
F , NTIAI, I'S
A I 10R(_UNtltRU(_I1(_jN
REV� 40. DESCRIPTIONS DATE
REVISIONS
SEAL
\p\ CA �0�
�Ass/o*
, 4&0
4 -AL
036348
1111812015
A
C
////m I I tw\0
OAF
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: (919Y233-8031
F 1222
by
Newland commmm
I I A ill p " ,
is j 1,
m T Ip =
AM "UTTJ
G 114 FAA
ST/kGE 2
GRADING, DRAINAGE & ER(D"S10 N
Cf-'% k I
OINTFROX PLAINI
DATE:
/1 1, 1 \ \ 11
� \ , \ , V
V,
W
V
MCE PRO]. #
02735-0113
/Xr.
RIPRAP FOREBA Y
SEE BIORE7FN 77ON AREA
HORIZONTAL::
SEC77ON DETAIL'
BSS
6�R�Wlj
SHEET
1" = 50"
V
DESIGNED
BSS
LEGEND:
VICINITY MAP
NOT TO SCALE
-SF/TPF----
5 3
535 ---
101102&i�*411011
TEMPORARY CONSTRUCTION
ENTRANCE
COMBINATION SILT/TREE PROTECTION
FENCE
TEMPORARY DIVERSION DITCH
EXISTING CONTOUR
PROPOSED CONTOUR
m m m m m m m m M LIMITS OF DISTURBANCE
CALL N.C. ONE
CALL CIENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UTIUTY
DAMAGE _�
49FAMAmfiffoemkimp0ma
HARDWARE CLOTH & GRAVEL INLET PROT.
ARC PIPE INLET PROTECTION
CHECK DAM
50' 0 50' 100'
AMPAmummmammmmm�
SCALE: 1"=50' (Horiz.)
'17
CON 7RAC TOR SHALL INSTALL CONCRE7E
ENCASEMENT PER CHA THAM COUNTY STANDARD
DETAILS IF VER77CAL SEPARA77ON IS LESS THAN W
SEE DETAIL SHEET D2.1
BIORE7EN770N AREA #20
SEE DETAIL SHEET DJ. I
b1KU(;1UKL `�HALL UUMUKAf IU mm- -1r,
NCOOT S7D. DETAIL 840.04 SH T 1
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RIM 5JZ 50
SOMH-BPD-161
RIM 5JZ 94 t
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FES-BP
SCOUR HOLE SHALL BE CONS
PER THE DIMENSIONS SHOWN ON 7141S
SHEET RIPRAP SHALL BE CLASS B
OV
PLACED A T A DEPTH OF' 24 ER
LAYER OF RL TER FABRIC. PERMANENT
SUGH AS
77JRF REINFORCEMENT MA T77NG,
v 4
NA GREEN SC250 OR EQUAL SHALL BE // f
y F ILL SLOPE A T BUFFER SHALL BE 1. 75. 1
PLACE TO THE TOE OF THE FILL SLOPE FILL SLOPE A T BUFFER SHALL BE 1. 75. SLOPE SHALL BE ARMORED PER DESIGN
SLOPE SHALL BE ARMORED PER DESIGN
AS RECOMMENDED BY MAINTAIN EX. 7EMPORA�Y
EX. FES -BPD -10 I III 1"'\ - - D
AS RECOMMENDED BY 7�'
J \INV 517. 10 GE07ECHNICAL ENGINEER CONS7RUC77ON ENTRANCE
11 1 1 1 \ \ t, I I 11, " R
'GE07ECHNICAL ENGINEE
'CIAL CARE' A 0\ DURING BOULDER POINT
CON7RACTOR SHALL TAKE SPE
DBL EXTENSION C0NS7RUC77ON
A C 77 W TIES.
TO NOT IMPACT BEYOND L1,M1 7S OF V A Cf -BPD -2
0
CON7RACTOR SHALL TAKE SPECIAL CARE
SILT FENCE17REE PRO7EC71ON I\\\ 9PD 1
1 DBL Of-,
TO NO T IMPA C T BE YOND LIA41 IS OF 0)
FENCING BOUNDARY IN ORDER TO REMAIN,\ A
SILT FENCEITREE PRO 7EC 77ON
OUTSIDE OF LIMITS OF EX. RIPARIAN BUFFIER
FENCING BOUNDARY IN ORDER TO REMAIN\'\
W,
OUTSIDE OF LIMITS OF EX� RIPARIAN BUFFER',,
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REVISIONS
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036348
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1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: (919Y233-8031
F 1222
by
Newland commmm
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is j 1,
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GRADING, DRAINAGE & ER(D"S10 N
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OINTFROX PLAINI
DATE:
APRIL 17, 2015
ILE NUMB=
V
MCE PRO]. #
02735-0113
/Xr.
HORIZONTAL::
DRAWN
BSS
6�R�Wlj
1" = 50"
DESIGNED
BSS
VERTICAL:
C3
CHECKED
G
AM
1 PRO]. IVIGR,
C
N/A
ISSUED FOR CONSTRUCTION B

SCALE _ 1 " — 20'
SHOULDER ELEV.-526.50
i B
11.5"
as ti �-
12 (MIN) II ,
CONCRETE CRADLE
(MIN 2000 PSI CONCRETE)
I�RETE
18—IN RCF
PRESSURE FIFE
SELECT FILL PLACED AND COMPACTED
AT 95% STANDARD PROCTOR MAX
DRY DENSITY AT PLUS 2%-3% OF
OPTIMUM MOISTURE CONTENT TO TOP OF PIPE
SELECT FILL PLACED AND COMPACTED AT
95% STANDARD PROCTOR MAX DRY
DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CRADLE ET I L
NTS
RUBBER CASKET
i
CONCRETE PRESSURE,
PIPEJOINT DETAIL
m
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
1. ALL CONCRETE TO BE 3000 PSI @ 28 DAYS.
2. ALL STORM DRAIN CLEANOUTS ARE TO BE SPACED AT 75' MAX.
3. CONTRACTOR SHALL CALL ENGINEER FOR ON—SITE INSPECTION OF
BIORETENTION AREA DURING CONSTRUCTION.
4. BIORETENTION AREA TO BE PROTECTED FROM SEDIMENT ACCUMULATION
DURING ALL PHASES OF CONSTRUCTION.
5. BIORETENTION MEDIA SHALL NOT TO BE PLACED UNTIL 100% OF
DRAINAGE AREA TO POND IS STABILIZED WITH HARDSCAPE, TURF, ETC.
6. BIORETENTION MEDIA IS TO BE PLACED AND RAKED IN BY HAND, AT
NO TIME SHALL LARGE EQUIPMENT DRIVE OVER THE MEDIA AFTER IT
HAS BEEN PLACED. THE MEDIA SHALL NOT BE COMPACTED OVER 85%.
STANDARD PROCTOR IN ORDER TO MAINTAIN PROPER INFILTRATION
RATES.
7. MAXIMUM TIME WATER SHOULD POND IS 12 HOURS.
8. IF SOD IS TO BE INSTALLED, ONLY SOD GROWN IN SANDY SOILS ARE TO
BE ALLOWED. SOD GROWN IN CLAY SOILS WILL NOT BE ALLOWED.
ENGINEEREDT1
1. THE PLANTING SOIL SHALL MEET THE FOLLOWING CRITERIA:
A)PH RANGE: 5.5 — 6.5 ASTM D472
B)ORGANIC MATTER: 3 — 5% AASHTO
T194
C)SAND CONTENT 85 — 88% AA HTO T88
D)FINES (SILT AND CLAY) CONTENT 8 — 12% AA HTO T88
E) PHOSPHOROUS INDEX (P--1) 10 -- 30 NCDA
2r BIORETENTION MEDIA SHALL HAVE A MINIMUM INFILTRATION RATE OF
1.0"/HR.
3. BIORETENTION MEDIA, SHALL HAVE A MAXIMUM INFILTRATION RATE OF
6.0"/HR.
4, THE MEDIA SHALL BE A UNIFORM MIX, FREE OF STONES, STUMPS,
ROOTS OR OTHER SIMILAR OBJECTS LARGER THAN TWO INCHES. NO
MATERIALS OR SUBSTANCES SHALL BE MIXED OR DUMPED WITHIN THE
BIORETENTION AREA THAT MAY BE HARMFUL TO PLANT GROWTH, OR
PROVE A HINDRANCE TO THE PLANTING OR MAINTENANCE OPERATIONS.
THE PLANTING SOIL SHALL BE FREE OF BERMUDA GRASS, QUACKGRASS,
JOHNSON GRASS, OR OTHER NOXIOUS WEEDS.
5. PLANTING MEDIA SHALL BE TESTED PRIOR TO INSTALLATION TO MEET
THE CRITERIA LISTED ABOVE AND RESULTS SENT TO CIVIL ENGINEER FOR
REVIEW AND APPROVAL.
6. BIORETENTION MEDIA SHALL BE 'BIORETENTION MIX' FROM WADE MOORE
EQUIPMENT COMPANY, INC. IN LOUISBURG, NC. [phone].
s y 1 —YR V� HDPE FLAT ROOF
HDPE FLAT ROOF TRASH RACK
.1 TRASH RACK
❑00000000F]�� �_........, y
3' BERM V�iDTH BIORETENTION SURFACE AND SIDE 11000000EIF-10TOP ELEV.=524.00
TOP EL. 522.50SLOPES TO DE522.85
i3 NTH
_YR Nf BERMUDA SOODD GCRRO IN — N�624' WIDE x 6" TALL OPENING
aNON—CLAYEY SOILS SCREW IN CLEANOUT ❑ 2 SIDES
/V` ..✓
' v / SOLID 6" PVC APA COUPLING 3' 3' PRECAST
�,, • 1 �. ✓ .3 FLUSH AND H GRAIDE COWCRE7F RISER HDPE FLAT ROOF
,� �. r / A� TRASH RACK
r
r
✓ ,✓'FINISHED GRADE EL. 522.0
r , J.,
IN SITU MATERIAL
dr „, ✓
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22 IN CLAS B R
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INV. IN
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f FILTER FABRIC LINING
6 IN. PERFORATED'
HDPE NTH 1/2 IN IN SITU MATERIAL
f 15" RCP FROM SITE «,
57 STONE. HOLES
�`—'' INV. IN 522.00cx
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III=III
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SELECT FILL PLACED AND COMPACTED AT
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DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CRADLE ET I L
NTS
RUBBER CASKET
i
CONCRETE PRESSURE,
PIPEJOINT DETAIL
m
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
1. ALL CONCRETE TO BE 3000 PSI @ 28 DAYS.
2. ALL STORM DRAIN CLEANOUTS ARE TO BE SPACED AT 75' MAX.
3. CONTRACTOR SHALL CALL ENGINEER FOR ON—SITE INSPECTION OF
BIORETENTION AREA DURING CONSTRUCTION.
4. BIORETENTION AREA TO BE PROTECTED FROM SEDIMENT ACCUMULATION
DURING ALL PHASES OF CONSTRUCTION.
5. BIORETENTION MEDIA SHALL NOT TO BE PLACED UNTIL 100% OF
DRAINAGE AREA TO POND IS STABILIZED WITH HARDSCAPE, TURF, ETC.
6. BIORETENTION MEDIA IS TO BE PLACED AND RAKED IN BY HAND, AT
NO TIME SHALL LARGE EQUIPMENT DRIVE OVER THE MEDIA AFTER IT
HAS BEEN PLACED. THE MEDIA SHALL NOT BE COMPACTED OVER 85%.
STANDARD PROCTOR IN ORDER TO MAINTAIN PROPER INFILTRATION
RATES.
7. MAXIMUM TIME WATER SHOULD POND IS 12 HOURS.
8. IF SOD IS TO BE INSTALLED, ONLY SOD GROWN IN SANDY SOILS ARE TO
BE ALLOWED. SOD GROWN IN CLAY SOILS WILL NOT BE ALLOWED.
ENGINEEREDT1
1. THE PLANTING SOIL SHALL MEET THE FOLLOWING CRITERIA:
A)PH RANGE: 5.5 — 6.5 ASTM D472
B)ORGANIC MATTER: 3 — 5% AASHTO
T194
C)SAND CONTENT 85 — 88% AA HTO T88
D)FINES (SILT AND CLAY) CONTENT 8 — 12% AA HTO T88
E) PHOSPHOROUS INDEX (P--1) 10 -- 30 NCDA
2r BIORETENTION MEDIA SHALL HAVE A MINIMUM INFILTRATION RATE OF
1.0"/HR.
3. BIORETENTION MEDIA, SHALL HAVE A MAXIMUM INFILTRATION RATE OF
6.0"/HR.
4, THE MEDIA SHALL BE A UNIFORM MIX, FREE OF STONES, STUMPS,
ROOTS OR OTHER SIMILAR OBJECTS LARGER THAN TWO INCHES. NO
MATERIALS OR SUBSTANCES SHALL BE MIXED OR DUMPED WITHIN THE
BIORETENTION AREA THAT MAY BE HARMFUL TO PLANT GROWTH, OR
PROVE A HINDRANCE TO THE PLANTING OR MAINTENANCE OPERATIONS.
THE PLANTING SOIL SHALL BE FREE OF BERMUDA GRASS, QUACKGRASS,
JOHNSON GRASS, OR OTHER NOXIOUS WEEDS.
5. PLANTING MEDIA SHALL BE TESTED PRIOR TO INSTALLATION TO MEET
THE CRITERIA LISTED ABOVE AND RESULTS SENT TO CIVIL ENGINEER FOR
REVIEW AND APPROVAL.
6. BIORETENTION MEDIA SHALL BE 'BIORETENTION MIX' FROM WADE MOORE
EQUIPMENT COMPANY, INC. IN LOUISBURG, NC. [phone].
s y 1 —YR V� HDPE FLAT ROOF
HDPE FLAT ROOF TRASH RACK
.1 TRASH RACK
❑00000000F]�� �_........, y
3' BERM V�iDTH BIORETENTION SURFACE AND SIDE 11000000EIF-10TOP ELEV.=524.00
TOP EL. 522.50SLOPES TO DE522.85
i3 NTH
_YR Nf BERMUDA SOODD GCRRO IN — N�624' WIDE x 6" TALL OPENING
aNON—CLAYEY SOILS SCREW IN CLEANOUT ❑ 2 SIDES
/V` ..✓
' v / SOLID 6" PVC APA COUPLING 3' 3' PRECAST
�,, • 1 �. ✓ .3 FLUSH AND H GRAIDE COWCRE7F RISER HDPE FLAT ROOF
,� �. r / A� TRASH RACK
r
r
✓ ,✓'FINISHED GRADE EL. 522.0
r , J.,
IN SITU MATERIAL
dr „, ✓
i
i
A,(
w.
24 IN.
,.. _ IPRAP
22 IN CLAS B R
� 6" HDPE
kms" ti
INV. IN
(KEYED INDJA
516rwJV �g(�
..
f FILTER FABRIC LINING
6 IN. PERFORATED'
HDPE NTH 1/2 IN IN SITU MATERIAL
f 15" RCP FROM SITE «,
57 STONE. HOLES
�`—'' INV. IN 522.00cx
is r i,7 a7<.Y,
..._ ,- -, s. .:?�;; .r,;�� � x... ✓'"� "<',. :.r� ""-.,Y:"s,r�,� :'i✓;y�"; .ii ,.ri'>.i!s,�y,r%" iii
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FILTER FABRIC LINING ; yy
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1 5,
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aY$
10 IN. WASHED STONE
6"PVC ELBOiW
REVISIONS
SEAL
SEAL
\�dtttttRkilCARO
ltlCfptfpp
4..,�\� �•�ey Q��.531 (�`�sf � �/iii
C� s
036348
11/18/2015 : h
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frttitt�sitte
SIM a
1730 Varsity Drive, Suite 500
Raleigh,.27606
[phone],
I
SLOPE 1PERFORATIONS
wt Ear a; �tCTION THIS w • • il"
�
DIAMETER
II Ili DEG. ON
FOOT SPACING
INV. AS NOTED ON PLAN SHEET
r
CHATHAMBRIAR CHAPEL
BOULDER POiiiiF DRIVE EXTEPNISION1
CAROLINA
—5 FT. x 5 FT. x 1 FT. THICK
CAST IN PLACE
ANTIFLOTATION BLOCK
�®6 DARS {G60) C�
45 DEG. AROUND BASE
THAT PENETRATE
THROUGH RISER
COMPACTED ABC STONE
WRAPPED IN
NON—WOVEN FILTER
FABRIC
DATE:
APRIL 17, 2015
FILE NUMBER
��: I
HORIZONTAL:
B
A
REV.NO.
REVISED PER POTENTIAL UTILITY CONFLICTS 2055.11.18
i°-.`.1IfItf(W4tIN%IIll hTT,IN ,01%09OP
DESCRIPTIONS I DATE
REVISIONS
SEAL
SEAL
\�dtttttRkilCARO
ltlCfptfpp
4..,�\� �•�ey Q��.531 (�`�sf � �/iii
C� s
036348
11/18/2015 : h
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frttitt�sitte
SIM a
1730 Varsity Drive, Suite 500
Raleigh,.27606
[phone],
I
SLOPE 1PERFORATIONS
wt Ear a; �tCTION THIS w • • il"
�
DIAMETER
II Ili DEG. ON
FOOT SPACING
INV. AS NOTED ON PLAN SHEET
r
CHATHAMBRIAR CHAPEL
BOULDER POiiiiF DRIVE EXTEPNISION1
CAROLINA
—5 FT. x 5 FT. x 1 FT. THICK
CAST IN PLACE
ANTIFLOTATION BLOCK
�®6 DARS {G60) C�
45 DEG. AROUND BASE
THAT PENETRATE
THROUGH RISER
COMPACTED ABC STONE
WRAPPED IN
NON—WOVEN FILTER
FABRIC
DATE:
APRIL 17, 2015
FILE NUMBER
��: I
HORIZONTAL:
DRAWNC
EBSS
I 1
AS NOTED
DESIGNED
Bi
? D3.
S
R
ISSUED FOR CONSTRUCTION ;