20050732 Ver 30_Stormwater Ph 11 Revised_20150610

vvM`KIM&crtES°
�T0: NCDENR - Division of Water Resources
401 & Buffer Permittiniz Unit
512 N. Salisbury St.
Archdale Building - 9th floor
Raleigh, NC 27604
ATTENTION: Mr. Boyd Devane
LETTER OF TRANSMITTAL
DATE: June 9, 2015
PROJECT NO: 2735 -0128
TASK NO: EXP
RE: Briar Chapel - Phase 11
TRANSMITTAL 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 - REVISED
G
2
Supporting Calculations - REVISED
G
2
BMP #18 Design Supplement
G
Issue Status Code
REMARKS:
A. Preliminary B. Fabrication Only C. ror Intormation U. 1510
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Boyd,
Per our recent conversation, I have provided revised plans, calculations and design supplement for BMP #18
that was previously approved under permit #05- 0732V30 and issued February 27, 2015. Please find the
enclosed documents for your review. Please let us know if you have any questions or comments.
Thank you.
1730 Varsity Drive, Suite 500 Raleigh, NC 27606 919/233 -8091 Fax [phone]
Cc:
.D
JUN 1 0 2015
DENR - WATER RESOURCES
Signed
McKIM & CREED, INC.
Gareth Avant, PE

Permit No.
(to be provided by DWO)
Red trianlles at the upper right hand corner indicate design comments
Please Wmplete the yellow shaded items.
AV 4
h�OF WAT�9O�
WUNRO <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must he 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.
1 �PRUCTINFORMATION
Project n9me Briar Chapel Development - SD North
Contact person Gareth Avant, PE
Phone number 919.233.8091
Date 9-Jun -2015
Drainage area number 1- Wet Pond #18 - Revised
11 -DEWN INFORMATION
Site Characteristics
Drainage area
192,038 fe
Impervious area, post - development
125,300 fly
% impervious
65.25%
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre - development 1 -yr, 24-hr runoff
Post - development 1 -yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
is the prelpost control of the lyr 24hr storm peak flow required?
1 -yr, 24-hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr. 24-hr stone
Pre - development 1 -yr, 24-hr peak flow
Post - development 1 -yr, 24-hr peak flow
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the peen. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment deanout, top elevation (bottom of pond)
Sediment deanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
10,198 ft' OK
10,889 ft3
OK, volume provided is equal to or in excess of volume required,
ft3
ft3
ft3
ft3
n
Y (Y or N)
3.0 in
0.40 (unitless)
0.80 (unidess)
0.13 in/hr OK
12.87 ft' /sec
47.65 felsec
34.78 ft' /sec
497.70 fmsl
496.50 fmsl
fmsl
497.00 fmsl
496.00 fmsl Data not needed for calculation option #1, but OK if provided.
491.00 fmsl
488.00 fmsl Data not needed for calculation option #1, but OK if provided.
3.00 ft
N (Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.8- 9/17109 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Ill. DESIGN INFORMATION
OK
Surface Areas
OK
Area, temporary pool
9,937 ft'
Area REQUIRED, permanent pool
5,761 fly
SAIDA ratio
3.00 (unitiess)
Area PROVIDED, permanent pool, A,r,n_Poa
7,294 a OK
Area, bottom of 1 Oft vegetated shelf, Ate,
5,216 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abo,l„d
1,559 ff
Volumes
Volume, temporary pod
Volume, permanent pool, Vp,,,,s,
Volume, forebay (sum of forebays K 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, Vp j,
Area provided, permanent pool, Ap,,,_ooa
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10 -2b)
Area provided, permanent pool, Ap.,.d
Area, bottom of 1 Oft vegetated shelf , Ate, ,ho
Area, sediment cleanout, top elevation (bottom of pond), Ab,_pow
'Depth" (distance bIw bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d., (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (K circular)
Area of orifice (K- non - circular)
Coefficient of discharge (CD)
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
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Form SW401 -Wet Detention Basin- Rev.8. 9117109
10,889 ft, OK
21,855 ft'
4,097 ft3
18.7%% OK
90%
N (Y or N)
Y (Y or N)
3.00 (unitiess)
Y (Y or N)
21,855 ft'
7,294 fe
3.00 It OK
3.0 It OK
N (Y or N)
7,294 ft'
5,216 ft'
1,559 ft2
5 -00 It
ft
It
Y (Y or N)
1.75 in
in
0.60 (unitless)
0.40 It
N (Y or N)
(unitless)
(unitless)
It
It
3 -71 ft3 /sec
12.59 ft3 /sec
0.04 ft3 /sec
2.30 days
OK, draws down in 2 -5 days.
3 :1
OK
10 :1
OK
10.0 It
OK
3 :1
OK
2.0 :1
OK
Y (Y or N)
OK
1.0 It
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
6" PVC with gate valve
Parts I. & II. Design Summary, Page 2 of 2

r . .401�
Permit No.
III. 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.
Pagel 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 D4.1 -014.3 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 D4.1 -D4.3 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 NIA 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
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 NIA 9. A copy of the deed restrictions (if required).
NIA 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- 911 710 9 Part III. Required Items Checklist, Page 1 of 1

REVISED BMP #18 CALCULATIONS
Briar Chapel Development
SD North Commercial
Chatham County, North Carolina
June 9, 2015
Prepared for:
BRIAR7- ZCHAPEL'
Newland COMMUN111ES
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 "%""%1111111�11111!"�
Phone: [phone] N�.����NOliy'
Fax: [phone] ''Q� NE
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MSC Project No. 02735 -0128 = 036348 =
0610912015
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JUN 1 0 2015 j
DENR . WATER RESOURCES
401 8 BUFFER PERPAT71NG
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WATER QUALITY POND #18 CALCULATIONS
Project Name
Briar Chapel - Commercial SD North
Project Number
02735 -0128
Date
June 9, 2015
3rd revision
2nd revision
1 st revision
X

Water Quality Pond Drainage Area Data
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 9, 2015
Total site area 192,038 square feet = 4.41 acres
Impervious areas
Drainage area to pond
Other Drainage Area
Existing
s
Proposed
s
Change
s
Existing
s
Proposed
[Sfl
Parcel #2
Proposed
s
On -site buildings
0
12,855
12,855
0
0
On -site streets/ parking
0
31,310
31,310
0
0
On -site sidewalks
0
2,000
2,000
0
0
Parcels #3 & #4
0
On -site building #1 & patio
0
15,750
15,750
0
0
On -site building #2
0
0
0
0
0
On -site streets/ parking
0
54,025
54,025
0
0
On -site sidewalks
0
4,360
4,360
0
0
On -site future (open space)
0
0
0
0
0
Off -site future development
0
0
0
0
0
Contingency
0
5,000
5,000
0
0
Total Impervious
0
125,300
125,300
0
0
Non-impervious areas
Drainage
area to and
Other Drainage
Area
Existing
s
Proposed
s
Change
s
Existing
s
Proposed
s
On -site grass/landscape
0
469,691
469,691
0
0
On -site woods
1,446,171
11,425
- 1,434,746
0
0
Other undeveloped
0
0
0
0
0
Total off -site non-impervious
0
0
0
0
0
Total non-impervious
1,446,171
481,116
- 965,055
0
0
Total Drainage Area
192,038
192,038
0
3,167,850
3,167,850
Percent Impervious
0.0
65.2
65.2
0.0
0.0
Notes:
2015.06.09.Wet Detention #18.Revised.xls
Site Drainage Area Data Page 2 of 19 Printed 6/9/2015 3:54 PM

Water Quality Pond Surface Area Calculations
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 9, 2015
Total on -site drainage area to pond 192,038 square feet
Total impervious area in drainage area 125,300 square feet
Average water depth of basin at normal pool 3.0 feet
Location of site Chatham County
Site region Piedmont
% Impervious cover 65.2 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 %) 2.7 percent
For a site in the Piedmont (90 %) 3.8 percent
For a site in a Coastal County w/ Vegetative Filter 5.5 percent
For a site in a Coastal County w /out Vegetative Filter 7.6 percent
Required surface area of pond:
For a site in the Piedmont (85 %) 5,100.0 square feet
For a site in the Piedmont (90 %) 7,230.0 square feet
For a site in a Coastal County w/ Vegetative Filter 10,610.0 square feet
For a site in a Coastal County w /out Vegetative Filter 14,560.0 square feet
Notes:
2015.06.09.Wet Detention #18.Revised.xls
Pond Surface Area Calcs Page 4 of 19 Printed 6/9/2015 3:54 PM

Water Quality Pond Stormwater Runoff Volume Calculations
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 9, 2015
Drainage area
192,038
square feet
Impervious area
125,300
square feet
Rainfall depth
1.00
inches
Percent Impervious
65.2
percent
R(v)= 0.05 +0.009 *(Percent impervious)
Runoff coefficient - R(v)
0.64
in /in
Runoff volume = (Design rainfall)
*(R(v)) *(Drainage
area)
Runoff volume
10,197.7
cubic feet
Notes:
2015.06.09.Wet Detention #18.Revised.xls
Runoff Volume Calcs Page 5 of 19 Printed 6/9/2015 3:54 PM

Water Quality Pond Volume Calculations
Stage- Storage Data for Pond - Temporary Pool
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 9, 2015
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
496.5
0
7,294.0
0.167
7,294.0
0.2
0.0
0.0
0.0
0.0
497
0.5
9,312.0
0.214
9,312.0
0.0
4,151.5
01
4,151.5
0.1
497.7
1.2
9,937.0
0.228
9,937.0
0.0
6,737.1
0.2
10.888.6
0.2
498
1.5
10,209.0
0.234
10,209.0
0.0
3.021.9
0.1
13,910.6
0.2
499
2.5
11,140.0
0.256
11,140.0
0.0
10,674.5
0.2
24,585.1
0.3
500
3.5
12,107.0
0.278
12,107.0
0.0
11,623.5
0.3
36, 208.6
0.5
501
4.5
13,110.0
0.301
13,110.0
0.0
12,608.5
0.3
48.817.1
0.6
501.5
5
13,265.0
0305
13,265.0
0.0
6,593.8
0.2
55,410.8
0.4
2015.06.09.Wet Detention #18.Revised.xls
Stage Storage (Temp Pool) Page 6 of 19 Printed 6/9/2015 3:54 PM

Water Quality Pond Volume Calculations
Stage - Storage Data for Pond - Permanent Pool
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 91 2015
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
488
0
172.0
0.004
172.0
0.0
0.0
0.0
0.0
0.0
489
1
568.0
0.013
396.0
0.0
370.0
0.0
370.0
0.0
490
2
1,038.0
0.024
470.0
0.0
803.0
0.0
1,173.0
0.0
491
3
1,559.0
0.036
521.0
0.0
1,298.5
0.0
2,471.5
0.0
492
4
2,158.0
0.050
599.0
0.0
1,858.5
0.0
4,330.0
0.1
493
5
2,818.0
0.065
660.0
0.0
2,488.0
0.1
6,818.0
0.1
494
6
3,546.0
0.081
728.0
0.0
3,182.0
0.1
10,000.0
0.1
495
7
4,346.0
0.100
800.0
0.0
3,946.0
01
13,946.0
0.2
496
8
5,216.0
0.120
870.0
0.0
4.781.0
0.1
18,727.0
0.2
496.5
8.5
7,294.0
0.167
2,078.0
0.0
3,127.5
0.1
21,854.5
0.2
2015.06.09.Wet Detention #18.Revised.xls
Stage Storage (Perm Pool) Page 7 of 19 Printed 6/9/2015 3:54 PM

Water Quality Pond Volume Calculations
Stage - Storage Data for Pond - Forebays
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 9, 2015
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
490
0
83.0
0.002
83.0
0.0
0.0
0.0
0.0
0.0
491
1
183.0
0.004
100.0
0.0
133.0
0.0
133.0
0.0
492
2
320.0
0.007
137.0
0.0
251.5
0.0
384.5
0.0
493
3
494.0
0.011
174.0
0.0
407.0
0.0
791.5
0.0
494
4
703.0
0 016
209.0
0.0
598.5
0.0
1,390.0
0.0
495
5
951.0
0.022
248.0
0.0
827.0
0.0
2,217.0
0.0
496
6
1,238.0
0.028
287.0
0.0
1,094.5
0.0
3,311.5
0.0
496.5
6.5
1,903.0
0.044
665.0
0.0
785.3
0.0
4,096.8
0.0
2015.06.09.Wet Detention #18.Revised.xls
Stage Storage (Forebays) Page 8 of 19 Printed 6/9/2015 3:54 PM

Water Quality Basin Dewatering Time Calculations
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 9, 2015
Water quality treatment volume
10,198
cubic feet
Total treatment volume
10,889
cubic feet
Maximum head of water above dewatering hole
1.20
feet
Driving head
0.40
feet
Orifice coefficient
0.60
Diameter of each hole
1.75
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 water quality volume =
Dewatering time for total volume =
0.017 square feet
2.4 square inches
0.017 square feet
2.4 square inches
2.3 days
56.0 hours
2.5 days
59.8 hours
Notes:
Dewatering time formula: t (days) = V / (Cd *A *Sgrt (2'32.2 *H) *86,400)
t = drawdown time
V = treatment volume
Cd = orifice coefficient
A = cross sectional area of orifice
H = driving head (1/3 max. head)

Water Quality Pond Summary Information
Project Briar Chapel - Commercial SD North
Project No. 02735 -0128
Date June 9, 2015
Drainage area to pond
192,038
square feet = 4.41 acres
Impervious area in drainage area
125,300
square feet = 2.88 acres
Bottom of pond elevation
488.00
feet
Normal pool elevation
496.50
feet
Pond volume at normal pool
21,855
cubic feet
Forebay volume at normal pool
4,096
cubic feet
Forbay % of total volume
18.7%
Required volume for design rainfall 10,198 cubic feet
Required surface area for pond 7,230 square feet
Volume provided for storage of design rainfall = 10,889 cubic feet at elevation
Surface area provided at normal pool 7,294 square feet
Average Depth
3.00 feet
497.7
2015.06.09.Wet Detention #18.Revised.xls
Summary Data Page 11 of 19 Printed 6/9/2015 3:54 PM

1S
(2S)
Pre - Development Post- Development
3P
�:I&Ira.:�;1
CSu cat Reach on Link

2015.06.09.BMP #18.Revised Type 1124-hr 9 -Yr Rainfall= 2.96"
Prepared by McKim & Creed Printed 6/9/2015
HydroCADO 10.00 s/n 04927 © 2011 HvdroCAD Software Solutions LLC Paae 12
Summary for Subcatchment 1S: Pre - Development
Runoff = 3.71 cfs @ 12.09 hrs, Volume= 0.239 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 (ac) CN Description
4.690 70 Woods, Good, HSG C
4.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
4
3
H
3 2
LL
1
Subcatchment 1S: Pre - Development
Hydrograph
3.71 cfs
Type II 24 -hr
1 -Yr Rainfall= 2.96"
Runoff Area =4.690 ac
Runoff Volume =0.239 of
Runoff Depth >0.61"
Tc =15.0 min
CN =70
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2015.06.09.BMP #18.Revised Type 1124-hr 1 -Yr Rainfall= 2.96"
Prepared by McKim & Creed Printed 6/9/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Post - Development
Runoff = 12.59 cfs @ 12.01 hrs, Volume= 0.647 af, Depth> 1.65"
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 (ac)
CN
Description
1.940
74
>75% Grass cover, Good, HSG C
2.760
98
Paved parking, HSG C
4.700
88
Weighted Average
1.940
41.28% Pervious Area
2.760
58.72% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
14
13 12.59 cfs
12 Type II 24 -hr
11 1 -Yr Rainfall= 2.96"
10 Runoff Area =4.700 ac
9 Runoff Volume =0.647 of
Runoff Depth >1.65"
6
6 Tc =10.0 min
LL
5 CN =88
3
2
1
5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2015.06.09.BMP #18.Revised Type ll 24 -hr 1 -Yr Rainfall = 2.96"
Prepared by McKim & Creed Printed 6/9/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Paae 14
Summary for Pond 3P: BMP #18
Inflow Area = 4.700 ac, 58.72% Impervious, Inflow Depth > 1.65" for 1 -Yr event
Inflow = 12.59 cfs @ 12.01 hrs, Volume= 0.647 of
Outflow = 2.99 cfs @ 12.25 hrs, Volume= 0.389 af, Atten= 76 %, Lag= 13.9 min
Primary = 2.99 cfs @ 12.25 hrs, Volume= 0.389 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 498.07' @ 12.25 hrs Surf.Area= 10,274 sf Storage= 14,628 cf
Plug -Flow detention time= 145.8 min calculated for 0.387 of (60% of inflow)
Center -of -Mass det. time= 73.5 min ( 852.9 - 779.4 )
Volume Invert Avail.Storage Storage Description
#1 496.50' 55,412 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
496.50 7,294 0 0
497.00 9,312 4,152 4,152
498.00 10,209 9,761 13,912
499.00 11,140 10,675 24,587
500.00 12,107 11,624 36,210
501.00 13,110 12,609 48,819
501.50 13,265 6,594 55,412
Device Routing Invert Outlet Devices
#1 Primary 492.27' 15.0" Round Culvert
L= 42.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 492.27'/492.00' S=0.0064'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 496.50' 1.7" Vert. Orifice /Grate C= 0.600
#3 Device 1 497.70' 24.0" W x 6.0" H Vert. Orifice /Grate X 2.00 C= 0.600
#4 Device 1 499.00' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 500.00' 20.0' long x 22.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max =2.98 cfs @ 12.25 hrs HW= 498.07' (Free Discharge)
L = Culvert (Passes 2.98 cfs of 13.44 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.09 cfs @ 5.89 fps)
3= Orifice /Grate (Orifice Controls 2.88 cfs @ 1.95 fps)
= Orifice /Grate ( Controls 0.00 cfs)
M econdary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 496.50' (Free Discharge)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)

2015.06.09.BMP #18.Revised Type// 24 -hr 1 -Yr Rainfall= 2.96"
Prepared by McKim & Creed Printed 6/9/2015
HydroCAD® 10.00 s/n 04927 @2011 HydroCAD Software Solutions LLC Page 15
Pond 3P: BMP #18
Hydrograph
12.59 cfs ®Inflow
-, outflow
Inflow Area =4.700 ac ❑ Primary
14 i -7 Secondary
13 Peak Elev= 498.07'
12 Storage= 14,628 cf
11 ,o
9
j 8
v
3 7
0
LL 6
s 2.99 cfs
,-
Time (hours)

2015.06.09.BMP #18-Revised Type 11 24 -hr 10- YrRainfall= 5.97"
Prepared by McKim & Creed Printed 6/9/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre - Development
Runoff = 12.89 cfs @ 12.08 hrs, Volume= 0.769 af, Depths 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 (ac) CN Description
4.690 70 Woods, Good, HSG C
4.690 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
LL
14
13
12
11
10
n
M
Subcatchment 1S: Pre - Development
Hydrograph
1 12.89 cfs I
Type 11 24-hr
10 -Yr Rainfall= 5.17"
Runoff Area =4.690 ac
Runoff Volume =0.769 of
Runoff Depth >1.97"
Tc =15.0 min
CN =70
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2015.06.09.BMP #18.Revised Type 1124-hr 10 -Yr Rainfall= 5.17"
Prepared by McKim & Creed Printed 6/9/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: Post - Development
Runoff = 26.20 cfs @ 12.01 hrs, Volume= 1.404 af, Depth> 3.59"
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 (ac) CN Description
1.940 74 >75% Grass cover, Good, HSG C
2.760 98 Paved parking, HSG C
4.700 88 Weighted Average
1.940 41.28% Pervious Area
2.760 58.72% Impervious Area
Tc Length
min) (feet)
10.0
28
26
24
c 1
10
8
6
4
2
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment 2S: Post - Development
Hydrograph
26.20 cfs
Type II 24 -hr
10 -Yr Rainfall= 5.17"
Runoff Area =4.700 ac
Runoff Volume =1.404 of
Runoff Depth >3.59"
Tc =10.0 min
CN =88
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2015.06.09.BMP #18.Revised Type// 24 -hr 10 -Yr Rainfall = 5.17"
Prepared by McKim & Creed Printed 6/9/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: BMP #18
Inflow Area = 4.700 ac, 58.72% Impervious, Inflow Depth > 3.59" for 10 -Yr event
Inflow =
26.20 cfs @
12.01 hrs,
Volume=
1.404 of
Outflow =
12.76 cfs @
12.15 hrs,
Volume=
1.138 af, Atten= 51 %, Lag= 8.1 min
Primary =
12.76 cfs @
12.15 hrs,
Volume=
1.138 of
Secondary =
0.00 cfs @
5.00 hrs,
Volume=
0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 499.14' @ 12.15 hrs Surf.Area= 11,278 sf Storage= 26,190 cf
Plug -Flow detention time= 100.0 min calculated for 1.138 of (81 % of inflow)
Center -of -Mass det. time= 47.4 min ( 809.0 - 761.6 )
Volume Invert
Avail.Storage Storage Description
#1 496.50'
55,412 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
496.50
7,294
0 0
497.00
9,312
4,152 4,152
498.00
10,209
9,761 13,912
499.00
11,140
10,675 24,587
500.00
12,107
11,624 36,210
501.00
13,110
12,609 48,819
501.50
13,265
6,594 55,412
Device Routing
Invert
Outlet Devices
#1 Primary
492.27'
15.0" Round Culvert
L= 42.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 492.27'/ 492.00' S=0.0064'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1
496.50'
1.7" Vert. Orifice /Grate C= 0.600
#3 Device 1
497.70'
24.0" W x 6.0" H Vert. Orifice /Grate X 2.00 C= 0.600
#4 Device 1
499.00'
36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
500.00'
20.0' long x 22.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max =12.66 cfs @ 12.15 hrs HW= 499.14' (Free Discharge)
L = Culvert (Passes 12.66 cfs of 14.77 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.12 cfs @ 7.72 fps)
3= Orifice /Grate (Orifice Controls 10.49 cfs @ 5.24 fps)
= Orifice /Grate (Weir Controls 2.05 cfs @ 1.22 fps)
econdary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 496.50' (Free Discharge)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)

2015.06.09.BMP #18.Revised Type 1124-hr 10- YrRainfall= 5.17"
Prepared by McKim & Creed Printed 6/9/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 20
18
16
3 14
o
_
u' 12
10
8
6
4
0.00 cfs
Pond 3P: BMP #18
Hydrograph
20 CfS ®Inflow
O
26. Outflow
El Primary
Inflow Area =4.700 ac
❑ Secondary
Peak Elev= 499.14'
Storage= 26,190 cf
19 7A
12.76 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2015.06.09.BMP #18.Revised Type 11 24 -hr 100 -Yr Rainfall= 7.62"
Prepared by McKim & Creed Printed 6/9/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 1S: Pre - Development
Runoff = 24.93 cfs @ 12.07 hrs, Volume= 1.490 af, Depth> 3.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Yr Rainfall= 7.62"
Area ac CN Description
4.690 70 Woods, Good, HSG C
4.690 100.00% 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
26 24.93 cfs
24 Type II 24 -hr
22 100 -Yr Rainfall= 7.62"
20 Runoff Area =4.690 ac
18 Runoff Volume =1.490 of
y 16 14 Runoff Depth >3.81"
LL 12-
Tc =15.0 min
1° CN =70
° IPFF64, -- -
5 a 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

2015.06.09.BMP #18.Revised Type Il 24 -hr 100 -Yr Rainfall= 7.62"
Prepared by McKim & Creed Printed 6/9/2015
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 2S: Post - Development
Runoff = 41.22 cfs @ 12.01 hrs, Volume= 2.274 af, Depth> 5.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -Yr Rainfall = 7.62"
Area (ac) CN Description
1.940 74 >75% Grass cover, Good, HSG C
2.760 98 Paved parking, HSG C
4.700 88 Weighted Average
1.940 41.28% Pervious Area
2.760 58.72% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
44
30
28
w 26
24
0 22
LL 20
18
16
14
12
10
Subcatchment 2S: Post - Development
Hydrograph
41.22 cfs
Type II 24 -hr
100 -Yr Rainfall = 7.62"
Runoff Area =4.700 ac
Runoff Volume =2.274 of
Runoff Depth >5.81"
Tc =10.0 min
CN =88
5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

2015.06.09.BMP #18.Revised Type Il 24 -hr 100 -Yr Rainfall= 7.62"
Prepared by McKim & Creed Printed 6/9/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 24
Summary for Pond 3P: BMP #18
[82] Warning: Early inflow requires earlier time span
Inflow Area = 4.700 ac, 58.72% Impervious, Inflow Depth > 5.81" for 100 -Yr event
Inflow = 41.22 cfs @ 12.01 hrs, Volume= 2.274 of
Outflow = 19.11 cfs @ 12.15 hrs, Volume= 2.001 af, Atten= 54 %, Lag= 8.5 min
Primary = 15.92 cfs @ 12.15 hrs, Volume= 1.974 of
Secondary = 3.19 cfs @ 12.15 hrs, Volume= 0.026 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 500.15' @ 12.15 hrs Surf.Area= 12,260 sf Storage= 38,066 cf
Plug -Flow detention time= 84.0 min calculated for 2.000 of (88% of inflow)
Center -of -Mass det. time= 44.5 min ( 796.2 - 751.8 )
Volume Invert Avail.Storage Storage Description
#1 496.50' 55,412 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
496.50 7,294 0 0
497.00 9,312 4,152 4,152
498.00 10,209 9,761 13,912
499.00 11,140 10,675 24,587
500.00 12,107 11,624 36,210
501.00 13,110 12,609 48,819
501.50 13,265 6,594 55,412
Device Routing Invert Outlet Devices
#1 Primary 492.27' 15.0" Round Culvert
L= 42.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 492.27'/492.00' S=0.0064'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 496.50' 1.7" Vert. Orifice /Grate C= 0.600
#3 Device 1 497.70' 24.0" W x 6.0" H Vert. Orifice /Grate X 2.00 C= 0.600
#4 Device 1 499.00' 36.0" x 36.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 500.00' 20.0' long x 22.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max =15.92 cfs @ 12.15 hrs HW= 500.15' (Free Discharge)
t = Culvert (Inlet Controls 15.92 cfs @ 12.97 fps)
2=Orifice/Grate (Passes < 0.14 cfs potential flow)
3= Orifice /Grate (Passes < 14.28 cfs potential flow)
= Orifice /Grate (Passes < 46.50 cfs potential flow)
econdary OutFlow Max =3.17 cfs @ 12.15 hrs HW= 500.15' (Free Discharge)
= Broad - Crested Rectangular Weir (Weir Controls 3.17 cfs @ 1.04 fps)

2015.06.09.BMP #18.Revised Type 1124 -hr 100 -Yr Rainfall= 7.62"
Prepared by McKim & Creed Printed 6/9/2015
HydroCAD® 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 25
Pond 3P: BMP #18
Hydrograph
41.22 Cfs ■ Inflow
7 Outflow
46
Inflow Area =4.700 ac : Primary
42 Peak Elev= 500.15'
40
36 Storage= 38,066 cf
34
32
30
28
Z 26 19.11 cfs
24 IIAM
0 22 20 15.92 cfs
u.
18
16
Time (hours)

9-11
X93
—495
a \ \ \\ \
qq -"I"
m". lil
WET DETEN -10N POND #18 PLAN VIEW
SCALE = 1 as = 20'
PROVIDE CHAIN AND LOCK
FOR WHEEL HANDLE
GALVANIZED 3.5x3.5'x3/16" —�
TRASH RACK
I
CRANK HAND .11
VALVE GATE
9
7.0'
RUBBER GASKET
FdrMEMITIrm ME
CONCRETE PRESSURE
PIPE JOINT DETAIL
NTS
m
SEAL
SECTION AT PRINCIPLE SPILLWAY
SCALE = 1 a' = 4'
Aiii
R4
4 k!%#k �NFKM&CUED
-qqupll
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
[phone],
F- 1222
PRINCIPLE SPILLWAY
SCALE = 1 " = 2'
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
6" PVC TO POND BANK
4.0'
TO D
2'a
4
SPA. @ 6
a �
gas
4
1 5"
GATE f
AND CRANK
AYLIGHT
ANGLE IRON
4'9 X
4" X 5/8" X
2' LONG TYPICAL
EACH SIDE
_.
JJUI 1 0 Zia
D) NR . WATER FFR ! i-Q p -,
PLAN VIEW
CONCRETE ENDWALL FOR
15" PIPE PER
NCDOT DETAIL 838.80
FLO W
A ! T22"
BRIAR A r
COMMERCIAL SD NORTH
CHATHAM COUNTY, NORTH CAROLINA
r O
NTS
Fir DATE:
JANUARY 20, 2015
r�
a � PROJ
02735-0128
DR
:a
•�
DRAWING NUM
5
REVISED POND DESIGN PER UPDATED SITE PLAN
2015.06.09
4
REVISED PER COMMENTS FROM CHATHAM COUNTY PLANNING
2015.03.27
3
REVISED PER COMMENTS FROM CHATHAM COUNTY PUBLIC UTILITIES
2015.03.02
2
REVISED PER COMMENTS FROM CHATHAM COUNTY PUBLIC UTILITIES
2015.02.09
1
REV. NO
15t SUBMITTALS TO REVIEWERS
—4—
DESCRIPTIONS
2015.01.20
DATE
SEAL
SECTION AT PRINCIPLE SPILLWAY
SCALE = 1 a' = 4'
Aiii
R4
4 k!%#k �NFKM&CUED
-qqupll
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
[phone],
F- 1222
PRINCIPLE SPILLWAY
SCALE = 1 " = 2'
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
6" PVC TO POND BANK
4.0'
TO D
2'a
4
SPA. @ 6
a �
gas
4
1 5"
GATE f
AND CRANK
AYLIGHT
ANGLE IRON
4'9 X
4" X 5/8" X
2' LONG TYPICAL
EACH SIDE
_.
JJUI 1 0 Zia
D) NR . WATER FFR ! i-Q p -,
PLAN VIEW
CONCRETE ENDWALL FOR
15" PIPE PER
NCDOT DETAIL 838.80
FLO W
A ! T22"
BRIAR A r
COMMERCIAL SD NORTH
CHATHAM COUNTY, NORTH CAROLINA
r O
NTS
Fir DATE:
JANUARY 20, 2015
r�
a � PROJ
02735-0128
DR
:a
•�
DRAWING NUM
NOTED AS
DESIGNED
Bss
CA
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES

. - ,
| 1­1|_-) Z:)r1LL |
3�
^ SPILLWAY 50TTOM WIDTH
SEE TABL�' THIS SHEET
NORMAL POOL
_7�_L._
SPILLWAY SHDULD--
EXTEND TO NORMAL
POOL ELEVATION ON
BMP SIDE
if
W1.4x01.4 6X6 k'N.M.--/
OR APPROVED EC�J/AL
/k4|W 2" CO`�iER\
VARIES
TOP OF
11.0 NIN
EMERGENCY. '--D|||UU�� D[T8||
NTS
SPILLWAY
—SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
DOWNSTREAM SIDE
EXPANSION /CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
`
�
�
| ��Y T���N(`A |
|
KEY TRENCH
' |
DAM EMBANKMENT L[TA| L
NTS
LIMITS OF—/
CONCRETE CRADLE
O^ PERFORATED PVC
COLLECTOR PIPE
m
/'—#57 WASHED STONE
6' SOLID WALL PVC
T0 DAYLIGHT
-----�
VARMINT SCREEN TO
--- --- BE PLACED ON OPENEND.
15" CONCRETE
PRESSURE PIPE
6^ SOLD WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
`--COLLECTOR PIPE T0 BE
PLAN VIEW CAPPED ON BOTH ENDS
FLOW 5 1'
RH
co
u�
m
, , /.
ro
.`
0
- || � "ou
� `
�� �_REFER TO CHART
FOR BAR SIZE
NORMAL
MINIMUM
MIN./MAX.
MIN/MAX.
POOL
MIN. /MAX
MIN. /MAX.
• THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 83801, 838.11, 838.21, 838.27, 838 ' 33
838.39, 838.51 , 838.57, 838.63 AND838.69.
EMERGENCY. '--D|||UU�� D[T8||
NTS
SPILLWAY
—SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
DOWNSTREAM SIDE
EXPANSION /CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
`
�
�
| ��Y T���N(`A |
|
KEY TRENCH
' |
DAM EMBANKMENT L[TA| L
NTS
LIMITS OF—/
CONCRETE CRADLE
O^ PERFORATED PVC
COLLECTOR PIPE
m
/'—#57 WASHED STONE
6' SOLID WALL PVC
T0 DAYLIGHT
-----�
VARMINT SCREEN TO
--- --- BE PLACED ON OPENEND.
15" CONCRETE
PRESSURE PIPE
6^ SOLD WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
`--COLLECTOR PIPE T0 BE
PLAN VIEW CAPPED ON BOTH ENDS
FLOW 5 1'
RH
co
u�
m
, , /.
ro
.`
0
- || � "ou
� `
�� �_REFER TO CHART
FOR BAR SIZE
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN/MAX.
MIN./MAX.
MIN. /MAX
MIN. /MAX.
• THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 83801, 838.11, 838.21, 838.27, 838 ' 33
838.39, 838.51 , 838.57, 838.63 AND838.69.
• INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 83 -
• USE 4000 PSI CONCRETE.
:6
• PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM 5
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
• PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
• PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
• ALL ELEMENTS PRECAST TO MEET ASTM C913.
• WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
As LONG AS THE SAME AREA OF STEEL IS PROVIDED.
• CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1",
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT 8"CTS.THE CONTRACTOR WILLHAVETHE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN/MAX.
MIN./MAX.
MIN. /MAX
MIN. /MAX.
11.50/11 75
7.0018.50
13.75/15.75
SEAL 777'
10-7 SEAL A BRIAR CHAPEL DATE: JANUARY 20, 2015 SCALE 4.X
HORIZONTAL: DRAWING NUMBER
COMMERCIAL SD NORTH DRAWN BSS
4 Nfl<11\4&13�EED AS NOTED
CHATHAM COUNTY NORTH CAROLINA DESIGNED BSS VERTICAL:
5 REVISED POND DESIGN PER UPDATED SITE PLAN 1730 ,Iarsity Drive, Suite 500 CHECKED GCA
4 REVISED PER COMMENTS FROM CHATHAM COUNTY PLANNING 2015.03.27 : :z Raleigr�, North Carolina 27606 B I A R. CHAPEL PROJ. MGR. CHS N/A
Phone: [phone], Fax: [phone]
3 REVISED PER COMMENTS FROM CHATHAM COUNTY PUBLIC UTILITIES 2015.03.02
2 ISED PER COMMENTS FROM CHATHAM COUNTY PUBLIC UTILITIES 201502.09
1 Ist SUBMITTALS TO REVIEWERS 2015.01.20 by BMIP #18 PLAN & DETAILS STATUS: REVISION
REV.NO. DESCRIPTIONS 111,00 Newland commmmES FINAL DRAWINGS 5
FOR REVIEW PURPOSES ONLY
REVISIONS

*z
'X/ /
WET DETENTION POND #18 PLANTING PLAN
SCALE = l = 20, ,
5 REVISED POND DESIGN PER UPDATED SITE PLAN 2015,06.09
4 REVISED PER COMMENTS FROM CHATHAM COUNTY PLANNING 201503.27
3 7EVISED PER COMMENTS FROM CHATHAM COUNTY PUBLIC UTILITIES 2015.03,02
2 REVISED PER COMMENTS FROM CHATHAM COUNTY PUBLIC UTILITIES 2015.0209
I Ist SUBMITTALS TO REVIEWERS 201501.20
i REV. NO.t DESCRIPTIONS
SEALI
IF r5lal
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
PLANTING SCHEDULE
ONTAINER SIZE AT
SYM. ABB. COMMON NAME BOTANICAL NAME QUANTITY SPACING PLANTING
SHALLOW WATER PLANTINGS
BFI B
BLUE FLAG IRIS w
ws virginica 6
63 2
24"-30" O.C. 1
1 QT.
SEALI
IF r5lal
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
PLANTING SCHEDULE
ONTAINER SIZE AT
SYM. ABB. COMMON NAME BOTANICAL NAME QUANTITY SPACING PLANTING
SHALLOW WATER PLANTINGS
BFI B
BLUE FLAG IRIS w
ws virginica 6
63 2
24"-30" O.C. 1
1 QT.
v-v[—
V V V T
TSB =
=THREE SQUARE BULRUSH a
. c
66 2
24"-30" O.C. 1
1 QT.
amerl .
SHALLOW LAND PLANTINGS
CF C
CARDINAL FLOWER L
Lobelic cardinalis 7
73 2
24"-30" O.C. 1
1 QT.
SRM S
SCARLET ROSE MALLOW H
Hibiscus coccineus 6
67 2
24pp-30pf O.C. 1
1 QT.
ST S
SPOTTED TRUMPETWEED 7
71 2
24" 1
1 QT.
REMOVE ANY
0 E-iNG AROUND ROOTS
SfALL wwERs
MIM 12 1N DEPTH
ALL
GENERAL PLANTING D [-TA| |
NTS
1. CONTINUE PLANTING SCHEME SHOWN FOR EACH
#F THE 5 PLANT VARIETIES NOTED BELOW AROUI"
.1
VEGETATED PLANTING SHELF DETAIL
NTS
lure
3. SHALLOW WATER AND SHALLOW LAND AREAS T3 BE PLANTED WITH BARE ROOT, PLUGS, OR
CONTAINER LIVE PLANTINGS AS SPECIFIED.
4. EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
INDIVIDUAL PLANT. PLACE PLANT IN HOLE WITH CROWN FLUSH WITH SOIL SURFACE. BACKF|LL WITH
TOPSOIL AND LIGHTLY PLANT
5. BEGIN PLANTING DURING LOCAL GROWING SEASON IN #?�DER TO ENSURE THAT PLANTS HAVA
ADEQUATE TIME TO ESTABLISH BEFORE WINTER MONTHS.
6, OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY (252-482-5707), MELLOW MARAS
FARMS (919-742-1200), CURE NURSERY (919-542-6186) OR ENGINEER APPROVED SUBSTITUTE. 11
7. REFER TO EROSION CONTROL DETAIL SHEET D1.2 FOR SEEDBED PREPARATION AND SEEDING
SCHEDULES FOR .11kEAS
Z 70% OF SWEETFLAG AND 70% OF SOUTHERN BLUE FLAG |R|5 SHOULD BE PLANTED IN THE 2-3 INCHES
BELOW NORMAL PO(}[
1. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INUNDATED FOR EXTENDED
PERIODS.
NewlandCOMMUNITIES
BRIAR CHAPEL
COMMERCIAL SD NORTH
CHATHAM COUNTY, NORTH CAROLINA
DATE: JANUARY 20, 2015
�
M,�
DRAWN BSS
noRIZnmTxL:
DESIGNED BSS
AS NOTED
CHECKED GCA
LM M&C FILE NUMBER
DRAWING NUMBER
STATUS: REVISION
FINAL DRAWINGS 5
FOR REVIEW PURPOSES ONLY
ALL
GENERAL PLANTING D [-TA| |
NTS
1. CONTINUE PLANTING SCHEME SHOWN FOR EACH
#F THE 5 PLANT VARIETIES NOTED BELOW AROUI"
.1
VEGETATED PLANTING SHELF DETAIL
NTS
lure
3. SHALLOW WATER AND SHALLOW LAND AREAS T3 BE PLANTED WITH BARE ROOT, PLUGS, OR
CONTAINER LIVE PLANTINGS AS SPECIFIED.
4. EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
INDIVIDUAL PLANT. PLACE PLANT IN HOLE WITH CROWN FLUSH WITH SOIL SURFACE. BACKF|LL WITH
TOPSOIL AND LIGHTLY PLANT
5. BEGIN PLANTING DURING LOCAL GROWING SEASON IN #?�DER TO ENSURE THAT PLANTS HAVA
ADEQUATE TIME TO ESTABLISH BEFORE WINTER MONTHS.
6, OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY (252-482-5707), MELLOW MARAS
FARMS (919-742-1200), CURE NURSERY (919-542-6186) OR ENGINEER APPROVED SUBSTITUTE. 11
7. REFER TO EROSION CONTROL DETAIL SHEET D1.2 FOR SEEDBED PREPARATION AND SEEDING
SCHEDULES FOR .11kEAS
Z 70% OF SWEETFLAG AND 70% OF SOUTHERN BLUE FLAG |R|5 SHOULD BE PLANTED IN THE 2-3 INCHES
BELOW NORMAL PO(}[
1. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INUNDATED FOR EXTENDED
PERIODS.
NewlandCOMMUNITIES
BRIAR CHAPEL
COMMERCIAL SD NORTH
CHATHAM COUNTY, NORTH CAROLINA
DATE: JANUARY 20, 2015
�
M,�
DRAWN BSS
noRIZnmTxL:
DESIGNED BSS
AS NOTED
CHECKED GCA
LM M&C FILE NUMBER
DRAWING NUMBER
STATUS: REVISION
FINAL DRAWINGS 5
FOR REVIEW PURPOSES ONLY
LM M&C FILE NUMBER
DRAWING NUMBER
STATUS: REVISION
FINAL DRAWINGS 5
FOR REVIEW PURPOSES ONLY