20141276 Ver 1_Stormwater Info_20141211

WITHERS RAVEN EL
EROSION CONTROL
HOWARD /EMERSON TRACT - COMMERCIAL
Cary, North Carolina
Prepared For:
NORTHWEST COMMUNITY CHURCH
7712 CARPENTER FIRE STATION RD
CARY NC 27519
ATTN: MR. JOEL CARPENTER
Prepared By:
WITHERS & RAVENEL, INC
115 Mad(enan Drive
Cary, North Carolina 27511
September 2014
W &R Project No. 02130427

INTRODUCTION
The proposed Howard /Emerson Tract development is located at the intersection of Morrisville
Parkway and White Oak Church Road in Cary, NC. The proposed development is a church with
associated parking and infrastructure. It is less than 24% and is therefore considered low
density
The site in its existing conditions is approximately 80% wooded with some open space and
impervious area. The site is bound by White Oak Church Road to west, Morrisville Parkway to
the north and the American Tobacco Trail to the east - all of which are higher than the site.
The site drains towards the center and is collected via an unregulated stream feature which
exits the site along the southern boundary. The site is comprised of HSG "D" soils. A soils
map is provided in the Background Data portion of this report.
PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE /EXIT
A temporary gravel construction entrance /exit will be installed at the entrance
drive to the site to provide a buffer area for construction vehicles to drop their
mud and sediment to avoid transporting it onto public roads.
2. SILT FENCE
Silt fence will be installed in areas of fill around the perimeter of the site to
maintain drainage into temporary diversion ditches. Silt fence will be used in
natural outfall areas to prevent any sediment from leaving the site.
3. TEMPORARY DIVERSION DITCH
Temporary diversion ditches will be provided to protect work areas from upslope
runoff, and to divert sediment -laden water to appropriate traps or stable outlets.
4. PERMANENT DIVERSIONS
Permanent diversion swales will be provided to divert water from areas where it is
in excess to locations where it can be used or released without erosion or flood
damage.
5. TEMPORARY SKIMMER SEDIMENT BASIN
A temporary skimmer sediment basins will be installed at the project site to retain
sediment on the construction site, and prevent sedimentation in the surrounding
area.
MAINTENANCE CONSIDERATIONS
The church shall be responsible for periodic inspection and maintenance of all
temporary erosion control measures and permanent stormwater devices. Any measure
that fails to function as intended shall be repaired immediately.

SEDIMENT BASINS

s: \0159 \0102 \20 - tech \sedtrap.xls Latest Revision: 10/2/2014 7:48 AM Page 1 of 1
= '
PROJECT NAME
Northwest Community Church - Commercial
DATE
September 30, 2014
PROJECT NO
130427
DESIGN PHASE
PRELIM
CONSTR /X /
REVISION / X /
RECORD
OTHER
(SPECIFY)
LOCATION
Wake County, North Carolina
BY
DJB
CHECKED BY
Temporary Sediment Basins
Basin
Dist.
Area
Drain.
Area
Intensity
Cc (in /hr)
Q10 Required
(cfs) Storage
Required Avg.Dims.
SA (sf) Depth Width Length
Bottom Dims.
Top Dims.
Provided
Storage
Provided
SA (sf)
Spillway
Flow Depth
Weir
Width
Width I Length
Width I Length
1
I 7.88 ac
7.88 ac
0.40 7.08 22.32 I 14,180 cf 7,250 11.5' 40' I 80'
17' I 57' 69' 109'
1 36,800 cf 7,521
1.00'
8.0'
s: \0159 \0102 \20 - tech \sedtrap.xls Latest Revision: 10/2/2014 7:48 AM Page 1 of 1

SKIMMER SIZING

Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
In NC assume 3 days to drain
36,800 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
4.0 Inch
1.6 Inch[es]
3.1 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 109 69 Feet VOLUME 48817.5 Cu. Ft.
Bottom dimensions in feet 57 17 Feet
Depth in feet 11.5 Feet

TEMPORARY DIVERSION DITCHES

DIVERSION DITCH LINER SUMMARY
Permanent
Diversion #
Total Area
(ac)
Total
Length
Begin
Elevation
End
Elevation
A
Elevation
Tc
Slope
C
Intensity
Q
Depth
Shear
Liner
1
5.18
1023.0
377.1
357.6
19.5
7.46
0.019
0.55
7.08
20.17
1.23
1.46
Synthetic Mat
2
0.95
256.7
368.7
361.5
7.2
2.22
0.028
0.58
7.08
3.90
0.64
1.12
Straw w/ Net
3
1.95
171.1
368.3
353.9
14.4
1.06
0.084
0.50
7.08
6.90
0.80
4.20
SC250
4
2.90
621.0
376.5
353.9
22.6
3.96
0.036
0.54
7.08
11.09
0.97
2.20
SC250

PERMANENT SWALES

DIVERSION DITCH LINER SUMMARY
Permanent Total Area Total Begin End A Tc Slope C Intensity Q Depth Shear Liner
Diversion # (ac) Length Elevation Elevation Elevation
1
0.27
360.0
377.2
368.3
8.9
3.02
0.025
0.84
7.08
1.61
0.45
0.69
Straw w/ Net
2
0.17
106.0
367.8
362.5
5.3
0.90
0.050
0.76
7.08
0.91
0.36
1.12
Straw w/ Net
3
0.10
135.0
362.6
358.0
4.6
125
0.034
0.62
7.08
0.44
0.27
0.57
Straw w/ Net
4
0.16
220.0
358.0
355.6
2.4
2.83
0.011
0.62
7.08
0.70
0.38
0.26
Straw w/ Net
5
0.29
390.0
360.4
355.6
4.8
4.20
0.012
0.60
7.08
1.23
0.47
0.36
Straw w/ Net
6
0.21
246.0
360.4
355.3
5.1
2.41
0.021
0.68
7.08
1.01
0.40
0.52
Straw w/ Net
7
1.25
273.0
360.5
360.3
0.2
9.45
0.001
0.60
5.9
4.43
0.69
0.03
Straw w/ Net
8
0.40
438.0
360.5
355.2
5.3
4.62
0.012
0.63
7.08
1.78
0.55
0.42
Straw w/ Net
9
0.08
101.0
355.9
355.2
0.7
1.89
0.007
0.77
7.08
0.44
0.36
0.15
Straw w/ Net
10
0.09
64.0
359.0
355.9
3.1
0.62
0.048
0.84
7.08
0.54
0.29
0.88
Straw w/ Net
11
0.11
119.0
362.0
358.0
4.0
1.14
0.034
0.60
7.08
0.47
0.27
0.57
Straw w/ Net
12
0.12
136.0
367.7
361.0
6.7
1.09
0.049
0.60
7.08
0.51
0.28
0.86
Straw w/ Net
13
0.10
100.0
373.1
368.6
4.5
0.89
0.045
0.78
7.08
0.55
0.29
0.81
Straw w/ Net
14
0.02
25.0
371.2
368.6
2.6
0.22
0.104
0.60
7.08
0.08
0.13
0.84
Straw w/ Net
15
0.12
139.0
377.8
369.5
8.3
1.03
0.060
0.60
7.08
0.51
0.30
1.12
Straw w/ Net
16
0.69
103.9
365.5
360.2
5.3
0.88
0.051
0.84
7.08
4.10
0.65
2.07
SC250
17
0.76
125.4
360.2
358.5
1.7
1.69
0.014
0.86
7.08
4.63
0.76
0.64
Straw w/ Net
18
0.61
236.3
371.0
367.5
3.5
2.66
0.015
0.61
7.08
2.63
0.60
0.55
Straw w/ Net
19
0.08
58.2
371.0
367.5
3.5
0.53
0.060
0.57
7.08
0.32
0.23
0.86
Straw w/ Net
20
0.78
211.5
371.0
367.3
3.7
2.29
0.017
0.61
7.08
3.37
0.65
0.71
Straw w/ Net
21
0.26
283.9
383.8
370.0
13.8
1.94
0.049
0.58
7.08
1.07
0.38
1.15
Straw w/ Net
22
0.12
317.4
385.0
372.4
12.6
2.28
0.040
0.71
7.08
0.60
0.30
0.74
Straw w/ Net
23
2.40
265.7
361.0
351.4
9.6
2.06
0.036
0.52
7.08
8.84
0.88
1.98
Synthetic Mat
24
0.34
230.6
364.4
352.7
11.7
1.62
0.051
0.61
7.08
1.47
0.43
1.36
Straw w/ Net
25
0.38
221.2
354.3
352.7
1.6
3.33
0.007
0.81
7.08
2.18
0.65
0.29
Straw w/ Net
26
0.041
102.3
365.4
352.6
12.8
0.61
0.125
0.57
7.08
0.16
0.18
1.411
Straw w/ Net
27
0.081
106.0
353.6
352.6
1.0
1.71
0.009
0.76
7.08
0.43
0.34
0.201
Straw w/ Net
28
0.321
235.9
360.7
351.1
9.61
1.80
0.041
0.661
7.08
1.50
0.43
1.091
Straw w/ Net

RIP RAP OULET PROTECTION

' '• 6
Structure=
DATE: 10/01/2014
DESIGNED BY:
Size=
42
in
Q10 =
DJB
OJECT NAME: Northwest Community Church
rp,
PROJECT NO:
100.94
CHECKED BY
OJECT LOCATION: Cary, NC
10.49
fps
130427
8.06.b.1:
Storm Outlet Structure
From Fig.
8.06.b.2:
Structure= FES -10
Q10 /Qfull =
0.56
Size= 36 in
V /Vfull =
1.02
Q10 = 26.81 cfs
V =
7.0
fps
Qfull = 48.02 cfs
Vfull = 6.79 fps
From Fig. 8.06.b.1:
Zone
=
6
From Fig. 8.06.b.2:
D50
=
14
in
DMAX
=
21
in
Riprap Class
=
2
s
Apron Thickness
=
36
in
3
Apron Length
=
30.0
ft
Apron Width = 3 x Dia
=
9.0
ft
Length
Storm Outlet Structure
Structure=
FES -20
Size=
42
in
Q10 =
69.46
cfs
Qfull =
100.94
cfs
Vfull =
10.49
fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
weMI S+
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3 x Dia
Q10 /Qfull =
V /VfuII =
V=
0.69
1.07
11.3 fps
As
14 in
21 in
2
36 in
35.0 ft
11.0 ft

• 1 =1 a a :,Lei I =M I Lei DATE: 10/01/2014 DESIGNED BY:
DJB
PROJECT NAME: Northwest Community Church PROJECT NO: CHECKED BY
PROJECT LOCATION: Cary, NC 13427
Storm Outlet Structure
Structure= FES -40 Q10 /Qfull = 0.76
Size= 24 in V /Vfull = 1.10
Q10 = 12.32 cfs V = 5.6 fps
Qfull = 16.13 cfs
Vfull = 5.13 fps
From Fig. 8.06.b.1: Zone
From Fig. 8.06.b.2: D50
Storm Outlet Structure
Structure=
FES -60
Size=
15
in
Q 1 0 =
13.33
cfs
Qfull =
48.73
cfs
Vfull =
39.71
fps
From Fig.
8.06.b.1:
From Fig.
8.06.b.2:
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3 x Dia
Zone
D50
D MAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3 x Dia
Q10 /Qfull =
V /VfuII =
V=
E
8 in
12 in
B
22 in
12.0 ft
6.0 ft
0.27
0.83
33.0 fps
r
8 in
12 in
B
22 in
7.5 ft
4.0 ft

• r
DATE: 10/01/2014
DESIGNED BY:
DJB
PROJECT thwest Community Church
PROJECT NO:
CHECKED BY
PROJECT : Cary, NC
130427
Storm Outlet Structure
Structure= FES -70
Q10 /Qful1 =
0.55
Size= 15 in
V/Vfull =
1.02
Q10 = 4.32 cfs
V =
6.6
fps
Qfull = 7.90 cfs
Vfull = 6.44 fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAx
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
22
in
3
Apron Length
=
7.5
ft
Length
Apron Width = 3 x Dia
=
4.0
ft

• r
DATE: 10/01/2014
DESIGNED BY:
DJB
PROJECT thwest Community Church
PROJECT NO:
CHECKED BY
PROJECT : Cary, NC
130427
Storm Outlet Structure
Structure= TEMP FES
Q10 /Qful1 =
0.73
Size= 18 in
V/Vfull =
1.09
Q10 = 16.45 cfs
V =
14.0
fps
Qfull = 22.64 cfs
Vfull = 12.81 fps
From Fig. 8.06.b.1:
Zone
=
3
From Fig. 8.06.b.2:
D50
=
10
in
DMAx
=
15
in
Riprap Class
=
1
s
Apron Thickness
=
24
in
3
Lim -0
Apron Length
=
12.0
ft
Length
Apron Width = 3 x Dia
=
5.0
ft

Y V1111G
COUNTY
NORTH CAROLINA
Environmental
Services
TEL [phone]
FAx [phone]
Water Quality Division
336 Fayetteville Street • Raleigh, INC 27602
www.wakegov.com

77, Environmental
Services
July 16, 2013
Steven Ball
Registered Forester # 1723
Soil and Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
WC -13 -003
TEL [phone]
Fax [phone]
Water Quality Division
336 Fayetteville Street • Raleigh, NC 27602
www.wakegov.com
Wake County
Project Name: Northwest Community Church Property
Location/Directions: 10109 Morrisville Pkwy, PIN # 0724236305
Subject Stream: UT to Rocky Ford Branch
Date of Determination: 7/10/13
Feature
Not Subject
Subject
Start@
Stop@
Soil Survey
USGS Topo
A
S03
B
C
D
E
Pond 1
Pond 2
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake
County, North Carolina or the most recent copy of the USGS Topographic map at a 1:24,000
scale. Each feature that is checked "Not Subject" has been determined not to be a stream or is
not present on the property. Features that are checked "Subject" have been located on the
property and possess characteristics that qualify it to be a stream. There maybe other streams
located on your property that do not show up on the maps referenced above but, still may be
considered jurisdictional according to the US Army Corps of Engineers and /or to the Division
of Water Quality.
Feature A starts at Flag S03 which is lust offsite from this parcel.
This on -site determination shall expire five (S) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWQ or Delegated Local Authority may request a
determination by the Director. An appeal request must be made within sixty (60) days of date of this letter
or from the date the affected party (including downstream and /or adjacent owners) is notified of this

Jordan Buffer Letter WC -13 -003
Page 2 of 2
letter. A request for a determination by the Director shall be referred to the Director in writing c% Ian
McMillan, DWQ Wetlands /401 Unit, 1650 Mail Service Center, Raleigh, NC 27699 -1650.
If you dispute the Director's determination you may file a petition for an administrative hearing. You
must file the petition with the Office ofAdministrative Hearings within sixty (60) days of the receipt of
this notice of decision. A petition is considered filed when it is received in the Office ofAdministrative
Hearings during normal office hours. The Office of Administrative Hearings accepts filings Monday
through Friday between the hours of 8 :00 am and 5: 00 pm, except for official state holidays. To request
a hearing, send the original and one (1) copy of the petition to the Office ofAdministrative Hearings,
6714 Mail Service Center, Raleigh, NC 27699-6714. The petition may also be faxed to the attention of
the Office ofAdministrative Hearings at (919) 733 -3478, provided the original and one (1) copy of the
document is received by the Office ofAdministrative Hearings within five (5) days following the date of
the fax transmission. A copy of the petition must also be served to the Department of Natural Resources,
c% Mary Penny Thompson, General Counsel, 1601 Mail Service Center, Raleigh, NC 27699 -1601.
This determination is final and binding unless, as detailed above, you askfor a hearing or appeal within
sixty (60) days.
The owner /future owners should notify the Division of Water Quality (including any other Local,
State, and Federal Agencies) of this decision concerning any future correspondences regarding the
subject property (stated above). This project may require a Section 404/401 Permit for the
proposed activity. Any inquiries should be directed to the Division of Water Quality (Central
Office) at (919)- 807 -6301, and the US Army Corp of Engineers (Raleigh Regulatory Field Office) at
(919) -554 -4884.
If you have any questions regarding this determination, please contact me at (919) 856 -7541.
Respectfully,
Betsy Pearce, CFM, CPSWQ
Environmental Engineer / Consultant
cc: WC File Copy
Attachment

WITHERS & RAVENEL
STORMWATER MANAGEMENT
REPORT
HOWARD /EMERSON TRACT - COMMERCIAL
Cary, North Carolina
Prepared For:
NORTHWEST COMMUNITY CHURCH
7712 CARPENTER FIRE STATION RD
CARY NC 27519
ATTN: MR. JOEL CARPENTER
Prepared By:
WITHERS & RAVENEL, INC
115 MacKenan Drive
Cary, North Carolina 27511
Revised October 2014
W &R Project No. 02130427
"w1 frr
� N CAR"',
,,• F S�jQ•.•r
to. Z. Iq
Jennifer C. Diaz, PE
Clay Parrish, El

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
INTRODUCTION
The proposed Howard /Emerson Tract development is located southwest of the intersection of
Morrisville Parkway and White Oak Church Road in Cary, NC. The 20.07 acre development is proposed
as a church with associated parking and infrastructure. It is less than 24% and is therefore considered
low density.
The site in its existing conditions is approximately 80% wooded with some open space and
impervious area. The site is bound by White Oak Church Road to west, Morrisville Parkway to the north
and the American Tobacco Trail to the east — all of which are higher than the site. The site drains
towards the center and is collected via an unregulated stream feature which exits the site along the
southern boundary. The site is comprised of HSG "D" soils. A soils map is provided in the Background
Data portion of this report.
Site outlined in blue.
The impacts of the increased runoff from the development will be mitigated with a wet pond. The BMP
will be oversized in order to accommodate future development. Although the proposed development
is low density, the proposed BMP and storm drain network are designed to capture the proposed
impervious area to the maximum extent practical in anticipation that future development would
increase impervious area above 24% thereby making the site high density in the future.
STORMWATER MANAGEMENT REQUIREMENTS
The proposed development is with the Jordan Lake, Lower New Hope watershed. The site must
therefore meet Town requirements relating to town wide ordinances and policies for stormwater
NWCC - Commercial 1 W &R Project 02130427
Stormwater Management Plan Revised October 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
compliance. To meet these requirements the Nitrogen export rates from the site are to be reduced to
4.4 lbs /ac /yr; Phosphorus export rates to 0.78 lbs /ac /yr.
This is accomplished through the use of a wet pond. Additionally, peak flows at the point of analysis
shall be reduced to predevelopment levels for the 1 -year storm and larger storms must also be
controlled to within the anticipated flows from R -40 zoning or 1o% of predevelopment flows,
whichever is less.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by LIDAR
topography and existing field surveys. Proposed drainage areas were based on field survey data and
proposed development within the drainage areas.
The scope of work included the following analyses:
Hydrology
❑ Simulation of the 1 -year, 2 -year, 5 -year, 10 -year, and loo -year rainfall events for the Cary,
NC area
❑ Formulation of the 1 -year, 2 -year, 5 -year, 10 -year, and loo -year flood hydrographs for the
pre- and post- development drainage areas
Hydraulic
❑ Routing the 1 -year, 2 -year, 5 -year, so -year,
predevelopment runoff from the site.
❑ Routing the 1 -year, 2 -year, 5 -year, 10 -year, and
development runoff through the stormwater BMP.
❑ Analyzing results at the analysis point
and soo -year flood hydrographs for
soo -year flood hydrographs for post-
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of stage- storage and stage- discharge functions for the BMP. The
rainfall /runoff hydrographs, stage- storage, and stage- discharge functions have been compiled to
create a computer routing simulation model using Bentley Systems PondPack v1o.o software. This
PondPack model was then used to assess the peak water surface elevations in the BMP forthe design
rainfall events. The PondPack modeling results are provided as appendices to this report.
HYDROLOGY
The SCS Method, in conjunction with NOAA Atlas 14 rainfall data for Raleigh- Durham International
Airport, was used to develop runoff hydrographs for the storm events. This method requires three
basic parameters: a curve number (CN), time of concentration (tc), and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil Survey
of Wake County, North Carolina (November 1970). The curve numbers used in this study are listed in
the PondPack section of this report.
Time of concentration for pre- and post- development drainage areas were developed using the TR -55
method. A minimum time of concentration of 5 minutes was used for the proposed piped drainage
systems.
NWCC - Commercial 2 W &R Project 02130427
Stormwater Management Plan Revised October 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
HYDRAULICS
Computer simulated reservoir routing of the 1 -year, 2 -year, 5 -year, io -year, and loo -year design storms
utilized stage- storage and stage- discharge functions. Stage- storage functions were derived from the
proposed geometry of the BMP. A non - linear regression relation for surface area versus elevation was
derived for each BMP. This relation estimates the incremental volume of the basin to the stage or
elevation of the basin. Stage- discharge functions were developed to size the proposed outlet
structures for the BMP.
NITROGEN EXPORT
The Nitrogen and Phosphorus export rates for the development were calculated using Jordan/ Falls
Lake Stormwater Nutrient Load Accounting Tool. All onsite drainage areas, including roadway and
driveway improvements, were used in the nutrient export analysis. The worksheet used to calculate
the nutrient export loading rate can be found in the appendices.
CONCLUSIONS
Quality
Based upon the routing study, the proposed stormwater management plan has sufficient measures
to provide the necessary removal of nutrients as required by Town policy.
The proposed stormwater wet pond has been designed to store and treat the water quality volume
(runoff associated with the first 1" of rainfall, WQv) generated by the contributing drainage area, and
draw down that volume in at least z days, but no slower than 5 days.
Because the runoff resulting from the first i" of rainfall is being discharged perthe NCDENR standards
for a wet pond, the appropriate reduction credits were taken for the area draining through the BMP.
The BMP treatment resulted in bringingthe total site's Nitrogen and Phosphorus export down to below
target levels.
Quantity
The peak flows from the site have been attenuated for predevelopment levels. Furthermore, the
proposed BMP has sufficient storage to safely pass the loo -year storm event without overtopping.
Future Expansion
The proposed SWMP and BMP have been designed with possible future development in mind. The
BMP has been sized to accommodate an additional 2.5 acres of impervious area for both water quality
and quantity control. This analysis of future impervious assumes that all of it drains to the BMP
without additional bypass.
Although this SWMP and BMP have accounted for future impervious area in this study, any expansion
to the site will still be subject to Town of Cary standards at the time of site plan submittal.
NWCC - Commercial 3 W &R Project 02130427
Stormwater Management Plan Revised October 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
DESIGN SUMMARY
BMP #1 - WET POND
DRAINAGE AREA =16.10 ACRES
PERCENT IMPERVIOUS AREA = 44% (INCLUDES OFFSITE AND FUTURE DEVELOPMENT)
• 2.5" DRAWDOWN ORIFICE AT EL 351.0
• 2 -3' WIDE PEAK CONTROL WEIRS AT EL = 352.5
5'x5' RISER, CREST EL = 353.5
36" 0 -RING RCP OUTLET EL = 344.00
Top OF DAM EL = 356.00
BMP #1- Wet Pond Routing Summary
Storm Event
Peak Water Surface
Elevation
Freeboard
Qpeak Outflow
(total)
(ft)
(ft)
(cfs)
1 -Year
353.30
2.70
13.17
2 -Year
353.70
2.30
27.88
5 -Year
354.03
1.97
50.28
10 -Year
354.20
1.8o
64.3
loo -Year
354.51
1.49
90.54
PEAK ATTENUATION SUMMARY
NWCC - Commercial 4 W &R Project 02130427
Stormwater Management Plan Revised October 2014
Pre Development
Post Development
Net Change
Net Change
Peak Flow
Peak Flow w /BMP
(cfs)
NO
Storm Event
(cfs)
(cfs)
1 -Year
35.91
17.45
-18.46
-51%
2 -Year
52.36
36.24
-16.12
-31%
5 -Year
71.30
64.62
-6.68
-9%
10 -Year
86.36
84.33
-2.03
-2%
loo -Year
125.04
119.24
-5.8o
-5%
NWCC - Commercial 4 W &R Project 02130427
Stormwater Management Plan Revised October 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
BACKGROUND INFORMATION
NWCC - Commercial W &R Project 02130427
Stormwater Management Plan Revised October 2014

35° 47 41" N
35° 47 23" N
3 Hydrologic Soil Group —Wake County, North Carolina 3
(NWCC - Commercial) N
m m
687430 697450 687550 6976.10 687670 687730 68877%
687430 667490 687550 687610 687670
3
Map Scale: 1:2,600 if printed on A portrait (8.5" x 11 ") sheet.
N — ,Meters
n 0 35 70 140 210
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
U Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
687730
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7/8/2014
Page 1 of 3
35° 47 23'N

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Hydrologic Soil Group —Wake County, North Carolina
Hydrologic Soil Group
NWCC - Commercial
Hydrologic Soil Group— Summary by Map Unit— Wake County, North Carolina (NC183)
Map unit symbol Map unit name Rating Acres in AOI I Percent of AOI
CrB
Creedmoor sandy loam,
D
2 to 6 percent slopes
CrB2
Creedmoor sandy loam,
D
2 to 6 percent slopes,
moderately eroded
CrC
Creedmoor sandy loam,
D
6 to 10 percent slopes
CrC2
Creedmoor sandy loam,
D
6 to 10 percent slopes,
moderately eroded
CrE
Creedmoor sandy loam,
D
10 to 20 percent
slopes
WyA
Worsham sandy loam, 0
D
to 3 percent slopes
Totals for Area of Interest
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie -break Rule: Higher
0.2
7.7
0.2
9.7
Iff
1.1
20.1
1.1%
38.4%
1.1%
48.3%
5.5%
5.7%
100.0%
USDA Natural Resources Web Soil Survey 7/8/2014
Conservation Service National Cooperative Soil Survey Page 3 of 3

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
BMP SIZING
CALCULATIONS
NWCC - Commercial W &R Project 02130427
Stormwater Management Plan Revised October 2014

Project Name: Howard /Eemerson Tract - Commercial
City /State: Cary, NC
BMP #1
Project #: 2130427
Date: 1- Oct -14
Table 10.3 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Permanent Pool Depth
3.0 4.0 5.0 6.0
(feet)
7.0 8.0 9.0
10
0.9
0.8
0.6
0.5
0.5
0.4
0.4
20
1.5
1.1
1.0
0.9
0.8
0.7
0.7
30
1.9
1.7
1.4
1.3
1.0
0.9
0.9
40
2.5
2.0
1.8
1.6
1.5
1.2
1.1
50
3.0
2.5
2.0
1.9
1.7
1.5
1.5
60
3.5
2.8
2.5
2.2
1.9
1.8
1.7
70
4.0
3.3
2.8
2.5
2.2
2.0
1.9
80
4.5
3.8
3.3
2.8
2.6
2.1
2.0
90
5.0
4.0
3.5
3.0
2.8
2.5
2.4
Source: NCDENP/DWQ Stormwater Best Management Practices, pg. 10 -15, July 2007 rev. 6/16/09
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
Land Use
Area
(ac)
% IA
Imp. Area
(ac)
Impervious
3.44
100
3.44
Open Space
8.36
0
0.00
Future Impervious
2.50
100
2.50
OFFSITE impervious
1 1.80
1 60
1.08
Totals
1 16.10
1
1 7.02
Total % Impervious Surface Area = 43.6 %
Surface Area of Permanent Pool:
Average depth = 5.00 ft
SA/DA ratio = 1.87 From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio) /100
SA = 0.301 acres
13133 sq. ft.
Normal pool elevation = 351.0 feet
Surface area provided = 0.377 acres
16428 sq. ft.
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in. /in.
I = Percent impervious
Rv = 0.44 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.594 acre -ft
25871 cu. ft.
Water quality pool elevation=
352.38
feet
Overflow elevation=
352.50
feet
Storage volume provided =
0.653
acre -ft
28445
cu.ft.
K: \13 \13- 0420 \130427 - Northwest Community Church \H -H \Commercial \BMP #1 BMP #1 - Pond Design

Project Name: Howard /Eemerson Tract - Commercial Project #: 2130427
City /State: Cary, NC BMP #1 Date: 1- Oct -14
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
AVERAGE DEPTH
Per NCDENR "Stormwater Best Management Practices ", the average depth of a wet pond is to be calculated by one
of these two options:
K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \BMP #1 BMP #1 - Basin Sizing
Incremental
Accumulated
Below Normal Contour
Contour
Contour
Pool Contours Area
Volume
Volume
(feet) (SF)
(CF)
(CF)
343.00 5809
Abot_ pond
344.00 6613
6207
6207 — Sediment Storage Volume
346.00 8366
14945
21151
350.00 12457
41375
62527
Abot shelf
350.50 13737
6546
69073
Aperm pool
351.00 16428
7531
76604 —Total Pond Volume
PPS = Total Volume - Sediment Storage Volume = 70,397 cf
OPTION 1:
Average Depth = Permanent
Pool Volume / Surface Area
PPV =
70,397
cf
SA =
16,428
sf
day =
4.29 ft
OPTION 2:
Use the following equation:
da„ = 0.25 x (1 + Abot_ shelf )+ (Abot_ shelf + Abot_oond)
x Depth
Aperm_ pool
2
Abot shelf
day, = (0.25 x (1 + 13737
)) + ( 13737+
5473 ) x 6.5
16428
2
13737
day =
5.27 ft
Use Average Depth =
5.00 ft
OPTION 2
K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \BMP #1 BMP #1 - Basin Sizing

Project Name: Howard /Eemerson Tract - Commercial Project #: 2130427
City /State: Cary, NC BMP #1 Date: 1- Oct -14
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
Orifice Calculator
Q = Cd *A *(2gh)'(1/2)
1" WATER QUALITY STORM VOLUME
Variables Constants
WQ Volume: 0.594 Acre -ft 25871 cf g = 32.2 ft/s2
Head / Driving Head: 1.38 ft 0.46 ft Cd= 0.6
Draw down time: 65 hrs 234099 s
Orifice Area = 0.034 sq. ft
Orifice Diameter = 2.491 in
USE 2.5 INCH DIAMETER ORIFICE
4.873 sq. in
K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \BMP #1 BMP #1- Orifice Calculator

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
NITROGEN LOADING
CALCULATIONS
NWCC - Commercial W &R Project 02130427
Stormwater Management Plan Revised October 2014

Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the local government permitting your development project to
characterize it and assess the need to purchase nutrient offsets. Contact and rule implementation information can be
found online at http: / /Dortal.ncdenr.org/ web /wq /ps /nps /nutrientoffsetintro.
PROJECT INFORMATION (for Jordan Lake)
Applicant Name:
Northwest Community Church
Project Name:
Howard /Eemerson Tract - Commercial
Project Address (if available): Street: City /Town: County:
Morrisville Parkway and White Oak Church Road, Cary, Wake
Date: (mo/d/yr) Project Lat: (decimal degrees) Long: (decimal degrees)
7/10/2014 Location : 35.791340° 1 - 78.925725°
Is this Redevelopment? Yes
Development Type (Please check all that apply)
X No
Impervious Cover ( %): 1 % HIndustrial Commercial Mixed -Use Single Fam. Residential
(Pre- Construction) Duplex Residential HMulti-Fam. Residential
Impervious Cover ( %): 19% Institutional
(Post- Construction) I H
JORDAN WATERSHED INFORMATION
Small Watershed ID (6 digits): (See next page or online map.) New Development Load Requirements (See individual rules
60150 for a full description of nutrient requirements.)
Jordan Subwatershed (Please check one) Loading Rate Targets Offsite Thresholds
Nitrogen (N) & Phosphorus (P)
Z.Z N iDiaciyr
0.82 P Ib /ac /yr
4.4 N Ib /ac /yr
0.78 P Ib /ac /yr
he offsite thresholds — see above)
6 N Ibs /ac Residential;
10 N Ibs /ac Commercial
(must meet all onsite treatment
requirements)
(D)
Upper New Hope
EX
Lower New Hope
NUTRIENT OFFSET REQUEST(Must meet t
Nitrogen Loading
/ Offset Needs
(A)
(B)
(C)
Untreated
Treated
Loading Rate
Loading Rate
Loading Rate
Target
(Ibs /ac /yr)
(Ibs /ac /yr)
(Ibs /ac /yr)
3.52
2.41
4.40
Phosphorus Loading / Offset
Needs
Z.Z N iDiaciyr
0.82 P Ib /ac /yr
4.4 N Ib /ac /yr
0.78 P Ib /ac /yr
he offsite thresholds — see above)
6 N Ibs /ac Residential;
10 N Ibs /ac Commercial
(must meet all onsite treatment
requirements)
(D)
(E)
(F)
(G)
Reduction Need
Project
Offset
Delivery
(Ibs /ac /yr)
Size (ac)
Duration (yrs)
Factor ( %)
B -C
Control of Peak
Stormwater Flow
(1 year 24 hour design storm)
0.00
20.07
30
88%
(A)
Untreated
Loading Rate
(Ibs /ac /yr)
(B)
Treated
Loading Rate
(Ibs /ac /yr)
(C)
Loading Rate
Target
(Ibs /ac /yr)
(D)
Reduction Need
(Ibs /ac /yr)
B - C
(E)
Project
Size (ac)
(F)
Offs
Duration
0.83
0.49
0.78
0.00
20.07
30
Control of Peak
Stormwater Flow
(1 year 24 hour design storm)
Calculated Predevelopment Peak Flow
35.91
Calculated Post Development Peak Flow
17.45
(H)
State Buy Down
Amount (Ibs)
D`E'F`G
0
(G) (H)
et Delivery State Buy Down
(yrs) Factor ( %) Amount (Ibs)
D "E'F`G
91% 0
Flow Control Method
Wet Detention Pond
Authorizing Local Government Name: Town of Cary
Staff Name: I Matt Flynn
Staff Email: matt.flynn @townofcary.org Phone: [phone]
Jordan Nutrient Load Reporting Form. September 12, 2012

Physiographic /Geologic Region:
Piedmont
Soil Hydrologic Group
D
Precipitation location:
Raleigh
COLUMN 1 -- NON- RESIDENTIAL LAND USES
874,191
TN EMC I TP EMC
(rng /L) (mg /L)
COMMERCIAL
Howard /Eemerson Tract - Commercial
Post -
Development
(ftz)
Pre-
Development
(ftz)
Parking lot
1.44
0.16
-ac lots
111,302
Roof
1.08
0.15
18,594
Open /Landscaped
2.24
0.44
1 -ac lots
INDUSTRIAL
Parking lot
1.44
0.39
2-ac lots
Roof
1.08
0.15
Multi- family
Open /Landscaped
2.24
0.44
Townhomes
TRANSPORTATION
High Density (interstate, main)
3.67
0.43
Custom Lot Size
Low Density (secondary, feeder)
1.4
0.52
PART B
Roadway
Rural
1.14
0.47
12,900
1.0
1.44
Parking lot
Sidewalk
1.4
1.16
32,000
Sidewalk /Patio
PERVIOUS
Lawn
Managed pervious
3.06
0.59
3.06
416,523
1.47
Unmanaged (pasture)
3.61
1.56
244,917
Open water*
Forest
1.47
0.25
616,374
295,772
JURISDICTIONAL LANDS*
Natural wetland
Riparian buffer
Open water
LAND TAKEN UP BY BMPs
1.08
0.15
*Jurisdictional land uses are not included in nutrient /flow calculations.
Total Development Area (ft 2):
874,191
Development Name:
Howard /Eemerson Tract - Commercial
Model Prepared By:
JCD
COLUMN 2 -- RESIDENTIAL LAND USES
Custom Age TN EMC TP EMC Pre- Post -
Lot Size Development Development
(ac) (yrs) (mg /L) (mg /L) (ftz) (ftz)
PART A
%-ac lots
-ac lots
Y. -ac lots
1 -ac lots
2-ac lots
Multi- family
Townhomes
Custom Lot Size
PART B
Roadway
1.4
0.52
0.39
0.39
0.15
1.16
0.44
0.59
0.25
--
0.15
Driveway
1.0
1.44
Parking lot
1.44
Roof
1.08
Sidewalk /Patio
1.4
Lawn
2.24
Managed pervious
3.06
Forest
1.47
Natural wetland*
Riparian buffer*
Open water*
LAND TAKEN UP BY BMPs
--
1.0.0 8
LAND USE AREA CHECK
Total Development Area Entered (ft'): 874,191
Total Pre - Development Calculated Area (ft): 874,191
Total Post - Development Calculated Area (ftz): 874,191

Type of BMP:
If BMP is undersized, indicate the BMP's size
relative to the design size required to capture
the designated water quality depth (i.e. 0.75
= BMP is 75% of required design size):
*For water harvesting BMP, enter percent
volume reduction in decimal form.
Catchment 1:
Catchment 2:
Catchment 3:
Catchment 4:
Catchment 5:
Catchment 6:
Drainage Area Land Use
MMERCIAL
Parking lot
Roof
Open /Landscaped
)USTRIAL
Parking lot
Roof
Open /Landscaped
ANSPORTATION
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
SC. PERVIOUS
2 -ac lots (New)
2 -ac lots (Built after 1995)
2 -ac lots (Built before 1995)
1 -ac lots (New)
1 -ac lots (Built after 1995)
1 -ac lots (Built before 1995)
-ac lots (New)
% -ac lots (Built after 1995)
% -ac lots (Built before 1995)
Y -ac lots (New)
Y -ac lots (Built after 1995)
X -ac lots (Built before 1995)
% -ac lots (New)
A -ac lots (Built after 1995)
%-ac lots (Built before 1995)
Townhomes (New)
Townhomes (Built after 1995)
Townhomes (Built before 1995)
Multi- family (New)
Multi- family (Built after 1995)
Multi- family (Built before 1995)
Custom Lot Size (New)
Custom Lot Size (Built after 1995)
Custom Lot Size (Built before 1995)
Sidewalk
Lawn
Managed pervious
Forest
NO TAKEN UP BY BMP
TOTAL AREA TREATED BY BMP (ftz):
TOTAL AREA TREATED BY SERIES (ft):
.......................""
BMP #1
Wet Detention
Pond
CATCHMENT 1 -----------------------------
BMP #2 BMP #3
no
no
no
no
no
no
no
no
no
no
no
no
no no no
Area treated Area treated
Area Treated by BMP #3 that is not
by BMP by BMP #2 that is not treated by BMPs #1
treated by BMP #1
(ft z) or #2
1ft' 1 (ft)
106,300
16,042
16,042
325,907
158,617
622,908 0 0
622,908

3. Development Summary
Development: Howard /Eemerson Tract - Commercial
Prepared By: JCD
Date: October 2, 2014
WATERSHED SUMMARY Ver2.0
REGION:
Piedmont
TOTAL DEVELOPMENT AREA (ft ):
874,191
Percent Impervious ( %)
17%
17%
0%
Pre - Development Conditions
Post - Development Conditions
Post - Development w/ BMPS
Percent Impervious
1,5%
18.5%
1815%
( %)
Total Nitrogen Loading (lb /ac /yr)
189%
98%
Annual Runoff Volume
Total Phosphorus EMC (mg/L)
-18%
-59%
(c.f.)
209,338
716,782
657,865
Total Nitrogen EMC
0.26
1.08
0.15
(mg/L)
1.87
1.58
1.18
Total Nitrogen Loading
1.20
0.15
Permeable
(lb /ac/yr)
1.22
3.52
2.41
0%
1.44
0.39
Total Phosphorus EMC
(mg /L)
0.59
0.48
0.24
user defined
1.08
0.15
Total Phosphorus Loading
(lb /ac /yr)
0.38
0.83
0.49
Percent Difference Between:
Negative percent difference values indicate a decrease in runoff volume, pollutant concentration or pollutant loading. Positive values indicate an increase.
BMP SUMMARY Ver2.0
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
Pre -Dev. &
Post -Dev. without BMPs
Pre - Development &
Post - Development with BMPs
Post -Dev without BMPs &
Post -Dev with BMPs
Percent Impervious ( %)
17%
17%
0%
Annual Runoff Volume (c.f.)
242%
214%
-8%
Total Nitrogen EMC (mg/L)
-16%
-37%
-25%
Total Nitrogen Loading (lb /ac /yr)
189%
98%
-32%
Total Phosphorus EMC (mg/L)
-18%
-59%
-50%
Total Phosphorus Loading (lb /ac /yr)
1 117%
1 29%
1 -41%
Negative percent difference values indicate a decrease in runoff volume, pollutant concentration or pollutant loading. Positive values indicate an increase.
BMP SUMMARY Ver2.0
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
`if treating commercial parking lot, TP effluent concentration = 0.16 mg/L
Return to Instructions
[ Return to Watershed Characteristics I
Return to BMP Characteristics
l Print Summary I
CATCHMENT 1
Volume Reduction TN Effluent Concen.
TP Effluent Concen.
CATCHMENT 4
(%) (mg/L)
(mg/L)
Bioretention with
BMP1
BMP2
BMP3
MIS
50%
0.95
0.12
Bioretention without
BMP3
BMP1
BMP2
MIS
35%
1.00
0.12
Dry Detention Pond
0%
1.20
0.20
Grassed Swale 0%
1.21
0.26
1.08
0.15
Green Roof 50%
Level Spdr, Filter
40%
Strip
1.20
0.15
Permeable
Pavement*
0%
1.44
0.39
Sand Filter
5%
0.92
0.14
Water Harvesting
user defined
1.08
0.15
Wet Detention Pond
10%
1.01
0.11
Wetland
20%
1.08
0.12
`if treating commercial parking lot, TP effluent concentration = 0.16 mg/L
Return to Instructions
[ Return to Watershed Characteristics I
Return to BMP Characteristics
l Print Summary I
CATCHMENT 1
CATCHMENT 2
CATCHMENT 3
CATCHMENT 4
CATCHMENTS
CATCHMENT 6
BMP1 BMP2 BMP3
BMP1
BMP2
BMP3
BMP1
BMP2
BMP3
BMP1
BMP2
BMP3
BMP1
BMP2
BMP3
BMP1
BMP2
BMP3
39%
-
--
--
-
--
Catchment Outflow Phosphorus EMC
(mg/L)
0.134
Wet Detention
Pond
Catchment Outflow
Total Phosphorus (lb /ac /yr)
0.311
-
-
--
Total Area Treated
-
Percent Reduction in Phosphorus Load ( %)
61%
-
--
--
-
--
Total Inflow Volume
589,161
-
-
--
-
--
--
-
-
-
--
-
--
-
-
-
-
-
(c.f.)
Percent Volume Reduced
10%
Inflow Nitrogen EMC
(mg/L)
1.57
Total Inflow Nitrogen
(lb /ac /yr)
4.04
-
-
--
-
--
Inflow Phosphorus EMC
(mg/L)
0.306
--
-
Total Inflow Phosphorus
(lb /ac /yr)
0.79
BMP Outflow
Nitrogen (Ibs /ac /yr)
2.48
-
-
--
-
-
-
--
-
-
--
-
--
-
-
-
-
-
BMP Outflow
Phosphorus (Ibs /ac /yr)
0.31
-
-
--
-
-
-
-
-
-
--
-
--
-
-
-
--
-
Catchment Outflow Nitrogen EMC (mg/L)
1.07
-
-
--
-
-
Catchment Outflow
2.48
-
-
-
-
Total Nitrogen (lb /ac /yr)
Percent Reduction in Nitrogen Load ( %)
39%
-
--
--
-
--
Catchment Outflow Phosphorus EMC
(mg/L)
0.134
_
Catchment Outflow
Total Phosphorus (lb /ac /yr)
0.311
-
-
--
-
-
Percent Reduction in Phosphorus Load ( %)
61%
-
--
--
-
--

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - COMMERCIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
PONDPACK ROUTING
CALCULATIONS
NWCC - Commercial W &R Project 02130427
Stormwater Management Plan Revised October 2014

pre
R
Q
Q
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O
to bmp
Q
Q
x
N
O
A w
bmp
PRE
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76
bypass
Q
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o

Job File: K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC- COMM.PPW
Rain Dir: K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial\
JOB TITLE
Project Date: 7/9/2014
Project Engineer: jdiaz
Project Title: 2130427
Project Comments:
Revised 10/1/14
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Table of Contents
Table of Contents
i
* * * * * * * * * * * * * * * * * * * * ** MASTER SUMMARY * * * * * * * * * * * * * * * * * * * * **
Watershed....... Master Network Summary ............. 1.01
* * * * * * * * * * * * * * * * ** DESIGN STORMS SUMMARY * * * * * * * * * * * * * * * * * **
RDU 24 Hour Desi Design Storms ...................... 2.01
* * * * * * * * * * * * * * * * * * * * ** TC CALCULATIONS * * * * * * * * * * * * * * * * * * * **
BYPASS.......... Tc Calcs ........................... 3.01
PRE ............. Tc Calcs ........................... 3.03
TO BMP.......... Tc Calcs ........................... 3.05
* * * * * * * * * * * * * * * * * * * * ** CN CALCULATIONS * * * * * * * * * * * * * * * * * * * **
BYPASS.......... Runoff CN -Area ..................... 4.01
PRE ............. Runoff CN -Area ..................... 4.02
TO BMP.......... Runoff CN -Area ..................... 4.03
* * * * * * * * * * * * * * * * * * * * * ** POND VOLUMES * * * * * * * * * * * * * * * * * * * * * **
BMP ............. Vol: Elev -Area ..................... 5.01
SIN:
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Table of Contents
Table of Contents (continued)
ii
* * * * * * * * * * * * * * * * * * ** OUTLET STRUCTURES * * * * * * * * * * * * * * * * * * * **
Outlet 1........ Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC- comm.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU 24 Hour Desi
Total
Depth
Return Event in
1
2.8300
2
3.4400
5
4.3000
10
4.9800
100
7.3700
Rainfall
Type
--------------- -
Time -Depth Curve
Time - Depth Curve
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
RNF ID
RDU NOAA lyr
RDU NOAA 2yr
RDU NOAA 5yr
RDU NOAA 10yr
RDU NOAA 100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node= Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN:
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10/1/2014
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft
Trun
hrs
cfs
ft
ac -ft
-----------
BMP
- - - - --
IN
- - --
POND
- - - - --
1
---- - - - - --
2.238
--
--- - - - - --
12.1000
-- - - - - --
48.71
-- - - - - --
------ - - - - --
BMP
IN
POND
2
2.971
12.1000
63.51
BMP
IN
POND
5
4.037
12.1000
78.65
BMP
IN
POND
10
4.898
12.1000
90.47
BMP
IN
POND
100
7.988
12.1000
118.20
BMP
OUT
POND
1
2.216
R
12.3000
13.17
353.30
1.054
BMP
OUT
POND
2
2.948
R
12.2500
27.88
353.70
1.265
BMP
OUT
POND
5
4.012
R
12.2000
50.28
354.03
1.443
BMP
OUT
POND
10
4.872
R
12.1500
64.39
354.20
1.538
BMP
OUT
POND
100
7.961
R
12.1500
90.54
354.51
1.715
BYPASS
AREA
1
.512
12.1000
10.98
BYPASS
AREA
2
.731
12.1000
15.79
BYPASS
AREA
5
1.063
12.1000
21.27
BYPASS
AREA
10
1.339
12.1000
25.62
BYPASS
AREA
100
2.368
12.1000
36.67
SIN:
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10/1/2014

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC- comm.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN:
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10/1/2014
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
----------- - -
Type
- - -- - - --
Event
- - - - --
ac -ft
---- - - - - --
Trun
--
hrs
--- - - - - --
cfs ft ac -ft
-- - - - - -- -- - - - - -- ------ - - - - --
*POST
JCT
1
2.728
R
12.2000
17.45
*POST
JCT
2
3.678
R
12.2000
36.24
*POST
JCT
5
5.075
R
12.1500
64.62
*POST
JCT
10
6.211
R
12.1500
84.33
*POST
JCT
100
10.328
R
12.1500
119.24
PRE
AREA
1
1.688
12.1000
35.91
PRE
AREA
2
2.428
12.1000
52.36
PRE
AREA
5
3.561
12.1000
71.30
PRE
AREA
10
4.507
12.1000
86.36
PRE
AREA
100
8.048
12.1000
125.04
*PRE
JCT
1
1.688
12.1000
35.91
*PRE
JCT
2
2.428
12.1000
52.36
*PRE
JCT
5
3.561
12.1000
71.30
*PRE
JCT
10
4.507
12.1000
86.36
*PRE
JCT
100
8.048
12.1000
125.04
TO BMP
AREA
1
2.238
12.1000
48.71
TO BMP
AREA
2
2.971
12.1000
63.51
TO BMP
AREA
5
4.037
12.1000
78.65
TO BMP
AREA
10
4.898
12.1000
90.47
TO BMP
AREA
100
7.988
12.1000
118.20
SIN:
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4:59 PM
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10/1/2014

Type.... Design Storms
Name.... RDU 24 Hour Desi
Page 2.01
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
Title... Project Date: 7/9/2014
Project Engineer: jdiaz
Project Title: 2130427
Project Comments:
Revised 10/1/14
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU 24 Hour Desi
Storm Tag Name = 1
---------------------------------------------------------------- - - - - --
Data Type, File, ID = Time -Depth Curve RDU NOAA 1yr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8300 in
Duration Multiplier = 1
Resulting Duration = 23.9999 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9999 hrs
Storm Tag Name = 2
Data Type, File, ID = Time -Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 5
Data Type, File, ID = Time -Depth Curve RDU NOAA 5yr
Storm Frequency = 5 yr
Total Rainfall Depth= 4.3000 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time -Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time -Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Tc Calcs
Name.... BYPASS
Page 3.01
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 841.00 ft
Slope .042000 ft /ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 2.97 ft /sec
Segment #1 Time: .0787 hrs
------------------------------------------------------------------ - - - - --
------------------ - - - - --
Total Tc: .0787 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Tc Calcs
Name.... BYPASS
Page 3.02
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
Kirpich (TN)
Tc = 0.00013 * (Lf* *0.77) * (Sf * *- 0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft /ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Tc Calcs
Name.... PRE
Page 3.03
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 841.00 ft
Slope .042000 ft /ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 2.97 ft /sec
Segment #1 Time: .0787 hrs
------------------------------------------------------------------ - - - - --
------------------ - - - - --
Total Tc: .0787 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Tc Calcs
Name.... PRE
Page 3.04
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
Kirpich (TN)
Tc = 0.00013 * (Lf* *0.77) * (Sf * *- 0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft /ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Tc Calcs
Name.... TO BMP
Page 3.05
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .0833 hrs
Calculated Tc < Min.TC:
Use Minimum Tc...
Use Tc = .0833 hrs
------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Tc Calcs
Name.... TO BMP
Page 3.06
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Runoff CN -Area
Name.... BYPASS
Page 4.01
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - - --
open
- - --
80
--- - - - - --
2.710
- - - -- - - - --
- - - - --
80.00
woods
77
2.820
77.00
Impervious Areas
98
.240
98.00
COMPOSITE AREA & WEIGHTED CN - - ->
............................................
............................................
5.770
...............................
...............................
79.28 (79)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Runoff CN -Area
Name.... PRE
Page 4.02
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C %UC CN
open 80 5.920 5.00 80.45
woods 77 14.150 77.00
COMPOSITE AREA & WEIGHTED CN - - -> 20.070 78.02 (78)
............................................ ...............................
............................................ ...............................
SIN: Bentley Systems, Inc.
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Type.... Runoff CN -Area
Name.... TO BMP
Page 4.03
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - -
impervious
-- - - --
98
--- - - - - --
3.440
- - - -- - - - --
- - - - --
98.00
open
80
8.360
80.00
Future
98
2.500
98.00
Off -Site
80
1.800
60.00
90.80
COMPOSITE AREA & WEIGHTED CN -
- ->
16.100
87.85 (88)
SIN: Bentley Systems, Inc.
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Type.... Vol: Elev -Area
Name.... BMP
Page 5.01
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
351.00 - - - --
16428
0
.000
.000
352.00 - - - --
20161
54788
.419
.419
353.00 - - - --
21974
63183
.483
.903
354.00 - - - --
23843
68706
.526
1.429
355.00 - - - --
25769
74399
.569
1.998
356.00 - - - --
27751
80262
.614
2.612
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 351.00 ft
Increment = .20 ft
Max. Elev.= 356.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
352.500
356.000
Inlet Box
RO
- - -> CO
353.500
356.000
Orifice - Circular
00
- - -> CO
351.000
356.000
Culvert - Circular
CO
- - -> TW
344.000
356.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
352.50 ft
6.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 353.50 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 14.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice- Circular
------------------------------------
# of Openings = 1
Invert Elev. = 351.00 ft
Diameter = .2083 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 344.00
ft
Dnstream Invert
= 342.15
ft
Horiz. Length
= 187.00
ft
Barrel Length
= 187.01
ft
Barrel Slope
= .00989
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation
form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio (HW /D) =
1.155
T2 ratio (HW /D) =
1.302
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 347.47 ft - - -> Flow = 42.85 cfs
At T2 Elev = 347.91 ft - - -> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.04
File.... K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Commercial \NWCC - comm.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
351.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
351.20
.05
Free
Outfall
OO,CO (no Q:
WO,RO)
351.40
.09
Free
Outfall
OO,CO (no Q:
WO,RO)
351.60
.11
Free
Outfall
OO,CO (no Q:
WO,RO)
351.80
.14
Free
Outfall
OO,CO (no Q:
WO,RO)
352.00
.15
Free
Outfall
OO,CO (no Q:
WO,RO)
352.20
.17
Free
Outfall
OO,CO (no Q:
WO,RO)
352.40
.19
Free
Outfall
OO,CO (no Q:
WO,RO)
352.50
.19
Free
Outfall
OO,CO (no Q:
WO,RO)
352.60
.79
Free
Outfall
WO,OO,CO (no
Q: RO)
352.80
3.24
Free
Outfall
WO,OO,CO (no
Q: RO)
353.00
6.70
Free
Outfall
WO,OO,CO (no
Q: RO)
353.20
10.88
Free
Outfall
WO,OO,CO (no
Q: RO)
353.40
15.65
Free
Outfall
WO,OO,CO (no
Q: RO)
353.50
18.23
Free
Outfall
WO,OO,CO (no
Q: RO)
353.60
22.32
Free
Outfall
WO,RO,OO,CO
353.80
33.78
Free
Outfall
WO,RO,OO,CO
354.00
48.08
Free
Outfall
WO,RO,OO,CO
354.20
64.56
Free
Outfall
WO,RO,OO,CO
354.40
82.95
Free
Outfall
WO,RO,OO,CO
354.60
96.48
Free
Outfall
WO,RO,OO,CO
354.80
101.89
Free
Outfall
WO,RO,OO,CO
355.00
104.87
Free
Outfall
WO,RO,OO,CO
355.20
106.56
Free
Outfall
WO,RO,OO,CO
355.40
107.61
Free
Outfall
WO,RO,OO,CO
355.60
108.65
Free
Outfall
RO,CO (no Q:
WO,O0)
355.80
109.69
Free
Outfall
RO,CO (no Q:
WO,O0)
356.00
110.71
Free
Outfall
RO,CO (no Q:
WO,O0)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Appendix A
Index of Starting Page Numbers for ID Names
- - - -- B -----
BMP... 5.01
BYPASS... 3.01, 4.01
- - - -- 0 - - - --
Outlet 1... 6.01, 6.04
- - - -- P -----
PRE ... 3.03, 4.02
- - - -- R - - - --
RDU 24 Hour Desi... 2.01
- - - -- T - - - --
TO BMP... 3.05, 4.03
- - - -- W -----
Watershed ... 1.01
A -1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:59 PM 10/1/2014

Survey linear wetland (not flagged)
22 tt 16 , l
Project No.
12088.WI
Project Mgr.:
515
Scale:
I" =300'
5/14/13
Legend
Pond
Site should be reviewed by USACE and Town of Cary Jurisdictional Wetland
S03 Start CH
.X..
_ W G;7 Possbily isolated
15 tt 08 (may be isolated)
01 -07 tt PL
Wetland may be isolated
Figure 3- Wetland
Sketch Map
NW Comm Church
Wake County, NC
Wake County G15
Weak Soils
Marginal Wetland
Evaluation Area
o Unimportant Intermittent
® Jurisdictional Linear Wetland
S02 Start linear wetland
23 -25 tt CH (may be off property)
May be isolated pond in high ground
36
26 &59tt PL
Detailed Delineation of Waters of the US
Suitable for Preliminary Planning ONy
S &EC rcawes the right b, modify this map based on more ➢eltlwork,
and any d➢rer additional informa[wn. Apprordmatione were mapped using
topographic maps, air photos and ground IruNing. h the site is goivg
m be disturbed, S &EC's deta➢e➢ delineation should be approved and
P,rmitted by the U.S. Army Corps of Engineers as regviretl. U [he user of
Chia work desires an accurate map of the regulated featwea flagged by
S &EC, they should retain a rvC Registered Profeeaional Land Surveyor [a
' locate SffiEC's ➢agging.
------ .I_..1�110 11
I &: Etivironme°ntal Consultants,, F'1
11010 Raven Ridge Rd.- Raleigh, NC 2;'614
(919) 846 -5900 a (919) 8 46-946 7
Ofeb Page: ivww.:iandEC.corn

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SITE PLANS FOR U
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CADV KIC"IDT" CADC"11 IKIA
INDEX OF SHEETS
SHEET # TITLE SHEET # TITLE
FIRST SUBMITTAL: JULY 9, 2014 C0.0 COVER SHEET SD -302 CHAPEL COMPOSITION OVERLAY
0.2 EXISTING CONDITIONS SD -303 CHAPEL SCALE OVERLAY
SECONDSUBMITTAL: OCT 2 2014 0.1 EXISTING CONDITIONS SD -304 CHAPEL PROPORTION OVERLAY
/ C2.0 SITE PLAN SD -305 CHAPEL RHYTHM OVERLAY
VICINITY MAP �r � � C2.1 DETAILED SITE PLAN SD -306 CHAPEL TRANSPARENCY OVERLAY
r ` I� / C3.0 UTILITY PLAN SD -307 CHAPEL ARTICULATION OVERLAY
C3.1 DETAILED UTILITY PLAN SD -308 CHAPEL EXPRESSION OVERLAY
C4.0 GRADING PLAN SD -309 CHAPEL COLOR OVERLAY
C4.1 DRAINAGE PLAN
C5.0 PRE DEVELOPMENT EROSION CONTROL PLAN
OJ C5.1 POST DEVELOPMENT EROSION CONTROL PLAN
�!� C6.0 R001 PLAN AND PROFILE
� \ ��� 'T I C6.1 R001 PLAN AND PROFILE
���� C7.0 STORMWATER MANAGEMENT PLAN
Y - - - - -- MORRISVILLE PKy C8.0 STORM AND EROSION CONTROL DETAILS
MORRISVILLE P Y �� ` C8.1 UTILITIES DETAILS
1 1
C8.2 UTILITIES AND SITE DETAILS
I I SITt I 0 1 C8.3 SITE DETAILS
1-1.0 OVERALL LANDSCAPE PLAN
C �
1 I L1.1 LANDSCAPE NOTES AND DETAILS
L2.0 LIGHTING PLAN
JIW 0
M
I n I N , ` I - SD -101 WORSHIP BUILDING FLOOR PLAN
I I I I 0 SD -200 WORSHIP BUILDING ELEVATION
ti O y
CHURCH I I / / SD -201 WORSHIP BUILDING MATERIAL OVERLAY
ri
z SD -202 WORSHIP BUILDING COMPOSITION OVERLAY
tiG I SITE I /
� C: SD -203 WORSHIP BUILDING SCALE OVERLAY
X �I I V SD -204 WORSHIP BUILDING PROPORTION OVERLAY
/ SD -205 WORSHIP BUILDING RHYTHM OVERLAY
SD -206 WORSHIP BUILDING TRANSPARENCY OVERLAY
S n t S SD -207 WORSHIP BUILDING ARTICULATION OVERLAY
C� /
I I� SD -208 WORSHIP BUILDING EXPRESSION OVERLAY
SD -209 WORSHIP BUILDING COLOR OVERLAY
SD -301 CHAPEL MATERIAL OVERLAY
ROAD CLASSIFICATION:
SD -302 CHAPEL COMPOSITION OVERLAY
POSTED SPEED DESIGN SPEED LENGTHS: I '
ROADWAY CLASSIFICATION I I _ NOTES:
(MPH) (MPH) (LF) I - 1. UNLESS EXPLICITLY SPECIFIED IN THE NOTES ON THIS SITE PLAN, THE DEVELOPMENT OF THIS PROJECT,
R001 MAJOR LOCAL (PRIVATE) 25 25 1616 _ _ INCLUDING ANY SUBSEQUENT SITE PLANS, SHALL COMPLY WITH THE CARY LAND DEVELOPMENT
ORDINANCE (LDO) AND ALL OTHER APPLICABLE REGULATIONS AND GUIDELINES. IN THE EVENT OF A
DISCREPANCY BETWEEN THIS APPROVED SITE PLAN AND THE APPLICABLE REGULATIONS OR GUIDELINES,
AND ABSENT PLAN OR OTHER RELATED APPROVAL, THE APPLICABLE REGULATION OR GUIDELINE SHALL
I r I I l I APPLY.
PROJECT SPECIAL CONDITIONS I I- :�:�" � I 2. NO CHANGES TO ANY ASPECT OF THIS SITE PLAN, INCLUDING BUT NOT LIMITED TO, LANDSCAPING,
�/ I I GRADING, ARCHITECTURAL DESIGN (ESPECIALLY COLORS), LIGHTING, OR UTILITIES SHALL BE MADE
1. THIS PROJECT HAS THE FOLLOWING REZONING CONDITIONS PER CASE 13- REZ -29: I I `..:._ -' J
i I I I WITHOUT THE APPROVAL OF THE DEVELOPMENT REVIEW COMMITTEE OF THE TOWN OF CARY.
3. THE ESTABLISHMENT OF PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR
1.1. USES SHALL BE LIMITED TO RESIDENTIAL AND /OR RELIGIOUS ASSEMBLY USES. I I f )� •� 90 CALENDAR DAYS, WHICH EVER IS FIRST.
1.2. RESIDENTIAL USE SHALL BE LIMITED TO A MAXIMUM OF 48 DETACHED DWELLINGS. I I I W E 4. THE REQUEST FOR DEVELOPER AGREEMENT WILL BE SUBMITTED PRIOR TO BIDDING THE PROJECT OR
1.3. RELIGIOUS ASSEMBLY USE SHALL NOT EXCEED 20,000 SF. I I THE DEVELOPER FORFEITS THEIR REQUEST FOR A DEVELOPER AGREEMENT.
1.4. ANY RELIGIOUS ASSEMBLY ACCESSORY DAY CARE OR SCHOOL USE SHALL BE LIMITED TO NO I 5. THE DEVELOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COSTS ASSOCIATED WITH STREET LIGHTING
S
MORE THAN 38 CHILDREN OR STUDENTS. I , �� ALONG PROPOSED STREETS ADJACENT STREETS AND THOROUGHFARES AS REQUIRED PER TOWN OF
2. ROAD IMPROVEMENT NOTES CARY STATEMENT No.13. THE DEVELOPER SHALL CONTACT PROGRESS ENERGY AFTER PLAN APPROVAL
ROAD IMPROVEMENTS TO WHITE OAK CHURCH RD AND MORRISVILLE PKY. ARE SHOWN ON THE AND PRIOR TO CONSTRUCTION IN ORDER TO DEVELOP A STREET LIGHTING PLAN FOR THE
ESTATES AT PATES POND (F.K.A. HOWARD /EMERSON SUBDIVISION) PROJECT (14 -SB -014) AND THE SITE SUBDIVISION PLANS. D E V E L O P E WOWNER
FRONTAGE OF THE NORTHWEST COMMUNITY CHURCH SITE. THE IMPROVEMENTS ALONG THE 6. THIS DESIGN MEETS ALL CURRENT TOWN OF CARY STANDARD SPECIFICATIONS AND DETAILS EXCEPT
FRONTAGE OF THE RESIDENTIAL AND NORTHWEST COMMUNITY CHURCH SITE (NWCC) WILL BE WHERE SPECIFICALLY NOTED BELOW:
COMPLETED BY EACH RESPECTIVE PROJECT USING THE 14 -SB -014 PLAN SET. THE FIRST • NONE
CERTIFICATE OF OCCUPANCY FOR THE SINGLE FAMILY RESIDENTIAL WILL NOT BE ISSUED UNTIL THE 9. THE GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED NOTIFICATION
ROAD IMPROVEMENTS ALONG THE FRONTAGES OF THE ESTATE AT YATES POND (F.K.A NORTHWEST COMMUNITY CHURCH FROM THE ECOSYSTEM ENHANCEMENT PROGRAM OR AN APPROVED NUTRIENT OFFSET BANK THAT A
HOWARD /EMERSON SUBDIVISION) ARE COMPLETED AND THE CERTIFICATE OF OCCUPANCY WILL NOT
BE ISSUED FOR THE CHURCH UNTIL ROAD IMPROVEMENTS ALONG THE CHURCH FRONTAGES IS RECIPT HAS BEEN ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN
COMPLETED. IF THE NWCC SITE DOES NOT GO TO CONSTRUCTION CONCURRENTLY, THEN A BUY DOWN HAS BEEN COMPLETED. IF REQUIRED.
PHASING PLAN FOR THAT PORTION OF THE ROAD IMPROVEMENTS WILL BE SUBMITTED TO THE TOWN 10109 MORRISVILLE PKWY 10. SIGN PERMITTING IS A SEPARATE APPROVAL PROCESS AND HAS NOT BEEN REVIEWED OR APPROVED
OF CARY AND NCDOT FOR APPROVAL. APEX NC 27523 WITH THIS SITE PLAN. A MASTER SIGN PLAN SHALL BE APPROVED BY THE PLANNING DEPARTMENT
3. SEWER SYSTEM PRIOR TO ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY (CO) WITHIN THE DEVELOPMENT.
3.1. THIS PROJECT DEPENDS ON MULTIPLE DOWNSTREAM SEWER FACILITIES BEING APPROVED, ATTN: MR. JOEL CARPENTER 11. DEVELOPER IS RESPONSIBLE FOR FOR COORDINATING ATT CONNECTION APPROVAL WITH ALL
CONSTRUCTED AND ACCEPTED BY THE TOWN OF CARY. UPON COMPLETION OF THE PROJECTS APPROPRIATE JURISDICTIONS, COUNTY, NCDOT, ETC.
LIST BELOW, THE TOWN OF CARY WILL ACCEPT THE SEWER SHOWN IN THIS SITE PLAN FOR 12. THE FOLLOWING MINOR MODIFICATIONS TO THE TOWN'S DEVELOPMENT STANDARDS HAVE BEEN APPROVED
ACTIVE FLOW. IN ACCORDANCE WITH SECTION 3.19 AND OTHER APPLICABLE SECTIONS OF THE LDO:
3.1.1. CONSTRUCTION OF GRAVITY SEWER OUTFALL AND THE PINE RAIL LN PUMP STATION WITH
FORCEMAIN DISCHARGING TO TOWN OF CARY GRAVITY SEWER SYSTEM. OR NONE
3.1.2. CONSTRUCTION OF TWO TEMPORARY PUMP STATIONS ON SITE WITH FORCEMAIN(S) SEE
SEPARATE SITE PLAN # (14- SP -XXX) DISCHARGING TO THE TOWN OF CARY GRAVITY
SEWER SYSTEM AT THE WHITE OAK CHURCH SEWER OUTFALL (TOC PROJ # 14 -SP -051). PREPARED BY:
3.1.3. CONSTRUCTION OF WHITE OAK CHURCH SEWER OUTFALL AND CONNECTION TO THE EXISTING
GREEN LEVEL INTERCEPTOR (TOC PROJ. #14 -SP -051).
4. CHAMPION TREE
4.1. IF ANY OF THE CHAMPION TREES RETAINED IN THIS PLAN DIE WITHIN ONE YEAR OF THE Q
COMPLETION OF DEVELOPMENT ACTIVITY ON THE PROPERTY, THE OWNER SHALL BE REQUIRED Town of Cary
TO REPLACE THAT TREE IN ACCORDANCE WITH SECTION 7.2.5 (D) OF THE LAND DEVELOPMENT WITHERS RAVENEL Engineering Department KNOW WHAT'S BELOW.
ORDINANCE. ``°° CALL BEFORE YOU DIG.
4.2. PER SECTION 7.2.5(D) OF THE LDO, TREES IDENTIFIED AS REPLACEMENTS FOR CHAMPION Approved Utility Extensions ��> �N Rp ,
PERIOD rOFBAT�EgO�ED FROM THREPLACEMENT BE REESI THAT THROUGH AN
SURVIVEESTABLISHMENT ENGINEERS I PLANNERS I SURVEYORS Water Permit # ° �pFESSQ ;
ESTABLISHMENT PERIOD SHALL BE REPLACED BY THE DEVELOPER. �p Cary Project Number 14 -SP -049
115 MacKenan Drive Cary, North Carolina 27511 tel: 919 - 469 -3340 www.withersravenel.com License No. C -0832 Sewer Permit # P �I I \Y Cary HTE Number 15 -0029
Revision Date B E L
By' NOT APER VE02WO6CO SfRUCTION Approved by the Town of Cary
Development Review Committee
FNGINEE� °
'' ° ° °1!.-81A RD A Po% Planner Dote

0
0
V1
D
0
U
U
3
m
W
J
�I
o
0
I, THOMAS M. GRZEBIEN, CERTIFY THAT THIS PLAT WAS DRAWN UNDER MY SUPERVISION FROM AN ACTUAL
SURVEY MADE UNDER MY SUPERVISION (DEED DESCRIPTIONS RECORDED IN BOOK /PAGE AS SHOWN UNDER \ -\ \ RBFC 3/4" IPF
"SOURCE OF TITLE "); THAT THE BOUNDARIES NOT SURVEYED ARE CLEARLY INDICATED AS DRAWN FROM
INFORMATION SHOWN ON THE FACE OF THIS MAP; THAT THE RATIO OF PRECISION AS CALCULATED IS \ CMF
1:10,000 +; AND THAT THIS PLAT WAS PREPARED IN ACCORDANCE WITH G.S. 47 -30 AS AMENDED. WITNESS \ \FERRELL RD., S.R. 1 627 ■
MY ORIGINAL SIGNATURE, REGISTRATION NUMBER, AND SEAL THIS DAY OF A.D. 20 -. \ \ ( 1 10' PUBLIC RIM j U
PRELIMINARY MAP
THOMAS M. GRZEBIEN, P.L.S. # 4695 \ RBFC
FOR REVIEW PURPOSES ONLY �\ -P NORTHWEST COMMUNITY \\ NOWORFORMERLY
`y CHURCH OF CARY, INC
DB 15709, PG. 2202
PIN: 0724 -14 -8044
I, THOMAS M. GRZEBIEN, PROFESSIONAL LAND SURVEYOR # 4695, CERTIFY THAT: \ WAKE ZONING: R40W
THIS PLAT IS OF A SURVEY OF AN EXISTING PARCEL OR PARCELS OF LAND AND DOES NOT CREATE A \ . \ / (TRACT 'l PER HOWARD
x\ D
NEW STREET OR CHANGE AN EXISTING STREET. \ j / II BOUN ARY SURVEY BY WSP;
PRELIMINARY MAP SEE "MAP REFERENCES ")
\ �\
THOMAS M. GRZEBIEN, P.L.S. # 4695
FOR REVIEW PURPOSES ONLY
R DISC /
I, THOMAS M. GRZEBIEN, CERTIFY THAT THIS PROJECT WAS COMPLETED UNDER MY DIRECT AND RESPONSIBLE
CHARGE FROM ACTUAL GROUND AND AIRBORNE SURVEYS MADE UNDER MY SUPERVISION; THAT THE \ / RBFC
HORIZONTAL AND VERTICAL ACCURACIES MEET OR EXCEED THE NATIONAL MAP ACCURACY STANDARDS; THAT °
THE DATA WAS OBTAINED BETWEEN OCTOBER 16, 2013 AND FEBRUARY 3, 2014; THAT THE SURVEY WAS
COMPLETED ON FEBRUARY 5, 2014; AND THAT ALL
PRELIMINARY L A RE BASED ON NAVD88.
MAP
P
/ II UP \ f°
THOMAS M. GRZEBIEN, P.L.S. # 4695 DATE /
II /
FOR REVIEW PURPOSES ONLY
NOW OR FORMERLY / / SINK HOLE - /DID ° /
/ ' II / / N T HIT IPE F
NORTHWEST COMMUNITY CHURCH / / BOTTOM LEV: 73.4' F° CMF■
OF CARY, INC / /
rr DB 15709, PG. 2202 J II / Fo
PIN: 0724 -14 -8044 / / W / '
L - WAKE ZONING: R40W /II / � / PINE 1 +� -PINE
°� �a� - • - _ . _ _ -
(TRACT 'C' PER HOWARD BOUNDARY
�R /W rr UPrr - _ _ SURVEY BY WSP; SEE "MAP REFERENCES ") / / II / . / \ // ,� ••• '•
�aOUt- _a_ _ /' PINE 8
_ / S
� RBFC a� �a� i� //
lO /
4 Fpo CA - �-� � a RBFC � //� a UfZ II - � / \vJ� _ .• IN PINE 12
_ PI
.- � E
0 ��
_ - - -- - NE 14
- - - °/� PINE 13 -PINE 15
1/2" IPF CMF NOW OR FORMERLY
♦RBFC \ \ BETTY L. LANIER
11 /4" IPF and husband NOTE: SEE SHEET 0.2 FOR
1 VIRGIL W. LANIER
L6 IN6 72 34- 16
r� WAKE ZONING: R 40W THE GENERAL NOTES ,
C
LEGEND, AND TITLE, MAP,
/ NOW OR FORMERLY
KAYE MANGUM HOWARD EASEMENT AND ZONING
B C F° J DB 13188, PG. 1610
PIN: 0724 -34 -1025 7
�CME .•T F ° 11 11 n 3,959 S.F. ! WAR ACRES REFERENCES
(TRACT'S' PER HOWARD BOUNDARY
SURVEY BY WSP; SEE "MAP
\ \ : REFERENCES ") �-�
\ \
RBFC \ \
OF \ \
o
o C F5
\ ` \ 9/16" IPF
\ '\ ASPHALT 0.55' NE OF CP
\ P ATH
1 :\ \
E I E 1
� \+PI E 3 IN 1
i\ \
PINE 12 PINE 13'
PIN 1�
*PINE 15
13 NE 21 1 \ C 0 1
REIS (S R/W OF SR 1600 & W R/W OF ATT)
S15'5 '46 "E, 36.54 1 1
514'46' 2 "E, 169.71' CMFf 1111 111 \': ? 0
+OAK 21 1 1� 1
n 1 I -A 1
Fo (60. P 15 RCP- F- 41 SPINE 16 (P 11 11
SBT &T UTILITY POLE : UP -&PINE 12 E 1
" % - -- - - 18" RCP Fo-
•, ...375.58
• ' / F
RB
COMPUTED CORNER TO CMF3:-. N50'06'23 "W, 0.$8'
/ CMF3
iCOMPUTED CORNER -TO CMF4: N74'10'11 "W, 1.65'
/ 1.5 STORY
378. 5' a BRICK HOUSE
/ a PATIO
U
K
I / .: ELL Al ;SEPTIC
LO _
/ Up rr rr ;UP I n: SHELTER.........
/ r379.03' CO T'' -�� WELL PUMP
/ - v . ... - - --
- GRAVEL DRIVE I
/ 379.45'
of o
/_/ / M�
I l a n 379.20' W
C
L 30" f
1 ......
�UP � ..............
378.57`:
376.08'
CL
377.59'
a COMPUTEI
. �/ / /. •••�••• F21 L1 .COMPUTED CORNER TO�CMF2 (B N): N7T43'38 "W, 1.37
CMF1 /
COMPUTED CORNER TO C (CHIPPED): N84 37 23 W 1.11'
COMPUTED CORNER C t0 (CHIPPED): 584'22'20 "W, 1.08,-
601
0
rn
30' CP &L EASEMENT; �
-DB 1935, PG. 618 : N
{
/ / / /:• DB 2185, PG. 451
NO PER'DB 3315, G. 457, THE
RIGHT- F -WAY OF WHIT OAK CHURCH ROAD
/ :.z THROU H THE NWCC T CT WAS ESTABLISHED
USING 0TH 25' AND 0' RIGHT LEFT OFFSETS"
RIGHT/
LEFT % -/ ;OF TH CENTER OF AVEMENT AS LOCATED
I o
DURI G ',THE COURSE OF THI
S SURVEY._
C i 35" WHITE OAK 1 ° 18" i 473.76'
18° RCPT' ,374.78 ....
RIP ......
" •.
I `
� UNDERGROUND DROP
DIRECTION UNKNOWN
31 M
........
I \
m 30' C &L EASEMENT
/ 154DB 19 , PG. 618��
DB 2185, PG. 451
/ 0
/ a I
3 I �
LLJ
/ NO E: PER DB 3315, PG. 457,
T RIGHT -OF -WAY OF WHITE 11
F.
AK CHURCH ROAD THROUGH I
THE NWCC TRACT WAS : UP GRAVEL /ASPHALT DRIV E SES /W
r NORTH OF PROPERTY INE A D C SSE
E TABLISHED' USING BOTH 25' l PROPERTY LINE 58' E ST OF R /W)
A D 30' RIGHT /LEFT OFFSETS
0 THE CENTER OF PAVEMENT i RBFC _ - -_
S LOCATED DURING THE - 74.91'
URSE OF THIS SURVEY.' ����I_
I i L 1*
I L�
OB
I
II ^�� : I I I I \ \ •
APPEARS TO BE ABANDONED; 1 -PINE 11
NO SBT &T EASEMENTS FOUND ■CMF
(SEE GEN. NOTE E GUY ANCHOR ONLY (NO ES
-ro _ / - /CONNECTED TO POLE)
377.97 5 RC 377.72' -PINE 22'
NOTE: PER DB 2071 PG. 474 AND DB 22 0 PG. 469
UNDERGROUND DROP +OAK 27
DIRECTION UNKNOWN THE RIGHT -OF -WAY OF MORRISVILLE PAR AY THROUGH
UP RIG T/ EFTCOFFFSET OF A THE S CENTER IED PAVEMENT AS
SEMENT
DB 1935, PG. 618 -GUM 16
DB 216s, Pc. 451 l� +GUM 1 LOCATED DURING THE COURSE OF HIS SURVEY. \\
M
GUM 20+ +GUM 28 �-
-PINE 11 0 \, 1 I 1
j1
3;1 1
r 1 1
PINE 12 INE 14 I 1 1
1 1:
:1 1:•
OAK 1,++PIN 16 : 1 1 '•
it li
.1 I:
j1 1
1 II
I.
+PINE 14 1 I
- 1 1
1
1'
�-Gl 20
I
.:GUM 1 .INE 24
I
1:
1
1 I
A-}OAK 23
ULTIVATED FI �\
w/ S LE WIRE FENCE /'
'o FEIJCE POST (TYP \
i
,
f • �� POND 2 � � '•.,• � • /� �� � ..
i ' \(SEE GEN. NOTE #8)
WATER ELEVATION AS
\ OF 12/17/13: 367.2'
NORT EST COMMUNI
DB 15709 PG. 2202
022,PIN: 0724 -23 -0269
54 S.F. / 23.472 j
/ DILAPI TED B RBED
WIRE ENCE R MNANT
N88'S9 4 W
............. " � ..' 440.00'
4' WHITE O��AKK", 11 , „
.. r ,. UM)12<
\_\ \ 1 1 ':
� 1
+PINE 13 RBFC 11 11
\ - 12.15
PINE 10+ 1/2" IPF •:1� 11 �:
\ \ \\
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V -
GUM 13+
PINE 11+ m 11 •t
PINE 14
+ + 0 1 1 •, I
�•\ \ PINE 16 X m 95.92, 1 1 I
+PINE 10 Co I 1
:1 1
co
I
-PINE 0
PINE 16 RBFC
........_�� +PINE 19 1 1
EI li
INE 14
\ IE
\ PINE 13
.. - -- PINE 4�4*
it li
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it 1:
-PINE 15
+OUM 12
1 1:
\ PINE 12 1 ;
\ \ -GUM 11
INE 16 1
1:
POPLAR 20
I li
POPLAR 20 O I I I
;I li
I^ u 1 I
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UM 1\ I 1 1 i
INE I 1 1 1
INE 1 II 11 E
+OAK 12 I I I
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\ +OAK 19
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AK i + � 1/2" OF
I
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11
2Y 2
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i 11 �O NOW RFORMERLY - 11�
lq COP ERL AF CO,MMU,NITY 13 II E
SSOCIATION, INC. ? II E
(CO MON OPEN SPACE)
B 14128' PG ' 620
PIN: 0724 -33 -1006 II'
�Y 13 CA Y ZONING: PDDMajor E I(
' !I
R12+
kOAK 17
3UM 15
ii
1 I
N8951105 140.97' (77E)
I
4 OR TTW OU WAKE F AIRDB 9561 PIN072 I'�I
CARY ZONING: R/R
WIF
3) i
� �WF53 /
LINE TABLE
LINE
LENGTH
BEARING
L1
5.00
N89 °39'32 "W
L2
61.13
N49 °16'52 "E
L3
63.16
S83 °40'1 0 "E
L4
28.74
N52 *19'50 "E
L5
76.00
N52 *19'50 "E
L6
1.03
S88-26'1 8"E
L7
155.01
S11'18'24 "W
CURVE TABLE
CURVE
RADIUS
LENGTH
DELTA
BEARING
DISTANCE
C1
14843.13
230.41
0 °53'22"
NO2'40'36 "E
230.41
C2
4277.38
106.17
1'25'20"
S84 °22'48 "E
106.16
C3
947.44
620.54
37 °31'37"
N76 °08'42 "E
609.51
C4
2192.39
193.28
5 °03'04"
N54 °51'21 "E
193.22
C5
3769.72
457.09
1 6 °56'50"
N13 °07'04 "W
456.81
C6
13869.721
110.05
1 1 °37'46"
N16'20'47 "W
110.04
0i o
Z N
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¢
00
w o
m¢
� z
00
Cn c�
¢ U
M Z
GRAPHIC SCALE
60 0 30 60 120
( IN FEET )
1 inch = 60 ft.
14 -SP -049
HTE #: 15 -0029
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
PLANNER
Date
0
0owsp
,.,o,-
0,0
15401 Weston Parkway
Suite 100
Cary, NC 27513
919.678.0035
www.wspgroup.com /usa
PRELIMINARY NOT
RELEASED FOR
CONSTRUCTION
INC LICENSE # F -0891
z 01
U
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REVISIONS
1
2
3
PROJECT #:11370024.000 DATE: 5/20/14
DRAWN BY: JMS/TMG CHECKED BY: TMG
TITLE
EXISTING CONDITIONS
SHEET
0.1

NOW OR FORMERLY
SANDRA B. EMERSON
DB 7068, PG. 354
PIN: 0724 -24 -8313
WAKE ZONING: R -40W
1/2" IPF
IPF"\
X27 ■cMF
U
- ORMERLY \\
COMMUNITY��
F CARY, INC
PG. 2202
4 -14 -8044
IING: R -40W
o IER HOWARD
0 JRVEY WSP;
i EFERENC ES ")
V
N \\
O \\
x
U
I C
U '
C '
v
a ,
0
30' CP &L EASEMENT
DB 3221, PG. 166 /
q/
NOW OR FORMERLY
MASUD BEROZ
DB 14410, PG. 1277
PIN: 0724 -34 -4670 /
WAKE ZONING: R -40W U /�j�
/�\ \
7 u / wY Aklz
up ti
UP / 696h UP
OO \ NOW OR FORMERLY ■CMF•' +.
WILLIAM A. FERRELL ./ QF F G "IPF
G� O� DORIS
and WIFE
P. FERRELL / F° QP 369.76 -70 NOW OR FORMERLY
n 7 \ DB 1928, PG. 639 �� / y COPPERLEAF COMMUNITY
PIN: 0724 -34 -1418 / y1� � ASSOCIATION, INC.
O WAKE ZONING: R -40W - cj ,'.I, p (COMMON OPEN SPACE)
- / F° GQ �% DB 14128, PG. 620
-A \ / PIN: 0724 -34 -7254
0 370.61' ASPHALT
DRIVE "END" PAINTED CARY ZONING: PDDMajor
U IN YELLOW GAS
LINEPAI
/ 372.3 '
\ NOTE: NO EASEMENT FOUND i/ �g Q �o �`•. /I �-
372.3 ' Fo
CMF -w_30' CP &L EASEMENT
DB 3221, PG. 166
\ \ I CMF Zzz O�
\ \ /
" \ \ CMF
• NOW OR FORMERLY
/ RBFC \\ \\ ��' F° BETTY L. LANIER
\ 1 /4" IPF and husband
VIRGIL W. LANIER
L6 % -- DB 6445, PG. 277
PIN: 0724-34-3162
WAKE ZONING: NG: R -4 0W
I I RBFC� I '
M/
I;r' OF F,
N— //� ■0 001
U
3 ,. •' •�' PINE 1 + PINt1
J
�I
a
0
0
CMF■
+PINE 15
PINE 15+ +PINE 13
RBS (S R/W
T
CMF TO
+OAK 21
NOW OR FORMERLY
KAYE MANGUM HOWARD
F °�I DB 13188, PG. 1610
yI PIN: 0724 -34 -1025
3,959 S.F. / 0.091 ACRES
(TRACT 'E' PER HOWARD BOUNDARY
E� C \\ 1 \ '• SURVEY BY WSP; SEE "MAP
.,\ \ \ '• REFERENCES
FRBFC
\
\
CMFS i \ �\ �.
9/16" IPF
ASPHALT H
ALT 0.55' NE OF CP
\i 1 •1• PATH
:\ \
It \,
E 1
E 3 IN 1,\
'.1 v (�
PIN 12� : 1 \' \
i\ \
1 \'. --A
ENE 21 \\ \\ CEO 1
SR 1600 & W R/W OF ATT) \\ \\
0 CMF : S15'5 '46 "E, 36.54 1 \ O C)
1 \'�
CMFI5,• S14'46' 2 "E, 169.71' CMF
-OAK 21 1 \ 1
\ 1 a
Lit \\ 1\
1: 1 \ 1
1 1 1
-PINE 11 -04 1 \
� 1 I
1 1
PINE 12 PINE 14 1 1 1
it \:
OAK i1 + +PIN 16
1 1:
1 1�.
I. I
-PINE 14 1 I
1 �
- 1
1
1
1 1• I
1 1:
1 1'•
11 \II ?I I
\ OAK 23
GENERAL NOTES
1. THE FOLLOWING INFORMATION WAS USED TO OBTAIN NC GRID NAD83(2011) /NAVD88
STATE PLANE COORDINATES (SPC) FOR THIS PROJECT:
CLASS OF SURVEY: URBAN LAND SURVEYS (CLASS A)
POSITIONAL ACCURACY: 0.02'
GPS FIELD PROCEDURE: VRS
DATES OF SURVEY: 10/24/13 AND 10/28/13
DATUM /EPOCH: NAD83(2011), EPOCH 2010.00
PUBLISHED /FIXED CONTROL USED: VRS, NCRD
GEOID MODEL: NCGEOID12A
COMBINED GRID FACTOR: 0.99990426
UNITS: US SURVEY FEET
GRID /GROUND POINT: Y(N) 744,040.14 X(E) 2,022,781.40
2. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES IN U.S. SURVEY FEET UNLESS
OTHERWISE NOTED.
3. AREAS SHOWN HEREON WERE COMPUTED USING THE COORDINATE COMPUTATION
METHOD.
4. LINES NOT SURVEYED ARE SHOWN AS BROKEN LINES FROM INFORMATION REFERENCED
ON THE FACE OF THIS PLAT.
5.[DELETED]
6. PROPERTY SUBJECT TO ALL EASEMENTS AND RESTRICTIONS OF RECORD. THIS PLAT IS
A CORRECT REPRESENTATION OF THE LAND PLATTED AND HAS BEEN PREPARED IN
CONFORMITY WITH NORTH CAROLINA STANDARDS, G.S. 47 -30, AND REQUIREMENTS OF
LAW, BUT A NORTH CAROLINA LICENSED ATTORNEY -AT -LAW SHOULD BE CONSULTED
REGARDING CORRECT OWNERSHIP, WIDTH, AND LOCATION OF EASEMENTS AND OTHER
TITLE QUESTIONS REVEALED BY TITLE EXAMINATION.
7. SUBJECT PROPERTY IS NOT LOCATED WITHIN A FLOOD HAZARD AREA ACCORDING TO
FLOOD INSURANCE RATE MAP 3720072400J, PANEL 0724 DATED MAY 2, 2006.
8. BUFFERS, PONDS, AND WETLAND FEATURES SHOWN ON THE HOWARD PROPERTY WERE
DELINEATED BY S &EC ON 5/14/13, APPROVED BY WAKE COUNTY ON 7/16/13, AND
CONFIRMED BY THE USACE ON 10/1/13. WETLAND FEATURES SHOWN ON THE EMERSON
PROPERTY WERE DELINEATED BY S &EC ON 7/25/13, APPROVED BY WAKE COUNTY ON
8/20/13, AND APPROVED BY THE USACE ON 1011113. SEE THE S &EC AND WAKE
COUNTY REPORTS FOR MORE INFORMATION ON THE VARIOUS FEATURES.
9. LOCATION OF UTILITIES, WHETHER PUBLIC OR PRIVATE, IS BASED UPON FIELD AND
PHOTOGRAMMETRIC LOCATION OF VISIBLE APPURTENANCES IN CONJUNCTION WITH THE
LOCATION OF UNDERGROUND UTILITY MARKING PAINT BY 811 AND IS APPROXIMATE
ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY LOCATION PRIOR TO
COMMENCEMENT OF ANY CONSTRUCTION. WSP CANNOT ASSUME RESPONSIBILITY FOR
MISIDENTIFICATION OR OMISSION OF UNDERGROUND UTILITIES. DUE TO OSHA
REQUIREMENTS PERTAINING TO CONFINED SPACE ENTRY, PIPE SIZES, INVERT
ELEVATIONS, ETC., WILL ONLY BE PROVIDED IF FIELD PERSONNEL ARE ABLE TO OBTAIN
WITHOUT BREAKING THE PLANE OF THE TOP OF THE STRUCTURE.
10. A PORTION OF THE PLANIMETRIC AND TOPOGRAPHIC LOCATION ON THIS MAP IS BASED ON
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON DECEMBER 17, 2013. THE
IMAGERY CAPTURED IS SUITABLE TO CREATE 1"=50' SCALE MAPPING AND CONTOURS AT
AN INTERVAL OF 1'. THE MAPPING MEETS NATIONAL MAP ACCURACY STANDARDS FOR
1"=50' SCALE MAPPING. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE IMAGERY IS
WITHIN 0.85' OF ITS TRUE POSITION.
SOURCE OF TITLE
HOWARD:
DB 13188, PG. 1610
PIN: 0724 -23 -6305 (TRACTS A & B)
PIN: 0724 -34 -1025 (TRACT E)
EMERSON /WASHBURN:
DB 12448, PG. 2709
PIN: 0724 -22 -1707 (LOT 1)
PIN: 0724 -22 -4623 (LOT 2)
PIN: 0724 -22 -0573 (LOT 3)
PIN: 0724 -22 -0336 (LOT 6)
PIN: 0724 -22 -3238 (LOT 7)
PIN: 0724 -22 -2025 (LOT 7A)
MAP REFERENCES
BM 1971, PG. 112; BM 1978, PG. 467; BM 1979, PG. 676;
BM 1987, PG. 1607; BM 1995, PG. 270; BM 1996, PG. 986;
BM 1997, PG. 1003; BM 2002, PG. 1438; BM 2008, PG. 1689
MAP ENTITLED "BOUNDARY SURVEY, PROPERTY OF KAYE
MANGUM HOWARD, DB 13188, PG. 1610" BY WSP DATED
NOVEMBER 1, 2013, LAST REVISED AND SIGNED /SEALED BY
THOMAS M. GRZEBIEN, P.L.S. #4695 ON NOVEMBER 18, 2013
MAP ENTITLED "BOUNDARY SURVEY, PROPERTY OF SCOTT A.
WESTWOOD AND SANDRA B. EMERSON, WHITE OAK CHURCH
ROAD, APEX" BY WSP DATED DECEMBER 30, 2013 AND
SIGNED /SEALED BY THOMAS M. GRZEBIEN, P.L.S. #4695 ON
JANUARY 4, 2014
OTHER REFERENCES
AMERICAN TOBACCO TRAIL RIGHT -OF -WAY:
DB 1940, PG. 83
MORRISVILLE PARKWAY RIGHT -OF -WAY:
DB 2071, PG. 474; DB 2270, PG. 469
WHITE OAK CHURCH ROAD RIGHT -OF -WAY:
DB 3315, PG. 457 AND 458
TRACTS A /B /E AND LOTS 1/2/3/6/7/7A
WERE ANNEXED INTO THE TOWN OF CARY
PER ORDINANCE # 13 -A -24
EASEMENTS OF RECORD
HOWARD:
30' CP &L EASEMENTS (CENTERED ON APPURTENANCES):
DB 1935, PG. 618; DB 2185, PG. 451
UNITED STATES OF AMERICA PERPETUAL AND ASSIGNABLE
EASEMENT AND RIGHT -OF -WAY (SEE LEGEND):
DB 1940, PG. 83
EMERSON /WASHBURN:
30' CP &L EASEMENTS (CENTERED ON APPURTENANCES):
DB 1935, PG. 695; DB 1949, PG. 644; DB 3348, PG. 330
CP &L BLANKET EASEMENT:
DS 1937, PG. 15
ZONING
TOWN OF CARY CLASSIFICATION: R40CU (TRACTS A /B /E AND
LOTS 1/2/3/6/7/7A
PRELIMNARY MAP
FOR REVIEW PURPOSES ONLY
LEI
RBFC •
AST
1105
0
CO •
O
CMF ■
C
EOI
IPF •
IRF •
A
RRSF •
RBF •
RBFC •
-R/W-
- - - - - - - - - - - - - - - - - ---
0
mmmmmmmmmm
OAK 21+
ED
0
CA o
—UE— —UE— —UE
UFO
FO FO
GAS
UM o
UP •
WV 9
WF01 o
SEND
1/2" REBAR w/ CAP FOUND
ABOVE GROUND STORAGE TANK (OIL)
ADDRESS
BUSH /SHRUB
CLEANOUT
COMPUTED POINT
CONCRETE RIGHT -OF -WAY MONUMENT FOUND
GUY ANCHOR
END OF S.U.E. INFORMATION
EXISTING EASEMENT (AS LABELED)
IRON PIPE FOUND
IRON ROD FOUND
LIGHT POLE
MAIL BOX
PROPERTY LINE
PROPERTY LINE (NOT SURVEYED)
RAILROAD SPIKE FOUND
REBAR FOUND
REBAR w/ CAP FOUND
RIGHT -OF -WAY (NOT SURVEYED)
SATELLITE DISH
SIGN
STORM PIPE
STORM PIPE (APPROXIMATE DIRECTION)
TELEPHONE PEDESTAL
TOWN OF CARY ETJ
TREE (TYPE /DIAMETER)
TREE FROM ELLIS FORESTRY REPORT
TREE (CONIFEROUS)
TREE (DECIDUOUS)
TREE LINE
UNDERGROUND CABLE BOX
UNDERGROUND ELECTRIC
UNDERGROUND FIBER OPTIC BOX
UNDERGROUND FIBER OPTIC PAINT MARKS
UNDERGROUND GAS PAINT MARKS
UNDERGROUND UTILITY MARKER
UNITED STATES OF AMERICA PERPETUAL AND
ASSIGNABLE EASEMENT AND RIGHT -OF -WAY
UTILITY POLE
UTILITY LINE (OVERHEAD)
WATER VALVE / BLOW OFF
WETLAND FLAG
i; o
Z n1
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wm
m
L� z
00
N E
V) 0
Q U
m Z
GRAPHIC SCALE
60 0 30 60 120
( IN FEET )
1 inch = 60 ft.
14 —SP -049
HTE #: 15 -0029
APPROVED BY THE TOWN OF CARY
DEVELOPMENT REVIEW COMMITTEE
PLANNER
Date
U
,�mwsp
15401 Weston Parkway
Suite 100
Cary, NC 27513
919.678.0035
www.wspgroup.com /usa
PRELIMINARY NOT
RELEASED FOR
CONSTRUCTION
NC LICENSE # F -0891
z U)
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REVISIONS
PROJECT #:11370024.000 DATE: 5/20/14 1
DRAWN BY: JMS/TMG CHECKED BY: TMG
TITLE
EXISTING CONDITIONS
SHEET
0.2

0
z
i
a
a
0
O
0
D
O
0
0
0
a
L
3
0
a
0
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U
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3
0
0
0
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_ 2,552 SF
GENERAL NOTES:
1. ALL CONSTRUCTION MOST BE PERFORMED IN ACCORDANCE WITH THE CURRENT TOWN OF CARY STANDARD SPECIFICATIONS AND DETAILS.
2. SEE THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE FOR PORCHES, DECKS, GARAGES, ETC.
3. UTILITY AND PIPELINE EASEMENTS SHALL BE RECORDED AFTER CONSTRUCTION IS COMPLETED PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY
(CO).
4. BOUNDARY INFORMATION IS BASED ON SURVEY BY WSP.
5. DESIGN BASED ON TOPOGRAPHIC SURVEY BY WSP.
& CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. LOCATION OF EXISTING UTILITIES SHOWN ON PLANS IS
BASED ON BEST AVAILABLE INFORMATION BUT CAN BE CONSIDERED ONLY AS APPROXIMATE.
7. ALL HANDICAP RAMPS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CURRENT TOWN OF CARY STANDARD DETAILS.
& ALL SPECIALTY STREET SIGNS AND POST SHALL BE SUBMITTED TO THE TOWN FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION.
9. THE DEVELOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COST ASSOCIATED WITH STREET LIGHTING ALONG ALL PROPOSED STREETS, ADJACENT
STREETS AND THOROUGHFARES AS REQUIRED PER TOWN OF CARY POLICY STATEMENT NO. 13. THE DEVELOPER SHALL ALSO CONTACT CAROLINA
POWER AND LIGHT COMPANY IN ORDER TO DEVELOP A STREET LIGHTING PLAN FOR THE SITE /SUBDIVISION PLAN PRIOR TO CONSTRUCTION.
10. ADJACENT OPEN SPACE WILL BE RECORDED AS LOTS ARE RECORDED. OPEN SPACE SEPARATING TWO PARCELS WILL BE RECORDED APPROXIMATELY
HALFWAY BETWEEN THE PHASES WITH THE ADJACENT PHASE.
11. STORMWATER DETENTION DEVICES VISIBLE FROM THE REAR YARD OF ANY ADJOINING DWELLING SHALL BE SCREENED FROM OFF -SITE VIEWS. EXCEPT
WHERE DEVICE PLANTINGS ALSO SERVE AS BUFFER PLANTING MATERIALS.
12. THIS PROJECT IS REQUIRED TO MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT PRACTICES AND ENGINEERED STORM WATER
CONTROL STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE
13. TREES SHALL NOT BE PLANTED IN ANY TOWN OF CARY SANITARY SEWER EASEMENTS.
14. IF THERE WILL BE A TRASH COMPACTOR ON THE SITE A CONNECTION TO SANITARY SEWER & A COVERED DUMPSTER WILL BE REQUIRED.
15. IF ANY EXTERIOR WALLS ARE LOCATED WITHIN THREE FEET OF A PROPERTY LINE, THE FOLLOWING NOTE APPLIES: PER THE NORTH CAROLINA STATE
BUILDING CODE SECTION R302.1 EXTERIOR WALLS: EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE LESS THAN THREE FEET SHALL HAVE NOT
LESS THAN A ONE -HOUR FIRE - RESISTIVE RATING WITH EXPOSURE FROM BOTH SIDES.
16. ALL STRUCTURES WITHIN THE BOUNDARIES OF THE SITE ARE REQUIRED TO OBTAIN INDIVIDUAL PERMITS FROM THE TOWN OF CARY INSPECTIONS &
PERMITS DEPARTMENT. THIS WOULD INCLUDE RETAINING WALLS AND FISHING PIER.
/ 17. ALL STREETS, DRIVES, PARKING AREAS, SIDEWALKS, ETC. NOT LOCATED WITHIN A PUBLIC R/W WILL BE CLEARLY IDENTIFIED AS PUBLIC VEHICLE
ACCESS AREAS DEEDED TO THE OWNER, THE MAINTENANCE OF WHICH IS NOW AND FOREVERMORE THE RESPONSIBILITY OF SAID OWNER. THE
t
° , ,_ . � . •._ : • � � DOCUMEN T S W I LL I NCLUDE A STATEMENT (COVENANT) TO TH E E FF EC T THAT "A LL S TR EE T S DRIVES PARKING AREAS A ND SIDEWALKS NOT LOCATED
FRONT OF BLDG WITHIN THE PUBLIC R / W ARE PRIVATE PROPERTY ( SUBJECT TO PUBLIC VEHICLE ACCESS EASEMENTS THE MAINTENANCE OF WHICH IS THE SOLE
♦ :.... ; .•. .:. � �
° / / / ♦ ;r::.;' FOR ADDRESSING PURPOSES / i I RESPONSIBILITY OFTHE OWNER NOW AND IN PERPETUITY." THE TOWNOF CARY IS NOT RESPONSIBLE FOR ANY MAINTENANCE.
18 . R
DEVELOPER IS RESPONSIBLE BLE FOR COORDINATING ATT CONNECTION APPROVAL J NCDO T, ETC WITH ALL APPROPRIATE JURISDICTIONS, COUNTY,
1 / / ♦♦
/ kO ACCESSIBLE ROUTE
.00 \ \ � �' � ♦ � ` /
I IW ROADWAY IMPROVEMEN S PER
14 -SB -014 THE ESTA S AT a
YATES POND SUBDIVISI IN
PLANS. CONSTRUCT 'TO B / / gJF`` la ZONING CONDITIONS 13- REZ -29
R r COORDINATED WITH TIM( G OF
SUBDIVISION PROJECT, E / ♦ �yQ�' I I Iz A. USES SHALL BE LIMITED TO RESIDENTIAL AND /OR RELIGIOUS ASSEMBLY USES.
\ FRONTAGE IMPROVEMENT /� -I I Q B. RESIDENTIAL USE SHALL BE LIMITED TO A MAXIMUM OF 48 DETACHED DWELLINGS.
`ALONG THE CHURCH PRO CT / ♦ k� / \ / I I J C. RELIGIOUS ASSEMBLY USE SHALL NOT EXCEED 20,000 SF.
SHALL BE COMPLETED PRIG '�, / 1 / �� / L \ I Iml D. ANY RELIGIOUS ASSEMBLY ACCESSORY DAY CARE OR SCHOOL USE SHALL BE LIMITED TO NO MORE THAN 38 CHILDREN OR STUDENTS.
00 �`��'. C.O. OF THE CHURCH / < \\ \ I } LLJ
el
\ ` 20 TO UTILITY / \
EASEMENT \
20' TOC UTILITY
\ \ \ \ EASEMENT P / J
\ \ \ \ / a
` ` C I ROUTE
oo
C25 .W
AASHTO INTERSECTION SIGHT DISTANCE TRIANGLE SUMMARY
Calculated
- - - - -- -----------
- - - - -- '.
Street Name (Approaching
Street Stop Condition )
Design Speed of
Through Street
Grade of
Approach
Left Turn Time
Gap sec.
---------
P_E_DESTRIAN CONNECTION TO T_H_E __- --
Left Turn Sight
Distance ft.
Right Turn Sight
Distance ft.
\
ROAD R001
—
___ - ---- AMERICAN TO.BACC-a TRAIL
I '
6.50
276
239
MORRISVILLE PKWY
ROAD R001
50
THIS PRIVATE SPUR TO
7.50
6.50
�
478
—
BE CONSTRUCTED BY
PUBLIC UTILITIES:
- --
—
�
I
THE RESIDENTIAL
0
R� __ --' ,_ - -- -�
124
I
II
I '..O FORMERLY
DEVELOPER OF
14 -SB -014 OR
RECLAIMED WATER TAPS:
0
________ ____ __ ____
AMER\CAo P�c
`
MMUNIT
COPPERL� ; : CbMMUNITY ASSOCIATION, INC.
CHURCH IF EASEMENT
r
-__
MON OPEN SPACE)
14128, PG. 620
FROM COPPERLEAF HOA
CAN BE OBTAINED
MINIMUM PARKING REQUIRED:
419 CHURCH SEATS / 3 = 140 SEATS
PARKING SPACES PROVIDED:
158 (7 ACCESSIBLE)
BIKE RACKS REQUIRED:
2
BIKE RACKS PROVIDED:
2
HANDICAPPED PARKING REQUIRED:
Mown
I PIN: 0724 -33 -1006
NOW OR FORMERLY
ROADWAY SETBACKS:
50'
Y\ZONING: PDDMajor
COUNTY OF WAKE and TOWN OF CARY
FIRE LANE (LF):
456
ATT BUFFER
\
DB 9561, PG. 1709
CARY ZONING: 9R/R
°
\
r P�' CHAPEL
_ 2,552 SF
GENERAL NOTES:
1. ALL CONSTRUCTION MOST BE PERFORMED IN ACCORDANCE WITH THE CURRENT TOWN OF CARY STANDARD SPECIFICATIONS AND DETAILS.
2. SEE THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE FOR PORCHES, DECKS, GARAGES, ETC.
3. UTILITY AND PIPELINE EASEMENTS SHALL BE RECORDED AFTER CONSTRUCTION IS COMPLETED PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY
(CO).
4. BOUNDARY INFORMATION IS BASED ON SURVEY BY WSP.
5. DESIGN BASED ON TOPOGRAPHIC SURVEY BY WSP.
& CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. LOCATION OF EXISTING UTILITIES SHOWN ON PLANS IS
BASED ON BEST AVAILABLE INFORMATION BUT CAN BE CONSIDERED ONLY AS APPROXIMATE.
7. ALL HANDICAP RAMPS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CURRENT TOWN OF CARY STANDARD DETAILS.
& ALL SPECIALTY STREET SIGNS AND POST SHALL BE SUBMITTED TO THE TOWN FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION.
9. THE DEVELOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COST ASSOCIATED WITH STREET LIGHTING ALONG ALL PROPOSED STREETS, ADJACENT
STREETS AND THOROUGHFARES AS REQUIRED PER TOWN OF CARY POLICY STATEMENT NO. 13. THE DEVELOPER SHALL ALSO CONTACT CAROLINA
POWER AND LIGHT COMPANY IN ORDER TO DEVELOP A STREET LIGHTING PLAN FOR THE SITE /SUBDIVISION PLAN PRIOR TO CONSTRUCTION.
10. ADJACENT OPEN SPACE WILL BE RECORDED AS LOTS ARE RECORDED. OPEN SPACE SEPARATING TWO PARCELS WILL BE RECORDED APPROXIMATELY
HALFWAY BETWEEN THE PHASES WITH THE ADJACENT PHASE.
11. STORMWATER DETENTION DEVICES VISIBLE FROM THE REAR YARD OF ANY ADJOINING DWELLING SHALL BE SCREENED FROM OFF -SITE VIEWS. EXCEPT
WHERE DEVICE PLANTINGS ALSO SERVE AS BUFFER PLANTING MATERIALS.
12. THIS PROJECT IS REQUIRED TO MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT PRACTICES AND ENGINEERED STORM WATER
CONTROL STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE
13. TREES SHALL NOT BE PLANTED IN ANY TOWN OF CARY SANITARY SEWER EASEMENTS.
14. IF THERE WILL BE A TRASH COMPACTOR ON THE SITE A CONNECTION TO SANITARY SEWER & A COVERED DUMPSTER WILL BE REQUIRED.
15. IF ANY EXTERIOR WALLS ARE LOCATED WITHIN THREE FEET OF A PROPERTY LINE, THE FOLLOWING NOTE APPLIES: PER THE NORTH CAROLINA STATE
BUILDING CODE SECTION R302.1 EXTERIOR WALLS: EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE LESS THAN THREE FEET SHALL HAVE NOT
LESS THAN A ONE -HOUR FIRE - RESISTIVE RATING WITH EXPOSURE FROM BOTH SIDES.
16. ALL STRUCTURES WITHIN THE BOUNDARIES OF THE SITE ARE REQUIRED TO OBTAIN INDIVIDUAL PERMITS FROM THE TOWN OF CARY INSPECTIONS &
PERMITS DEPARTMENT. THIS WOULD INCLUDE RETAINING WALLS AND FISHING PIER.
/ 17. ALL STREETS, DRIVES, PARKING AREAS, SIDEWALKS, ETC. NOT LOCATED WITHIN A PUBLIC R/W WILL BE CLEARLY IDENTIFIED AS PUBLIC VEHICLE
ACCESS AREAS DEEDED TO THE OWNER, THE MAINTENANCE OF WHICH IS NOW AND FOREVERMORE THE RESPONSIBILITY OF SAID OWNER. THE
t
° , ,_ . � . •._ : • � � DOCUMEN T S W I LL I NCLUDE A STATEMENT (COVENANT) TO TH E E FF EC T THAT "A LL S TR EE T S DRIVES PARKING AREAS A ND SIDEWALKS NOT LOCATED
FRONT OF BLDG WITHIN THE PUBLIC R / W ARE PRIVATE PROPERTY ( SUBJECT TO PUBLIC VEHICLE ACCESS EASEMENTS THE MAINTENANCE OF WHICH IS THE SOLE
♦ :.... ; .•. .:. � �
° / / / ♦ ;r::.;' FOR ADDRESSING PURPOSES / i I RESPONSIBILITY OFTHE OWNER NOW AND IN PERPETUITY." THE TOWNOF CARY IS NOT RESPONSIBLE FOR ANY MAINTENANCE.
18 . R
DEVELOPER IS RESPONSIBLE BLE FOR COORDINATING ATT CONNECTION APPROVAL J NCDO T, ETC WITH ALL APPROPRIATE JURISDICTIONS, COUNTY,
1 / / ♦♦
/ kO ACCESSIBLE ROUTE
.00 \ \ � �' � ♦ � ` /
I IW ROADWAY IMPROVEMEN S PER
14 -SB -014 THE ESTA S AT a
YATES POND SUBDIVISI IN
PLANS. CONSTRUCT 'TO B / / gJF`` la ZONING CONDITIONS 13- REZ -29
R r COORDINATED WITH TIM( G OF
SUBDIVISION PROJECT, E / ♦ �yQ�' I I Iz A. USES SHALL BE LIMITED TO RESIDENTIAL AND /OR RELIGIOUS ASSEMBLY USES.
\ FRONTAGE IMPROVEMENT /� -I I Q B. RESIDENTIAL USE SHALL BE LIMITED TO A MAXIMUM OF 48 DETACHED DWELLINGS.
`ALONG THE CHURCH PRO CT / ♦ k� / \ / I I J C. RELIGIOUS ASSEMBLY USE SHALL NOT EXCEED 20,000 SF.
SHALL BE COMPLETED PRIG '�, / 1 / �� / L \ I Iml D. ANY RELIGIOUS ASSEMBLY ACCESSORY DAY CARE OR SCHOOL USE SHALL BE LIMITED TO NO MORE THAN 38 CHILDREN OR STUDENTS.
00 �`��'. C.O. OF THE CHURCH / < \\ \ I } LLJ
el
\ ` 20 TO UTILITY / \
EASEMENT \
20' TOC UTILITY
\ \ \ \ EASEMENT P / J
\ \ \ \ / a
` ` C I ROUTE
oo
C25 .W
LAYGROUN
1.01(
\ ,\ \ °o
ACCESSIBLE ROUTE /
'o, i \
e \
3' TOC COMM
/
/ EASEMENT
/ \ ♦ \ / OUTDOOR
BAPTISTRY / / /\
�O\ \ �` �` �` i/ / / BMP A
tz-
000l
oo,
IMPROVEMENTS `� /
`,` ` \ I \ �► 1 :1
PROPOSED
6,042 FURCH I \ �, \ / , �\ PER 1 4 — S B — 01 4
lo, 1' \
\ BMP 1
;f , 20' PRIVATE
STORM
` SEMENT
FRONT OF BLDG
` I FOR ADDRESSING PURPOSE
NOW OR FORMERLY �\ �� + ILL, J / / ♦ k 5� v %' / / / \ \ \ \
CL I / l ^ /
KAYE MANGUM HOWARD I I ,IQ BUFFER ENCROACMENT AREA
DB 13188, PG. 1610 `� I I IN I DUE TO INFRASTRUCTURE
PIN: 0724 -23 -6305 I- w
WAKE ZONING:R -40W ` I f TO BE REPLANTED TO OPAQUE \
1 BUFFER STDS \ \ \ \ \
I I 10,208 SF
N STORMWATER ACCESS AND
rn & l o MAINTENANCE EASEMENT ♦ \ ,� \ \
SIDEWALK ESMT 2' OFF
I `;I BACK OF SIDEWALK \ \
I '
% i
I II I I 5' SIDEWALK TO ♦ ♦ /
1 I I I EXISTING BUILDING ON
SITE
I
I BUFFER MAKE UP AREA ♦ -
I10,530 SF ♦ \ `
1 I III
I + I II
\ I I
1 �
• TRACT A NOW OR FORMERLY ' ' • :'- • _ _
I I H KAYE MANGUM HOWARD w
Ln
ULTIMATE 30' PIN30724 23 -6305 N w . I
I COMBINED 50' TOC UTILITY Q L — — — — -
-� STREETYARD AROUND EASEMENT, ACCESS EASEMENT, w SPEED TIE TO EOP STOP
THE EXISTING HOUSE TO 1,022,454 S.F./ 23.472 ACRES AND STORM DRAINAGE EASEMENT o LIMIT PER 14 -SB -014 ;
I I I I BE PLANTED WHEN THE (PER HOWARD BOUNDARY SURVEY BY WSP) Ln 2 5 T —
I I I I STRUCTURE IS REMOVED ° I +
I T
EXISING BRICK
I OUT OF THE YARD AND I C,
I BUILDING TO REMAIN CAN BE VEGETATED N I + +
+
I I UNTIL PHASE 2 OF ROADWAY IMPROVEMENTS
CHURCH CAMPUS N I II
I I+ SIGHT DIST. O
REQUIRES REMOVAL I
PER 14 -SB -014 THE ESMT o I
I I I ESTATES AT YATES POND T 0 II
DI PLANS.
010 RR VI PKWY CONSTRUCTIONOBE O - I`
Exaoo COORDINATED WITH �' �:•I
\ \
I I I TIMING Ur SUBDIVISION
PROJECT SIDEWALK ESMT 2' OFF
I I I I \ y } 3' TOC COMMON UTILITY BACK OF SIDEWALK
' I —
I - - — — — __ �'-- — TREETS — - - -__
— — D
_ — — — —
30 _
S _
CAP
�•. ,...,. IT
.........::
_ -- -
0 +00 I I 1 1 +00 it
12 +00 13 +00
� 14+
i I ► I —+ 00 I 15 +00 16 +00 -
i I I ► 18 +00 A -
_ 19 +00
7—At -a--
No. Revision Date B
Designer
TLM
AASHTO INTERSECTION SIGHT DISTANCE TRIANGLE SUMMARY
Calculated
Calculated
Street Name
(Through Traffic
Street Name (Approaching
Street Stop Condition )
Design Speed of
Through Street
Grade of
Approach
Left Turn Time
Gap sec.
Right Turn Time
Gap sec.
Left Turn Sight
Distance ft.
Right Turn Sight
Distance ft.
ROAD R002
ROAD R001
25
-1.78
7.50
6.50
276
239
MORRISVILLE PKWY
ROAD R001
50
1.52
7.50
6.50
551
478
0
PUBLIC UTILITIES:
8'' WATER LINE (LF):
1805
RECLAIMED WATER LINES (LF):
LAYGROUN
1.01(
\ ,\ \ °o
ACCESSIBLE ROUTE /
'o, i \
e \
3' TOC COMM
/
/ EASEMENT
/ \ ♦ \ / OUTDOOR
BAPTISTRY / / /\
�O\ \ �` �` �` i/ / / BMP A
tz-
000l
oo,
IMPROVEMENTS `� /
`,` ` \ I \ �► 1 :1
PROPOSED
6,042 FURCH I \ �, \ / , �\ PER 1 4 — S B — 01 4
lo, 1' \
\ BMP 1
;f , 20' PRIVATE
STORM
` SEMENT
FRONT OF BLDG
` I FOR ADDRESSING PURPOSE
NOW OR FORMERLY �\ �� + ILL, J / / ♦ k 5� v %' / / / \ \ \ \
CL I / l ^ /
KAYE MANGUM HOWARD I I ,IQ BUFFER ENCROACMENT AREA
DB 13188, PG. 1610 `� I I IN I DUE TO INFRASTRUCTURE
PIN: 0724 -23 -6305 I- w
WAKE ZONING:R -40W ` I f TO BE REPLANTED TO OPAQUE \
1 BUFFER STDS \ \ \ \ \
I I 10,208 SF
N STORMWATER ACCESS AND
rn & l o MAINTENANCE EASEMENT ♦ \ ,� \ \
SIDEWALK ESMT 2' OFF
I `;I BACK OF SIDEWALK \ \
I '
% i
I II I I 5' SIDEWALK TO ♦ ♦ /
1 I I I EXISTING BUILDING ON
SITE
I
I BUFFER MAKE UP AREA ♦ -
I10,530 SF ♦ \ `
1 I III
I + I II
\ I I
1 �
• TRACT A NOW OR FORMERLY ' ' • :'- • _ _
I I H KAYE MANGUM HOWARD w
Ln
ULTIMATE 30' PIN30724 23 -6305 N w . I
I COMBINED 50' TOC UTILITY Q L — — — — -
-� STREETYARD AROUND EASEMENT, ACCESS EASEMENT, w SPEED TIE TO EOP STOP
THE EXISTING HOUSE TO 1,022,454 S.F./ 23.472 ACRES AND STORM DRAINAGE EASEMENT o LIMIT PER 14 -SB -014 ;
I I I I BE PLANTED WHEN THE (PER HOWARD BOUNDARY SURVEY BY WSP) Ln 2 5 T —
I I I I STRUCTURE IS REMOVED ° I +
I T
EXISING BRICK
I OUT OF THE YARD AND I C,
I BUILDING TO REMAIN CAN BE VEGETATED N I + +
+
I I UNTIL PHASE 2 OF ROADWAY IMPROVEMENTS
CHURCH CAMPUS N I II
I I+ SIGHT DIST. O
REQUIRES REMOVAL I
PER 14 -SB -014 THE ESMT o I
I I I ESTATES AT YATES POND T 0 II
DI PLANS.
010 RR VI PKWY CONSTRUCTIONOBE O - I`
Exaoo COORDINATED WITH �' �:•I
\ \
I I I TIMING Ur SUBDIVISION
PROJECT SIDEWALK ESMT 2' OFF
I I I I \ y } 3' TOC COMMON UTILITY BACK OF SIDEWALK
' I —
I - - — — — __ �'-- — TREETS — - - -__
— — D
_ — — — —
30 _
S _
CAP
�•. ,...,. IT
.........::
_ -- -
0 +00 I I 1 1 +00 it
12 +00 13 +00
� 14+
i I ► I —+ 00 I 15 +00 16 +00 -
i I I ► 18 +00 A -
_ 19 +00
7—At -a--
No. Revision Date B
Designer
TLM
Scale
1 " =60'
Drawn By
Date
BCP /TLM
06/26/2014
Checked By
Job No.
ET
02130427.00
Northwest Community Church
Town of Cary Wake County
North Carolina
SITE PLAN
22 +0
PROPERTY OWNER:
NORTHWEST COMMUNITY CHURCH OF CARY, INC.
10109 MORRISVILLE PKWY
CARY, NC 27519
PIN: 0724230269 (PORTION OF)
REAL ID: 0421237 (PORTION OF)
DB 15709 PG 2202
ZONING: R40W
OVERLAY DISTRICT:
VERY LOW CONSERVATION RESIDENTIAL
PROJECT AREA: 20.07 ACRES
SITE DATA
BUILDING SUMMARY:
CLASSIFICATION
CHURCH FLOOR AREA (SF)
16,042
CHAPEL FLOOR AREA (SF):
2,552
EXISTING HOUSE TO REMAIN (SF)
1,400
TOTAL SF:
19,994
25
25
PROPOSED USE:
RELIGIOUS ASSEMBLY
IMPERVIOUS SUMMARY:
TOTAL IMPERVIOUS AREA (AC):
3.72
TOTAL IMPERVIOUS PERCENTAGE:
19%
DISTURBANCE SUMMARY:
TOTAL DISTURBED AREA (AC):
11.4
TOTAL WETAND IMPACT (AC):
0
PUBLIC UTILITIES:
8'' WATER LINE (LF):
1805
RECLAIMED WATER LINES (LF):
0
SEWER LINES (LF):
124
WATER TAPS:
2
RECLAIMED WATER TAPS:
0
SEWER TAPS:
2
PROJECTED SEWER FLOW (GPD):
1,800 GPD
20,000 sf x 0.09 gpd per sf = 1,800 gpd
PARKING COUNT:
1 SPACE PER 3 SEATS PROVIDED
MINIMUM PARKING REQUIRED:
419 CHURCH SEATS / 3 = 140 SEATS
PARKING SPACES PROVIDED:
158 (7 ACCESSIBLE)
BIKE RACKS REQUIRED:
2
BIKE RACKS PROVIDED:
2
HANDICAPPED PARKING REQUIRED:
6 SPACES
HANDICAPPED PARKING PROPOSED:
7 SPACES
ROADWAY SETBACKS:
30'
PRIVATE ROADWAY (LF):
1616
FIRE LANE (LF):
456
ROAD CLASSIFCATION TABLE
ROADWAY
CLASSIFICATION
POSTED SPEED
DESIGN SPEED
LENGTHS:
(MPH)
(MPH)
(LF)
R001
MAJOR LOCAL (PRIVATE)
25
25
1616
GRAPHIC SCALE
60 0 30 60 120 f
a °
� ,``NI CAR ° °° KNOW WHAT'S BELOW.
NORT H CALL BEFORE YOU DIG.
`00`e �`�,,�-
pFESS /p by -ee
P Cary
' c� ( Y Project Number 14 -SP -049
Cary HTE Number 15 -0029
NOT APER VE021 6CO SIRUCTION Approved by the Town of Cary
Development Review Committee
eee' C VCIO ,```a
RD P0% Planner Dote
/111111111`
WITHERS RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] www.withersravenel.com License No. C -0832
Sheet No.
C2.0

0
w
z
a
M
O
V
N
0
a
0
0
0
ID
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3
a
w
z
0
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a
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a
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U
z
z
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/
ERICA PUgUC PRIVATE TRAIL SURFACE TO T� IAI�F/ttiSFi ��H
\ r� AM [;100 EXISTING A�T TRAIL SUR E APPROX. EL 3;71.32 I I�
r� ;BRA
50' A�T BUFFER
Lu
/
Yd ? t0 Z ? z Z/ z / Z z Z M? N
RIVATE TRAIL SURFIC TI�INFLUSO
WITH W Z
Z- \ �� 365.33- i=3F,5 7n
I "oo \
\ 1 \
/ / \ �\
l000, 1000'
LU_ \ \ \
=mom \ \ \ \\\ \ \
\ \ 1 \
�z-, y \I 1X& \ \r
\ \
\I� 1 \19
11II \ 1
1 1I
�1III�
1
I �o
\ 1 Illio
NOW OR FORMERLY
I I I
KAYE MANGUM HOWARD
N II I IN
DB 13188, PG. 1610
z I
III
PIN: 0724 -23 -6305
WAKE ZONING: R-40W
w z
No. Revision Date B
a`'' III 0
��I11
y„o0� Ill��u
Ym� III
Q_ N UJ Flo
UJ 4U 1
N W _:�:
hl II
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II I
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h �
I \I
II I I
I
I II I
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l ,Y+001
III
I
� I
/
Designer
TLM
Scale
1 " =60'
Drawn By
Date
BCP /TLM
06/26/2014
Checked By
Job No.
ET
02130427.00
Northwest Community Church
Town of Cary Wake Coun
North Carolina
PRIVATE TRAIL SURFAC� -TO TIE IN FLUSH WITH
,1 EXISTING ATT TRAIL SURFACE, APPROX EL 365.1'
4-
/-
16R-FOf2MERLY / - - - i / '
IMMUNITY ASS6CIATION, INC.
109OPE"PACE)/
14128, PG. 620 I
1: 0724- 334006- - / \ - - - NOW OR FORMERLY
ZONING: PDDMajor COUNTY OF WAKE and TOWN OF CARY
DB 9561, PG. 1709
I / - PIN: 0724 -21 -9914
v CARY ZONING: R/R
NORTH
GRADING & EROSION CONTROL NOTES
1. CONTRACTOR SHALL CONSTRUCT DIVERSION DITCHES AS NECESSARY TO ENSURE ALL SEDIMENT IS DIRECTED
INTO EROSION CONTROL MEASURES.
2. ALL CATCH BASINS SHALL BE PROTECTED PER TOC ST. 04000.14 UNLESS NOTED OTHERWISE.
3. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. LOCATION OF
EXISTING UTILITIES SHOWN ON PLANS IS BASED ON BEST AVAILABLE INFORMATION BUT CAN BE
CONSIDERED ONLY AS APPROXIMATE.
4. CONTRACTOR SHALL ENSURE GRADING OPERATION IS CONDUCTED IN A MANNER THAT DOES NOT ALLOW
ANY SEDIMENT INTO CREEKS.
5. ALL STORM DRAINAGE PIPE SHALL BE PROTECTED DURING CONSTRUCTION IN ACCORDANCE WITH TOC STD.
DETAIL 04000.12.
6. CONTRACTOR SHALL PROVIDE RIP RAP LINED TAIL DITCHES AT THE STORM DRAINAGE PIPE DISCHARGE
POINTS AS REQUIRED TO ENSURE POSITIVE DRAINAGE.
7. SEDIMENT BASINS SHALL BE KEPT OUT OF WETLAND AREAS.
8. A PRE - CONSTRUCTION MEETING MAY BE REQUIRED FOR THIS CONSTRUCTION.
9. ANY TOPSOIL THAT IS WASTED OFFSET SHALL BE PERMITTED OR PLACED IN FILL AREAS AS SHOWN ON THE
PLANS.
10. TREE PROTECTION FENCING SHALL BE INSTALLED AND INSPECTED PRIOR TO ISSUANCE OF A GRADING
PERMIT.
11. ALL CATCH BASIN HOODS SHALL BE STAMPED "DRAINS TO RIVER" WITH 3/4" HIGH LETTERING.
12. ALL STREETS ADJACENT TO THE PROJECT SHALL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL
BE REQUIRED.
13. THE PROJECT WILL MEET ALL REQUIREMENTS RELATIVE TO BEST MANAGEMENT PRACTICES AND ENGINEERED
STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE.
14. RISER STRUCTURES MUST BE ON SITE PRIOR TO ISSUANCE OF A GRADING PERMIT.
15. A BUILDING PERMIT SHALL BE ISSUED FOR EACH LOT THAT IS CLEARED INDIVIDUALLY. IF MULTIPLE LOTS
ARE CLEARED SIMULTANEOUSLY AND THE COMBINED DENUDED AREA IS OVER 12,000 SO. FT. AN EROSION
CONTROL PLAN & A BUILDING PERMIT FOR EACH LOT TO BE CLEARED WILL HAVE TO BE SUBMITTED
BEFORE THIS CLEARING BEGINS UNLESS INCLUDED AS PART OF THESE PLANS.
16. ALL REQUIREMENTS OF THE NPDES PERMITS SHALL BE MET.
17. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED NOTIFICATION FROM THE
ECOSYSTEM ENHANCEMENT PROGRAM OR AN APPROVED NUTRIENT OFFSET BANK THAT A RECEIPT HAS BEEN
ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN BUY DOWN HAS BEEN
COMPLETED.
18. ALL LEVEL SPREADERS ON THE PROJECT MUST BE LOCATED ON COMMON OPEN SPACE, HAVE AN ACCESS
AND MAINTENANCE EASEMENT LOCATED AROUND THEM AND INCLUDE AN OPERATIONS AND MAINTENANCE
AGREEMENT.
Peak Attenuation Summa
METHOD OF WATERSHED PROTECTION:
1V
c THIS PHASE MEETS THE TOWN OF CARY RESERVOIR WATERSHED PROTECTION ORDINANCE (JORDAN LAKE WATERSHED) AS A
HIGH DENSITY USE WITH THE PROJECT IMPERVIOUS PERCENTAGE LESS THAN 70 %. BMP'S ARE PROPOSED TO MEET
WATERSHED REQUIREMENTS.
-BMF' ---- i THE PROPOSED BMP'S CONSIST OF A WET DETENTION BASIN.
THIS PROJECT MEETS ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT PRACTICES AND ENGINEERED STORMWATER
CONTROL STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE, CHAPTER 4, PART 4.6.
\ / I
GRADING PLAN
BMP DESIGN NOTES:
THE BMP SHOWN ON THIS PLAN IS DESIGNED TO THE TOWN STANDARDS OF 2014 IN EFFECT AT THE TIME OF THIS PLAN
APPROVAL. THE BMP IS DESIGNED FOR 37% MAXIMUM IMPERVIOUS (FOR FUTURE SITE EXPANSION), THE CURRENT PLAN
HAS 18% IMPERVIOUS.
GRAPHIC SCALE
60 0 30 60 120
r ESSIp Ll y
P Dr
NL NOT APER VE0216( 6C0 31RUCTION
FHGINE��
R D S P �.�.
Cary Project Number 14 -SP -049
Cary HTE Number 15 -0029
Approved by the Town of Cary
Development Review Committee
Planner
WITHERS & RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: 919 - 469 -3340 www.withersravenel.com License No. C -0832
Date
Sheet No.
C4.0
Pre Development
Post Development
Net Change
Net Change
Peak Flow
Peak Flow w /BMP
(cfs)
( %)
Storm Event
(cfs)
WS)
1 -Year
35.91
17.45
-18.46
-51%
2 -Year
52.36
36.24
-16.12
-31%
5 -Year
71.30
64.62
-6.68
-9%
10 -Year
86.36
84.33
-2.03
-2%
loo -Year
125.04
1 119.24
-5.8
-5%
METHOD OF WATERSHED PROTECTION:
1V
c THIS PHASE MEETS THE TOWN OF CARY RESERVOIR WATERSHED PROTECTION ORDINANCE (JORDAN LAKE WATERSHED) AS A
HIGH DENSITY USE WITH THE PROJECT IMPERVIOUS PERCENTAGE LESS THAN 70 %. BMP'S ARE PROPOSED TO MEET
WATERSHED REQUIREMENTS.
-BMF' ---- i THE PROPOSED BMP'S CONSIST OF A WET DETENTION BASIN.
THIS PROJECT MEETS ALL OF THE REQUIREMENTS RELATIVE TO BEST MANAGEMENT PRACTICES AND ENGINEERED STORMWATER
CONTROL STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE, CHAPTER 4, PART 4.6.
\ / I
GRADING PLAN
BMP DESIGN NOTES:
THE BMP SHOWN ON THIS PLAN IS DESIGNED TO THE TOWN STANDARDS OF 2014 IN EFFECT AT THE TIME OF THIS PLAN
APPROVAL. THE BMP IS DESIGNED FOR 37% MAXIMUM IMPERVIOUS (FOR FUTURE SITE EXPANSION), THE CURRENT PLAN
HAS 18% IMPERVIOUS.
GRAPHIC SCALE
60 0 30 60 120
r ESSIp Ll y
P Dr
NL NOT APER VE0216( 6C0 31RUCTION
FHGINE��
R D S P �.�.
Cary Project Number 14 -SP -049
Cary HTE Number 15 -0029
Approved by the Town of Cary
Development Review Committee
Planner
WITHERS & RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: 919 - 469 -3340 www.withersravenel.com License No. C -0832
Date
Sheet No.
C4.0

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06/26/2014
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KAYE MANGUM HOWARD
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DB 13188, PG. 1610
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PIN: 0724 -23 -6305
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Designer
TLM
Scale
AS NOTED
Drawn By
Date
BCP /TLM
06/26/2014
Checked By
Job No.
ET
02130427.00
– I-.. — — — — — —
Northwest Community Church
Town of Cary Wake Coun
North Carolina
` PRIVATE TRAIL SURFACE TO TIE IN FLUSH WITH
EXISTING ATT TRAIL SURFACE, APPROX EL 365.1'
OR FORMERLY I
OMUNITY ASSOCIATION, INC. I
ON OPEN SPACE)
14128, PG. 620 I
-- - -R,4W
0724 -33 -1006 NOW OR FORMERLY
TONING: PDDMajor I COUNTY OF WAKE and TOWN OF CARY
\ DB 9561, PG. 1709
\ I PIN: 0724 -21 -9914
CARY ZONING: R/R
DRAINAGE PLAN
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GRADING & EROSION CONTROL NOTES
1. CONTRACTOR SHALL CONSTRUCT DIVERSION DITCHES AS NECESSARY TO ENSURE ALL SEDIMENT IS DIRECTED
INTO EROSION CONTROL MEASURES.
2. ALL CATCH BASINS SHALL BE PROTECTED PER TOC ST. 04000.14 UNLESS NOTED OTHERWISE.
3. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. LOCATION OF
EXISTING UTILITIES SHOWN ON PLANS IS BASED ON BEST AVAILABLE INFORMATION BUT CAN BE
CONSIDERED ONLY AS APPROXIMATE.
4. CONTRACTOR SHALL ENSURE GRADING OPERATION IS CONDUCTED IN A MANNER THAT DOES NOT ALLOW
ANY SEDIMENT INTO CREEKS.
5. ALL STORM DRAINAGE PIPE SHALL BE PROTECTED DURING CONSTRUCTION IN ACCORDANCE WITH TOC STD.
DETAIL 04000.12.
6. CONTRACTOR SHALL PROVIDE RIP RAP LINED TAIL DITCHES AT THE STORM DRAINAGE PIPE DISCHARGE
POINTS AS REQUIRED TO ENSURE POSITIVE DRAINAGE.
7. SEDIMENT BASINS SHALL BE KEPT OUT OF WETLAND AREAS.
8. A PRE - CONSTRUCTION MEETING MAY BE REQUIRED FOR THIS CONSTRUCTION.
9. ANY TOPSOIL THAT IS WASTED OFFSET SHALL BE PERMITTED OR PLACED IN FILL AREAS AS SHOWN ON THE
PLANS.
10. TREE PROTECTION FENCING SHALL BE INSTALLED AND INSPECTED PRIOR TO ISSUANCE OF A GRADING
PERMIT.
11. ALL CATCH BASIN HOODS SHALL BE STAMPED "DRAINS TO RIVER" WITH 3/4" HIGH LETTERING.
12. ALL STREETS ADJACENT TO THE PROJECT SHALL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL
BE REQUIRED.
13. THE PROJECT WILL MEET ALL REQUIREMENTS RELATIVE TO BEST MANAGEMENT PRACTICES AND ENGINEERED
STORMWATER CONTROL STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT ORDINANCE.
14. RISER STRUCTURES MUST BE ON SITE PRIOR TO ISSUANCE OF A GRADING PERMIT.
15. A BUILDING PERMIT SHALL BE ISSUED FOR EACH LOT THAT IS CLEARED INDIVIDUALLY. IF MULTIPLE LOTS
ARE CLEARED SIMULTANEOUSLY AND THE COMBINED DENUDED AREA IS OVER 12,000 SO. FT. AN EROSION
CONTROL PLAN & A BUILDING PERMIT FOR EACH LOT TO BE CLEARED WILL HAVE TO BE SUBMITTED
BEFORE THIS CLEARING BEGINS UNLESS INCLUDED AS PART OF THESE PLANS.
16. ALL REQUIREMENTS OF THE NPDES PERMITS SHALL BE MET.
17. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED NOTIFICATION FROM THE
ECOSYSTEM ENHANCEMENT PROGRAM OR AN APPROVED NUTRIENT OFFSET BANK THAT A RECEIPT HAS BEEN
ISSUED TO THE DEVELOPER AND THE LOCAL GOVERNMENT STATING THE NITROGEN BUY DOWN HAS BEEN
COMPLETED.
18. ALL LEVEL SPREADERS ON THE PROJECT MUST BE LOCATED ON COMMON OPEN SPACE, HAVE AN ACCESS
AND MAINTENANCE EASEMENT LOCATED AROUND THEM AND INCLUDE AN OPERATIONS AND MAINTENANCE
AGREEMENT.
GRAPHIC SCALE
60 0 30 60 120
P RE
' SEAL
NOT AP R VE021 6CO SfRUCTION
"Cl
'kA R
NORTH
AB10
KNOW WHAT'S BELOW.
CALL BEFORE YOU DIG.
Cary Project Number 14 -SP -049
Cary HTE Number 15 -0029
Approved by the Town of Cary
Development Review Committee
Planner
WITHERS & RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] www.withersravenel.com License No. C -0832
Dote
Sheet No.
C4.1

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_170
•..
POND
WATER ELEVATION AS OF
12/17/13: 367.2'
/ / / / / / l\ �•.. • •.tea / I � / / / '
a
/ / / / / - - / / / / /• _3651
_360 - -
SJARMWATEiQ BMP MAINTENANPE ANB AE
355 \
345 10 �.
FO s
C POOL
16,400 SF AT EORM = 351..0 /
/ 10' AQUATIC SHELF /
FROM -EL -350.5 TO 351.5
AT 10:1
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`360
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000
M H \� -
*PINE
+11I1NE
-WAY OF WHITE OAK
F WAS ESTABLISHED - -
> OF THE CENTER OF / •. k0� A
OF -THIS SURVEY.
BMP #1 - WET DETENTION POND - I"= 30'
* DRAWDOWN PIPE TO TURN UP 1' INSIDE
STRUCTURE TO ESTABLISH NORMAL POOL
BMP #1 DATA
PLANT SCHEDULE
PEAK CONTROL WEIR: 352.5(
DRAWDOWN ORIFICE *: 350.0(
BOTTOM DRAIN: 344.2C
PEAK CONTROL WEIR: 352.5(
NORTHERN WALL SOUTHERN WALL TOP: 355.5 (TYP)
WESTERN WALL
* DRAWDOWN PIPE TO TURN UP 1' INSIDE
STRUCTURE TO ESTABLISH NORMAL POOL
5' (TYP)
EASTERN WAL
6 "(TYP)
�UJL
RISER DETAILS
N.T.S.
RISER CREST: 353.50 (TYP)
6" (TYP)
RISER CREST: 353.50
36" OUTLET INV: 344.00
CLAY LINER SPECIFICATIONS
THE CLAY LINER FOR THE WET POND SHALL BE AT LEAST 8" THICK AND MEET THE FOLLOWING SPECIFICATIONS:
• UNIFIED SOIL CLASSIFICATION SYSTEM DESIGNATION OF CL, CH, ML,SC
• MINIMUM OF 40% PASSING #200 SIEVE
• MINIMUM PLASTICITY INDEX OF 12
• MAXIMUM INFILTRATION RATE OF 0.01 IN /HR.
• A MINIMUM OF 2 TESTS OF EACH ABOVE PARAMETER SHALL BE COMPLETED BY THE CONTRACTOR ON THE LINER
MATERIAL AND PRESENTED TO THE ENGINEER FOR APPROVAL.
• COMPACTION TO A MINIMUM OF 93% PER ASTM D698, AND WITHIN 3% OF THE OPTIMUM MOISTURE CONTENT (1
COMPACTION DENSITY TEST PER 2500 SO. FT.)
THE CLAY LINER SHALL BE PLACED UNDER THE BOTTOM OF THE BMP PERMANENT POOL TO A THICKNESS OF 8 INCHES. A
MINIMUM OF 4 INCHES OF TOPSOIL SHALL BE THE FINISHED GRADE AS SHOWN ON THE DRAWINGS AND /OR DETAILS. CARE
SHALL BE TAKEN WHEN TRACKING IN THE TOPSOIL TO NOT PUNCTURE OR DAMAGE THE CLAY. A CLAY /SOIL MIXTURE MAY BE
USED IF THE ABOVE SPECIFICATIONS ARE SATISFIED AND WITH WRITTEN APPROVAL BY THE ENGINEER.
GRAPHIC SCALE
30 0 15 30 60
SHALLOW LAND (NORMAL POOL TO 6" ABOVE) = 2,848 S.F. 50 HERB. PLANTS / 200 S.F. (2,848 S.F.) = 712 PLANTS
DIMENSIONS
ELEV.
POND BOTTOM
BOTANICAL NAME
343.0
TOP OF BERM
CALIPER
356.0
NORMAL POOL
16,400 SF
351.0
DRAWDOWN ORIFICE*
2.5"
350.0
PEAK CONTROL WEIR x2
3' WIDE (2 SIDES)
352.5
RISER CREST ELEVATION
5' ID x 5' ID
353.5
OUTLET PIPE INVERT UP
187 LF 36" O-RINGI
RCP@ 1.0%
344.0
OUTLET PIPE INVERT DOWN
342.15
* DRAWDOWN PIPE TO TURN UP 1' INSIDE
STRUCTURE TO ESTABLISH NORMAL POOL
BMP #1 DATA
PLANT SCHEDULE
PEAK CONTROL WEIR: 352.5(
DRAWDOWN ORIFICE *: 350.0(
BOTTOM DRAIN: 344.2C
PEAK CONTROL WEIR: 352.5(
NORTHERN WALL SOUTHERN WALL TOP: 355.5 (TYP)
WESTERN WALL
* DRAWDOWN PIPE TO TURN UP 1' INSIDE
STRUCTURE TO ESTABLISH NORMAL POOL
5' (TYP)
EASTERN WAL
6 "(TYP)
�UJL
RISER DETAILS
N.T.S.
RISER CREST: 353.50 (TYP)
6" (TYP)
RISER CREST: 353.50
36" OUTLET INV: 344.00
CLAY LINER SPECIFICATIONS
THE CLAY LINER FOR THE WET POND SHALL BE AT LEAST 8" THICK AND MEET THE FOLLOWING SPECIFICATIONS:
• UNIFIED SOIL CLASSIFICATION SYSTEM DESIGNATION OF CL, CH, ML,SC
• MINIMUM OF 40% PASSING #200 SIEVE
• MINIMUM PLASTICITY INDEX OF 12
• MAXIMUM INFILTRATION RATE OF 0.01 IN /HR.
• A MINIMUM OF 2 TESTS OF EACH ABOVE PARAMETER SHALL BE COMPLETED BY THE CONTRACTOR ON THE LINER
MATERIAL AND PRESENTED TO THE ENGINEER FOR APPROVAL.
• COMPACTION TO A MINIMUM OF 93% PER ASTM D698, AND WITHIN 3% OF THE OPTIMUM MOISTURE CONTENT (1
COMPACTION DENSITY TEST PER 2500 SO. FT.)
THE CLAY LINER SHALL BE PLACED UNDER THE BOTTOM OF THE BMP PERMANENT POOL TO A THICKNESS OF 8 INCHES. A
MINIMUM OF 4 INCHES OF TOPSOIL SHALL BE THE FINISHED GRADE AS SHOWN ON THE DRAWINGS AND /OR DETAILS. CARE
SHALL BE TAKEN WHEN TRACKING IN THE TOPSOIL TO NOT PUNCTURE OR DAMAGE THE CLAY. A CLAY /SOIL MIXTURE MAY BE
USED IF THE ABOVE SPECIFICATIONS ARE SATISFIED AND WITH WRITTEN APPROVAL BY THE ENGINEER.
GRAPHIC SCALE
30 0 15 30 60
SHALLOW LAND (NORMAL POOL TO 6" ABOVE) = 2,848 S.F. 50 HERB. PLANTS / 200 S.F. (2,848 S.F.) = 712 PLANTS
PLANT TYPE
QTY
KEY
BOTANICAL NAME
COMMON NAM17
ROOT
CALIPER
NOTES
HERBACEOUS
238
SM
Asclepias incornoto
Swamp Milkweed
CONT.
4" Pot
24" O.C.
1 j � � � j � � • j � j � j � j 0 � j O. j � j i,
237
TS
Carex stricto
Tussock Sedge
CONT.
4" Pot
24" O.C.
..............
..............
237
JW
Eupotorium purpureum
Joe -pye weed
CONT.
4" Pot
24" O.C.
No. Revision Date B
Designer
TLM
NOTE: TRASH RACK IS REQUIRED ON THE RISER
Drawn By
Date
BCP /TLM
SEE DETAIL THIS SHEET
Checked By
Job No.
ET
WATER LEVEL DURING STORM
TEMPORARY SKIMMER
TOP OF DAM
1 j � � � j � � • j � j � j � j 0 � j O. j � j i,
100 -YR WSE
TOP OF RISER
..............
..............
NOTE:
STAKE THE SEDIMENT CLEANOUT
No. Revision Date B
Designer
TLM
NOTE: TRASH RACK IS REQUIRED ON THE RISER
Drawn By
Date
BCP /TLM
SEE DETAIL THIS SHEET
Checked By
Job No.
ET
WATER LEVEL DURING STORM
TEMPORARY SKIMMER
TOP OF DAM
100 -YR WSE
TOP OF RISER
NOTE:
STAKE THE SEDIMENT CLEANOUT
10'
'�
ELEVATION TO 1' ABOVE THE
VEGETATED
„ PEAK FLOW ATTENUATION POOL
6
RISER
�'
FOREBAY BOTTOM ELEVATION
-
SHELF
FOREBAY
1 PERMANENT POOL
1 0:1
10' WIDE VEGETATED SHELF TO
c�
?
PERMANENT
10'
EXTEND TO A DEPTH OF 6" ABOVE
-
POOL DEPTH
VEGETATED
AND BELOW THE PERMANENT POOL
_
l
SHELF
-
BOTTOM
.•
EARTH DAM
1(-
ANTI- FLOATATION DEVICE
FOREBAY DRAIN
(SEE DETAIL THIS
SHEET)
ANTI -SEEP COLLAR
I I
-
BMP CROSS SECTION
I -_
.--I
I F
_
_
NTS
RCP OUTLET PIPE I I-
No. Revision Date B
Designer
TLM
Scale
AS NOTED
Drawn By
Date
BCP /TLM
06/26/2014
Checked By
Job No.
ET
02130427.00
NOTE:
SKIMMER MAY VARY
SLIGHTLY FROM
ILLUSTRATION
OUTLET END; CONNECTION
TO OUTLET PIPE OR RISER
VENT
SCREEN ACCESSIBLE
THROUGH DOOR
FLOAT
BARREL PIPE LONGER THAN SHOWN
NOT INCLUDED WITH SKIMMER
SUPPLIED BY USER
FLEXIBLE JOINT (NOT TO EXCEED 3' IN
LENGTH)
TEMPORARY SEDIMENT DEVICE
DEWATERING SKIMMER DETAIL
NTS
Northwest Community Church
Town of Cary Wake County
PLAN VIEW
CONCRETE ENCASEMENT
AT 3000 P.S.I. OR
PRE -CAST COLLAR
TRASH SCREEN
POND BOTTOM
TAMPED BLOCKING NOTES:
BACKFILL
SECTION VIEW 1. ONLY MANUFACTURED VALVE BOX EXTENSIONS SHALL BE ALLOWED.
2. VALVE OPERATING NUT MUST BE EXTENDED SO THAT THE DEPTH
IS NO GREATER THAN 5'
FOREBAY DRAIN DETAIL MANUUFACTURER APPROVEDftEXT NOSIONHKIT, SURFACE USING A
3. PRECAST CONCRETE ENCASEMENT IS ALLOWED OUTSIDE OF PAVED AREAS.
4. IF FISHING PIER IS CONSTRUCTED AS SHOWN ON THESE PLANS, VALVE
BOX SHALL EXTEND TO DECK ELEVATION OF FISHING PIER. OTHERWISE,
VALVE BOX TO EXTEND TO TOP OF FOREBAY BERM AS SHOWN IN DETAIL.
North Carolina
STORMWATER MANAGEMENT PLAN
HAND WHEEL
IN VALVE BOX
RISER CREST
OPEN END 4" DIP
NORMAL POOL
'O -RING' JOINT
4" DIP TEE -
ORIFICE HOLE DRILLED
IN 4" DIP CAP
4" DIP -1
POND BOTTOM
4" NRS GATE VALVE
(SET IN GROUT)
GRATED COVER ACCESS
CENTERED OVER STEPS
6" SLAB TOP
STAINLESS STEEL STEM
SUPPORTS AT 3' O.C.
PRECAST REINFORCED
BOX 6" THICK
SIDEWALL (MIN)
MANHOLE STEPS
(SEE NCDOT 840.66)
1/4 "x 2" STEEL STRAP
W/ 2 - 3/4" ANCHOR
BOLTS 2 STRAPS REQ'D
GROUT EACH SIDE
6" DIP�_R
CAP
JOINT SEALED WITH A -LOK NEOPR
GASKET (OR APPROVED EQUAL)
CAST IN MANHOLE WALL
CLASS III 0 -RING RCP
INV. OUT
`r�, PAVED
i f 6 "GROUT
:u !. TOP OF
• '� ANTI- FLOATATION
BMP RISER & DRAWDOWN DEVICE DETAIL
VALVE BOX COVER
TRASHRACK FOR PEAK
CONTROL WEIR
#4 REBAR GALVANIZED
WITH EPDXY COATING
BOLTED TO FRONT OF
STRUCTURE WITH STEEL
CLAMPS AND CONCRETE
ANCHOR BOLTS
NTS
GRATE OFFSET OVER STEPS
6" PRECAST CONCRETE
a:
TOP SLAB W/ GRATE
°
VOID SPACE °
WEIR OPENING
4'
• °
a
' a .
5' x 5' (ID) PRECAST
MAX REINFORCED BOX
TOP SLAB AND TRASH RACK DETAIL
5.5
5.5'�
ELEVATION
#4 REBAR
12" O.C.
EACH WAY
NTS
1/2" PREFORMED
JOINT FILLER,
12" WIDE
2000 PSF MIN.
8 °° BEARING CAPACITY
BENEATH COLLAR
SECTION
ANTI -SEEP COLLAR
NTS
I V V 1 LJ
1. RISER BARREL, SKIMMER AND OUTLET PIPE SHALL BE INSTALLED AT
PRIOR TO THE BEGINNING OF OVERALL SITE GRADING AND SHALL BE
UTILIZED AS A SEDIMENT CONTROL DEVICE DURING ROADWAY AND
UTILITY CONSTRUCTION. ONCE THE SITE HAS BEEN STABILIZED AND
GRADING IS COMPLETED THE BASIN SHALL BE CLEANED OUT AND
STABILIZED. THE SKIMMER DEVICE SHALL BE REMOVED, THE BOTTOM
DRAIN CLOSED AND THE NORMAL POOL ESTABLISHED.
2. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL TOWN OF
CARY STANDARDS AND SPECIFICATIONS.
THIS PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO
BEST MANAGEMENT PRACTICES AND ENGINEERED STORMWATER CONTROL
STRUCTURES AS OUTLINED IN THE TOWN OF CARY LAND DEVELOPMENT
ORDINANCE (CHAPTER 4, PART 4.6, LDO).
GRAPHIC SCALE
50 0 25 50 100
a °
KNOW WHAT'S BELOW.
�o��Nt CgR''o CALL BEFORE YOU DIG.
pF ESS /p q eee
P '�ME LI Y Cary Project Number 14-02 -049
Cary HTE Number 15 -0029
NOT APER VEN 6CO SZ-RUCTION Approved by the Town of Cary
Development Review Committee
°``a
�'F;,���,A RD � P�.�`° Planner Dote
ln►n�``
WITHERS RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: 919 - 469 -3340 www.withersravenel.com License No. C -0832
Sheet No.
C7.0