20050732 Ver 20_Stormwater Info_20110222

vMCKIM&CREED
TO: NCDENR - DWQ 401 Unit
512 N Salisbury Street
Archdale Building -911, Floor
Raleigh, NC 27604
ATTENTION: Ms. Annette Lucas
LETTER OF TRANSMITTAL
DATE: February 21, 2010 b S - ()13 I V
PROJECT NO: 02735-0069 TASK NO: EXp
RE: Briar Chapel - Phase 5 North
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints
? Specifications ? Calculations
? Shop Drawings ? Samples
® Other
Quantity Drawing No. Rev Description Status
2 Sets Stormwater Design Plans D-13, D-14, D-15 (Pond #8 only) H
2 Revised Calculations (Pond #8 only) H
2 Wet Detention Pond Design Supplement (Pond #8 only) H
i i I I
REMARKS: Hi Annette,
Please find the enclosed documents for your review. Please let us know if you have any
questions or comments.
Thank you for your time.
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3. Other
4. Amend & Resubmit 5. Rejected -See Remarks
1730 Varsity Dr., Suite 500, Raleigh, NC 27606 919/233-8091 Fax [phone]
Cc: File McKIM & CREED, PA
FEB 2 2 2011
$ 8911MftBunch I Signed
Gareth Avant, PE, LEED AP
\\RAL\cad\2735\0069 - Briar Chapel Phase 5 North\40-Permit\NCDENR 401 Stormwater\2011-02-21 Submittal Pone 8\tr 2 21 2011 DWQ Annette
Lucas.doc
v McKIM&CREED
v
Venture IV Building
Suite 500
1730 Varsity Drive
Raleigh, NC 27606
919.233.8091
Fax [phone]
www.mckimcreed. corn
February 21, 2011
ENGINEERS
SURVEYORS
P L A N N E R S
M&C 02735-0069
D5 - 0'13 Q- L) 01-0
Archdale Building - 9th Floor
Raleigh, NC 27604
v
RE: Briar Chapel - Phase 5 N Pond #8 Revisions (DWQ Project # 05-0732V13)
Ms. Annette Lucas
DWQ 401 Permitting Unit
512 N. Salisbury Street
Ms. Lucas:
Per our phone conversation on February 9, I have enclosed the necessary
documents to revise our stormwater permit issued on Phase 5 North of the Briar
Chapel Development.
The change was made necessary due to the design of the retaining wall that is
located between Pond #8 and Serenity Hill Circle. The height of the wall
required that the tie backs would be located within NCDOT's Right of Way,
which was unacceptable. In order to resolve the issue, we relocated the wall to
the North and West.
The new pond design fits within the space better, and provides additional
storage volume over the original design. The riser and barrel structure will
maintain the same dimensions of the original design.
If you have any questions during your review, please do not hesitate to give me a
call at [phone]. Thank you for your help.
Sincerely,
McKIM & CREED, P.A.

Gareth Avant, PE, LEED AP
Project Engineer
Copy to
Project file
40
Permit
(to be provided by DWQ)
LTMA
_AV*A
WDENR
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 111) must be printed, filled out and submitted along with all of the required information.
OF W ATE,9
O?
o <
I. PROJECT INFORMATION
Project name Briar Chapel Development - Phase 5 North
Contact person Grant Livengood, PE
Phone number 919..233.8091
Date 9-Aug-2010
Drainage area number #8
II. DESIGN INFORMATION
Site Characteristics
Drainage area 526,749 f?
Impervious area, post-development 319,138 fe
% impervious 60.59 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 26,130 ft3 OK
Volume provided 26,926 ft3
OK, volume provided is equal to or in excess of volume required.
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 ft3
Volume provided ft3
Peak Flow Calculations
Is the prelpost control of the tyr 24hr storm peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 3.0 in
Rational C, pre-development 0.40 (unifless)
Rational C, post-development 0.76 (unifless)
Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr Insufficient. Check intensity calculation.
Pre-development 1-yr, 24-hr peak flow 5.83 ft3lsec
Post-development 1-yr, 24-hr peak flow 34.48 ft3lsec
Pre/Post 1-yr, 24-hr peak flow control 28.65 ft3lsec
Elevations
Temporary pool elevation 455.85 fmsl
Permanent pool elevation 454.50 fmsl
SHWT elevation (approx. at the perm. pool elevation) fmsl
Top of 1 Oft vegetated shelf elevation 455.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 454.00 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond) 450.00 fmsl
Sediment cleanout, bottom elevation 449.00 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment storage provided 1.00 It
Is there additional volume stored above the state-required temp. pool? N (Y or N)
Elevation of the top of the additional volume fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts 1. & II. Design Summary, Page 1 of 2
e

Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 21,414 fe
Area REQUIRED, permanent pool 11,588 fe
SAIDA ratio 2.20 (unitless)
Area PROVIDED, permanent pool, Ap._,01 17,299 ftZ OK
Area, bottom of 1 Oft vegetated shelf, Abot sh8jf 14,313 ft2
Area, sediment cleanout, top elevation (bottom of pond), Ahotyond 7,949 fe
26,926 ft3 OK
59,177 ft3
10,660 ft3
18.0%% OK
90%
N (Y or N)
Y (Y or N)
2.20 (unitless)
Y (Y or N)
59,177 ft3
17,299 ft
3.42 ft OK
3.5 ft OK
N (Y or N)
17,299 fe
14,313 fC
7,949 fe
4.00 ft
ft
ft
Volumes
Volume, temporary pool
Volume, permanent pool, Vp ,,,,,,,d
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vwaj)c
Area provided, permanent pool, A,._p.I
Average depth calculated
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Aran„
Area, bottom of 1 Oft vegetated shelf, Ahot she1r
Area, sediment cleanout, top elevation (bottom of pond), k,_p,d
Y (Y or N)
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
2.50 in
in2
0.60 (unitless)
0.47 ft
N (Y or N)
(unitless)
(unitless)
ft
It
5.83 ft3lsec
34.48 ft3lsec
0.09 ft3lsec
3.51 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 1.7 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.6 ft OK
Vegetated filter provided? N (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 is: 8" DIP with gate valve
Parts I. & II. Design Summary, Page 2 of 2
Form SW401-Wet Detention Basin-Rev.8-9/17/09
s

Permit No.
go be provided by DWQ)
M. REQMW CW* f
Please indicate the page or plain 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 requiremerits have been met If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justffication.
Pagel Plan
Initials Shad No.
1. Plans (1' - 50' or larger) of the entire site showing:
- Design at ultimate build-art,
- 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 pubic right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement
6<A D -11/12- 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.
C --0 t t L 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 strucl res.
GU G-I `I 4. If the basin is used for sediment and erosion control diming construction, clean out of the basin is
specified on the plans prior to use as a wet detention basin.
6 CA Lot- C_
oOV- 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for
forebay, to verify volume provided.
GI`1 8. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
6<A Chic 1. The supporting calculations.
g eoic
Gu tov ratr..? 8, A copy of the signed and notarized operation and maintenance (08M agreement

CA wv 11'" 9. A copy of the deed restrictions (if required).
Pieev1"_*a y
10. A soils report that is based upon an actual field investigation, soil
borings, and infiltration tests. County
sal maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev 8-9/17/09
Part Ill. Required Items Checklist„ Pape 1 of 1
A
WATER QUALITY POND #8 CALCULATIONS
Project Name
Briar Chapel - Phase 5
Project Number
02735-0069
Date
February 18, 2010
3rd revision
2nd revision
1st revision
Water Quality Pond Drainage Area Data
Project Briar Chapel - Phase 5
Project No. 02735-0069
Date February 18, 2010
Total site area 526,749 square feet = 12.09 acres
Dra inage area to and Other Drainage Area

Impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site buildings 0 186,000 186,000 0 0
On-site streets 0 109,584 109,584 0 0
On-site parking 0 0 0 0 0
On-site sidewalks 0 23,554 23,554 0 0
Other on-site 0 0 0 0 0
Total off-site impervious 0 0 0 0 0
Total Impervious 0 3191138 319,138 0 0
Drainage area to and Other Drainage Area

Non-impervious areas Existing
s Proposed
s Change
s Existing
s Proposed
s
On-site grass/landscape 0 192,659 192,659 0 0
On-site woods 526,749 14,952 -511,797 0 0
Other undeveloped 0 0 0 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 526,749 207,611 -319,138 0 0
Total -Drainage Area 526,749 526,749 0 3,167,850 3,167,850
Percent Impervious 0.0 60.6 60.6 0.0 0.0
Notes:
2011.02.18.Wet Detention Pond #8.xls
Site Drainage Area Data Page 1 of 1 Printed 2/18/2011 12:42 PM
Water Quality Pond Surface Area Calculations
Project Briar Chapel - Phase 5
Project No. 02735-0069
Date February 18, 2010
Total on-site drainage area to pond 526,749 square feet
Total impervious area in drainage area 319,138 square feet
Average water depth of basin at normal pool 3.5 feet
Location of site Chatham County
Site region Piedmont
% Impervious cover 60.6 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area/Drainage Area Ratios
For a site in the Piedmont (85%) 2.2 percent
For a site in the Piedmont (90%) 12 percent
For a site in a Coastal County w/ Vegetative Filter 4.4 percent
For a site in a Coastal County w/out Vegetative Filter 6.2 percent
Required surface area of pond:
For a site in the Piedmont (85%) 11,800.0 square feet
For a site in the Piedmont (90%) 16,750.0 square feet
For a site in a Coastal County w/ Vegetative Filter 23,440.0 square feet
For a site in a Coastal County w/out Vegetative Filter 32,680.0 square feet
Notes:
2011.02.18.Wet Detention Pond #8.xis
Pond Surface Area Calcs Page 1 of 1 Printed 2/18/2011 12:39 PM
Water Quality Pond Stormwater Runoff Volume Calculations
Project Briar Chapel - Phase 5
Project No. 02735-0069
Date February 18, 2010
Drainage area 526,749 square feet
Impervious area 319,138 square feet
Rainfall depth 1.00 inches
Percent Impervious 60.6 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.60 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 26,130.1 cubic feet
Notes:
2011.02.18.Wet Detention Pond #8.xls
Runoff Volume Calcs Page 1 of 1 Printed 2/18/2011 12:40 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Temporary Pool
Project Briar Chapel - Phase 5
Project No. 02735-0069
Date February 18, 2010

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
454.5 0 17,299.0 0.397 17,299.0 0.4 0.0 0.0 0.0 0.0
455 0.5 20,000.0 0.459 2,701.0 0.1 9,324.8 0.2 9,324.8 0.2
455.85 1.35 21,414.0 0.492 1,414.0 0.0 17,601.0 0.4 26,925.7 0.6
456 1.5 21,657.0 0.497 243.0 0.0 3,230.3 0.1 30,156.0 0.5
457 2.5 23,379.0 0.537 1,722.0 0.0 22,518.0 0.5 52,674.0 0.6
458 3.5 25,180.0 0.578 1,801.0 0.0 24,279.5 0.6 76,953.5 1.1
459 4.5 27,028.0 0.620 1,848.0 0.0 26,104.0 0.6 103,057.5 1.2
460 5.5 28,934.0 0.664 1,906.0 0.0 27,981.0 0.6 131,038.5 1.2

2011.02.18.Wet Detention Pond #8.xls
Stage Storage (Temp Pool) Page 1 of 1 Printed 2/18/2011 12:40 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Permanent Pool
Project Briar Chapel - Phase 5
Project No. 02735-0069
Date February 18, 2010

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
449 0 6,664.0 0.153 6,664.0 0.2 0.0 0.0 0.0 0.0
450 1 7,949.0 0.182 1,285.0 0.0 7,306.5 0.2 7,306.5 0.2
451 2 9,367.0 0.215 1,418.0 0.0 8,658.0 0.2 15,964.5 0.4
452 3 10, 916.0 0.251 1,549.0 0.0 10,141.5 0.2 26,106.0 0.4
453 4 12,553.0 0.288 1,637.0 0.0 11,734.5 0.3 37,840.5 0.5
454 5 14, 313.0 0.329 1,760.0 0.0 13, 433.0 0.3 51,273.5 0.6
454.5 5.5 17,299.0 0.397 2,986.0 0.1 7,903.0 0.2 59,176.5 0.5

2011.02.18.Wet Detention Pond #8.xls
Stage Storage (Perm Pool) Page 1 of 1 Printed 2/18/2011 12:40 PM
Water Quality Pond Volume Calculations
Stage-Storage Data for Pond - Forebays
Project Briar Chapel - Phase 5
Project No. 02735-0069
Date February 18, 2010

Contour ID
Stage
Area
[s q. ft.
Area
acres Incremental
Area
[s q. ft. Incremental
Area
acres Incremental
volume
cu. ft Incremental
volume
acre-ft Cumulative
volume
cu. ft Cumulative
volume
acre-ft
449 0 698.0 0.016 698.0 0.0 0.0 0.0 0.0 0.0
450 1 1,046.0 0.024 348.0 0.0 872.0 0.0 872.0 0.0
451 2 1,467.0 0.034 421.0 0.0 1,256.5 0.0 2,128.5 0.0
452 3 1,953.0 0.045 486.0 0.0 1,710.0 0.0 3,838.5 0.1
453 4 2,495.0 0.057 542.0 0.0 2,224.0 0.1 6,062.5 0.1
454 5 3,081.0 0.071 586.0 0.0 2,788.0 0.1 8,850.5 0.1
454.5 5.5 4,156.0 0.095 1,075.0 0.0 1,809.3 0.0 10, 659.8 0.1

2011.02.18.Wet Detention Pond #8.xls
Stage Storage (Forebays) Page 1 of 1 Printed 2/18/2011 12:57 PM
Water Quality Basin Dewatering Time Calculations
Project Briar Chapel - Phase 5
Project No. 02735-0069
Date February 18, 2010
Maximum surface area of basin 21,414 square feet
Maximum head of water above dewatering hole 1.35 feet
Orifice coefficient 0.60
Diameter of each hole 2.5 inches
Number of holes 1
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for basin =
Dewatering time for basin =
0.034 square feet
4.9 square inches
0.034 square feet
4.9 square inches
84.2 hours
3.51 days
Notes:
2011.02.18.BMP #8 Type ll 24-hr 1-inch Rainfall=1.00"
Prepared by McKim & Creed Printed 2/18/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 2
Summary for Pond 2P: BMP #8
Inflow Area = 12.090 ac, 60.55% Impervious, Inflow Depth = 0.25" for 1-inch event
Inflow = 4.67 cfs @ 12.01 hrs, Volume= 0.255 of
Outflow = 0.09 cfs @ 19.98 hrs, Volume= 0.231 af, Atten= 98%, Lag= 478.4 min
Primary = 0.09 cfs @ 19.98 hrs, Volume= 0.231 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 454.91' @ 19.98 hrs Surf.Area= 19,482 sf Storage= 7,476 cf
Plug-Flow detention time= 1,041.0 min calculated for 0.231 of (91% of inflow)
Center-of-Mass det. time= 992.7 min ( 1,868.9 - 876.1 )
Volume Invert Avail.Storage Storage Description
#1 454.50' 131,000 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
454.50 17,299 520.0 0 0 17,299
455.00 20,000 551.0 9,317 9,317 19,955
456.00 21,657 570.0 20,823 30,140 21,740
457.00 23,379 589.0 22,513 52,652 23,585
458.00 25,180 608.0 24,274 76,926 25,492
459.00 27,028 626.0 26,099 103,025 27,364
460.00 28,934 645.0 27,976 131,000 29,388
Device Routing Invert Outlet Devices
#1 Primary 452.50' 30.0" Round Culvert
L= 35.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 452.50'/452.00' S=0.01437' Cc= 0.900
n= 0.013
#2 Device 1 454.50' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 455.85' 36.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 456.35' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 458.00' 30.0' long x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=0.09 cfs @ 19.98 hrs HW=454.91' (Free Discharge)
t-1=Culvert (Passes 0.09 cfs of 24.13 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.09 cfs @ 2.65 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
-Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=454.50' (Free Discharge)
t-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
2010.08.17.BMP #8 Type 11 24-hr 1-year Rainfall=2.96"
Prepared by McKim & Creed, PA Page 10
HydroCAD® 8.00 s/n 004927 © 2006 HydroCAD Software Solutions LLC 8/19/2010
Subcatchment 3S: Pre-Development
Runoff = 5.83 cfs @ 12.31 hrs, Volume= 0.697 af, Depth= 0.69"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-year Rainfall=2.96"
Area (ac) CN Description
12.090 70 Woods, Good, HSG C
12.090 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 100 0.0400 0.06 Sheet Flow,
Woods: Dense underbrush n= 0.800 P2= 3.58"
5.1 487 0.1000 1.58 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
31.9 587 Total
Subcatchment 3S: Pre-Development
Hydrograph
Runoff
U
3
0
LL
0 0 1u I2 14 i0 10 2U 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
2011.02.18.BMP #8 Type 11 24-hr 1-year Rainfall=2.96"
Prepared by McKim & Creed Printed 2/18/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 4
Summary for Pond 2P: BMP #8
Inflow Area = 12.090 ac, 60.55% Impervious, Inflow Depth = 1.78" for 1-year event
Inflow = 34.48 cfs @ 12.00 hrs, Volume= 1.796 of
Outflow = 4.85 cfs @ 12.32 hrs, Volume= 1.671 af, Atten= 86%, Lag= 19.7 min
Primary = 4.85 cfs @ 12.32 hrs, Volume= 1.671 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 456.47'@ 12.32 hrs Surf.Area= 22,452 sf Storage= 40,420 cf
Plug-Flow detention time= 696.1 min calculated for 1.671 of (93% of inflow)
Center-of-Mass det. time= 658.1 min ( 1,475.4 - 817.4 )
Volume Invert Avail.Storage Storage Description
#1 454.50' 131,000 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
454.50 17,299 520.0 0 0 17,299
455.00 20,000 551.0 9,317 9,317 19,955
456.00 21,657 570.0 20,823 30,140 21,740
457.00 23,379 589.0 22,513 52,652 23,585
458.00 25,180 608.0 24,274 76,926 25,492
459.00 27,028 626.0 26,099 103,025 27,364
460.00 28,934 645.0 27,976 131,000 29,388
Device Routing Invert Outlet Devices
#1 Primary 452.50' 30.0" Round Culvert
L= 35.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 452.50'/452.00' S=0.0143'/' Cc= 0.900
n= 0.013
#2 Device 1 454.50' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 455.85' 36.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 456.35' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 458.00' 30.0' long x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=4.80 cfs @ 12.32 hrs HW=456.47' (Free Discharge)
t-1=Culvert (Passes 4.80 cfs of 38.95 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.22 cfs @ 6.57 fps)
3=Orifice/Grate (Orifice Controls 2.52 cfs @ 3.36 fps)
-Orifice/Grate (Weir Controls 2.05 cfs @ 1.11 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=454.50' (Free Discharge)
t-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
2011.02.18.BMP #8 Type 11 24-hr 1-year Rainfall=2.96"
Prepared by McKim & Creed Printed 2/18/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 5
Pond 2P: BMP #8
Hydrograph
® Inflow
El Outflow
13 Primary
¦ Secondary
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
2011.02.18.BMP #8 Type// 24-hr 10-year Rainfall=5.17"
Prepared by McKim & Creed Printed 2/18/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 6
Summary for Pond 2P: BMP #8
Inflow Area = 12.090 ac, 60.55% Impervious, Inflow Depth > 3.83" for 10-year event
Inflow = 71.49 cfs @ 11.99 hrs, Volume= 3.858 of
Outflow = 44.94 cfs @ 12.08 hrs, Volume= 3.728 af, Atten= 37%, Lag= 5.3 min
Primary = 44.94 cfs @ 12.08 hrs, Volume= 3.728 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 457.36'@ 12.08 hrs Surf.Area= 24,027 sf Storage= 61,289 cf
Plug-Flow detention time= 343.0 min calculated for 3.728 of (97% of inflow)
Center-of-Mass det. time= 322.7 min ( 1,118.5 - 795.8 )
Volume Invert Avail.Storage Storage Description
#1 454.50' 131,000 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
454.50 17,299 520.0 0 0 17,299
455.00 20,000 551.0 9,317 9,317 19,955
456.00 21,657 570.0 20,823 30,140 21,740
457.00 23,379 589.0 22,513 52,652 23,585
458.00 25,180 608.0 24,274 76,926 25,492
459.00 27,028 626.0 26,099 103,025 27,364
460.00 28,934 645.0 27,976 131,000 29,388
Device Routing Invert Outlet Devices
#1 Primary 452.50' 30.0" Round Culvert
L= 35.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 452.50'/452.00' S= 0.0143 '/' Cc= 0.900
n= 0.013
#2 Device 1 454.50' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 455.85' 36.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 456.35' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 458.00' 30.0' long x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=44.84 cfs @ 12.08 hrs HW=457.35' (Free Discharge)
L1=Culvert (Inlet Controls 44.84 cfs @ 9.13 fps)
2=Orifice/Grate (Passes < 0.27 cfs potential flow)
3=Orifice/Grate (Passes < 4.23 cfs potential flow)
-Orifice/Grate (Passes < 52.21 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=454.50' (Free Discharge)
t-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
2011.02.18.BMP #8 Type// 24-hr 10-year Rainfall=5.17"
Prepared by McKim & Creed Printed 2/18/2011
HydroCADS 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 7
Pond 2P: BMP #8
Hydrograph
0 Inflow
0 Outflow
Primary
¦ Secondary
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

2011.02.18.BMP #8 Type// 24-hr 100-year Rainfall=7.62"
Prepared by McKim & Creed Printed 2/18/2011
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Pape 8
Summary for Pond 2P: BMP #8
[82] Warning: Early inflow requires earlier time span
Inflow Area = 12.090 ac, 60.55% Impervious, Inflow Depth > 6.17" for 100-year event
Inflow = 112.28 cfs @ 11.99 hrs, Volume= 6.220 of
Outflow = 68.74 cfs @ 12.09 hrs, Volume= 6.088 af, Atten= 39%, Lag= 5.8 min
Primary = 50.83 cfs @ 12.09 hrs, Volume= 5.915 of
Secondary = 17.91 cfs @ 12.09 hrs, Volume= 0.173 of
Routing by Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 458.37'@ 12.09 hrs Surf.Area= 25,864 sf Storage= 86,474 cf
Plug-Flow detention time= 228.2 min calculated for 6.083 of (98% of inflow)
Center-of-Mass det. time= 216.7 min ( 1,001.0 - 784.3 )
Volume Invert Avail.Storage Storage Description
#1 454.50' 131,000 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft)
454.50 17,299 520.0 0 0 17,299
455.00 20,000 551.0 9,317 9,317 19,955
456.00 21,657 570.0 20,823 30,140 21,740
457.00 23,379 589.0 22,513 52,652 23,585
458.00 25,180 608.0 24,274 76,926 25,492
459.00 27,028 626.0 26,099 103,025 27,364
460.00 28,934 645.0 27,976 131,000 29,388
Device Routing Invert Outlet Devices
#1 Primary 452.50' 30.0" Round Culvert
L= 35.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 452.50'/452.00' S=0.0143'/' Cc= 0.900
n= 0.013
#2 Device 1 454.50' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 455.85' 36.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 456.35' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 458.00' 30.0' long x 12.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64
Primary OutFlow Max=50.74 cfs @ 12.09 hrs HW=458.36' (Free Discharge)
t-1=Culvert (Inlet Controls 50.74 cfs @ 10.34 fps)
2=Orifice/Grate (Passes < 0.32 cfs potential flow)
3=Orifice/Grate (Passes < 5.57 cfs potential flow)
-Orifice/Grate (Passes < 109.17 cfs potential flow)
Secondary OutFlow Max=16.81 cfs @ 12.09 hrs HW=458.36' (Free Discharge)
t-5=Broad-Crested Rectangular Weir (Weir Controls 16.81 cfs @ 1.56 fps)
r
2011.02.18.BMP #8 Type 11 24-hr 100-year Rainfall=7.62"
Prepared by McKim & Creed Printed 2/18/2011
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 9
Pond 2P: BMP #8
Hydrograph
® Inflow
0 OutFlow
Primary
® Secondary
v
3
0
LL
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Q
U
C7
O rn
T C4
O o
N
CA LO
cr)
m O ?
N
O
C
O
N U
U a) .O
(0 (0 O
U ? d
O 00
Om
Z
Lo
V (UL))
N
a
c ca
AZ-
C) .Cu
m m
? It If -V
cl v Cn M
64
.C
0 C to
> J N
? ? C t
? ? Y Q
C C U a)
C C L ?
H
Co
U U U
Co co ti M O U') tP) O
Cnco 00N OOO CO
O M R t- Cl L T
N U') O
T T N
m

a) O U U
> > O LL
U-
(D
C >1
-
0 C N
:3 b CU
O C p 3
>
?Uco a) a) o

>Of w
CD "
a) a) ca
, a) f 0
U
_
mIt W F- mw LL
rn
a)
L
U
C
co
T
U?
U LL
S? :2 U
v' v-
.f
co r- co
O U'j
C) V) N r LO
L
- ? r- v N
00 00
CO M I?
00 r; Co
O r
O N LO
T .
(fl Cn C)
T

y
T

a)
O
C
j ? Q
L

() O 2 (D U
cu
C +
J
C
7> m O N L .? C
j C w .0 -5 N
` a) C m a) Q t L m 0
C 00 N t0
LL
- N fm O O CI
m p L
c
U m o
a) c m
p
J m a
p
`
O CU
co co
o C fB 7 t m a)
to N
tT
??l
- U 0 HQ> mm Wcn
DATE: 02/18/2011 DESIGNED BY:
GCA
PROJECT NAME: Briar Chapel Phase 5 N PROJECT NO: CHECKED BY
PROJECT LOCATION: Chatham County, NC 02735-0069 GML
Storm Outlet Structure
Structure= BMP #8 Q10/Qfull = 1.05
Size= 30 in V/Vfull = 1.133
Q10 = 44.94 cfs V = 9.9 fps
Qfull = 42.95 cfs
Vfull = 8.75 fps
From Fig. 8.06.b.1: Zee 3
From Fig. 8.06.b.2: D5o = 10 in
DMAX = 15 in
Riprap Class = 1
Apron Thickness = 24 in
-- Apron Length = 20.0 ft
Apron Width = 3 x Dia = 8.0 ft
r, _ „ _ , . , p,. .
e. . . s ~
s ..,y
, . _ - r.- _ _ _ _ _ _ _ _ _ _ PROVIDE CHAIN AND LOCK . _ FOR WHEEL HANDLE ;K
" " ? ~v . _E HAND CRANK FOR
l M ~ r / rte,.^. ~ ~ , - - ,50 RIPARIAN o _ GATE VALVE
r / BUFFER -p 1 ~ ~ ~ ~ QO RI - R BUff€R' ` ~ GALVANIZED 4 x4 x3 16
l / --,T= ~ r ~!,5_ _ ~ ..l ,f,. - _ . f ~ _ TRASH RACK ' ( r ° EMERGENCY SPILLWAY ~ ~ , ~ -.--r- 8" Di GATE VALVE
r - _ .,0 - / ~ / i r ..r ~ , _ _ r - --Nfi7;.B1~Ei~D.~.B~JFFER _ _ t _ TOP EL.=456.35' 4.0' W/HAND CRANK
i 3' WIDE X 0.25' TALL RISER OP ING
~ ~ _ W i , , : - ~ ~ --r _ PRECAST coNCRETE 4,d' ( COVERED WITH PLA5TI0 TRASH RACK BOTTOM EL 455,85 J,^,'`\ ° ..::..4 ~
I ~ _ . ~~~°~1~~INTENANCE .F~iSc,MENT ` ~ l I ~ ` ~ 6" PVO WITH TURNED DOWN ~~f ,
~ / ~ ~I ~ ~ ~ WAL PER NODOT ~~I ~ a ND L ! ~ ELBOW CAPPED INV. EL. 454.50'
i - ~ ~ , I o ETAIL 838.80 FOR - / ~ ~ ~ 60 1, , i~ 2.0" HOLE DRILLED IN CAP ~
f 1 .`'.,",,,~,-~.4.,,,.. / ~ -~36 PIPE ~ ~ ~ 1; ~ 458-~,..~~~- a 8° DI GATE VALVE 2 ° _...~I ~ EXPANSION 4 SPA. 8"=32» ~ ~ °
r , ; / ~ f , ~ r _ , 8" PVC TO POND BANK ~ u;
' ~ ~ 456 ~ _ - 1.0 t / ~ FILL WITH GROUT ANCHORS TYPICAL 2,>
~ r ; ~ / 4. - _ _ _r EACH < .
/ ~ ~ / ~ r_ SIDE ~ ~ 4 30" S3 -~a - ~ - ~ 4 LF % ~ ~ i' , . BOTTOM_ EL._=452.00' ~ EACH SIDE
T ' '..;~""~.`451 : , , 4_ 3t,~`' CONCRETE 4 _ / CONCRE E r' / _
~ ~ / + ~ ~ 53 - 0 ET-1 ' - /P ES UR PIP ~ ~ ICI LE SPILLWAY~~"4¢g ; ~ , ',y _ - PRESSURE PIPES 4 I , PR N P , ~ , 3;1 45J E o , a 4. ~ Q
, ~ y, r SEE DETAILS ~ / ,''q, ;y', _ 'p cv 1NV.- 452,50 a ~ ANGLE IRONS; ~ . ' e ~ ANGLE IRON
~ ~ ~ I i THIS SHEET ~ ~ ' > ~ ' , 'y\` y y- ' ~ ; , 4"X4"X5/8"X4'LONG 4"X4"X5/8"X
/ / f , ~ / ~ i ~ ERi~,~1" -SEDIIv1ENT FOREBAY , - , .~.._...,....~,:~._.T_ TYPICAL EACH SIDE 30" 3' LONG TYPICAL
~ j 1 i i i ~ ~•r ~ i 7.0' E EACI~~ SIDE
I ~ ~ ~Y~~. BOTTOM El.. 449.0' ; , _ D ' 7.0 r BMP ~8 ~ f /r l .y~' `'I ~ ' .`~e ip Chi .C`~".~V~:d-~ GD Q~ i FASTENERS;
, ~ © NORMAL POOL EL. 454.50 ~ :1 ~ ~ i ~ u~ co co ~ ,w co r, ' 1" 0 EXPANSION ANCHORS
i ~ , / , ~ ~ BOTTOM OF POND EL. 449.40 ~ ~ 1 . ~ , ~ e~ _ S~CTI~~3 U1EU~ CTI~N UIEW ~ 8" O.C, PLAN VIEW
r. ~ ~ ~ w o 1 f l v„r`
J ~ ~ r ~ ~ 1 I I~ y 1 ~
r i t ~ r ~ I I 'i ~ 1~ 111~~~ y • yr.r
' ~ i' l it l . r,~,~,;
/ Y • ! , ! ~ ~ J ~ ~ r i t ~Gr" r:' - 1 " ~ ' ~
~ ~ r i ~J ~ ~ r.. i i t
, ~ / PR ~C PI....R RP ~.LWAY .
1 / SCALE = 1 " = 2'
' , ~;.I,, .ENDWALL PER CDOT .,r ~,i + ~,a~-~ r . / ! ~ , . did ! rr . ~ ~ ~ ,
/ yy \;~~,DETAIL 838.80 FOR ~ / ...-1 p : h... ~ ' ~ / , r . , ~ RUBBER GA5KET
r ~ 1 i / _ ~ / rr/' I ~ ~ 1 30 PIPE ~ ~ ~ y i / ri o. ~ 1 ~~i~ A «f r - ~
1 30--IN RCP
.4• / ~ PRESSURE PEPS
. Rlfj'RA~ OUTLET PROTECTION I - : , . ~ ~ ~r; SELECT FILL PLACED AND COMPACTED
/ 10.5 Lx6'Wx24 D ~ ~ 11 'r D50 15 ~ ~ _ AT 95~ STANDARD PROCTOR MAX
r r~ ~ - PLAG~ CEMENT I / l~ _ . t u 1 ~ ~ , 4 " ; ~ MORTAR 3Ya LAS 12" DRY DENSIT'( AT PLUS 2`~-3~ OF
~ ~;j;. ~ 1 / c ' i 3Ya"LAP MIN) OPTIMUM MOISTURE CONTENT TO TOP
~ / , / ye~ a~~ f , .a ' ` i ~ a i
l' it 1 , r l' yy ~ l - 1 ~ 'i ~iA 1
~ ~ /r~ / ~ ..~1~ ~ ~-ii?--`
f / ~ i' ~ ~ i ~ i' - PLACE CEMENT MORTAR III;
I l r/ / ~ ~ i~~ / / ~ IN / / / a / ~ IN JO{NT SPACE II d
/ f ~ ~ , / ' i ~ ~ ~ ~ ; 1 S~GTION H 19.0' ~ ~
r~ ~ f 1 ~ / ~i. ~ .1 ~ /
12" (MIN) ; ~ a
SCALE = 1 " = 30'
NTS SELECT FILL PLACED AND COMPACTED AT
CONCRETE. CRADLE 95% STANDARD PROCTOR MAX DRY
(MIN 2000 PSI CONCRETE) DENSITY AT OPTIMUM TO PLUS 3~ O,~
OPTIMUM MOISTURE GON 1"ENT TO MIDPOINT OF PIPE PRIOR TO TRENCH EXCAVATION
GOf~CR~TE ~R~Dh.R DRTAL
NTS
8.0'
1 ~ 1 ( ' ~~~~Q~~~
24.00 6.0 16.0
I
A ~ A 10.U' OR
~FL.O>Nd ~ q~~~ ~ ~q~Q~ Q~ Q~ WI DTFI 0 F .
- ENDWALL
' ~ 1 _ _ ~ (WH!CP~EVER
I TOP OF BANK k C~~~~ ~ iS GREATER
3 EL. 460,0 3 2' MIN. FROM
1 1 PROPOSED GRADE
I ~ E f 100--YR 24--HR STORM EL. 458.39 I MAINTAIN MlN. 1' OF
COVER OVER PIPE
T RM E .457.39' EMERGENCY SPILLV'JAY EL, 458.00' _ 10-YR 24-HR S O L
- M EL, 456.49' ' 1-YR 24 HR STOR MAINTAIN MIN. 1 OF FILTER DIAPHRAGM CONCRETE ENDWALL PLAN VIEW PER NCDOT STANDARD 838.80 cONGRETE ENDWALL FOR
2' DOVER OVER PIPE SEE DETAIL SHEET D-14
NORMAL POOL EL. 454.5 30" PIPE PER RIPRAP OUTLET NCDOT DETAIL 838.80 NCDOT CLASS 1 RIPRAP
44 I II ...»~~~.......~._..._._.~~~~.~......_..__...~r.~-........~~~~ L NEAR FEET 30 CONCRETE PRESSURE PIPE PROTECTION. SEE
_....._.4~ EL. 452.0' DETAIL THIS SHEET
A _ n ~ 4 .q c~, c 'd 4~ li., li'FLOW
d . L
a u r.l~.v.-.-~..il._
'f^~V ~ ~ ~ ^~I) n
- CONCRETE CRADLE TO 2' BOTTOM OF POND EL. 449.0 _IGHT
P 6" PVG TO DAYLIGHT BANK RUN LENGTH OF PI. E 8 PVG TO EL. 452.5
NOTE: SEE DAM EMBANKMENT F5-2 FILTER STONE
DETAIL (SHEET D-14)
PRINCIPLE SPILLWAY SEE DETAiL THIS SHEET SECTION A-A
R PRAP ~uT~ET PRRTRCT R~ ~~e ~ ~o~~
_VV~ I NTS
AMR ~~R ~lA~.
SCALE = 1 " = 4'
05-0~13c1 U20
SEAL ~>>ti1SINll~fttfl~/~~ SEAL
,~y~`~ ~H. ~q~o''~%, 4y , ~ . ~ ~ , 1 CHAPEL ~ aAT~: r~avef~f~E~ za~a SCALE F~~
o~ , i 7~ 1 .ti\ FLSS f% ^ 'i1 111, Y` ~I `~'''~,,,J McE PROD. a~73~-oars CE201 ASE i V! \ 1 1 1 r~RAWN GCR NQRfZaNTAL: oRav~N~ ~uM~~e
~.1 :.Q~~ ~9l ~ ~ L ~ `tip ~ ~ r>d~ '
CHATHAM COUNTY, NORTH CAROLINA DESIGNED GCA 1" = 10Q'
028419 - 1730 Varsity Drive, Qe, Suite 500 BRIARSKCIH ( TM CHECKED GML VERTICAL: D-1 3
Raleigh, North Carolina 27606 r f Phone: [phone], Fax: [phone] PROD. MGR. GML NA
1 RENSIONS PER POND 8 RECONFIGURATION AND INTERNAL REVIEW 01.14.2011 C-0342 by ET DETENTION POND #8 L [ISSUED TATUS: REMS10
ISSUED SSUED FOR CONSTRUCT ON 11.05 2610 1/~l J)V L y "n COMMiI~lMS DESIGN AND DETAILS FOR CONSTRUCTION
REV.N4. DESCRIPTiQNS DATE nr11r11u1 WW W. n'1 CiClft'1Cf e2C. C0111 Newland c0mmum

>
8 VARY ES
15 VEGETATIVE 18 TOP WIDTH
SHEL1=
j
I
PLACE TOPSOIL AND VEGETATE
~ ~---~--oN ~M~ANKM~N~ aN~ a~s~ruR~~~
i i AREAS ABOVE PERMANENT POOL
X ~ ~
A M , /
/ ~ /
/ / ~ f, ~ S l r
/ f j j / ~ / CLAY CORE ; '
~ SHELL ZONE / / ~ ~ , i ; ' SON E % / / ~ - ~ Mq ~ ~ / i k
i a...-_ i / ~ ~ i
NORMAL POOL EL. 454,50 ~p•1 ~ /
~ ; i / / ~ ~
r , i ; i~ ' ~ SHELL BONE
x , ~ ~ ~ ~ / i
h i ~ ~ M i 7``` ,1 ~ ~ ;
~ / ~ / i ~,i ~ i~ EXISTING GROUND
STRIP AND STOCKPILE TOPSOIL ~ / , ~ ~ i
- 449.0 BOTTOM OF FOND EL. O / / ~ '
0 CLAY LINER. / ~ ~ EXTEND KEY TRENCH TO HARD
SEE SPECIFICATION ~ ; o' i o CLAYEY SOIL 3' MIN.
THIS SHEET
S' DAM EMBANKMENT NOTES: CLAY LINER MOTES:
aA~ I~CEY TRENCH
1} TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE iN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT
F(~i RED FOUNDATION WILL BE PROOF RDLLED AND ANY SOFT OR ORGANIC MATERIALS WELL BE WATER FROM INFILTRATING T00 QUICKLY {NTO THE UNDERLYING SOIL, THE REMOVED CONTRACTOR SHALL INSTALL A 6" ..,THICK CLAY LINER ON THE BOTTOM OF
THE WET DETENTION POND AREA UP TO ELEVATION 454.50. THE LINER CAN
2} 2} ALL MATERIAL SHALL BE COMPACTED iN 6-8 INCH LIFTS TO 95~ OF MAXIMUM BE ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO
NTS STF STANDARD PROCTOR DRY DENSITY OR NIGHER ~ASTM D-698). THE CLAY CORE ZONE ACHIEVE A LUW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC
b WIL WILL HAVE A MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE LINER MADE OF A BENTOMAT CL. IF THE CONTRACTOR CHOOSES TO BLEND
' TOP OF QAM CO' CONTENT. THE SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT THE EXISTING SITE SOILS WITH CLAY> THE ONSITE GEOTECHNiCAL ENGINEER
ARMORTEC -ARMOR FLEX OPEN CELL 8Ei BELOW OPTIMUM MOISTURE CONTENT TO 4• PERCENT ABOVE OPTIMUM. SHALL DETERMINE THE AMOUNT OF CLAY TO ADD, THE DEGREE OF COMPACTION, AND WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.
OR APPROVED EQUAL ENSTALLED PER TOP OF ARMORTEC -~-~---~-1 MANU~'ACTURER'5 RECOMMENDATIONS.
EL. 458,00' 3.0 3) EMBANKMENT FILL: THE MAXIMUM PERMEABILITY RATE FOR THE LINER SHALL BE 0,72 CM f DAY. THE PROPOSED MATERIAL FOR THIS LINER SHALL BE TESTED BY THE
...M. , ~ ::.3 ~ ;m-;. , ~ TOP OF DAM ELEVATION 460.QQ SHELL ZONE: SOILS tNITH LESS THAN 30% PASSING THE NO. 200 SIEVE OR A PI OF ONSITE GEOTECHNiCAL ENGINEER PRIOR TO PLACEMENT. THE RESULTS OF
~.W_ , - ' ~ I I-..M.I ~ , , . 100-YR STORM EL, 458,34 I ~ ~ . , LESS THAN 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE N0. 200 S#EVE IS THIS TESTING SHALL BE SUBMITTED TO THE DESIGN ENGINEER FOR REVIEW
r. _I i ~_..a._ GREATER THAN 30 PERCENT. SOILS WHICH ARE CLASSIFIED AS CLAYS '(CH OR CL) PRIOR TO PLACEMENT, UPON COMPLETION OF LINER INSTALLATION, A LAYER
.Y,._ ~ ~ ~ ~ ~ ~ - I_-~ I~~.I~~~-. t~~-_, SHOULD NOT BE USED AT THE FACE OF THE SHELL ZONES. OF TOPSOIL P~IAY BE ADDED OVER THE LINER TO PROVIDE A HEALTHY MEDIA FOR Vf~GETATION GROWTH.
I , I
l cu FILTER FABRIC ~T,' ~:,r„`.~ - -~~`s.~-~: e i ~y CLAY CORE ZONE: CH, CL OR SC MATERIAL WITH A P! RANGING BETWEEN 15 AND 60
4) 4} NO FILL SHALL CONTAIN ROCKS OR GRAUEL LARGER THAN 4 INCHES IN DIAMETER.
30' 2 57 WASNEq STONE 5) 5) A PROFESSIONAL GEOTECHNICAL ENGINEER SMALL APPROVE ALL MATERIALS USED FOR
Tai THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
LIMITS OF '
T° G ADL I I SQL1D WALL PVG CONCRE _ R E 3.~, T4 DAYLIGHT 6~ 6} ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
A _ ~ _ _ _ ~ _ VARMINT SCREEN TQ FQI 8E PLACED ON OPENEND. FOLLOWING GRASS SEED Mlk MANUFACTURED BY ERNST SEED COMPANY: Caralinp FACW
NTS Meg ..r ~ _ - o Me~daw Mix ERNMX-182
FLQ'+Y ~ 30" CONCRETE 9Q' ~ PRESSURE PIPE
f I
i i - ~ w T
' 6" SGLID WALL PVC
LIMITS OF ~ TO OAYLIGH7
CONCRETE CRADLE I o, VARMINT SCREEN TU 6E PLACED ON OPENENG.
~ ~
~ ~ NOTES ; 1'" ~ " Q~ 6 PERFGRATED PVC COLLECTOR PIPE TO BE
~D ~ p * ?Hi5 PRECAST ENDWALL MAY BE OSED FOR THE FDLLOWING ~~SV COLLECTOR PIPE CAPPED UN BOTH ENDS DM~~1~ Wi 1FT.j ._,1 D 6" W~p~ I"p 9TANDAROS: 536.2t, 636.27, 838.35 ANO 638.38. q• Z
w ~ ~ ~ p ( ( * INSTALL PRECAST ENG'WALLS WZTN WINGS AND PAY p ~ to ~ ' DyQ~p~-1 I ~ fGR IN ACCORDANCE WITH SPECIFICATION SECTION 838. W QQli.y p~-p'N yi~W
~`RX'Dm * USE 4000 PSI CONCRETE. 1`wCCp~ ~ W C7 t -0„ 1'-O° R F N TEE ICH EETS ASTM A615 ~ F'
2 p ~ P OUTDE ALL REIN CRCI G S L WN H F-S ~w ? ~ O M ~ / FO1 CNADE 60 ANG WELDED WTAE FABRIC CONFORMING U1 ~ Q~ ~
n ~ ~ z ~ M % ~ TO ASTM A1S5 WITH 2" MIN. CLEARANCE, p ~ ~ ' ~~p ~ p ' ~ * PLAC£ LIFT HOLES OR PINS IN ACCORDANCE WITH ~
D'-1 y i~'~ _ H2 i H2 CSHA STANDARG 1826.704. N~ + 1' i ~ PIPE TO 8E GRGUTED INTO HEADWALL AT JOB SITE BY W~ ~ G7 CSIRCP Ht H1 ~ CANTRACTOR ' fa 3'
~ ~ * All ELEMENTS PRECAST T4 MEET ASTM G913. PRUPGSED GRADE
m ~ = - WELDED WIflE FABRIC MAY BE SUBSTITUTED FOR REBAR / QN DQWNSTREAM AS LONG AS THE SAME AREA OF STEEL IS PAOVIOED.
1`°0' -LT CtfANFER ALL CORNERS t"~OA HAVE A RADIUS OF 1", 2' + SIDE OF DAM x
\ m 6" O.C.(TYP,) 6~, r- ~-AEFERCTO CPIART 3
~ -REFER TO CHART ~ O FCR BAR SIZE FOA BA11 SIZE NOTE: TFEE MINIMUM BAR SIZE SHALL OE #5 BARS ~ ~ pi 77 "G Cf1 AT 8" CTS. THE GONTRAGTOB YIILL HAVE TH£ OPTION ~ ~ WASHED STONE ~ ~ .
~ TO INCREASE THIS BAR SIZE AS HEEbEO. ~ 2' H m ELEVATIaFI SIDS u, ~
~~H ~~m . r A' w ~ ~ ~ ~
cn ENDWALL DiibENSIONS ~ ~ W2 FT -r----- ~ ~ 0. FLQW 3G" CGNCRETE ~ 4.._.-_ {._...j_..___.._.._~_ FT. MINIMUM MIN,IMAX. MIN.IMAX, M1N,iMAX, MIN./MAX. MIN,I61,4X.
~ C ~ ~ F- a - 6.7' PRESSURE PIPE ~ ~ C7 ~ PIPE DIA, BnH SIZE H1(F3.) H2(FT.j 0 {FT,j W3 W2 ~ W ~ ~
~ ~ ~ ~ ~ ~ 1, 0 #5 @ H" 1.2512, DD i 2. DD13.75 ! 1, 251 t .75 3.Od13, 75 6.501 6.00 d 7 ~ ~ ~ ~
N ! 14~ 1.25 #5 @ B' 1.25/2.OD ` 3.0013 75 :1.25x2 00 3.5413.75 66018.75 Q ~ ~ 1 -
`d >7'I I 1.50 #5 @ 8' 1,2512.Ud i3,ODl4.25 1.5012.5D 3.6D/$.75 6.50!6.75 ~ ~ _ "o ~ 1 2.0 #5 @ H" 1.5012.5D 4~ Od/d.75~1_7512.50 A.0014.25 ?,5018,25 ~ ~
rn m ~ D ~ ~ ~2.5 #5 @ H" 2.5013.50 ;4.00/5.00 ''2.0013.00 4.54/5.50 10.60!11.50 U) {~l} m „ ~ - - ~ s soup WALL Pvc
C I ° T" j~ - $.0 #6 @ A" 3.OOt3,50 15.00(6.60 12.7513.5D 5.2515.75 11.50!11.75 W1 t7 ~ ~ i I~ ~ ~ z TO DAYLIGHT
~ p ~ 3,5 #5 @ 8" 3.25J4,56 j 6.OD/6.75 '3.25/3.50 6.0416,75 12.00113.25 ~ (y~ ~ MIRAFI 14QN GEO$YNTHEilC VARMINT SCREEN TQ to ~ ~ ,~n`J~A ~ 4.0 #5 @ 8" 3.5614, 5C 6.5017.OD ;3.2513.50 8.541fi.75 13,D0/13.25 LW ~ ¢ FABRIC WITH 18-INCH BE PLACED QN UPEN END,
PLAN ..._.__4.'_5..__._#'_~._8{~._..4.OU15,Dd fi.5018.50 i3,2514.OD. 7.OD/U, 25- 13.5065,75 OVERLAP AT ALL $EAN:$ (Tl'P}
5.D #5 @ H" 4.5015,DO j 7,401H,5D 13,2514.06° 7.2b19.2.5 13.76116.75 _
I 5.5 #5 @ H" 4.5015, DD 7.50/8.5D 13.2514.00 7.25!9.25 14.6065.75 S~C~i~N `IiEW 6.0 #5 @ 8" 4.5415,44 E7.5018.56 ';3.2514.00 7.7519.25 14.75116.75
HMEaET 1 6F 1 SHEET 1 pF 1
spa . ~a $3s. sa ~
NTS
sEAL ~~~~~1NUill1!!uU(1l77 sent.
~ „ ~ I ~ ~ ~ DATE: h~'~V~I~~~(~ 5, 2p~ p SCALE M&C FILE NUM6ER []~J j"~[~"~" MCE PftCJ. p2735-pp69 ~E~ol
f" ~1 t""1 Imo. 1.?I ~ I DRAWN! GCA ~C~IZONTAL: p~A~NG NuMeea
w . ®e e . . were e . ...w. e e e w rw ree.re e w e. ww e.a e e r u , Z " - Z M'
GCA ML VERTICAL, D-14
028419 1730 Varsit Drive Suite 500 UM I AM WU I Y. WHIM UAK LIN! DESIGNED CECKEn CML
Y )CC Raleigh, North Carolina 27506 BRIAR CH tom/ PROJ. MGR. 6ML NA-
£N61NEE~.•'`0 Phone: [phone], Fax: [phone]
1 REVISED PER INTERNAL ftEV1EW C-0342 by 1 ~ by ET DETENTION POND #8 STATUS: REMSION'
4 ISSUED FOR CONSTRUCTION L 1LO Newland S.2010 ~~~~!(lIIlEI1N~1~~,V Ian comma COMMU IES DESIGN DETAILS ISSUED FOR CONSTRUCTION
REV.NO. DESCRIPTIONS DATE i www.mckimcreed.com

- c i
/ ~ PLANTING SCHEDULE
CONTAINER SIZE AT
~ ' ~ ~ f' / P ~ - 1 ~ - ~ ~ F SYM. ABB. COMMON NAME NAME BOTANICAL NAME QUANTITY SPACING PLANTING
_ ~ ~ r _..-~-T ; `=l _ ^ ~ ~ SHALLOW WATER PLANTINGS i

~ ~ r ~ r' ,mac-'~' _ _ _ _ ~ _ - 5 SWEETFLAG LAG Acorus subcordafum 91 24"-30" O.C. 1 QT.
A5 , ~ - _ _ PW PICKERELWEED .WEED Ponfederia cardafa 82 24"--30" O.C. 1 QT.
/ _ , ' ` , ` - ~ ~ - ! / BFI BLUE FLAG IRIS ,G IRIS (ris vrrginica 85 24"-30" O.C. 1 QT.
~p f. . _ f ~ f fi * SR SOFT RUSH Juncus effusus var. 'USH pytaei ar salutus 94 24"-3O" O.C. 1 QT,
~ / / / - ~ 4 + 4
i g~ 1 SM 10 J P ~ 4~ , °P o 0 E BULRUSH Schaenoplecfus g1 24"-30" O.C. 1 QT.
~ ~ > , I i , i ~ ~ . ~ - v v v a TSB THREE SQUARE BULRUSH 1, ~ r ~ ~ ~ , americanus
' ~ ` L i ~ i L , " 20 SRM r__ . , ` - SHALLOW LAND PLANTINGS
" i' f - w•.,..,,~„~~ _ _ . LLLLL~ 5M SWAMP MILKWEED . ,j ~ t' LLLLL LKWEED Asclepias incarnate 76 24"-3O" O.C. 1 QT.
/ 1 ~ CF f ~ i n v v 24 ST - , - -
t ; r r ,18 SR f Q o v o 0 -,.....J , f > 5 - _ ~ ~ 1 ~ "'~~~~°w 9 S CF CARDINAL FLOWER FLOWER Lobelia cardinaiis 71 24"-30" O.C. 1 QT.
r I ~ fn~:~ ' , ,r.~._,; Fl fi TSB' ~ i,r/r' ~~LLL A L T ROSE MALLOW `",'"'~-r..s I ~ rri J ~ o LL. 5RM SCR E ~E MALLOW Hibiscus coccineus 74 24"-3O" O.C. 1 QT.
raw, ~ t ~ / ! i 17 SF i 17 SF r ~ ~ ~ ~ 13 ST' ~ t ~ ~ ~ DWARF JOE PYE WEED i i ~ ~ / r ~ ~ t ""~-1 PW ~ % 19. BFI 1 SR i _ _ JPW ?YE WEED Eupatoriadelphus dubius 74 24"--30" O.C. 1 QT.
1 , ~ ~ / / r i ~ ~ ,,fir l ( 1 ~ r r 1
f~x'`~~~: SPOTTED TRUMPETWEED 'MPETWEED Eupaforiadeiphus 72 24"-30" O.C. 1 QT.
r , ! ~ ~ , ~ ~ f { ~ .I ~ TSB's - . _ . maculotus
I ~ / ( / ! \ ~ f ~ ~ y ~ r r~
~ ~ j ~ i 1,cCY ` i i D t ~ ~ ~ i i I 1~ ~ ~ ~ /r ~ ~ ~ 't ~ F \ % ~ /
~ / ~ ~ ! ~ 1, ~ ~ E ~ ~ ' - ~ ~ / / I 1 ~ 10 SF ' _ ~ /
r ~ J ; ~ ~ , ~ 1 ~ , ; ' ; ' 14 PW ~ i ~ ~ " ~ ~ I ~3 S ~ 1 i, ~ 0 ~ ~ f / I ~ ~ ' i
~ 2 F 4 ' ; ' h FI 1 ~ , : w eur & R~.tgovE n,r:v
o / ~ ~ ~ S I 1 f . - 1 ~ r 1 ~ 3 R cave ~ , ~ ~ / ~ , ~ ~ 1 PW ~ ~ , . s ~ , " ; , COV~R~Pdt~ AR~~uND ftU01~5
_ I .v 1 ~ ~ ti,` J W ~ ~ t ~ ~ r ~ ~ 1 ~ Tcg ~ ~ ~ ; ~r ~ I : ~ ~ ~ ~ I /
-1 ~ SR ~ i ' ~ ~ ° ~ 1 i ~ ~ /~',~L + I'~iSTAiL PLANiS 4~;tu4E ~ • ° ~ ~ ( ~ I ~ ~ r'. % t' ~ ~ t it 1'.~'~.. <.~RE
~ ; I ~ ~ ~ ~ i ~ , ( r: i ~ Cf20wN I$ E1,USH !'?'IT}i SOIL i ~ f N ~ r i ~ ~ , A ~ ~ ~ I ,rr ' ~ . s'_, suHrACE 5Q1~ -ACE AN4'fdf7E"v` T'OPSUIL
~ ° / ~ I 38 SR ~ [.L 10, SRMI i l :x~} ~ - x,.,,,". I \ ~ t I LLL 1 I .l ~ • ~ ail?!. 1~ I,ti i7EPTN ~ ,
fr r 13 BFI ~ / ~ 1 ~ -TSB ~ _ 21 SM ~ ` _ `
i 13 TSB / ~ ~ ~T. , y ! % ~ + ~ + + + + ~ P f + -h + i~ ~ + + + 4+~~ + t t t+ f+
e , l ~ v n.b ~ ~ J ~ 1 _ - + t ~ ~ ~F i~ f $ t
~ ~ ' f o~?+ 'ti r' ,q;~ ( ~ ,
~~f ~ ; 15 SRM r i / ° ° ~r~6 12 .RM~, r, ~ ? .
tN~cF. BCiu? DinME7~R ~ E`li;~T,;fi4v SOfi.
f CF r ~-4 / ~ ~ ~ I I L 9^9 ~ r 1, r~' ~ t I ,
1 B M y
~ ~ r ~ = 18 ST , ~ J ~ , , , RAL PLAf~TING DETAIL
u NTS
~ 1
.y` . / i ti ~l~• ~ J ~ 4. a

~ ~ ; ,r ` - , e - , . P~ANTiNG NOTES: ~S:
f r GENERAL
< , / ~ , ~ / , ~ ~ .,.Ie~,:~ 1. AVOID COMPACTING TOPSOIL TO PROM OIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDiT€ONS FOR THE PLANTS.
/
~ _ r~. ~ / / y , " i ; ~ : 2, ALL PLANTS SHOULD BE PLANTED IN / J J . , PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
~ ~ ~ lfj~ ~ a.4 i / 1
' ~ / ~ , ; 4 , .~w i -7 , 3. 5HALLO~t WATER AND SHALLOW LAND ALLOW LAND AREAS TO BE PLANTED WITH BARE ROOT, PLUGS, OR
~ , .A"' j ~ CONTAINER LIVE PLANTINGS AS SPECIE ;S AS SPECIFIED.
a ' i ~ i ~ ~ i r t ` J.~ ~ ~ ~ i 4. EXCAVATE A HOLE TWICE THE DlAMETI THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
~ ~ ~ ~ q ~ ~ 'r ~ ~ _ ' V A T. A PLANT IN N ~ / i ,f / _ 1NDI IDUAL PL N PL CE PLANT IN HOLE WITH GROWN FLUSH WITH SOIL SURFACE. BACKFILL WITH
4 ~ ~ TOPSOIL AND LIGHTLY PLANT. ANT.
I' / ~ / Y , r i ' r ~
J` / / f r / ' ~ r ~ , 5. BEGIN PLANTING DURING LOC L ROWI / F A LOCAL GROWING SEASON iN ORDER TO ENSURE THAT PLANTS HAVE
ADEQUATE TIME TO ESTABLISH BEFORE 3LISH BEFORE WINTER MONTHS.
6. OBTAIN PLANTS FROM: COASTAL PLA :,OASTAL PLAIN CONSERVATION NURSERY (252-482-5707), MELLOW MARSH
SCALE = 1 " ~ 20' FARMS (919-742--12fl0), CURE NURSE CURE NURSERY X919-542--6186) OR ENGINEER APPROVED SUBSTITUTE.
7. REFER TO EROSION CONTROL DETAIL ROL DETAIL SHEET D-2 FOR SEEDBED PREPARATION AND SEEDING
SCHEDULES FOR AREAS NOT SPECIFIE( JOT SPECIFIED IN THIS PLAN.
SHALLOW WATER PLANTING NOTES: VG CtiOT~S: ;
-iOULD BE PLANTED WITHIN 5-6 INCHES BELOW NORMAL POOL.
1. 70% OF PICKERELWEED SHOULD BE PL
2. 70% OF SWEETFLAG ANa 7D% OF SOU 70~ OF SOUTHERN BLUE FLAG IR15 SHOULD BE PLANTED IN THE 2-3 INCHES
BELOW NORMAL POOL.
3. 70% OF SOFT RUSH SHOULD BE PLAN 1LD BE PLANTED AT THE NORMAL POOL ELEVATION.
SHALLO~'V LAND PLANTING NOTES: I~aT~s:
1. PLANTS IN THIS GROUP SHOULD NOT SHOULD NOT BE PLANTED !N AREAS THAT ARE INUNDATED FOR EXTENDED
PERIODS.
SEAL `,titi~llVtlilltfl//ilk SEAL
At L..L RATE: NOVEMBER 6, 2ata SCALE ~~`c ~i~ Nu~eEe
DES ~~q' ~;,~r McE f'ROJ. oz~~~-~oass CE201 PHA t QRAWN ~~A HORIZONTAL: n~av~~C NuMe~R
028119 _ TM CHECKED CHATHAM COUNTY, NORTH OLIN DESIGNED GCL ~~R,~ luu 1
` 1730 Varsity Drive, Suite 500 BRIAR CH Raleigh, North Carolina 27606 CHAPEL PROJ. MGR, GML NA
NGINtE~.,, Phone. [phone], Fax: [phone]
REVISIONS PER POND RECONFIGURATION 01.14.206 ~i~ C-0342 by ET DETENTION POND #8 % L [
0 ISSUED FOR CONSTRUCTION if.05.2D10 1IifI1111I,1,1 (STATUS: RN$oµ COMMUNITIES PLANTING PLAN a ISSUED FOR CONSTRUCTION 1
Rev.NO. esseRiw~ofvs oAr an commu - www. m ck im creed. com R VI 5