20050732 Ver 27_Stormwater Info Phase 8_20130523

vMq<I't&cREEv
TO: NCDENR - DWQ 401 Unit
512 N Salisbury Street
Archdale Building -9"h Floor
Raleigh, NC 27604
ATTEI'MON: Ms. Annette Lucas
WE ARE SENDING: ❑ Originals
❑ Specifications
2U05- 0132L u;Lj
'LETTER OF TRANSMITTAL
DATE: May 21, 2013
PROJECT NO: 2735 -0092
TASK NO: EXP
RE: Briar Chapel - Phase 8
TRANSMITTAL NO: 1
PAGE 1 OF 1
® Prints
® Calculations
❑ Shop Drawings ❑ Samples
❑ Other -
Quantity
Drawing No.
Rev.
Description
Status
2
Stormwater Design Plans
G
2
Narrative & Supporting Calculations
G
2
Wet Pond #13 O &M Agreement (1 Original,1 copy)
G
2
Wet Pond #13 Design Supplements
G
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
REMARKS:
Annette,
Please find the enclosed documents for your review. Please let us know if you have any questions or
comments. Thank you.
Cc: McKIM & CREED, INC.
Signed a�-
Gareth Avant, PE

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
GCA C3.3 -C3.4 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 (ROM,
- Overflow device, and
- Boundaries of drainage easement.
GCA D4.1 -D4.3 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 -134.3
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
N/A
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
C3.1
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 Included 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

Permit No
(to be provided by DWQ)
Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items
��A y�O� VVAT�9O�
MEW >
O t
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Y (Y or N)
Project name
Briar Chapel Development - Great Rdge Parkway Extension
Contact person
Gareth Avant, PE
Phone number
919.233 8091
Date
17- May -2012
Drainage area number
1- Wet Pond #13
II. DESIGN INFORMATION
0.12 inlhr
Site Characteristics
Pre - development 1 -yr, 24fir peak flow
Drainage area
843,368 f?
Impervious area, post -development
420,658 f?
% impervious
49.88%
Design rainfall depth
1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 35,063 ft3 OK
Volume provided 36,321 ft"
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 fl3
Post-development 1 -yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the 1 y 24hr storm peak flow required?
Y (Y or N)
1 -yr, 24-hr rainfall depth
3.0 in
Rational C, pre - development
0.40 (unitless)
Rational C, post - development
OR (unitless)
Rainfall intensity: ) -yr, 24-hr stone
0.12 inlhr
Insufficient. Check intensity calculation.
Pre - development 1 -yr, 24fir peak flow
12.87 ft31sec
Post - development 1 -yr, 24-hr peak flow
47.65 f3 /sec
Pre/Post 1 -yr, 24 -hr peak flow control
34.78 g3 /sec
Elevations
Temporary pool elevation
418.00 fmsl
Permanent pool elevation
414.50 fmsl
SHWT elevation (approx. at the pens. pool elevation)
fmsl
Top of 1Oft vegetated shelf elevation
415.00 fmsl
Bottom of 1Oft vegetated shelf elevation
414.00 fmsl
Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond)
409.00 fmsl
Sediment cleanout, bottom elevation
408.00 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 16 11 Design Summary, Page 1 of 2

Permit No
11. DESIGN INFORMATION
Surface Areas
Area, temporary pool 25,887 fe
Area REQUIRED, permanent pool 21,084 If
SAIDA ratio 2.50 (unitless)
Area PROVIDED, permanent pool, Awm_pw
21,256 fe
OK
Area, bottom of 1Oft vegetated shelf, Ab,i do
17,980 fe
Area, sediment deanout, top elevation (bottom of pond), At„_pw
8,498 ty
Average depth used in SAIDA, d.„ (Round to nearest 0.51t)
Volumes
ft
Volume, temporary pool
36,321 ft3
OK
Volume, permanent pool, V,,y,d
82,398 ft3
Y
Volume, forebay (sum of forebays if more than one forebay)
16,746 ft3
Diameter of orifice ('If circular)
Forebay % of permanent pool volume
20.3% %
OK
SAIDA Table Data
in
Design TSS removal
90%
Coastal SAIDA Table Used?
N (Y or N)
Driving head (H,)
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2 50 (unitless)
(Y or N)
Average depth (used in SAIDA table):
Weir type
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Coefficient of discharge (Q
Volume, permanent pool, Vp,,,_pw
82,398 ft3
Area provided, permanent pool, Apm w
21,256 If
ft
Average depth calculated
3.88 ft
OK
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
4.0 It
OK
Calculation option 2 used? (See Figure 10-2b)
N (Y or N)
Area provided, permanent pool, Ap m_,d
21,256 fe
12.27 ft3 /sec
Area, bottom of 1 Oft vegetated shelf, Aw ,w
17,980 fe
Area, sediment deanout, top elevation (bottom of pond), A 8,498 f?
(to be provided by DWQ)
'Depth' (distance b/w bottom of 1Oft shelf and top of sediment)
5.00 ft
Average depth calculated
ft
Average depth used in SAIDA, d.„ (Round to nearest 0.51t)
ft
Drawdown Calculations
Drawdown through orifice?
Y
(Y or N)
Diameter of orifice ('If circular)
2.50 In
Area of orifice (if- non-circular)
in
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (H,)
0.50 ft
Drawdown through weir?
N
(Y or N)
Weir type
(unitless)
Coefficient of discharge (Q
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre- development 1 -yr, 24-hr peak flow
12.87 fe/sec
Post -development 1 -yr, 24-hr peak flow
12.27 ft3 /sec
Storage volume discharge rate (through discharge orfifice or weir)
0.45 f?/sec
Storage volume drawdown time
2.58 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
1.5 :1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
1.0 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
Form SW401 -Wet Detention Basin -Rev 8. 9/17/09
Parts I. & 11 Design Summary, Page 2 of 2

Permit Number:
(to be provided by DJYQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash debris is present.
Remove the trash debris.
The perimeter of the wet
Areas of bare soil and /or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
Form SW401 -Wet Detention Basin O &M -Rev.4 Page 1 of 4

Permit Number:
(to be provided by UWQ)
Drainage Area Number:
BMP element:
Potential problem:
How I will remediate the problem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401 -Wet Detention Basin O &M -Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potential problenr.
How I will remediate the problem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919 -733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 3.50 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 3.50 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
409.00 j 1
FOREBAY
BASIN DIAGRAM
ill in the blanks)
Lft Min.
Sediment
Storage
Permanent Pool Elevation 414.50
Pool
- Sediment Removal Elevation 40 .0 - - - - - -- Volume
- - - -- -------- - - - - --
Bottom Elevation
MAIN POND
Form SW401 -Wet Detention Basin O &M -Rev.4 Page 3 of 4
1 -ft N%n.
Sediment
Storage

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Briar Chapel - Phase 8
BMP drainage area number:I - Wet Detention Pond #13
Print name:Kevin Graham
Title:Vice President Operations
Address: 16 Windy Knoll Circle, Chapel Hill. NC 27516
Signature: CL
Date: S ���Z/ 3
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, G, Leo^ ywyrn o H , a Notary Public for the State of
County of do hereby certify that
`LG vi H 6;_A .-A 11 a w+ personally appeared before me this iit ti
day of 8ry , 6V 13 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements
. w
SEAL
My commission expires _1 l l uz I q
Witness my hand and official
Form SW401 -Wet Detention Basin O&M -Rev.4 Page 4 of 4

1
1
Ds- ID13a -Ua)
401 NARRATIVE &
SUPPORTING CALCULATIONS
Briar Chapel Development
Phase 8
Chatham County, North Carolina
May 21, 2013
Prepared for:
BRIAR �IsKCHAPEO
Newland ommumm
NNP Briar Chapel, LLC
16 Windy Knoll Circle
Chapel Hill, North Carolina 27516
A Prepared By:
41$� MCIUM&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
M &C Project No. 02735 -0092
```���H »�C ro
03M =
0512112013

PROJECT DESCRIPITON
' The purpose of the project is to construct water, sewer and roadway infrastructure to support
110 residential lots within the Briar Chapel development. This will be the second of several
phases of construction in this proximity.
Based on the conditions of the approved 401 Water Quality Certification, NCDENR -DWQ will
require runoff from the roads to be captured and treated for 857o TSS removal before being
discharged into existing stream buffers. To meet this requirement, the runoff from the northern
portion of this phase of construction will be directed to Wet Detention Pond # 12 as approved
under the Great Ridge Parkway Extension project (DWQ Project # 05 -0732v25). The runoff from
the southern portion of this phase will be directed to a new BMP, Wet Detention Pond # 13.
Calculations for this new facility are included in this package.
Upon completion of the project's construction, the proposed public roads will be turned over to
and maintained by NCDOT.
SITE DESCRIPTION
The project area is approximately 24.7 acres of disturbed area located within the BC South
development area, adjacent to Great Ridge Parkway and near the Margaret B Pollard Middle
School.
This portion of the development generally takes place on the north side of a ridge that bisects
the site from north to south. The slopes in the site range from 5-20% in localized areas.
SOILS
According to the Chatham County Generalized Soil Survey, the soils located on the site are
classified as Wedowee sandy loam, 2% to 15% slopes (WeB, WeC, WeD) and Vance sandy loam,
276 to 6% slopes (VaB).
The following soil descriptions are associated with the soils found on the site:
We(X) - Wedowee sandy loam soils are often found in piedmont uplands, along ridges
and side slopes. Permeability is moderate and the soils are well drained. Soils have a low
shrink /swell potential. The seasonal high water is generally more than 6.0 feet below the
surface.
Va (X) - Vance sandy loam soils are often found in piedmont uplands along ridges, and
side slopes. Permeability is slow and the soils are well drained. The seasonal high water is
generally more than 6 feet below the surface.
WET DETENTION DESIGN
The wet detention pond on this site has been designed to remove 90% of the total suspended
solids entering from the surrounding impervious drainage areas before discharging into the
adjacent stream. The calculations provided with this package include all projected future
drainage areas that might be captured by the pond. Treated runoff will be dissipated by a
riprap outlet protection device before entering any stream buffers.

IDesign parameters were taken from the BMP manual and from DWQ's design supplement forms.
I MAINTENANCE CONSIDERATIONS
' The property owner shall be responsible for periodic inspection and maintenance of all
temporary erosion control measures devices. Any measure that fails to function as intended
shall be repaired immediately.
1
1
1
1
1
1
1

POINT PRECIPITATION`'
FREQUENCY ESTIMATES
' FROM NOAA ATLAS 14 y
CHAPEL HILL 2 W, NORTH CAROLINA (31 -1677) 35.9086 N 79.0794 W 462 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G M Bonnu, D Martin, B Lm, T Parzybok M Yelda, and D Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
_ E)dracted Wed Jan 20 2010 _
Confidence Limits Seasonality Location Maps Other Info. _GIS data Maps r Docs Re um to State Map
-- -- - --
* These precipitation itequencyeshmates are based on a partial duration series ARI is the Average Recurrence Interval
Please refer to NOAA Mas 14 Document for more information. NOT E Formatting forces estimates near zero to appear as zero
5 F_ * Upper bound of the 90% confidence interval
Precipitation Intensity Estimates ( in/hr)
(years) min min min min
nun
hr Fhr hr hr �48-
day �Y 1-day _ day day day day
' 1 5.39 4.31 3.59 2.46 1.53 0.92 0.65 0.39 0.23 0.13 0.08 0.04 0.03 0.02 0.01 0.01 0.01 0.01
6.36 5.08 4.26 2.94 1.85 1.11 0.79 0.47 0.28 0.16 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
' I ' 7.31 5.86 4.94 3.51 2.25 1.37 0.97 0.58 0.34 0.20 0.12 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 8.06 6.44 5.43 3.94 2.56 1.57 1.12 0.68 0.40 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
'F2- 5 8.83 7.04 5.95 4.41 2.93 1.82 1.31 0.79 0.48 0.27 0.16 0.09 0.05 0.04 0.03 0.02 0.02 0.01
50 9.38 7.48 6.31 4.75 3.22 2.02 1.47 0.89 0.54 0_31 0:17 0.10 0.06 0.05 0.03 0.02 0.02 0.02
100 9.89 7.85 6.62 5.07 3.49 2.22 1.62 0.99 0.60 0.34 0.19 0.11 0.07 0.05 0.03 0.02 0.02 0.02
200 10.32 8.18 6.88 5.35 3.75 2.41 1.78 1.09 0.67 0.38 0.21 0.12 0.07 0.06 0.04 0.03 0.02 0.02
500 10.78 8.52 7.15 5.69 4:08 2.66 1.99 1.23 0.76 0.43 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
' 1000 11.14 8.77 7.34 5.94 4.34 2.87 2.16 1.36 0.85 0.46 0.26 0.14 0.09 0.07 0.04 0.03 0.02 0.02
*The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequencyare greater than.
-These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval
Please refer to NOAAMas 14 Document for more information. NOTE. Formatting prevents estimates near zero to appear aszero.
* Lower bound of the 90% confidence interval
' Precipitation Intensity Estimates ( in/hr)
24 48 4 [ZE" 5 F10 [ 1! [ 3? y n imn r r y aay hr day hr day day [d3O
day (years) min mn mn min m hr
Precipitation Intensity Estimates (in/hr)
5 mm
F110 3 hr 66 6r
12 hr Fk 4
0 20
[4L_ r 4 day 7 day 1-0
45
F60
(y`rs)
'
min �n
4.93 13.94 3.28
min
2.25
min
1.40
nun
0.84 0.60 0.36
0.21 0.12
0.07 0.04 0.03 0.02 001 0.01
In,
0.01
I `
5.81 4.64 3.89
2.69
1.69
1.01 0.72 0.43
0.25 0.15
0.09 0.05 0.03 0.03 0.02 0.01
0.01
0.01
�-
6.70 5.36 4.52
3.21
2.06
1.25 0.89 0.53
0.32 0.19
0.11 0.06 0.04 0.03 0.02 0.02
0.01
0.01
' 10
7.38 5.90 4.98
3.61
2.35
1.43 1.03 0.62
0.37 0.22
0.12 0.07 0.04 0.03 0.02 0.02
0.01
0.01
25
8.11 6.46 5.46
4.04
2.69
1.66 1.20 0.73
0.44 0.25
0.15 0.08 0.05 0.04 0.03 0.02
0.02
0.01
'
1 0
9 07 7.21 6.07
4.65
3.20
2.02 1.48 0.91
0.56 0.32
0.18 0.10 0.06 0.05 0.03 0.02
0.02
0.02
200
9.44 7.49 6.30
4.90
3.44
2.20 1.63 1.01
0.62 0.35
0.20 0.11 0.07 0.05 0.03 0.03
0.02
0.02
' 500
9.85 7.79 6.54
5.21
3.73
2.43 1.82 1.14
0.71 0.40
0.22 0.12 0.08 0.06 0.04 0.03
0.02
0.02
1000
10.19 8.02 6.71
5.43
3.96
2.62 1.98 1.24
0.78 0.43
0.24 0.13 0.08 0.06 0.04 0.03
0.02
0.02
* These precipitation itequencyeshmates are based on a partial duration series ARI is the Average Recurrence Interval
Please refer to NOAA Mas 14 Document for more information. NOT E Formatting forces estimates near zero to appear as zero
5 F_ * Upper bound of the 90% confidence interval
Precipitation Intensity Estimates ( in/hr)
(years) min min min min
nun
hr Fhr hr hr �48-
day �Y 1-day _ day day day day
' 1 5.39 4.31 3.59 2.46 1.53 0.92 0.65 0.39 0.23 0.13 0.08 0.04 0.03 0.02 0.01 0.01 0.01 0.01
6.36 5.08 4.26 2.94 1.85 1.11 0.79 0.47 0.28 0.16 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
' I ' 7.31 5.86 4.94 3.51 2.25 1.37 0.97 0.58 0.34 0.20 0.12 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 8.06 6.44 5.43 3.94 2.56 1.57 1.12 0.68 0.40 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
'F2- 5 8.83 7.04 5.95 4.41 2.93 1.82 1.31 0.79 0.48 0.27 0.16 0.09 0.05 0.04 0.03 0.02 0.02 0.01
50 9.38 7.48 6.31 4.75 3.22 2.02 1.47 0.89 0.54 0_31 0:17 0.10 0.06 0.05 0.03 0.02 0.02 0.02
100 9.89 7.85 6.62 5.07 3.49 2.22 1.62 0.99 0.60 0.34 0.19 0.11 0.07 0.05 0.03 0.02 0.02 0.02
200 10.32 8.18 6.88 5.35 3.75 2.41 1.78 1.09 0.67 0.38 0.21 0.12 0.07 0.06 0.04 0.03 0.02 0.02
500 10.78 8.52 7.15 5.69 4:08 2.66 1.99 1.23 0.76 0.43 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
' 1000 11.14 8.77 7.34 5.94 4.34 2.87 2.16 1.36 0.85 0.46 0.26 0.14 0.09 0.07 0.04 0.03 0.02 0.02
*The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequencyare greater than.
-These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval
Please refer to NOAAMas 14 Document for more information. NOTE. Formatting prevents estimates near zero to appear aszero.
* Lower bound of the 90% confidence interval
' Precipitation Intensity Estimates ( in/hr)
24 48 4 [ZE" 5 F10 [ 1! [ 3? y n imn r r y aay hr day hr day day [d3O
day (years) min mn mn min m hr

POINT PRECIPITATION
' FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
CHAPEL HILL 2 W, NORTH CAROLINA (31 -1677) 35.9086 N 79.0794 W 462 feet
' from 'Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G M Bonnm, D Martin, B Lm, T Parzybok, M Yekta, and D. Riley
NOAH, National Weather Service, Silver Spnrrg, Maryland, 2004
_ Extracted Tue Jan 19 2010
' Confidence Limits Seasonality Location Maps I Other r I GIS data Maps Docs Return to State Map
' Precipitation Frequency Estimates (inches)
T-T-T45 F60
(years) min min min min min min hr Fhr hr hr hr day [day day day day day day
Precipitation Frequency Estimates (inches)
'
[j 50 F10 F .
- - - - -[145 160
inn 3 hr 6 hr �2 hr 24 hr 48 hr 4 day
' F 1
0.41 0.66 0.82 1.12
1.40 1.68 1.79 2.15 2.54 2.96 3.46 3.87 4.44 5.05 6.76 8.39 10.69 12.84
I `
0.48 0.77 0.97 1.34
1.69 2.02 2.16 2.59 3.06 3.58 4.17 4.64 5.30 6.00 7.97 9.88 12.52 14.97
I '
0.56 0.89 1.13 1.60
2.06 2.49 2.66 3.20 3.80 4.47 5.17 5.71 6.44 7.21 9.41 11.47 14.32 16.89
' 10
0.61 0.98 1.25 1.80
2.35 2.87 3.08 3.71 4.44 5.17 5.95 6.54 7.34 8.15 10.56 12.72 15.72 18.37
25
0.68 1.08 1.36 2.02
2.69 3.33 3.61 4.37 5.28 6.11 6.99 7.68 8.57 9.42 12.11 14.36 17.55 20.28
'
5 F 22
F[11
F 67
100
0.76 21 33
20 1.52
3.20 4.05 4.46 5.47 6.71 62 8.64 9.49 10 53 11.44 14.57 16.87 20.31 23.11
200
0.79 1.25 1.57 2.45
3.44 4.40 4.89 6.03 7.47 8.41 9.49 10.44 11.56 12.47 15.83 18.12 21.67 24.46
' 500
0.82 1.30 1.64 2.60
3.73 4.86 5.46 6.80 8.53 9.50 10.66 11.73 12.96 13.87 17.55 19.80 23.46 26.21
1000
0.85 1.34 1.68 2.72
3.96 5.23 5.93 7.44 9.43 10.35 11.58 12.76 14.06 14.97 18.89 21.09 24.83 27.53
' ' These precipitation frequencyesumates are based on a parbal duration senes. ARI is the Average Recurrence Interval.
Please refer m NOAA Alas 14 Document for more information. NOTE. Formatting forces estimates near zero to appear as zero.
'
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
-F- 30 5 60
FT
'
(years)
min min min min
min min hr hr hr hr day day day day [day �y �Y
1
0.45 0.72 0.90 1.23
_
1.53 1.84 1.96 2.35 2.77 3.16 3.70 4.14 4.73 5.37 7.14 8.87 11.24 13.44
I `
0.53 0.85 1.06 1.47
1.85 2.22 2.37 2.83 3.34 3.82 4.46 4.96 5.64 6.38 8.43 10.42 13.15 15.68
' �5
0.61 0.98 1.23 1.75
2.25 2.73 2.92 3.50 4.15 F- 77 5.53 6.09 6.86 7.66 9.95 12.10 15.04 17.69
10
0.67 1.07 1.36 1.97
2.56 3.14 3.37 4.05 4.83 5.51 6.36 6.99 7.82 8.66 11.17F3 41 16.51 19.25
' 25
0.74 1.17 1.49 2.20
2.93 3.64 3.94 4.76 5.73 6.54 7.47 8.22 9.14 10.02 12.82 15.15 18.44 21.26
50
0.78 1.25 1.58 2.38
3.22 4.04 4.41 5.35 6.47 7.34 8.35 9.19 10.19 11.11 14.14 16.50 19.92 22.80
100
0.82 1.31 1.66 2.53
3.49 4.43 4.87 5.94 7.25 8.17 9.27 10.19 11.26 12.21 15.48 17.85 21.39 24.28
' 200
-F- .36 1.72 2.68 -F-
0.86
.75 4.82 5.34 -F--
.56 8.06 9.03 10.19 11.22 12.38 13.33 16.86 19.21 22.85 25.73
500
0.90 1.42 1.79 2.84
4.08 5.32 5.96 7.39 9_20 10.21 11.47 12.65 13.91 14.86 18.72 21.04 24.81 27.63
1000
0.93 1.46 1.83 2.97
4.34 5.74 6.50 8.11 10.19 11.15 12.49 13.79 15.14 16.07 20.20 22.46 26.31 29.07
*The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quanble values For a given frequencyare greater than.
**These precipitation frequency estimates are based on a Qarbal duration series. ARI is the Average Recurrence Interval.
' Please refer to NOAAAdas 14 Document for more
information. NOTE, Formatting prevents estimates near zero to appear as zero,
* Lower bound of the 90% confidence interval
' Precipitation Frequency Estimates (inches)
T-T-T45 F60
(years) min min min min min min hr Fhr hr hr hr day [day day day day day day

MAPS

4 x-
00 A
,ri.r
lop
2
i►
Ma
i
4 x-
00 A
,ri.r
lop
2

1
1
1
WET DETENTION POND
#13 DESIGN

1
1
1
1
1
1
1
1
1S
Pre - Development
Sub4 Reach on Link
i
Post- Dev elopme nt
3P
BMP #13

Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type 11 24-hr 1 -year Rainfall = 2.96"
Prepared by Microsoft Printed 5/15/2013
' HydroCAD®10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment IS: Pre - Development
'
Runoff =
12.87 cfs @ 12.15 hrs, Volume= 1.117 af, Depth= 0.69"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
'
Type II 24 -hr 1 -year Rainfall= 2.96"
Area (sf
CN Description
843,368
70 Woods, Good, HSG C
'
843,368
100.00% Pervious Area
'
Tc Length
(min) (feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
20.0
Direct Entry,
'
Subcatchment IS: Pre - Development
Hydrograph
t14-
Runoff
12.87 cfs
13
Type 1 124 -h r
'
12
1 -year Rainfall= 2.96"
„
10
Runoff Area = 843,368 sf
'
9
Runoff Volume =1.117 of
6
Runoff Depth = 0.69"
7
LL
Tc =20.0 min
6
57
CN =70
'
4
3
2
1
0
5 6 7 8 9
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
'
Time (hours)
1

1
1
1
1
1
1
1
1
Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type 11 24 -hr 1 -year Rainfall = 2.96"
Prepared by Microsoft Printed 5/15/2013
HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: BMP #13
Inflow Area = 19.361 ac, 49.88% Impervious, Inflow Depth = 1.63" for 1 -year event
Inflow =
47.65 cis @
12.02 hrs,
Volume=
2.627 of
Outflow =
12.27 cis @
12.23 hrs,
Volume=
1.992 af, Atten= 74 %, Lag= 13.0 min
Primary =
12.27 cis @
12.23 hrs,
Volume=
1.992 of
Secondary =
0.00 cis @
5.00 hrs,
Volume=
0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Peak Elev= 416.63'@ 12.23 hrs Surf.Area= 27,057 sf Storage= 53,091 cf
Plug -Flow detention time= 314.0 min calculated for 1.989 of (76% of inflow)
Center -of -Mass det. time= 223.1 min (1,049.7 - 826.6 )
Volume Invert
Avail.Storage Storage Description
#1 414.50'
155,196 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
414.50
21,256
0 0
415.00
24,085
11,335 11,335
416.00
25,887
24,986 36,321
417.00
27,734
26,811 63,132
418.00
29,693
28,714 91,845
419.00
31,661
30,677 122,522
420.00
33,686
32,674 155,196
Device Routing
Invert
Outlet Devices
#1 Primary
410.50'
24.0" Round Culvert
L= 48.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 410.50'/410.00' S=0.01047 Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1
414.50'
2.5" Vert. Orifice /Grate C= 0.600
#3 Device 1
416.00'
36.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1
416.33'
48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
418.35'
60.0' long x 16.0' 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 =12.16 cfs @ 12.23 hrs HW= 416.63' (Free Discharge)
t = Culvert (Passes 12.16 cfs of 34.27 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0.23 cfs @ 6.86 fps)
3= Orifice /Grate (Orifice Controls 3.26 cfs @ 3.26 fps)
= Orifice /Grate (Weir Controls 8.66 cfs @ 1.80 fps)
econdary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 414.50' (Free Discharge)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)

Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type 11 24 -hr 1 -year Rainfall = 2.96"
Prepared by Microsoft Printed 5/15/2013
HydroCADO 10.00 s/n 04927 C 2011 HydroCAD Software Solutions LLC Page 10
Pond 3P: BMP #13
Hydrograph
65 CfS ❑ Inflow
47.
Outflow
Inflow Area = 19.361 ac L Primary
L Secondary
50 Peak Elev= 416.63'
45- Storage= 53,091 cf
40
35
4 30
p 25
LL
20
12.27 cfs
1 11

1
Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type 11 24 -hr 10 -year Rainfall =5.17"
Prepared by Microsoft Printed 5/15/2013
' HydroCAD®10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment IS: Pre - Development
IRunoff = 45.60 cfs @ 12.14 hrs, Volume= 3.490 af, Depth= 2.16"
1
1
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
'
Type II 24 -hr 10 -year Rainfall =5.17'
Area (sf)
CN Description
843,368
70 Woods, Good, HSG C
'
843,368
100.00% Pervious Area
'
Tc Length
(min) (feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
20.0
Direct Entry,
'
Subcatchment IS: Pre - Development
Hydrograph
'
Runoff
48
45.60
cfs
Type II 24 -hr
'
40
10 -year Rainfall = 5.17"
Runoff Area = 843,368 sf
1
32
Runoff Volume =3.490 of
30
26
Runoff Depth= 2.16"
24
Tc =20.0 min
18
CN =70
'
16
12
1
1
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)

1
' Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type 1124 -hr 10 -year Rainfall = 5.17"
Prepared by Microsoft Printed 5/15/2013
' HydroCADO 10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: BMP #13
' Inflow Area = 19.361 ac, 49.88% Impervious, Inflow Depth = 3.63" for 10 -year event
Inflow 103.36 cfs @ 12.01 hrs, Volume= 5.850 of
Outflow = 39.25 cfs @ 12.17 hrs, Volume= 5.204 af, Atten= 62 %, Lag= 9.5 min
Primary = 39.25 cfs @ 12.17 hrs, Volume= 5.204 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
' Routing by Stor -Ind method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Peak Elev= 418.23' @ 12.17 hrs Surf.Area= 30,152 sf Storage= 98,832 cf
Plug -Flow detention time= 162.2 min calculated for 5.197 of (89% of inflow)
' Center -of -Mass det. time= 108.9 min ( 912.6 - 803.8 )
1
1
1
1
1
Volume Invert
Avail.Storage Storage Description
#1 414.50'
155,196 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
_(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
414.50
21,256
0 0
415.00
24,085
11,335 11,335
416.00
25,887
24,986 36,321
417.00
27,734
26,811 63,132
418.00
29,693
28,714 91,845
419.00
31,661
30,677 122,522
420.00
33,686
32,674 155,196
Device Routing
Invert
Outlet Devices
#1 Primary
410.50'
24.0" Round Culvert
L= 48.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 410.50'/410.00' S=0.0104? Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1
414.50'
2.5" Vert. Orifice /Grate C= 0.600
#3 Device 1
416.00'
36.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1
416.33'
48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
418.35'
60.0' long x 16.0' 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 =39.21 cfs @ 12.17 hrs HW= 418.22' (Free Discharge)
t = Culvert (Inlet Controls 39.21 cfs @ 12.48 fps)
2= Orifice /Grate (Passes < 0.31 cfs potential flow)
3= Orifice /Grate (Passes < 6.90 cfs potential flow)
= Orifice /Grate (Passes < 105.89 cfs potential flow)
econdary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 414.50' (Free Discharge)
= Broad - Crested Rectangular Weir( Controls 0.00 cfs)

Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type 1124 -hr 10 -year Rainfall = 5.17"
Prepared by Microsoft Printed 5/15/2013
HydroCADO 10.00 s/n 04927 0 2011 HydroCAD Software Solutions LLC Page 15
Pond 3P: BMP #13
Hydrograph
103.36 cf s j
�_ �
❑ inflow
Outflow
Inflow Area = 19.361 ac
0 Primary
115
Secondary
105
Peak Elev= 418.23'
' 95-
95
Storage= 98,832 cf
90
85
80
75
70
65
60
55
,° 50-
fq
39.25 cfs

1
' Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type 1124 -hr 100 -year Rainfall= 7.62"
Prepared by Microsoft Printed 5/15/2013
' HydroCAD®10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1 S: Pre - Development
' Runoff = 88.58 cfs @ 12.13 hrs, Volume= 6.679 af, Depth= 4.14"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
' Type II 24 -hr 100 -year Rainfall= 7.62"
Area (sf CN Description
' 843,368 70 Woods, Good, HSG C
843,368 100.00% Pervious Area
1
1
1
1
1
Tc Length Slope Velocity Capacity Description
20.0 Direct Entry,
Subcatchment IS: Pre - Development
Hydrograph
UO 188. 58 cfs
90
85 Type II 24 -hr
80 75 100 -year Rainfall= 7.62"
70 Runoff Area = 843,368 sf
65 Runoff Volume =6.679 of
60
50 Runoff Depth= 4.14"
LL 45 Tc =20.0 min
35 CN =70
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
' Time (hours)
1
p Runoff

1
1
1
1
1
1
Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type// 24 -hr 100 -year Rainfall= 7.62"
Prepared by Microsoft Printed 5/15/2013
HydroCAD®10.00 s/n 04927 © 2011 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: BMP #13
[82] Warning: Early inflow requires earlier time span
Inflow Area = 19.361 ac, 49.88% Impervious, Inflow Depth > 5.95" for 100 -year event
Inflow =
165.52 cfs @
12.01 hrs,
Volume=
9.605 of
Outflow =
132.44 cfs @
12.08 hrs,
Volume=
8.953 af, Atten= 20 %, Lag= 4.3 min
Primary =
41.52 cfs @
12.08 hrs,
Volume=
7.652 of
Secondary =
90.92 cfs @
12.08 hrs,
Volume=
1.301 of
Routing by Stor -Ind method, Time Span= 5.00 -40.00 hrs, dt= 0.05 hrs
Peak Elev= 419.04' @ 12.08 hrs Surf.Area= 31,732 sf Storage= 123,634 cf
Plug -Flow detention time= 116.4 min calculated for 8.953 of (93% of inflow)
Center -of -Mass det. time= 78.6 min ( 869.3 - 790.7 )
Volume Invert
Avail.Storage Storage Description
#1 414.50'
155,196 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
414.50
21,256
0 0
415.00
24,085
11,335 11,335
416.00
25,887
24,986 36,321
417.00
27,734
26,811 63,132
418.00
29,693
28,714 91,845
419.00
31,661
30,677 122,522
420.00
33,686
32,674 155,196
Device Routing
Invert
Outlet Devices
#1 Primary
410.50'
24.0" Round Culvert
L= 48.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 410.50'/410.00' S= 0.0104 'P Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1
414.50'
2.5" Vert. Orifice /Grate C= 0.600
#3 Device 1
416.00'
36.0" W x 4.0" H Vert. Orifice /Grate C= 0.600
#4 Device 1
416.33'
48.0" x 48.0" Horiz. Orifice /Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
418.35'
60.0' long x 16.0' 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 =41.47 cfs @ 12.08 hrs HW= 419.02' (Free Discharge)
L = Culvert (Inlet Controls 41.47 cfs @ 13.20 fps)
2= Orifice /Grate (Passes < 0.34 cfs potential flow)
' 3= Orifice /Grate (Passes < 8.13 cfs potential flow)
= Orifice /Grate (Passes < 126.24 cfs potential flow)
econdary OutFlow Max =87.24 cfs @ 12.08 hrs HW= 419.02' (Free Discharge)
' = Broad - Crested Rectangular Weir (Weir Controls 87.24 cfs @ 2.19 fps)
1

1
� I
� I
� I
� I
� I
Briar Chapel - Phase 8 - BMP #13
2013.05.13.Pond #13- Revised Type// 24 -hr 100 -year Rainfall= 7.62 "
Prepared by Microsoft Printed 5/15/2013
HydroCADO 10.00 s/n 04927 0 2011 HydroCAD Software Solutions LLC Page 20
N
3
O
LL
1
� I
� I
I I
ri
� I
� I
� I
I I
Pond 3P: BMP #13
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
Time (hours)
0 Inflow
Outflow
❑ Primary
I Secondary

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
WATER QUALITY POND #13 CALCULATIONS
Project Name
Briar Chapel - BC South Pond #13
Project Number
02735 -0092
Date
May 17, 2013
3rd revision
2nd revision
1 st revision

Water Quality Pond Drainage Area Data
Project Briar Chapel - BC South Pond #13
Project No. 02735 -0092
Date May 17, 2013
Total site area 843,368 square feet = 19.36 acres
Impervious areas
Draina
a area to and
Other Drainage
Area
Existing
s
Proposed
s
Change
s
Existing
s
Proposed
s
On -site buildings BUA
0
221,275
221,275
0
0
On -site streets
0
87,204
87,204
0
0
On -site alleys
0
19,513
19,513
0
0
On -site sidewalks
0
21,178
21,178
0
0
On -site future (open space)
0
10,202
10,202
0
0
Off -site streets
0
0
0
0
0
5% Contingency
0
17,969
17,969
0
0
Linear Park Impervious
0
43,317
43,317
0
0
Total Impervious
0
420,658
420,658
0
0
Non-impervious areas
Draina
a area to and
Other Drainage
Area
Existing
s
Proposed
s
Change
s
Existing
s
Proposed
[Sfl
On -site grass/landscape
0
422,710
422,710
0
0
On -site woods
732,077
0
- 732,077
0
0
Other undeveloped
0
0
1 0
0
0
Total off -site non-impervious
0
0
0
0
0
Total non-impervious
732 077
422 710
-309,367
0
0
Total Drainage Area
843,368
843,368
0
3,167 850
3,167,850
Percent Impervious
0.0
49.9
49.9
1 0.0
0.0
Notes:
2013.05#13- Additional Area Added Don.xls
Site Drainage Area Data Page 2 of 17 Printed 5/16/2013 7:12 AM

Water Quality Pond Surface Area Calculations
Project Briar Chapel - BC South Pond #13
Project No. 02735 -0092
' Date May 17, 2013
Total on -site drainage area to pond 843,368 square feet
Total impervious area in drainage area 420,658 square feet
Average water depth of basin at normal pool 4.0 feet
Location of site Chatham County
' Site region Piedmont
% Impervious cover 49.9 percent
' If the site is in a coastal area, will a vegetative filter be used? n/a
1
1
1
1
1
1
1
1
1
1
Surface Area/Drainage Area Ratios:
For a site in the Piedmont (85 %) 1.7 percent
For a site in the Piedmont (90 %) 2.5 percent
For a site in a Coastal County w/ Vegetative Filter 3.3 percent
For a site in a Coastal County w/out Vegetative Filter 4.3 percent
Required surface area of pond:
For a site in the Piedmont (85 %) 14,560.0 square feet
For a site in the Piedmont (90 %) 21,040.0 square feet
For a site in a Coastal County w/ Vegetative Filter 27,760.0 square feet
For a site in a Coastal County w /out Vegetative Filter 36,190.0 square feet
Notes:
2013.05#13- Additional Area Added Don.xls
Pond Surface Area Calcs Page 3 of 17
Printed 5/16/2013 7:12 AM

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1
Water Quality Pond Stormwater Runoff Volume Calculations
Project
Briar Chapel - BC South Pond #13
Project No.
02735 -0092
Date
May 17, 2013
Drainage area
843,368
square feet
Impervious area
420,658
square feet
Rainfall depth
1.00
inches
Percent Impervious
49.9
percent
R(v) =0.05 +0.009 *(Percent
impervious)
Runoff coefficient - R(v)
0.50
in /in
Runoff volume = (Design rainfall) *(R(v)) *(Drainage area)
Runoff volume 35,063.4 cubic feet
Notes:
2013.05#13- Additional Area Added Don.xls
Runoff Volume Calcs Page 4 of 17
Printed 5/16/2013 7:12 AM

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1
Water Quality Pond Volume Calculations
Stage - Storage Data for Pond - Temporary Pool
Project Briar Chapel - BC South Pond #13
Project No. 02735 -0092
Date May 17, 2013
Contour ID
Stage
Area
. ft.
Area
acres
Incremental
Area
ft
Incremental
Area
acres
Incremental
volume
cu ft
Incremental
volume
acre -ft
Cumulative
volume
cu. ft
Cumulative
volume
acre -ft
414.5
0
21,256.0
0.488
21,2560
05
00
0.0
00
00
415
05
24,084.9
0.553
2,8289
0 1
11 335.2
03
11,335.2
03
416
15
25,887.0
0 594
1,8021
0.0
24,9859
06
36,3212
08
417
2.5
27 734.0
0.637
18470
00
26,8105
0.6
63,1317
12
418
35
29,693.0
0 682
1,9590
0.0
28,7135
07
91,8452
1 3
419
45
31,661.0
0 727
1,9680
00
30 677.0
07
122,5222
1.4
420
55
336859
0 773
2,0249
0.0
32,6734
08
155 195.6
15
2013.05#13 - Additional Area Added Don As
' Stage Storage (Temp Pool) Page 5 of 17 Printed 5/16/2013 7 12 AM

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1
Water Quality Pond Volume Calculations
Stage - Storage Data for Pond - Permanent Pool
Project Briar Chapel - BC South Pond #13
Project No. 02735 -0092
Date May 17, 2013
Contour ID
Stage
Area
ft
Area
acres
Incremental
Area
ft.
Incremental
Area
acres
Incremental
volume
cu. ft
Incremental
volume
acre -ft
lume
u ft
:7j736 mulative
Cumulative
volume
acre -ft
408
0
6,973.9
0 160
6,9739
02
00
00
00
0.0
409
1
8,4980
0 195
1,524.1
00
717360
0 2
0
0.2
410
2
10,1170
0 232
1,6190
0.0
9,307.5
0.2
17,0435
04
411
3
11,8880
0 273
1,7710
00
11 0025
03
28,046 0
05
412
4
13,789.0
0 317
19010
00
12,8385
03
40,8845
05
413
5
15,820.0
0.363
2,031.0
00
14,8045
03
55,6890
06
414
6
17,980.0
0 413
2,1600
0 0
16,9000
0.4
72,5890
07
414.5
6.5
212560
0 488
3 276 0
01
9,8090
0 2
82 398.0
0.6
2013.05#13 - Additional Area Added Don.xls
Stage Storage (Perm Pool) Page 6 of 17 Printed 5/16/2013 7.12 AM

1
1
p
1
1
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1
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Forebays
Project Briar Chapel - BC South Pond #13
Project No. 02735 -0092
Date May 17, 2013
Contour ID
Stage
Area
ft.
Area
acres
Incremental
Area
. ft
Incremental
Area
acres
Incremental
volume
cu. ft
Incremental
volume
acre-ft
Cumulative
volume
cu. ft
Cumulative
volume
acre -ft
408
0
8440
0019
8440
00
00
00
00
00
409
1
1,2490
0 029
405.0
00
1,0465
0 0
1,0465
0 0
410
2
1,7250
0 040
4760
00
1,4870
0 0
2,5335
0 1
411
3
2,2680
0 052
5430
00
1,9965
00
4,5300
01
412
4
2,880.0
0.066
6120
00
2 574 0
01
7,1040
0.1
413
5
3,557.0
0.082
6770
0.0
3,M.5
0.1
10,322.5
0.1
414
6
4,300.0
0 099
7430
0.0
3,9285
0 1
14 251.0
02
414.5
65
5,680.0
0 130
1,3800
0.0
2,4950
0.1
16,7460
0.1
2013 05#13 - Additional Area Added Don.xls
' Stage Storage (Forebays) Page 7 of 17 Printed 5/16/2013 7 12 AM

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1
Water Quality Basin Dewatering Time Calculations
Project Briar Chapel - BC South Pond #13
Project No. 02735 -0092
Date Mav 17. 2013
Maximum surface area of basin
25,887
square feet
Maximum head of water above dewatering hole
0.50
feet
Orifice coefficient
0.60
Diameter of each hole
2.5
inches
Number of holes
1
Cross sectional area of each hole =
0.034
square feet
Cross sectional area of each hole =
4.9
square inches
Cross sectional area of dewatering hole(s) =
0.034
square feet
Cross sectional area of dewatering hole(s) =
4.9
square inches
Dewatering time for basin =
62.0
hours
Dewatering time for basin =
2.58
days
Notes:

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1
1
1
1
1
1
1
1
1
1
Water Quality Pond Summary Information
Project Briar Chapel - BC South Pond #13
Project No. 02735 -0092
Date May 17, 2013
Drainage area to pond
843,368
square feet= 19.36 acres
Impervious area in drainage area
420,658
square feet = 9.66 acres
Bottom of pond elevation
408.00
feet
Normal pool elevation
414.50
feet
Pond volume at normal pool
82,398
cubic feet
Required volume for design rainfall
35,063
cubic feet
Required surface area for pond
21,040
square feet
Volume provided for storage of design rainfall =
36,321 cubic feet at elevation
Surface area provided at normal pool 21,256 square feet
2013.05#13- Additional Area Added Don.xls
Summary Data Page 9 of 17
416
Printed 5/16/2013 7:12 AM

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,TE: 5/17/2013
D BY:
rRVJGIi 1 IYMIYIG. Gila! %0[lapul - Midbu O
rRVJCIr 1 IVV.
Lo ManCu OT
PROJECT LOCATION: Chatham County, NC
02735 -0092
GCA
Storm Outlet Structure
Structure= BMP #13 Out
Quo / Qfull =
1.70
Size= 24 in
VNfull = MAX
Quo = 39.25 cfs
V = #VALUE!
fps
Qfull = 23.03 cfs
Vfull = 7.33 fps
From Fig. 8.06.b.1:
Zone
=
6
D50
=
14
in
DMAx
=
21
in
Riprap Class
=
2
Apron Thickness
=
36
in
Apron Length
=
20.0
ft
Length
Apron Width = 3 x Dia
=
6.0
ft

(PROJECT LOCATION: Chatham Countv. NC
Pond Name= BMP #13
Riser Outer Width =
5 ft
Riser Outer Length =
5 ft
Riser Inner Width =
4 ft
Riser Inner Length =
4 ft
Riser Height =
6.33 ft
Concrete Base Length =
7 ft
Concrete Base Width =
7 ft
Concrete Base Depth =
18 in
DATE: 5/17/2013
02735 -0092
Riser Resisting Force =
Base Resisting Force =
Total Resisting Force =
Riser Buoyant Force =
Base Buoyant Force =
Total Buoyant Force =
Factor of Safety
DESIGNED BY: GCA
8,546 lb
11,025 lb
19,571 lb
9,875 lb
4,586 lb
14,461 lb
1.35 Design Acceptable

10
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SCALE 1"=150' (Horiz.)
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j, I
LEGEND:
7
p
MCE PROD. #
DRAINAGE AREA FOR
PERMANENT DEVICES
DRAWN
GCA
DRAINAGE AREA FOR
GCA
CHECKED
TEMPORARY DEVICES
. ... . h
CHS
APPROVED DEVICES
BMP #13
DEVICES PLANNED IN
CURRENT PHASE
BMP #15
DEVICES PLANNED FOR
FUTURE CONSTRUCTION
TEMPORARY DEVICES TO
BE REMOVED
NA
...........................
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2 SUBMITTAL TO DWQ 401 UNIT FOR PHASE 7 PROJECT 2013.01.24
1 SUBMITTAL 70 DWQ 401 UNIT FOR GREAT RIDGE PARKWAY EXTENSION PROJECT 2012.1219
REV.NO. DESCRIPTIONS DATE
REVISIONS
V
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ROAD A
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SEAL
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1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
`- TM
HAPEL
by
Newland COMMUM-nES
7
BRIAR CHAPEL
GREAT RIDGE PARKWAY EXTENSION
CHATHAM COUNTY, NORTH CAROLINA
DATE: DECEMBER 19, 2012
MCE PROD. #
02735-0080
DRAWN
GCA
DESIGNED
GCA
CHECKED
CHS
PROD. MGR.
CHS
SCALE
HORIZONTAL:
1" = 150'
VERTICAL:
N/A
MILCFILE NUMBER
DA
MAP 1
STATUS: REVISION
FOR PERMIT ONLY 3

FUTURE
DEVELOPMENT--,,,
JP
'r
ii
9
9 3 -3
3 4, '�9 3 3)'(
07 1(
( 6
90\
110 h3 � I
1104
60
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9 8 n
�954
(,,96
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�4 /
/--PHASE 7 X97 4
;� , 4 ,�`` (950;
DEVELOPMENT
AREA
9 5 2) LEES)
9'7' )811
N"�
COMMON
SPACE
2,
OA
Z' 0 0
�74
967 INN
9
j
y 969� 4 i, 99-1
9 7 0,'v-
9 2 X994
9 9 5k
to
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9� 97
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999./
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Q
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xor /0
1130
1129
1128
1127
F-1-
11181 1119 1
1117), 1 (911811811(9 11 8 11
PHASE 7_-_`---
DEVELOPMENT
A r-% r- A
ROAD B
I
0 441 5 rl 1 1147)
1046�\� V \ 114
V
A
h 'JAY
ts — 013D_ 1-2.-7
AIL
N140m & CT=
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F -1222
www.mckimcreed.com
U11 I
FUTURE
DEVELOPMENT
till
CHAPEL *
m IF
Newland eommumms
BRIAR CHAPEL
PHASE •
CHATHAM COUNTY, NORTH CAROLINA
DATE:
MIN
MAY 21, 2013
MCE PROS. #
02735-0092
DRAWN
GCA
DESIGNED
GCA
CHECKED
CHS
PROS. MGR.
CHS
SCALE
M&C FILE NUMBER
CR101
HORIZONTAL;
DRAWING NUMBER
1" = 50,
VERTICAL:
C 1 • 0
N/A
7STATUS; REVISION 04
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

` Cl -8 -129 '
3 ;
SDMH -8 -127
REPLACE EX. DBL Cl WITH S HAH SELF INSPECTION NOTICE: GENERAL NOTES:
NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL 1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED
TEMPORARY CONSTRUCRON SELF- INSPECTION PROGRAM: BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL N011FY
_ ENTRANCE - - -�__ OWNER IF ANY DISCREPANCIES EXIST PRIOR TO CONSTRUCTION. NO ADDITIONAL
t `^., - THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE
FUTURE DEVELOPMENT `.� COMPENSATION WILL BE PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO
\ r '""�
THAT PERSONS RESPONSIBLE FOR LAND - DISTURBING ACTIVITIES INSPECT A DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF SUCH
PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE NOTIFICATION HAS NOT BEEN GIVEN.
APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED.
O �` i ` `� RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT 2. CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL AT 1- 800 - 632 -4949
��o 1_8_113 OCTOBER 1, 2010. THE SELF - INSPECTION PROGRAM IS SEPARATE FROM THE AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO
QOQ�., `�` ® CI-8-114 \ �``�- ` \ `1 WEEKLY SELF - MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT ANY LOCAL
O O \ C1_8_ ``-� \ �, '"- CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF - INSPECTION REPORT IS THE UTILITIES THAT PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NORTH
4 0 INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL
� .- CAROLINA ONE CALL ".
MEASURES ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS MUST BE
CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED UNTIL
3. OVERHEAD ELECTRIC LINES MAY EXIST ON THE SITE. CONTRACTOR SHALL
PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS
_ CONTACT DUKE POWER AT (336) 634 -4633 PRIOR TO COMMENCING AIJ:Y
113A -54.1 AND 15A NCAC 48.0131. THE SELF INSPECTION REPORT FORM IS
ACTIVITY WITHIN 200 -FT OF DUKE POWER RIGHT OF WAY.
AVAILABLE AS AN EXCEL SPREADSHEET FROM
( HTTP: //W'WW.DLR.ENR. STATE. NC. US /PAGES/SEDIMENTATION_NEW.HTML. IF YOU HAVE
R 00 4. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL ARRANGE AND ATTEND A
\ ao �-�._ QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THIS OFFICE AT A N OWNER AND ENGINEER.
Cl -8 -128 C1 -8 -115 PRECONSTRUCTION CONFERENCE WITH CHATHAM COUNTY, . I /� �--- -. - -�-... i I (919} 791 -4200.
PUBLIC STO M -- . ,
\ DRAINAGE EASEMENT \ -= i ' �� `+ 5. EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND ABOVE
GROUN D ,ARE BASED ON BEST AVAILABLE RECORD DRAWINGS.
OESD- 8 -112A CI -8 -115 6. SOIL UNDER BUILDINGS, PAVED AREAS AND WITHIN SLOPES GREATER THAN 3:1
® � f (H: V) SHALL BE APPROVED, PLACED AND COMPACTED AS RECOMMENDED BY THE
` GEOTECHNICAL ENGINEER. THESE SOILS SHALL BE COMPACTED TO THE STANDARD
CJ -8 -112
' �. SILT FENCE (TYP)
4' HOA EASEMENT .�. -� � ,� , PROCTOR MAXIMUM DRY DENSITY UNLESS OTHERWISE RECOMMENDED BY THE
I (TYP.) \ GEOTECHNICAL ENGINEER.
j
C/_8_ 111 I �\ 7. ALL GRADED AREAS SHALL BE SLOPED SUCH THAT NO AREAS OF STANDING
J
� •.� � WATER OCCUR AND ALL AREAS POSITIVELY DRAIN TO DRAINAGE STRUCTURES,
( I / 4 PRIVATE UTILITY EASEMENT
.�(TYP•) ` � \�\,� SWALES OR STORMWATER MANAGEMENT FACILITIES.
8. CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF ALL PROPERTY CORNERS AND
h
! CI -8 -107/
I 50 CHATHAM COUNTY SHALL REPLACE ALL MARKERS REMOVED IF DAMAGED DURING CONSTRUCTION.
BLOCK AND GRAVEL INLET ,` / / l ��\'` / STREAM BUFFER
PROTECTION (TYP) 1. /' ! \ CI -8 -104 - \ 9. CONTRACTOR IS RESPONSIBLE FOR ALL DEWATERING AS NECESSARY
/ �� ' 10' CHATHAM COUNTY, l THROUGHOUT CONSTRUCTION.
!� NO -BUILD BUFFER TYP. ,
f �y 10. CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL PERMIT CONDITIONS, ! ��\ ` MONITORING AND REPORTING REQUIREMENTS.
CI -8 -109 �� �
!
,
11. REFER TO SHEET D -1 FOR PROPOSED ROAD CROSS SECTION DETAILS AND
Cl -8_ 17 ,A \�` / R ® PAVEMENT SCHEDULE.
0-8 -10$ o° f r ?�"�!d' " 12. ALLEYS ARE LOCATED INSIDE 20' PRIVATE EASEMENTS. ALL OTHER STREETS
FUTURE DEVELOPMENT `� WITHIN PHASE 6 SOUTH ARE INSIDE 40' PUBLIC RIGHT -OF -WAYS. EACH
BIFURCATED PORTION OF BRIAR CHAPEL PARKWAY IS WITHIN A 41' PUBLIC
RIGHT - OF - WAY. UNBIFURCATED PORTION OF BRI A R CH APEL PARKWAY 15 WITHIN
A 50` PUBLIC RIGHT -OF -WAY.
u - _
TREE PROTECTION FENCE •' `
13. GRADING AT END OF ALLEYS SHALL TIE INTO EXISTING SLOPES AT NO STEEPER
(Ty'.) „ � �\ ` THAN 2 :1 (H: V) UNTIL FINAL LOT GRADING.
14. STREAM A N
O / �\
20' PRIVATE WETLAND LOCATIONS ARE BASED ON DELINEATIONS PROVIDED BY
I o \ \ D
w /'
DRAIN GE A EMENT �, \' -
\t � SOIL AND ENVIRONMENTAL CONSULTANTS IN RALEIGH, NC CONTACT SEAN
^j / ` CLARK AT 919 - 846 -5900.
z ( ' C -8-118C B -8 -1 8 CB- 8 -118A \ C1 -8 -103 �s�
O
- - - - - - - - 15. A PORTION OF THIS PROPERTY IS LOCATED IN SPECIAL FLOOD HAZARD AREA
PHASE 8 PROJECT LIMITS t " ARY
} I t AE AS SHOWN ON FEMA FIRM MA #3710976 �OOJ DATED FEBRU 2, 2007.
(TYP) y
_ 495 \
50 - - - - INFRASTRUCTURE AS SHOWN MAY BE UNDER CONSTRUCTION AND SHALL
o \ n,a 16. EXISTING INFRAST UG
/ PROTECT 8 SANITARY.
o - 20' PUBLIC \ BE FIELD VERIFIED BY CONTRACTOR. REFER TO THE FOLLOWING JOHN R.
_ / SEWER, FOR C MAIN
D CNN - - .I � DRAINAGE EASEMENT 8 -118 \ MCADAMS BRIAR CHAPEL PLANS AND CONSTRUCTION BULLETINS FOR
N I \ �� ADDITIONAL INFORMATION:
Y o o I ---503 L501 -505--7
- RECLAMATION FACILITY EROSION CONTROL PLAN, SEALED JULY 29, 2005
-PHASE 1 CONSTRUCTION PLANS, SEALED OCT 21, 2005.
-WEST EXTENSION GRADING PLAN (INTERIM), SEALED MAR 1, 2007.
LEGEND. I 495 \ \ G, -PHASE 3 CONSTRUCTION PLANS, SEALED DEC 4, 2006.
\� �\ -PHASE 4 CONSTRUCTION PLANS, SEALED JAN 15, 2007.
TEMPORARY CONSTRUCTION I I u 505 503 500 498 -WATER QUALITY PONDS 5 AND 6 CONSTRUCTION PLANS, SEALED AUG 24, 2006.
O ' ( °
ENTRANCE 490 / -PUMP STATION CONSTRUCTION PLANS, DATED APR 3, 2006.
I CI-6 -125 \,
' -PHASE 4 - POD D CONSTRUCTION PLANS, SEALED SEP 17, 2007.
i -PHASE 3 & 4 EROSION CONTROL PLANS, SEALED JULY 26, 2007.
RIPRAP OUTLET PROTECTION ci -8- a I
J t 4 .- , � J ✓
g \ r 17. BEFORE STARTING ANY CONSTRUCTION OF IMPROVEMENTS WITHIN ANY NCDOT
' \ . STREET OR HIGHWAY RIGHT -OF -WAY, CONTACT NCDOT DISTRICT OFFICE AND
_SF SILT FENCE - - CJ -8 -102 OBTAIN ALL PERMITS AND ENCROACHMENTS AND KEEP COPIES ON CONSTRUCTION
IL
u� o 1� + SITE AT ALL TIMES. ALSO CONTACT NCDOT DISTRICT OFFCE 24 HOURS IN
TPF TREE PROTECTION FENCE cs RoA -s_­, S CTIO 2 - \ ADVANCE BEFORE PLACING CURB AND GUTTER AT (336) 629 -1423.
EXISTING CONTOUR ;. {2T B, 40� Llc Rtw
_ �3�
I
11 1
- �-. - _ STORM DRAINAGE NOTES:
1\ r - - - - - - - - - - ' Cl 8 120 \ \ N
535 PROPOSED CONTOUR - - -, -_.�
C!- -1 1
C1 1. STORM DRAINAGE PIPES SHALL BE:
PROJECT LIMITS
P RIGHT-OF-WAY OR
v � � RCP /CLASS III FOR STORM DRAINAGE INSIDE PUBLIC .
,j HARDWARD CLOTH & GRAVEL Z.. EX. C! -19b" �.; 485 \ CONNECTING INTO STRUCTURE INSIDE PUBLIC RIGHT -OF -WAY IN ACCORDANCE
INLET PROTECTION I \ „w �' \ ��� NTH NCDOT STANDARDS.
a. 505 502 499 4-?6
A -2000 PVC FOR PRIVATE STORM LINES WITHIN PRIVATE ALLEYS. ALL STORM
DRAINAGE CONSTRUCTION FOR A -2000 PVC SHALL BE IN ACCORDANCE WITH
I i U, r PIPE MANUFACTURER'S SPECIFICATIONS. PIPE JOINTS SHALL BE WATERTIGHT PER
a
cp
-CJ -8 -101 Nr
z _ � ASTM D3212. PIPE AND FITTINGS SHALL BE INSTALLED PER AASHTO SECTION 30
° 20' PRIVATE ° \ \ AND AASHTO SECTION 12.
I Q > W ( DRAINAGE EASE NT ° \
2. ALL CONCRETE SHALL MEET A MINIMUM 3,000 PSI COMPRESSIVE STRENGTH.
s cB -8 -1268
= CB -8 -1260 497 4� ----- 8 -126A ;, \
WALL. 3, ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE
l -- - - -- - -- - --
o f /��
03 x- i
3 w v, to 5 - ,r � °; ..•' ` 1 ° ,1'
'o 4• THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE
0. - - - - - - _ - - - - - - - - - - - ¢' 480 POINTED UP AND SMOOTHED TO AN ACCEPTABLE STANDARD USING MORTAR
1 � °- r. - , 490 , . ,
456 4� MIXED TO MANUFACTURER'S SPECIFICATIONS.
- A R R
\ , 5. ALL BACKFILL SHALL BE NON PLASTIC IN NATURE, FREE M ROOTS FROM
c„ 1
1
C! 8 - V EGETATIO N MA TTE R , WASTE CONSTRUCTION MATE R I A L O R OTHE R OBJ E,10NABLE
29 PUBLIC MATERIAL. UTILIZED MATERIAL SHALL BE CAPABLE OF BEING COMPACTED
BY
I� o DRAINAGE SEMENT c `'' °° MECHANICAL MEANS AND SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A
1 PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROLLING.
� 1 1
6. MATERIALS DEEMED AS UNSUITABLE FOR BACKFILL PURPOSES BY THE OWNER'S
lJ
502 498 414 491 487 tl v+ � � REPRESENTATIVE SHALL BE REMOVED AND REPLACED W�iIH SUITABLE MATERIAL.
,,, o � - ca �• _ � .._ 7. BACKFlLLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER P,PE IS
v w
LAID. THE FILL AROUND THE PIPE SHALL BE THOROUGHLY COMPACTED TO 95%
Cl- 14 t OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST.
i _.. e
>� -
_ R
_ - - PAC TO 100% STANDARD PROCTOR.
•. THE TOP EIGHT 8 INCHES SHALL BE COMPACTED
,
t '� ® 8. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN
.�•, �_ �--/ v UNBACKFlLLED TRENCHES AFTER PIPE HAS BEEN PLACED.
ROAD R EX. CI-118--, - 9, ALL FLARED END SECTIONS DISCHARGING INTO WATER QUALITY PONDS WILL HAVE
(27'8-B, 40' PUBLIC Rita) A CONCRETE PAD POURED UNDERNEATH THE FLARED END SECTION IN
LttRCLVEQVVIjtj PHASE 7 CONSTRUCTION PLANS
ACCORDANCE WITH PROVIDED CONSTRUCTION DETAILS.
10. RIM ELEVATIONS OF STORM DRAIN STRUCTURES SHALL BE FIELD VERIFIED.
1 11, RIM ELEVATIONS FOR GRATE INLETS WITHIN ALLEYS SHALL MATCH INITIAL LIFT OF
BINDER COURSE. AT 11ME OF FINAL SURFACE LIFT OF ASPHALT, CONTRACTOR
p - SHALL RAISE GRATE INLET TOPS TO MATCH FLUSH WITH FINAL SURFACE
PAVEMENT ELEVATION.
� o
12. STORM DRAINAGE WITHIN PRIVATE EASEMENTS TO BE OWNED, OPERATED AND
t Ir MAINTAINED BY HOME OWNER'S ASSOCIATION OR AGENT THEREOF.
13. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE MEASURED FROM CENTER OF
O STORM STRUCTURES AND TO ENDS OF FLARED END SECTIONS. SLOPES
CALCULATED ARE BASED ON THIS LENGTH.
r 1
14. CB DENOTES CATCH BASINS TO BE INSTALLED IN THE CENTERS OF PAVED
ALLEYS AND NON -PAVED AREAS. REFER TO NCDOT DETAILS 840.19 FIND 840.22
I ON SHEET D -3,
t
l 15. Cl DENOTES CURB INLETS TO BE INSTALLED IN THE CURB LINES OF ROADWAYS.
I v REFER TO NCDOT DETAILS 840.02 AND 840.03 ON SHEET D -3.
I 4 ,
SCALE: 1"=50' (Horiz.)
SEAL
1 1ST SUBMITTAL TO REVIEW AGENCIES 1 2013.05.2'_
REVAO, I DESCRIPTIONS I DA i E
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F -1222
www.mckimcreed.com
l ,I
moil, 71 TM
s' A NF
CHAPEL
i
E
Newland commumms
CONSTRUCTION SEQUENCE:
1. 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.
1 ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE
WITH THE 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
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
6. SLOPES ARE AS DEFINED IN THE CHATHAM COUNTY SOIL EROSION AND
SEDIMENTATION CONTROL ORDINANCE.
7. CONTRACTOR SHALL ARRANGE PRE - CONSTRUCTION MEETING WITH THE OWNER'S
REPRESENTATIVE, ENGINEER AND CHATHAM COUNTY.
8. OBTAIN LETTER OF PLAN APPROVAL FOR SEDIMENTATION AND EROSION
CONTROL FROM CHATHAM COUNTY SOIL EROSION & SEDIMENTATION CONTROL,
9. CONTRACTOR TO POST EROSION CONTROL PERMIT PROMINENTLY ON SITE AT ALL
TIMES.
10. CONTRACTOR TO VERIFY LOCATION AND DEPTH OF EXISTING UTILITIES TO AVOID
CONFLICT DURING INSTALLATION OF EROSION CONTROL MEASURES AND STORM
DRAINAGE. CONTRACTOR IS TO CALL 1- 800 - 632 -4949 FOR "NC ONE CALL" TO
HAVE UTILITIES LOCATED,
11. CONTRACTOR TO HAVE A PROFESSIONAL LAND SURVEYOR FLAG PROPERTY
LINES, EASEMENTS, LANDSCAPE BUFFERS, STREAM BUFFERS, TREE PROTECTION
AREAS AND LIMITS OF DISTURBANCE.
12, INSTALL TEMPORARY CONSTRUC71ON ENTRANCE,
13. INSTALL TREE PROTECTION AND SILT FENCING AS SHOWN AND DETAILED ON
PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES.
14. INSTALL INLET PROTECTION DEVICES AS DETAILED IN THESE PLANS ON EXISTING
STRUCTURES ALONG BRIAR CHAPEL PARKWAY.
15. CONSTRUCT TEMPORARY SKIMMER SEDIMENT BASINS TO THE REQUIRED
DIMENSIONS AND ELEVATIONS AS DETAILED IN THESE PLANS. CLEAR ONLY AS
NECESSARY TO INSTALL THE BASINS, INSTALL BAFFLES PER PLAN, SEED AND
MULCH SIDE SLOPES OF SEDIMENT BASINS UPON COMPLETION. INSTALL
BIODEGRADABLE MATTING ON SIDE SLOPES OF BASINS IF NECESSARY TO
ESTABLISH COVER.
16. CONSTRUCT TEMPORARY DIVERSION DITCHES AS SHOWN AND DETAILED IN THESE
PLANS. SEED, MULCH AND INSTALL REQUIRED LINERS IN THESE DITCHES.
INSTALL CHECK DAMS IN DITCHES AS SHOWN AND DETAILED ON PLANS. CLEAR
ONLY AS NECESSARY TO INSTALL THESE EROSION CONTROL MEASURES.
17. CONTACT CHATHAM COUNTY SOIL EROSION & SEDIMENTATION AT
919- 545 -8339 AND ENGINEER UPON COMPLETION OF INITIAL EROSION CONTROL
MEASURES.
18. ONCE CHATHAM COUNTY HAS APPROVED THESE MEASURES, THE CONTRACTOR
SHALL BEGIN CLEARING AND GRUBBING WITHIN THE LIMITS OF DISTURBANCE FOR
SECTION 1.
19. THE CONTRACTOR SHALL REMOVE ALL FOOT MATTER AND ORGANICS FROM
WITHIN THE CLEARING LIMITS.
20, THE CONTRACTOR SHALL BEGIN STRIPPING TOPSOIL. STOCKPILE TOPSOIL AT
LOCATION DIRECTED BY OWNER.
21. BEGIN GRADING OPERATIONS.
22. MAINTAIN AND PROTECT ALL EXISTING UTILITIES AT ALL TIMES.
23. CONTRACTOR IS TO MAINTAIN ALL THE DIVERSION DITCHES, BASINS, SILT FENCE
AND OTHER EROSION CONTROL MEASURES UNTIL THEY ARE APPROVED TO BE
REMOVED.
24.INSTALL STORM SEWER PIPE AND SANITARY SEWER PIPE AS SHOWN ON PLANS
WITH EROSION CONTROL MEASURES TO ELIMINATE SILT FROM ENTERING STORM
PIPE SYSTEM.
25. AS FINAL GRADES AND SLOPES ARE ESTABLISHED, THE CONTRACTOR SHALL
SEED, MULCH AND INSTALL ROLLED EROSION CONTROL PRODUCTS ON SLOPES
GREATER THAN 10 FEET IN HEIGHT.
26.IF STANDING WATER OCCURS AND IS NOT ABLE TO BE DRAINED TO
ESTABLISHED EROSION CONTROL MEASURES, CONTRACTOR SHALL PUMP WATER
TO DIRECT TO NEAREST EROSION CONTROL MEASURE.
27. CONTINUE WITH GRADING OPERATIONS FOR STREETS AND RESIDENTIAL LOTS,
28, AFTER SECTION 1 IS STABILIZED, GRADING OPERATIONS CAN OCCUR WITHIN
SECTION 2. AND AFTER SECTION 2 IS STABILIZED, GRADING OPERATIONS CAN
OCCUR WITHIN SECTION 3.
29.INSTALL ANY REMAINING STORM SEWER PIPE AND UNDERGROUND UTILITIES,
30.ONCE STORM DRAIN SYSTEM IS OPERATIONAL TO CONVEY RUNOFF TO
TEMPORARY SKIMMER SEDIMENT BASIN #6 AND CONTRIBUTING AREA HAS
ESTABLISHED GROUNDCOVER, WITH APPROVAL FROM CHATHAM COUNTY, REMOVE
BAFFLES, SKIMMER AND MUCK OUT SEDIMENT AND CONVERT TO FINAL BMP #9.
31. COMPLETE CONSTRUCTION OF ROAD BEDS AND SHOULDERS. INSTALL ABC STONE
IN ROAD BEDS AND CURB AND GUTTER.
32ANSTALL INITIAL PAVING AS SHOWN ON PLANS.
33. CARRY OUT FINAL GRADING. RESPREAD TOPSOIL IN ACCORDANCE WITH
PROJECT SPECIFICATIONS.
34. PERFORM SEEDING AND MULCHING AS REQUIRED IN ACCORDANCE WITH THE
PLANS.
35.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.
36. REMOVE TEMPORARY CONSTRUCTION ENTRANCE AS NEEDED TO INSTALL FINAL
PAVING.
37, INSTALL FINAL PAVING AS SHOWN ON THE PLANS.
38. AFTER PROJECT AREA IS COMPLETELY STABILIZED, REMOVE ALL TEMPORARY
MEASURES AND INSTALL PERMANENT VEGETATION AS REQUIRED AND ON ANY
RESULTING BARE AREAS,
LIMITS OF DISTURBANCE NOTES:
1, LIMITS OF DISTURBANCE LINES ARE CLEARING LIMIT LINES WHICH WILL BE
FLAGGED FOR A MINIMUM OF ONE PER 50 -FT OR CLOSER DEPENDING ON
VISIBILITY.
2, 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.
3. TOTAL DISTURBED AREA: 24.7 ACRES
i SDI*] Mal
DATE:
MAY 21, 2013
MCE PRO]. #
02735 -0092
DRAWN
GCA
DESIGNED
GCA
CHECKED
CHS
PRO], MGR,
CHS
SCALE
M &C FILE NUMBER
CR103
HORIZONTAL:
DRAINING NUMBER
1 " =50'
VERTICAL:
C3.2
N/A
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

LEGEND:
c) 0 Q 0 Q 0 Q 0Qq TEMPORARY CONSTRUCTION
ENTRANCE
RIPRAP OUTLET PROTECTION
SF SILT FENCE
i TREE PROTECTION FENCE
5 3-51 EXISTING ` ■
PROPOSED
PROJECT
;.
HARD WARD CLOTH ♦ GRAVEL
' INLET PROTECTION
f
�\X
1
F�
I
",
SEAL SEAL
``�'1111tIFP /B��1yy/0
v YY�- 7 an
a
L
0
µ �.9 zra �•�,-0
6 b
Bffi��cuacL'a�es ®�
A
4ig NFICM&CTEED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F -1222
www.mckimcreed.com
9 11 .♦ Old .A ,
"! o, 0i K4 o
ROJ
t.
'STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY
M &c FILE NUMBER
il
-E
CR103
HORIZONTAL;
DRAWING NUMBER
1" = 50'
VERTICAL;
C3.3
N/A
'STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

�
100' RIPARIAN BUFFER 'WFTLANDS,*/
N_ 10' NO—BUILD BUFFER'
48 LF 24" CONCRETE
PRESSURE PIPE
END Wk L PER NCDOT
NORMAL POOL EL. 414.5'
BO OF POND EL. 408.0", DETAIL 838.80 FOR
24 " PIPE
OVERALL BRIAR CHAPEL
N PROPERTY BOUNDARY
Cl —167
A INSTALLED TO DIMENSIONS SHOWN.
PRINCIPLE SPILLWAY
SEE DETAILS
SHEET
SEDIMENT FOREBA
80 TTOM El
ON TRA C TOR SHALL
NOT DISTURB AREAS
_XX BEYOND 100' PROPERTY
A BO ARY BUFFER
425 ERGENCY
SPILL WA Y
410 SEE DETAIL
outflet 0 SHEET D4.2
41,5 CHA THAM COUNTY
420, 100' RIPARIAN BUFFER
PROTEC770N. SEE, 10' NO—BUILD BUFFER
DETAIL SHEET D1.2 m
0' PROPER TY
UNDAR
BUFFER
�
WET
SCALE = 1^ = 40'
10.0,
27.3'
GALVANIZED 4`x4'x "
TRASH RACK
PRECAST CONCRETE
BOX
EACH]
Lo 4
24" CONCRETE
PRESSURE PIPE
INV.= 410.50'
SEc*rION VIEW
RIBBER GASY'vET--
PLACE CEMENT
MORTAR
/�/�K|/�[}[T-[ [�[)[[.��UO[
CONCRETE �� [- [\[-~]��LJ[\[-
PIPE JO|kT L[T+|L
7.7`
� (C
`
| |
|
| | /
/ | /
/
| | TOF' BANK
� OF 8A | |
/ . EL_ . /
� 420.0' 3
100—YR. 24—HR STORM B— 419.04`
70—YR, 24—HR STORM EL. 418.23
' /
NORMAL POOL EL. 414.50' S7
BOTTOM OF POND
NTS
�z
_
HAND CRANK FOR
GATE VALVE
TOP EL.=416.33'
3.0. WIDE X 0.33. TALL RISER OPENING
ONE SIDE ONLY
BOTTOM EL 416.00
6,0" K}VV FLOW ORIFICE EL. 414.50'
WITH TURNED—DOWN PVC ELBOW
TO HAVE 2.5" HOLE DRILLED IN CAP
8" D| GATE VALVE
�~ 8' PVC TO POND BANK
-) FlLL
WITH GROUT
BOTTOM EL.=410.00'
ANGLE IRONS:
4" X u° " X 4' LONG
TYPICAL EACH SIDE
FASTENERS:
1^ 0 EXPANSION ANCHORS
@ 8" [).C.
3y4"I.AP
\
1" 0 EXPANSION
ANCHORS TYPICAL
EACH SIDE
ck" m (-_4TF vu|vF
AND CRANK
PRINCIPLE SPILLWAY
r-[\||���|[-L_L_
SCALE = 1~ = 2'
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
EMERGENCY SPILLWAY EL. 418.35' PROPOS
MAINTAIN MIN. 1' OF
COVER OVER PIPE
MAINTAIN MIN. 1' OF FILTER DIAPHRAGM CONCRETE ENDWALL
COVER OVER PIPE SEE DETAIL SHEET D-4.2 PER NCDOT STANDARD 838.80
48 LINEAR FEE71 — 24" CONCRETE PRESSURE PIPE
____
8 ° PVC TO BANK --�
CONCRETE CRADLE TO RUN
EL. 410.50' LENGTH OF PIPE
SEE DETAIL THIS SHEET
NOTE: SEE DAM EMBANKMENT
PRINCIPLE SPILLWAY DETAIL /SHEET D-4.2\
SEE DETAIL THIS SHEET
�[��T|��N �T PRINCIPLE SPILLWAY
��L-L/| |\J|� �-\| F-[\||���|r-L-L-
SCALE = 1^ = 4'
SeAL
46;; ZZOP;*20� MWW & CMED
173O Varsity Drive, Suite 50O
Raleigh, North Carolina 27600
Phone: [phone], Fax: [phone]
F-1222
6" PVC TO DAYLIGHT
TM
CHAPEL
by
Newland commumms
12°
15�O^
12" /K4|N\
CONCRETE CRADLE
/k4|N 2000 PSI CONCRETE)
R|PRAP OUTLET
PROTECTION. SEE
DETAIL THIS SHEET
PLAN VIEW
ANGLE IRON
4"X4"X5/8"X
J' LONG TYPICAL
EACH SIDE
24—|N RCP
PRESSURE PIPE
SELECT FlU_ PLACED AND COMPACTED
AT 95% STANDARD PROCTOR MAX
DRY DENSITY AT PLUS 2%-3Y3{)F
/
OPTIMUM MOISTURE CONTENT TO TOP OF PIPE
`
SELECT FILL PLACED AND COMPACTED AT
95% STANDARD PROCTOR MAX DRY
DENSITY AT OP7lWUk4 TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
PLAN VIEW
CONCRETE ENDWALL FOR
24" PIPE PER
NCDOT DETAIL 838.80
rel
BRIAR CHAPEL
PHASE 8
CHATHAM COUNTY, NORTH CAROLINA
NTS
DATE:
MAY 21, 2013
DRAWN
GCA
DESIGNED
GCA
CHECKED
CHS
SCALE
AS NOTED
w&CcILE NUMBER
��
��_,.^^ ��
DRAWING NUMBER
���
��"�" 1
rSTATUS: RE-VISION
FINAL DRAWINGS
kk FOR REVIEW PURPOSES ONLY

TOP OF DAM
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
TOP OF CONCRETE
3.0 EL. 418.35'
1 _ 100 -YR STORM EL. 419.04'
6" THICK CONCRETE
3000 psi @ 28 DAYS
414.50 r-7
60'
SECTION A -A
11.5' 22' 1
11-
W1.4xW1.4 6X6 W.W.M.
OR APPROVE- EQUAL
7
(MIN 2 °' COVER)
SECTION B -B
I NIJ JHtf= 1
6" THICK CONCRETE
3000 psi @ 28 DAYS
ey �
i
TOP OF SPILLWAY EL. 418.35'
i
VI 1.0' (MIN.)
EMERGENCY SPILLWAY DETAIL
NTS
EXPANSION /CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
`lae�a�aeaa��s�a SEAL
.�
28411.9
10
TOP OF DAM EL. 420.00'
LIMITS OF
CONCRETE CRADLE
2.
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2' #57 WASHED STONE
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
-1 -FrT771
24" CONCRETE
�W PRESSURE PIPE
- - - - - -
2.75'
LIMITS OF
CONCRETE CRADLE
6" PERFORATED PVC
COLLECTOR PIPE
llfl
3
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PLAN VIEW
2' MIN.
#57 WASHED STONE -•-- -.
2'
FLOW 6.0' 24" CONCRETE
PRESSURE PIPE
MIRAFI 14ON GEOSYNTHETIC
FABRIC NTH 18 -INCH
OVERLAP AT ALL SEAMS (TYP)
SECTION VIEW
Al
j6zPoNF1<1M&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F -1222
www.mckimcreed.com
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPEN END.
DAM EMBANKMENT NOTES:
1) TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE
FOUNDATION WILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE
REMOVED.
2) ALL MATERIAL SHALL BE COMPACTED IN 6 -8 INCH LIFTS TO 95% OF MAXIMUM
STANDARD PROCTOR DRY DENSITY OR HIGHER (ASTM D -698). THE CLAY CORE ZONE
WILL HAVE A MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE
CONTENT. THE SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT
BELOW OPTIMUM MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM.
3) EMBANKMENT FILL:
SHELL ZONE: SOILS WITH LESS THAN 30% PASSING THE NO. 200 SIEVE OR A PI OF
LESS THAN 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO. 200 SIEVE IS
GREATER THAN 30 PERCENT. SOILS WHICH ARE CLASSIFIED AS CLAYS (CH OR CL)
SHOULD NOT BE USED AT THE FACE OF THE SHELL ZONES.
CLAY CORE ZONE: CH, CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
4) NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMETER.
5) A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
6) ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
Meadow Mix ERNMX -182
0
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N �
CD a a
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mo _-I
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rn 0; o
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z
m r
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m _
n m
-4QZ
C
v = 0
Ni m
­4 _
M
m z
Z Z
°y0
m r
W1 FT.
ELEVATION
8" 0.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
by
Newland commumms
PLAN
r�
D 6"
1' -0"
f o I
CLAY LINER NOTES:
EXISTING GROUND
IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT
WATER FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL, THE
CONTRACTOR SHALT_ INSTALL A 6" THICK CLAY LINER ON THE BOTTOM OF
THE WET DETENTION POND AREA UP TO ELEVATION 454.50. THE LINER CAN
BE ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO
ACHIEVE A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC
LINER MADE OF A BENTOMAT CL. IF THE CONTRACTOR CHOOSES TO BLEND
THE EXISTING SITE SOILS WITH CLAY, THE ONSITE GEOTECHNICAL ENGINEER
SHALL DETERMINE THE AMOUNT OF CLAY TO ADD, THE DEGREE OF
COMPACTION, AND WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.
THE MAXIMUM PERMEABILITY RATE FOR THE LINER SHALL BE 0.72 CM /DAY.
THE PROPOSED MATERIAL FOR THIS LINER SHALL BE TESTED BY THE
ONSITE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. THE RESULTS OF
THIS TESTING SHALL BE SUBMITTED TO THE DESIGN ENGINEER FOR REVIEW
PRIOR TO PLACEMENT. UPON COMPLETION OF LINER INSTALLATION, A LAYER
OF TOPSOIL MAY BE ADDED OVER THE LINER TO PROVIDE A HEALTHY
MEDIA FOR VEGETATION GROWTH.
H2
H1 I
co
::iE�:
I
6,. 8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
SIDE
ENDWALL DIMENSIONS
FT.
MINIMUM
O C
MIN. /MAX.
E--o
1-
NOTES:
MIN. /MAX.
PIPE DIA.
a h X
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
CC �t.7
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
LL.-! 4 "z
838.39, 838.51, 838.57, 838.63 AND 838.69.
O o cn =
er
'',
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
W Q LL i
FAR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
Cr
* USE 4000 PSI CONCRETE.
2 W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615E-
Cfj W O J
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
O 0 t~ <
TO ASTM A185 WITH 2" MIN. CLEARANCE.
Z H
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
1.50
I"
OSHA STANDARD 1926.704.
3.00/4.25
W
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
6.5016.75
CS
CONTRACTOR
1.50/2.50
4.00/4.75
* ALL ELEMENTS PRECAST TO MEET ASTM 0913.
4.00/4.25
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
2.5
A$ LONG AS THE SAME AREA OF STEEL IS PROVIDED.
2.50/3:.50
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 10.
2.00/3.00
4.5015.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
W
2.75/3.50
MINIkQJM BAR
TION
11.50/11.75
3.5
1 #5 @ 8"
AOT8:
0
6.00/6.75
J
6.0016.75
TO INCREASE THIS BAR SIZE AS NEEDED.
4.0
LL �, o
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN. /MAX.
MIN. /MAX.
MIN. /MAX.
MIN. /MAX.
MIN. /MAX.
PIPE DIA.
BAR SIZE
H1 (FT,)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.2511.75
3.00/3.75
515016.00
1.25
#5 @ 8"
1.25/2.00
3.0013.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5 @ 8"
1.25/2..00
3.00/4.25
1.50/2.50
3.50/3.75
6.5016.75
2.0
#5 @ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3:.50
4.00/6.00
2.00/3.00
4.5015.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6,00
2.75/3.50
' 5.25/5.75
11.50/11.75
3.5
1 #5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.0016.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00113.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.5015,00
7.0018.50
3.25/4.00
7.2519.25
13.75/15.75
5.5
1 #5 @ 8"
4.50/5,.00
7.50/8.50
3.25/4.00
1 7.25/9.25
14.00/15.75
6.0
1 #5 @ 8"
1 4.50/5.00
7.50/8.50
3.25/4.00
1 7.75/9.25
1 14.75/16.75
Milk
DATE:
MAY 21, 2013
MCE PR07. #
02735 °0092
DRAWN
GCA
DESIGNED
GCA
CHECKED
CHS
PROD. MGR.
CHS
$ Cb
2C
L" a.
n W aL
a LU LU N
Qh
a U Cr
Q Q F-
N
=
H
CO en W
0 z
z W "
co
W 9=
CL o
Ue
i
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M &C FILE NUMBER
D4. X
DRAWING/�NUMBER
D4.Z
iTATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURP(35ES t�NLY

25 S
.......................
lip
__..
NORTH
A/,, -
WET DETENTION POND #13 PLANTING PLAN
SCALE = 1 " = 30'
w
``�`(tO'ytry`tt ^ttts���' SEAL
A
RP
8i9o.
° °q�9e''.�A.a.71,`�G.�[�e° .ry moo`
s ° °�era,esett ° °'
A NTIM4&CITEDII
� r 4w 1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F -1222
www.mckimcreed.com
IL
PLANTING SCHEDULE
MAY 21, 2013
CE PRO3. #
02735 -0092
DRAWN
GCA
DESIGNED
CONTAINER SIZE AT
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
QUANTITY
SPACING
PLANTING
SHALLOW WATER PLANTINGS
SF
SWEETFLAG
Acorus subcordatum
152
24 " -30" O.C.
1 QT.
PW
PICKERELWEED
Pontederia cordata
129
24 " -30" O.C.
1 QT.
°-
BFI
BLUE FLAG IRIS
Iris virginica
135
24 " -30" O.C.
1 QT.
* + +
+ + + ++
SR
SOFT RUSH
Juncus effusus var.
128
„
24 —30 O.C.
1 QT.
pylael or solutus
vv v
TSB
THREE SQUARE BULRUSH
Schoenoplectus
130
24 " -30" O.C.
1 QT.
v v v
americanus
SHALLOW LAND PLANTINGS
-LL LL
SM
SWAMP MILKWEED
Asclepias incarnate
138
24 " -30" O.C.
1 QT.
LLLL
CF
CARDINAL FLOWER
Lobelia cordinalis
145
24 " -30" Q.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
124
24 " -30" O.C.
1 QT.
JpW
DWARF JOE PYE WEED
Eupatoriadelphus dubius
141
24 " -30" O.C.
1 QT.
ST
SPOTTED TRUMPETWEED
Eupatoriadeiphus
139
T 24 " -30" O.C.
1 QT.
maculatuS
INSTALL PLANTS 'WHERF
CROWN IS FLUSH IM-1H aC L
a,URFACE
GUT" & RENO ANY
CO%ERI G AIR.OUND ROOT5
AMEE40EU TOPSOIL
MM 12 IN DEPTH
.�
�� 11
1����. ■.._n U- 111 t�E1��.����:���II�IIC��l1(. =_.
GENERAL PLANTING DETAIL
NTS
GENERAL PLANTING NOTES:
1. AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
2. ALL PLANTS SHOULD BE PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
3. SHALLOW WATER AND SHALLOW LAND AREAS TO 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. BACKFILL WITH
TOPSOIL AND LIGHTLY PLANT.
5. BEGIN PLANTING DURING LOCAL GROWING SEASON IN ORDER TO ENSURE THAT PLANTS HAVE
ADEQUATE TIME TO ESTABLISH BEFORE WINTER MONTHS.
6. OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY (252 --- 482 - ®5707), MELLOW MARSH
FARMS (919 -742 - 1200), CURE NURSERY (919 -542 -6186) OR ENGINEER APPROVED SUBSTITUTE.
7. REFER TO EROSION CONTROL DETAIL SHEET D -2 FOR SEEDBED PREPARATION AND SEEDING
SCHEDULES FOR AREAS NOT SPECIFIED IN THIS PLAN.
SHALLOW WATER PLANTING NOTES:
1. 70% OF PICKERELWEED SHOULD BE PLANTED WITHIN 5 -6 INCHES BELOW NORMAL POOL.
2. 70% OF SWEETFLAG AND 70% OF SOUTHERN BLUE FLAG IRIS SHOULD BE PLANTED IN THE 2 -3 INCHES
BELOW NORMAL POOL.
3. 70% OF SOFT RUSH SHOULD BE PLANTED AT THE NORMAL POOL ELEVATION.
SHALLOW LAND PLANTING NOTES:
1. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INUNDATED FOR EXTENDED
PERIODS.
by
Newland co>w>Kmms
BRIAR CHAPEL
PHASE a
CHATHAM COUNTY, NORTH
DATE:
MAY 21, 2013
CE PRO3. #
02735 -0092
DRAWN
GCA
DESIGNED
GCA
CHECKED
CHS
PROS. h1GR.
CHS
E&j
HORIZONTAL,
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4 . X
DRAIVING NUMBER
D4.3
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY