20051132 Ver 1_Stormwater Info_20110822

WITHERS &' RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive
CARY, NORTH CAROLINA, 27511
[phone]
FAX [phone]
TO: Annette Lucas
NCDWQ - Archdale Building 9ch Floor
1650 Mail Service Center
Raleigh. NC 27699-1650
WE ARE SENDING YOU
? Shop Drawings
? Copy of Letter
? Attached via
? Prints
? Change order

DATE 8-22-11 JOB NO. 0260300.10
ATTENTION Annette Lucas
PHONE # [phone]
RE: Chessington Level Spreader

UG
",11
yy? DE 'NR. WATER L?U
the following iteR SANpSTOR ALITY
? Plans ? Samples ? Specificnion? ftM
? Diskette ?
COPIES DATE NO. DESCRIPTION
1 8-21-11 1 2011 Pond As-Built Drawing
1 8-21-11 2 Calculations
1 8-21-11 3 Supplement Form
1 4-6-11 4 Pond Modification Approval from town
1 10-26-06 5 2006 Original Town Approved Drawings
1 8-21-11 6 Drainage Area Map
1 8-21-11 7 Photo of Buffer Downstream of LS
THESE ARE TRANSMITTED as checked below:
? For approval ? Approved as submitted ? Resubmit copies for approval
® For your use ? Approved as noted ? Submit copies for distribution
? As requested ? Returned for corrections ? Return corrected prints
? For review and comment ?
? FOR BIDS DUE 20 ? PRINTS RETURNED AFTER LOAN TO US
REMARKS: Annette - Per our meeting I have included the current info for the level spreader
downstream of the Chessington pond.
have included the original and revised approval documents from the Town in addition to the
as-built information and completed LS-VFS suDDlement form.
Please call me at [phone] if you have any questions. Thanks ZZ ,
COPY TO: W&R FILE
SIGNED: Hunter Freeman]
ff enclosures are not as noted, kindly notify us at once.
G

A WWI
GA
NC©ENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be comp letely filled out, printed, initialed, and submitted.
L4?I??OiIEC'l?"II?FORINATION;:-- -
Project name Chessington Subdivision Revisions
Contact name Hunter Freeman
Phone number 919-469-3340
Date August 21 2011
Drainage area number 1
11. 'DE51GN`JIVI5t 11lti TION
The purpose of the LS-VFS Buffer Rule: Diffuse Flow
Stormwater enters LS-VFS from A BMP
Type of VFS Protected riparian buffer (slope < 5%)
Explanation of any "Other" responses above Note: Development and BMP were originally approved by Morrisville in 2006. Per our meeting
in November, we are submitting the LS for your review.
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area ft, Do not complete this section of the form.
Impervious surface area ft2 Do not complete this section of the form.
Percent impervious % Do not complete this section of the form.
Rational C coefficient Do not complete this section of the form.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the form.
Time of concentration min Do not complete this section of the form.
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the form.
Peak flow from the 10-yr storm cfs Do not complete this section of the form.
Design storm Pick one:
Maximum amount of flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP Wet detention pond
Peak discharge from the BMP during the design storm 0.21 cfs
Peak discharge from the BMP during the 10-year storm 53.68 cfs
Maximum capacity of a 100-foot long LS-VFS 2 cfs
Peak flow directed to the LS-VFS 0.21 cfs
Is a flow bypass system going to be used? N (Y or N) A bypass system is required for the excess flow.
Explanation of any "Other"
above
The exiting pond has been in place for at least 4 years and there is no sign of erosion
downstream of the existing dissapater pad, area will be monitored.
C.y'
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 1 of 3
s-
. a ;,
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LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
0 sq ft No forebay is required.
18 in Depth is appropriate.
6 in Depth is appropriate.
50 ft/cfs
11 ft
15 ft
40 ft Width of VFS is not adeqate.
353.00 fmsl
351.00 fmsl
5.00 %
N (Y or N) OK
N (Y or N)
N (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calculati,
0.00 ft
0.00 ft
0.00 ft
0.00 ft
0.00 ft Provide at least one foot of freeboard.
N/A fUsec
Pick one:
N (Y or N)
Y (Y or N)
Dissapater Pad at end of pipe, then flow through the buffer. No Channel present downstream of
outlet pipe
V h?
1 R
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 2 of 3

Ill. REQUIRED ITEMUMECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Init' Is Page or plan sheet number and any notes:
- - - ---
See plan sheet
I' ?'? ?t'• C2mc
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
?'?,ISee plan sheet
Zpll pb'?j?«t'.
?On plan sheet
'Le1l AS ??IbC"
l On plan sheet
U I Ab vocr
1.1 ?w ?On plan sheet
_ ? ^ (,IC?w..Spp?oN..?t Qeuia? Ca???r?
?a lam
Attached
To be coordinated with Town of Morrisville
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3

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POND REVISION DESIGN h'DSaYOS TFRa? '
REPORT
Chessington Subdivision
Morrisville, North Carolina
Prepared For:
ASHTON WOODS HOMES
46o1 Six Forks Drive, Suite 121
Raleigh, North Carolina 276og
Attn: Hampton Pitts
Prepared By:
WITHERS & RAVENEL, INC
iii MacKenan Drive
Cary, North Carolina 27511
March 2011
W&R Project No. 02o60300.10
1
WR License # C-832
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CHESSINGTON SUBDIVISION
POND AS-BUILT REVISIONS
MORRISVILLE, NORTH CAROLINA
INTRODUCTION
The purpose of this study is to document pre- and post-development peak water surface elevations
and flow rates for the 1-year, 2-year, 1o-year, and loo-year design storm events as well as document
water quality benefits of the stormwater wet pond in the Chessington Subdivision. The site was
permitted in 2003 under applicable Morrisville ordinances. At the time, Morrisville ordinances
required control and treatment of the water quality storm, as well as peak attenuation for the 2-year
and 1o-year design storms.
The approved plan included one stormwater management facility on site. The pond was constructed
prior to a property ownership change, and prior to completion or certification of the improvements
deficiencies were found, requiring modifications to the outlet structure in order to comply with the
original approval. This report documents the revised pond design, and reflects modifications
necessary to prevent flooding of adjacent catch basins while maintaining compliance with
applicable Town ordinances per the original site plan approval.
The +/- 15 acre site is located off Davis Drive in Morrisville, NC north of the intersection of Airport
Boulevard and Davis Drive. The entire site lies within the Neuse River basin. The existing site was
undeveloped prior to the original site plan approval. The approved plans call for one stormwater wet
pond in the southeast corner of the site.
The majority of the developed site drains to the east into an unnamed stream which flows from north
to south and forms the eastern site boundary. The creek is an unnanmed tributary to Crabtree Creek,
and enters a culvert under Airport Boulevard in the southeastern corner of the property. The creek is
a buffered stream per the Neuse buffer rules.
W, ,
Chessington Subdivision 1 W&R Project 02060300.10
As-Built Pond Revisions March 2011
CHESSINGTON SUBDIVISION
POND AS-BUILT REVISIONS
MORRISVILLE, NORTH CAROLINA
A small portion of the predevelopment property boundary drains to the west through the storm
drainage network on Davis Drive. After the original approval, Davis Drive was widened, and the
drainage network was improved. No significant impervious area from the developed areas of this
subdivision drain towards Davis Drive.
This report documents the performance of the stormwater management device onsite. There is 1
structural stormwater wet pond BMP proposed for the site. This report includes a summary of the
peak flows for pre and post development conditions at each analysis point; however the primary
compliance point is just upstream of the culverts under Airport Boulevard. A map of the analysis
points and drainage areas is included in the appendix of this report.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by Wake
County LIDAR topography (1-ft contours) and existing field surveys. Proposed drainage areas were
based on field survey data and proposed development within the drainage areas. Proposed
impervious surface calculations were based on the proposed site plan.
The scope of work included the following analyses:
Hydrology
? Simulation of the i-year, 2-year, io-year, and Zoo-year rainfall events for the Morrisville,
NC area
? Formulation of the 1-year, 2-year, 1o-year, and ioo-year flood hydrographs for the pre-
and post-development drainage areas
Hydraulic
? Routing the 1-year, 2-year, io-year, and loo-year flood hydrographs for pre-development
runoff from the site.
? Routing the 1-year, 2-year, 1o-year, and loo-year flood hydrographs for post-
development runoff through the proposed BMP.
? Reporting peak flow results at the analysis point
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 proposed wet
pond. The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been
compiled to create a routing computer simulation model using Haestad Methods PondPack vio.o
software. This PondPack model was then used to assess the peak water surface elevations in the
BMP for the design rainfall events. The PondPack modeling results are provided as appendices to
this report.
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for each return period's Type II, 24-hour
duration storm event in the Morrisville area. This method requires three basic parameters: a curve
number (CN), time of concentration (Q, and drainage area.
Input data for the pre-development conditions model was based on aerial photos and the original
pond design calculations completed for the original site plan. Data was updated based on current
aerial photos and on-site verification of the site topography. 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). Post development land use is based on the full build out conditions shown on the
proposed site plan. The curve numbers used in this study are listed in the appendix of this report.
Chessington Subdivision 2 W&R Project 02o60300.10
As-Built Pond Revisions March 2011
CHESSINGTON SUBDIVISION
POND AS-BUILT REVISIONS
MORRISVILLE, NORTH CAROLINA
Times of concentration for pre- and post-development drainage areas were determined using the
SCS method and TR-20, with input data based on Wake County topographic maps, site visits, and
field survey data. The breakdown of the time of concentrations and the calculated values are found
in the appendices of this report.
HYDRAULICS
Computer simulated reservoir routing of the 1-year, 2-year, io-year, and loo-year design storms
utilized stage-storage and stage-discharge functions. Stage-storage functions were derived from the
proposed grading of the revised BMP. A non-linear regression relation for surface area versus
elevation was derived for the impoundment. The non-linear regression 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 structure for the stormwater wet pond.
The proposed wet pond for the site includes one primary outlet structure and a high flow bypass
spillway Details of the outlet structure are included with the site plans.
CONCLUSIONS
Based on the routing study, the proposed wet pond has sufficient volume to safely pass the ioo-
year storm without overtopping the dam or the existing catch basins. The grading of the wet pond
provides sufficient depth and area at normal pool to meet DWQ surface area requirements. The
outlets were designed to discharge the runoff from the first 1" of rainfall over 2 to 5 days to meet
water quality guidelines.
The wet pond was also designed to reduce post development peak flows at each analysis point to
pre-development conditions for the i-year, 2-year, and io-year design storm events. This data is
included in the summary below.
STORM DRAINAGE HYDRAULIC GRADE LINE
Hydraulic grade line calculations for the storm drainage network were completed using Storm Cad.
Peak flows were determined using the rational method with composite C values based on proposed
land uses and anticipated residential lot plans. Tailwater conditions at the outlets into the pond
were estimated based on the pondpack routing. The tailwater elevation was based on the maximum
water surface elevation in the pond for the corresponding storm event.
WET POND DESIGN SUMMARY
BMP #i - PROPOSED STORMWATER WET POND
Normal Pool Elevation = 353.30
1" Water Quality Pool Elevation = 355.00
Top of Dam Elevation = 36o.oo
Pond Riser
• 2.5" diameter Drawdown Orifice @ 353.30
• 3 - 3.67' wide weirs @ 355.00
• 6' x 6' slab top inlet box, crest @ 356.50
• 48" RCP Outlet Barrel, Inv Out = 353.14 (as-built)
• 30' Wide Emergency Spillway, Crest = 357.20
Chessington Subdivision 3 W&R Project 02o60300.10
As-Built Pond Revisions March 2011
CHESSINGTON SUBDIVISION
POND AS-BUILT REVISIONS
MORRISVILLE, NORTH CAROLINA
Wet Pond Routing Summary

Storm Event Peak Water
Surface Elevation
Freeboard Qpeak Outflow
(total)
i-Year 355.67 4.33 ft 17.36 cfs
2-Year 355.94 4.06 ft 27.85 cfs
to-Year 356.76 3.24 ft 53.68 cfs
loo-Year 357.54 2.47 ft 101.07 cfs
Peak Flow Summary - Airport Boulevard
Pre-Development Post

Storm Event
Peak Flow (cfs)
Development o Change
/o
Peak Flow (cfs)
1-Year 27.08 23.48 -13.3%
2-Year 37.82 37.73 -0.2%
to-Year 74.21 72.34 -2.5%
loo-Year 134.11 139.32 +3.9%
Peak Flow Summary - Davis Drive

Storm Event Pre-Development
Peak Flow (cfs) Post
Development
Peak Flow (cfs)
% Change
1-Year 6.50 6.50 +/-o%

2-Year
8.14
8.14 _
+/-o%
to-Year 12.97 12.97 +/-o%
loo-Year 20.25 20.25 +/-0%
Chessington Subdivision 4 W&R Project 02060300.10
As-Built Pond Revisions March 2011
BACKGROUND
INFORMATION
Chessington Subdivision W&R Project 02o60300.10
As-Built Pond Revisions March 2010
Chessington Subdivision
Stormwater BMP Impervious Area Summary
24-Mar-11

DA Built Out %
Impervious Impervious
Area % of Total
Impervious
(ac) (ac)
Chessington Subdivision 11.4 46.35% 5.28 72.34%
Offsite Area 7.56 26.72% 2.02 27.66%
Total 18.96 7.30 100%
* Note - Pond is designed to accommodate the impervious area shown
above in accordance with applicable Town of Morrisville, Town of Cary,
and NCDWQ stormwater requirements as of 11/7/06. Area for MU-1
based on existing drainage patterns.

Project Name: Chessington Subdivision Project #: 203012
City/State: Morrisville, NC Date: 24-Mar-11
Table 10.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENK/DWQ Stormwater Best Management Practices, pg. 10-14, July 2007 rev. 6/16/09
AS BUILT WET POND
Area
(ac) % Imp.
Area Imp. Area
(ac)
Chessington 11.4 46.35 5.28
Offsite Area to 7.56 26.72 2.02
18.96 7.30
Total Drainage Area = 18.96 acres
% Impervious Area = 38.5 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 1.67 % From Table 1.1
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA = 0.317 acres
13812 sq. ft.
Normal pool elevation = 353.3 feet
Surface area provided = i..1 acres
14416 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.40 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.627 acre-ft
27303 cu.ft.
Water quality pool elevation= 355.00 feet
Storage volume provided = 0.637 acre-ft
27748 cu.ft.
I
Project Name: Chessington
City/State: Cary, NC
STORMWATER BMP - WET POND (25% TN Removal)
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
Variables
WQ Volume
Head
Draw down time
1 Acre-ft
1.70 ft
62 hrs
27747.72 cf
0.566667 ft
223200 s
Orifice Area =
0.034298 sq. ft
Orifice Diameter= 2.507691 in
4.938984 sq. in
Project #: 2030012
Date: 24-Mar-11
Constants
g = 32.2 ft/s2
Cd= 0.6
USE 2.5 INCH DIAMETER ORIFICE
I L)
NORTH
AMERICAN
GREEN
Material and Performance Specification Sheet
North American Green
14649 Highway 41 North
Evansville, IN 47725
800-772-2040
FAX: [phone]
www.nagreen.com
P300-LW Turf Reinforcement Mat
The P300-LW permanent turf reinforcement mat shall be a machine-produced mat of 100% UV stable polypropylene fiber. The matting shall be of
consistent thickness with the synthetic fibers evenly distributed over the entire area of the mat. The matting shall be covered on the top side with
black heavyweight UV stabilized polypropylene netting having ultraviolet additives to delay breakdown and an approximate 0.63 x 0.63 (1.57 x 1.57
cm) mesh. The bottom net shall also be UV stabilized polypropylene with a 0.63 x 0.63 (1.57 x 1.57 cm) mesh size. The blanket shall be sewn
together on 1.50 inch (3.81 cm) centers with degradable thread.
The P300-LW shall meet requirement established by the Erosion Control Technology Council (ECTC) Specification and the US Department of
Transportation, Federal Highway Administration's (FHWA) Standard Specifications for Construction of Roads and Bridges on Federal Highway
Projects, FP-03 Section 713.18 as a Type 5.A and Type 5.B Permanent Turf Reinforcement Mat.
The P300-LW shall be manufactured with a colored thread stitched along both outer edges (approximately 2-5 inches [5-12.5 cm] from the edge) as
an nwerlap guide for ad]acent mats.
Material Content
Matrix 100% UV stabilized Polypropylene Fiber 0.5 Ibs/yd2 (0.27 kg/m2)
Nettings To - Heavyweight UV stabilized 3.0 Ib/1000 ft2 1.47 kg/1 00 m2
Bottom - Heavyweight UV stabilized 3.0 Ib/1000 ft2 1.47 kg/1 00
m2
Thread 100% Black Polypropylene
P300-LW is available in the following standard roll sizes:
Width 6.67 ft (2.03 m)
Length 108 ft (32.92 m)
Weight f 10% 45.0 Ibs (20.4 kg)
Area 80.0 yd2 (66.9 m2)
Index Value Properties:

y, 6t .4 Nk ij:357.?Z-S56o :77 Fr
S, o?olFier -t;- o.o ? Fr
Recommended Performance Design Values:
Property Test Method Typical
Thickness ASTM D6525 0.30 in 7.67 mm
Density ASTM D792 0.917 /cm3
Mass/Unit Area ASTM 6566 8.92 ozl d2 300 /m2
Light Penetration ECTC Guidelines 27.6%
Tensile Strength -MD ASTM D6818 470 Ibs/ft 7.03 kN/m
Elongation - MD ASTM D6818 32%
Tensile Strength - TD ASTM D6818 150 Ibs/ft 2.22 kN/m
Elongation - TD ASTM D6818 25%
UV Stability ASTM D4355 -1000hr 90%
Bench Scale Testinq* (NTPEP):
Test Method Parameters Results
ECTC Method 2 50 mm 2 in /hr for 30 min SLR** = 7.87
Rainfall 100mm 4 in /hr for 30 min SLR** = 7.84
150 mm 6 in /hr for 30 min SLR** = 7.81
ECTC Method 3
Shear Resistance Shear at 0.50 inch soil loss 2.2 Ibslft2
ECTC Method 4
Germination Top Soil, Fescue, 21 day
incubation 471 % improvement of
biomass
* Bench Scale tests should not be used for design purposes
** Soil Loss Ratio = Soil loss with Bare Soil/Soil Loss with RECP soil loss is based on re ression anal sis
Maximum Permissible Shear Stress
Short Duration Lon Duration
Phase 1
Unve etated 2.0 Ibs/ft2
96 Pa 2.0 IbS/ft2
96 Pa
Phase 2
Partial) Ve . 6.0 IbS/ft2
287 Pa 4.0 IbS/ft2
191 Pa
Phase 3
Full Veg. 8.0 IbS/ft2
383Pa 6.0 IbS/ft2
287Pa
OIG - D. 48 NFr2-
Rou hness Coefficients- Unve .
Flow Depth Mannin 's n
-< 0.50 ft 0.15 m 0.030
0.50-2.0ft 0.030-0.018
2:2.0 ft 0.60m 0.018
Updated 7/09
??
NORTH
AMERICAN
GREEN"
Material and Performance Specification Sheet
North American Green
14649 Highway 41 North
Evansville, IN 47725
800-772-2040
FAX: [phone]
www.nagreen.com
46
A. to t, Company
P300 Turf Reinforcement Mat
The P300 permanent turf reinforcement mat shall be a machine-produced mat of 100% UV stable polypropylene fiber. The matting shall be of
consistent thickness with the synthetic fibers evenly distributed over the entire area of the mat. The matting shall be covered on the top side with
black heavyweight UV stabilized polypropylene netting having ultraviolet additives to delay breakdown and an approximate 0.50 x 0.50 (1.27 x 1.27
cm) mesh. The bottom net shall also be UV stabilized polypropylene with a 0.63 x 0.63 (1.57 x 1.57 cm) mesh size. The blanket shall be sewn
together on 1.50 inch (3.81 cm) centers with degradable thread.
The P300 shall meet requirements established by the Erosion Control Technology Council (ECTC) Specification and the US Department of
Transportation, Federal Highway Administration's (FHWA) Standard Specifications for Construction of Roads and Bridges on Federal Highway
Projects, FP-03 Section 713.18 as a type 5.A, 5.8 Permanent Turf Reinforcement Mat.
The P300 is also available with the DOT SystemTM, which consists of installation staple patterns clearly marked on the erosion control blanket with
environmentally safe paint. The blanket shall be manufactured with a colored thread stitched along both outer edges (approximately 2-5 inches [5-
12.5 cm] from the edge) as an overlap guide for adjacent mats.
Material Content
Matrix 100% UV stabilized Polypropylene Fiber 0.7 Ibs/yd2 (0.38 kg/m2)
Nettings To - Heavyweight UV stabilized 5.0 Ib/1000 ft2 2.44 kg/1 00 m2
Bottom - Heavyweight UV stabilized 3.0 lb/1000 ft2 1.47 k /100 m2
Thread 100% Black Polypropylene
P300 is available in the following standard roll sizes:
Width 6.67 ft (2.03 m)
Length 108 ft (32.92 m)
Weight ± 10% 61.0 Ibs (27.66 kg)
Area 80.0 yd2 (66.9 m2)
Index Value Properties:
Property Test Method Typical
Thickness ASTM D6525 0.54 in 13.72 mm
Resiliency ASTM D1777 91.5%
Density ASTM D792 0.513 oz/in3 0.89 /cm3
Mass/Unit Area ASTM 6566 11.46 oz/ d2 389 /m2
Porosity ECTC Guidelines 95.89%
Open volume/Unit Area ECTC Guidelines 872 in3/ d2 11,952 cm3/m2
Stiffness ASTM D1388 97.24 oz-in
Light Penetration ECTC Guidelines 15%
Tensile Strength -MD ASTM D6818 481 Ibs/ft 7.02 kN/m
Elongation - MD ASTM D6818 20%
Tensile Strength - TD ASTM D6818 426 Ibs/ft 6.22 kN/m
Elongation - TD ASTM D6818 23%
UV Stability ASTM 4355 -1000hr 90%
Bench Scale Testing* (NTPEP):
Test Method Parameters Results
ECTC Method 2 50 mm 2 in /hr for 30 min SLR** =11.92
Rainfall 100mm 4 in /hr for 30 min SLR** =10.79
150 mm 6 in /hr for 30 min SLR** =10.17
ECTC Method 3
Shear Resistance Shear at 0.50 inch soil loss 3.30 Ibslft2
ECTC Method 4
Germination Top Soil, Fescue, 21 day
incubation 263% improvement of
biomass
* Bench Scale tests should not be used for design purposes
* Soil Loss Ratio = Soil loss with Bare Soil/Soil Loss with RECP soil loss is based on regression analysis)
Updated 3/09
Performance Design Values:
Maximum Permissible Shear Stress
Short Duration Lon Duration
Phase 1
Unve etated 3.0 Ibs/ft2
144 Pa 2.0 Ibs/ft2 (196 Pa)
Phase 2
Partial) Ve . 8.0 Ibs/ft2
383 Pa 8.0 Ibs/ft2 (383 Pa)
Phase 3
Full Veg. 8.0 Ibs/ft2
383Pa 8.0 2 (383 Pa)
Velocity Unve 9.0 ft/s 2.7 m/s
Velocity Veg. 16 ft/s 4.9 m/s
Slope D esi n Data: C Factors
Sloe Gradients S
Sloe Length L <- 3:1 3:1- 2:1 >- 2:1
<- 20 ft 6 m 0.001 0.029 0.082
20-50 ft 0.036 0.060 0.086
2: 50 ft 15.2 m 0.070 0.090 0.110
Roughness s Coefficients- Unve .
Flow Depth Mannin 's n
<- 0.50 ft 0.15 m 0.034
0.50 - 2.0 ft 0.034 - 0.020
> 2.0 ft 0.60 m 0.020
Product Participant of:

N
35° 50' 9"
in
to
n
35° 50'8"
35'49'41" " .
35° 49 41"
693700 693800 693900 694000 694100 694200 694300
Map Scale: 1:4,040 d printed on A size (8.5"x 11 ") sheet.
Meters
N
0 35 70 140 210
/,\v Feet
0 150 300 600 900
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group-Wake County, North Carolina
8/24/2010
Page 1 of 4
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Hydrologic Soil Group-Wake County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group- Summary by Map Unit - Wake County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CnA Colfax sandy loam, 0 to 3 percent C
2.3 4.9%!
slopes -
CrB2 Creedmoor sandy loam, 2 to 6 percent C 13.4 28.6%
slopes, moderately eroded
Ws62 White Store sandy loam
2 to 6 D 19.1 40.8%
,
percent slopes, moderately eroded
WsC2 White Store sandy loam, 6 to 10
percent slopes, moderately eroded D 0.9 2.0%
WyA Worsham sandy loam, 0 to 3 percent r D 11.01 23.6%
slopes -
Totals for Area of Interest
46.71 100.0%
USDA an- Natural Resources Web Soil Survey 8/24/2010
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group-Wake County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.• None Specified
Tie-break Rule: Lower
U5VA Natural Resources Web Soil Survey 8/24/2010
Conservation Service National Cooperative Soil Survey Page 4 of 4
PONDPACK ROUTING
CALCULATIONS
Chessington Subdivision W&R Project 02o60300.10
As-Built Pond Revisions March 2010
Job File: K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\CHESSINGTON 032411.PPW
Rain Dir: K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\
--------------------------
--------------------------
JOB TITLE
Project Date: 3/24/2011
Project Engineer: Withers and Ravenel
Project Title: Chessington Subdivision
Project Comments:
Chessington + MUl + Existing Offsite
Pond regraded in existing location, existing pipe and riser used,
new emergency spillway added. Physical changes made in accordance
with meeting with Amanda Boone and Annette Lucas on November 2,
2010.
Tc and Drainage area info updated on 2/16/11, based on emails with
Amanda Boone and ToM policy.
Riser updated 3/24/11 based on comments from Amanda Boone received
during meeting at Town offices.
SIN:
Bentley PondPack (10.00.027.00) 4:08 PM
Bentley Systems, Inc.
3/24/2011

Table of Contents
i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Wake County..... Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
DAVIS DR PRE.... Tc Calcs ........................... 3.01
DAVIS DRIVE POST Tc Calcs ........................... 3.03
ON-SITE-BYPASS.. Tc Calcs ........................... 3.05
POST-TREATED .... Tc Calcs ........................... 3.09
PRE-AIRPORT ..... Tc Calcs ........................... 3.11
********************** CN CALCULATIONS *********************
DAVIS DR PRE.... Runoff CN-Area ..................... 4.01
DAVIS DRIVE POST Runoff CN-Area ..................... 4.02
ON-SITE BYPASS.. Runoff CN-Area ..................... 4.03
POST-TREATED .... Runoff CN-Area ..................... 4.04
PRE-AIRPORT ..... Runoff CN-Area ..................... 4.05
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Table of Contents
Table of Contents (continued)
ii
*********************** POND VOLUMES ***********************
CPOND........... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Ex Pipe - Altl.. Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.05
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Wake County
Total
Depth
Return Event in
1 3.0000
2 3.6000
10 5.3800
25 6.4100
100 8.1000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
--------
----
----- Type Event ac-ft Trun

AIRPORT
BLV
POST ----
JCT ------
1 ----------
3.394
AIRPORT BLV POST JCT 2 4.530
AIRPORT BLV POST JCT 10 8.120
AIRPORT BLV POST JCT 25 10.283
AIRPORT BLV POST JCT 100 13.906
AIRPORT BLV PRE JCT 1 6.614 LR
AIRPORT BLV PRE JCT 2 7.593 LR
AIRPORT BLV PRE JCT 10 10.838 LR
AIRPORT BLV PRE JCT 25 12.859 LR
AIRPORT BLV PRE JCT 100 16.302 LR
CPOND IN POND 1 2.626
CPOND IN POND 2 3.455
CPOND IN POND 10 6.039
CPOND IN POND 25 7.583
CPOND IN POND 100 10.155
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs ft ac-ft

12.3000 -------- -------- ------------
23.48
12.3000 37.73
12.3000 72.34
12.2000 91.55
12.2000 139.32
12.2000 27.08
12.2000 37.82
12.1000 74.21
12.1000 96.58
12.1000 134.11
12.1000 28.34
12.1000 37.43
12.1000 65.10
12.1000 81.23
12.1000 107.62
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
--- Type
---- Event
------ ac-ft Trun
---------- --
------
CPOND --------
OUT POND 1 2.590
CPOND OUT POND 2 3.419
CPOND OUT POND 10 6.004
CPOND OUT POND 25 7.547
CPOND OUT POND 100 10.119
DAVIS DR POST JCT 1 .364
DAVIS DR POST JCT 2 .460
DAVIS DR POST JCT 10 .751
DAVIS DR POST JCT 25 .921
DAVIS DR POST JCT 100 1.202
DAVIS DR PRE AREA 1 .364
DAVIS DR PRE AREA 2 .460
DAVIS DR PRE AREA 10 .751
DAVIS DR PRE AREA 25 .921
DAVIS DR PRE AREA 100 1.202
DAVIS DR PRE JCT 1 .364
DAVIS DR PRE JCT 2 .460
DAVIS DR PRE JCT 10 .751
DAVIS DR PRE JCT 25 .921
DAVIS DR PRE JCT 100 1.202
DAVIS DRIVE POST AREA 1 .364
DAVIS DRIVE POST AREA 2 .460
DAVIS DRIVE POST AREA 10 .751
DAVIS DRIVE POST AREA 25 .921
DAVIS DRIVE POST AREA 100 1.202
ON-SITE BYPASS AREA 1 .803
ON-SITE BYPASS AREA 2 1.111
ON-SITE BYPASS AREA 10 2.117
ON-SITE BYPASS AREA 25 2.736
ON-SITE-BYPASS AREA 100 3.786
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
-------- cfs
-------- ft
-------- ac-ft
------------
-
12.4000 17.36 355.67 .949
12.3000 27.85 355.94 1.071
12.3000 53.68 356.76 1.462
12.3000 65.84 357.15 1.657
12.2000 101.07 357.54 1.858
11.9000 6.50
11.9000 8.14
11.9000 12.97
11.9000 15.74
11.9000 20.25
11.9000 6.50
11.9000 8.14
11.9000 12.97
11.9000 15.74
11.9000 20.25
11.9000 6.50
11.9000 8.14
11.9000 12.97
11.9000 15.74
11.9000 20.25
11.9000 6.50
11.9000 8.14
11.9000 12.97
11.9000 15.74
11.9000 20.25
12.2000 8.01
12.2000 11.26
12.2000 21.62
12.2000 27.87
12.2000 38.24
SIN:
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4:08 PM 3/24/2011
Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw

MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
--------------- Type
-- ---- Event
------ ac-ft
---------- Trun
-- hrs
--- cfs ft ac-ft

*OUT POST
JCT
1
3.757 ------
12.3000 --------
24.29 -------- ------------
*OUT POST JCT 2 4.990 12.3000 38.73
*OUT POST JCT 10 8.871 12.3000 73.89
*OUT POST JCT 25 11.205 12.2000 93.77
*OUT POST JCT 100 15.108 12.2000 142.16
*OUT PRE JCT 1 6.978 LR 12.1000 28.24
*OUT PRE JCT 2 8.053 LR 12.1000 39.79
*OUT PRE JCT 10 11.589 LR 12.1000 77.47
*OUT PRE JCT 25 13.780 LR 12.1000 100.50
*OUT PRE JCT 100 17.504 LR 12.1000 139.12
POST TREATED AREA 1 2.626 12.1000 28.34
POST TREATED AREA 2 3.455 12.1000 37.43
POST TREATED AREA 10 6.039 12.1000 65.10
POST TREATED AREA 25 7.583 12.1000 81.23
POST TREATED AREA 100 10.155 12.1000 107.62
PRE AIRPORT AREA 1 6.614 LR 12.2000 27.08
PRE-AIRPORT AREA 2 7.593 LR 12.2000 37.82
PRE AIRPORT AREA 10 10.838 LR 12.1000 74.21
PRE-AIRPORT AREA 25 12.859 LR 12.1000 96.58
PRE AIRPORT AREA 100 16.302 LR 12.1000 134.11
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V
Type.... Design Storms
Name.... Wake County
Page 2.01
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
Title... Project Date: 3/24/2011
Project Engineer: Withers and Ravenel
Project Title: Chessington Subdivision
Project Comments:
Chessington + MU1 + Existing Offsite
Pond regraded in existing location, existing pipe and
riser used, new emergency spillway added. Physical
changes made in accordance with meeting with Amanda
Boone and Annette Lucas on November 2, 2010.
Tc and Drainage area info updated on 2/16/11, based
on emails with Amanda Boone and ToM policy.
Riser updated 3/24/11 based on comments from Amanda
Boone received during meeting at Town offices.
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = 1
Wake County
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 2
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
2 yr
3.6000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Design Storms Page 2.02
Name.... Wake County
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
Title... Project Date: 3/24/2011
Project Engineer: Withers and Ravenel
Project Title: Chessington Subdivision
Project Comments:
Chessington + MU1 + Existing Offsite
Pond regraded in existing location, existing pipe and
riser used, new emergency spillway added. Physical
changes made in accordance with meeting with Amanda
Boone and Annette Lucas on November 2, 2010.
Tc and Drainage area info updated on 2/16/11, based
on emails with Amanda Boone and ToM policy.
Riser updated 3/24/11 based on comments from Amanda
Boone received during meeting at Town offices.
DESIGN STORMS SUMMARY
Design Storm File,ID = Wake County
Storm Tag Name = 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.4100 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.1000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Tc Calcs
Name.... DAVIS DR PRE
Page 3.01
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Tc Calcs
Name.... DAVIS DR PRE
Page 3.02
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs
Name.... DAVIS DRIVE POST
Page 3.03
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.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) 4:08 PM 3/24/2011
Type.... Tc Calcs
Name.... DAVIS DRIVE POST
Page 3.04
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ---- __________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
I I
Type.... Tc Calcs
Name.... ON-SITE-BYPASS
Page 3.05
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 384.00 ft
Slope .037000 ft/ft
Unpaved
Avg.Velocity 3.10 ft/sec
Segment #1 Time: .0344 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 13.9900 sq.ft
Wetted Perimeter 22.25 ft
Hydraulic Radius .63 ft
Slope .010000 ft/ft
Mannings n .0330
Hydraulic Length 906.00 ft
Avg.Velocity 3.31 ft/sec
Segment #2 Time: .0759 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 2.2200 sq.ft
Wetted Perimeter 4.68 ft
Hydraulic Radius .47 ft
Slope .029000 ft/ft
Mannings n .0330
Hydraulic Length 479.00 ft
Avg.Velocity 4.68 ft/sec
Segment #3 Time: .0285 hrs
------------------------------------------------------------------------
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Tc Calcs Page 3.06
Name.... ON-SITE-BYPASS
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
Segment #4: Tc: TR-55 Sheet
Mannings n .4100
Hydraulic Length 50.00 ft
2yr, 24hr P 3.6000 in
Slope .005000 ft/ft
Avg.Velocity .04 ft/sec
Segment #4 Time: .3442 hrs
------------------------------------------------------------------------
Total Tc: .4829 hrs
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4:08 PM
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3/24/2011

Type.... Tc Calcs
Name.... ON-SITE-BYPASS
Page 3.07
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Tc Calcs
Name.... ON-SITE-BYPASS
Page 3.08
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
. 1 %
Type.... Tc Calcs
Name.... POST-TREATED
Page 3.09
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Sheet
Mannings n .4100
Hydraulic Length 50.00 ft
2yr, 24hr P 3.6000 in
Slope .010000 ft/ft
Avg.Velocity .05 ft/sec
Segment #2 Time: .2608 hrs
------------------------------------------------------------------------
Total Tc: .4308 hrs
SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011

Type.... Tc Calcs
Name.... POST TREATED
Page 3.10
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined =____------- -
Tc = Value entered by user
Where: Tc = Time of concentration
___= SCS TR-55 Sheet Flow ___________
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011

Type.... Tc Calcs
Name.... PRE AIRPORT
Page 3.11
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Shallow
Hydraulic Length 911.00 ft
Slope .027000 ft/ft
Unpaved
Avg.Velocity 2.65 ft/sec
Segment #1 Time: .0955 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area 13.9900 sq.ft
Wetted Perimeter 22.55 ft
Hydraulic Radius .62 ft
Slope .011000 ft/ft
Mannings n .0330
Hydraulic Length 960.00 ft
Avg.Velocity 3.44 ft/sec
Segment #2 Time: .0774 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 50.00 ft
2yr, 24hr P 3.6000 in
Slope .010000 ft/ft
Avg.Velocity .05 ft/sec
Segment #3 Time: .2557 hrs
------------------------------------------------------------------------
Total Tc: .4286 hrs
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011

Type.... Tc Calcs
Name.... PRE AIRPORT
Page 3.12
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow _____________
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
? 1 It
Type.... Tc Calcs
Name.... PRE AIRPORT
Page 3.13
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft/sec
Slope, ft/ft
Mannings n
Time of concentration, hrs
Flow length, ft
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
? a w
Type.... Runoff CN-Area
Name.... DAVIS DR PRE
Page 4.01
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Road ROW (Davis Drive) 92 2.020 92.00
COMPOSITE AREA & WEIGHTED CN ---> 2.020 92.00 (92)
...........................................................................
...........................................................................
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
k
Type.... Runoff CN-Area
Name.... DAVIS DRIVE POST
Page 4.02
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC %UC CN
-------------------------------- ---- --------- ----- ----- ------
Davis Dr 92 2.020 92.00
COMPOSITE AREA & WEIGHTED CN ---> 2.020 92.00 (92)
...........................................................................
...........................................................................
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Runoff CN-Area Page 4.03
Name.... ON-SITE-BYPASS
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
-------------------- CN acres oC %UC CN
------------
On-site open space; C ----
74 ---------
4.480 ----- -----
22.00 ------
76.64
On-site open space; D 80 2.890 30.00 82.70
Offsite Commercial Area 79 .740 79.00
COMPOSITE AREA & WEIGHTED CN ---> 8.110 79.01 (79)
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
k I
Type.... Runoff CN-Area
Name.... POST TREATED
Page 4.04
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description
------------------- CN acres %C %UC CN
-------------
C soils ----
74 ---------
4.440 ----- -----
46.35 ------
85.12
D soils 80 6.960 46.35 88.34
Offsite Commercial 79 7.560 26.72 84.08
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 18.960
..........
..........
............
............ 85.89 (86)
.............
.............
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
v X
Type.... Runoff CN-Area Page 4.05
Name.... PRE AIRPORT
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
-------------------------- CN acres %C %UC CN
------
Woods; C soils ----
70 ---------
8.920 ----- ----- ------
70.00
Woods; D soils 77 9.850 77.00
Pre Offsite 79 8.300 24.46 83.65
COMPOSITE AREA & WEIGHTED CN ---> 27.070 76.73 (77)
SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011

Type.... Vol: Elev-Area
Name.... CPOND
Page 5.01
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (sq.ft)
--------------------- (sq.ft)
----------- (ac-ft) (ac-ft)

353.30
----- 14416 -----
0 ----------
.000 -------------
.000
353.50 ----- 15354 44648 .068 .068
354.00 ----- 16859 48302 .185 .253
355.00 ----- 18424 52907 .405 .658
356.00 ----- 20091 57754 .442 1.100
357.00 ----- 21801 62821 .481 1.581
358.00 ----- 23554 68016 .520 2.101
359.00 ----- 25652 73787 .565 2.666
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + 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) 4:08 PM 3/24/2011
r A •
Type.... Outlet Input Data Page 6.01
Name.... Ex Pipe - A1tl
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 353.30 ft
Increment = .10 ft
Max. Elev.= 359.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Inlet Box IB ---> CL 356.500 359.000
Weir-Rectangular WO ---> CL 355.000 359.000
Culvert-Circular CL ---> TW 353.140 359.000
Orifice-Circular DD ---> TW 353.300 359.000
Weir-Rectangular W1 ---> TW 357.200 359.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
• %. •
Type.... Outlet Input Data
Name.... Ex Pipe - Altl
Page 6.02
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = IB
Structure Type
------------------ = Inlet Box
------------------
# of Openings = 1
Invert Elev. = 356.50 ft
Orifice Area = 29.7000 sq.ft
Orifice Coeff. _ .600
Weir Length = 7.00 ft
Weir Coeff. = 3.600
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
wo
Weir-Rectangular
----------------
1
355.00 ft
11.00 ft
3.100000
Weir TW effects (Use adjustment equation)

SIN:
Bentley SystF
Bentley PondPack (10.00.027.00) 4:08 PM f
Type.... Outlet Input Data Page 6.03
Name.... Ex Pipe - Altl
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type
------------------ = Culvert-Circular

No. Barrels -----------
= 1 -------
Barrel Diameter = 4.0000 ft
Upstream Invert = 353.14 ft
Dnstream Invert = 352.68 ft
Horiz. Length = 58.00 ft
Barrel Length = 58.00 ft
Barrel Slope = .00793 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000
Kb = .004925
Kr = .2000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.058
T2 ratio (HW/D) = 1.203
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 = 357.37 ft ---> Flow = 87.96 cfs
At T2 Elev = 357.95 ft ---> Flow = 100.53 cfs
;/N. Bentley Systems, Inc.
=tley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Outlet Input Data Page 6.04
Name.... Ex Pipe - Altl
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = DD
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 353.30 ft
Diameter = .2083 ft
Orifice Coeff. _ .600
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Wl
Weir-Rectangular
----------------
1
357.20 ft
30.00 ft
3.200000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft.
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
40 •
Type.... Composite Rating Curve
Name.... Ex Pipe - Altl
Page 6.05
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
--------- ------- ----- --- Converge ---------- ---------------
Elev. Q TW E lev Error
ft
-------- cfs
------- ft +/-ft
-------- Contributi ng Structures

353.30
.00
Free -----
Outfall --------------------------
(no Q: IB,W0,CL,DD,W1)
353.40 .00 Free Outfall DD (no Q: IB,W0,CL,W1)
353.50 .04 Free Outfall DD (no Q: IB,WO,CL,W1)
353.60 .07 Free Outfall DD (no Q: IB,WO,CL,Wl)
353.70 .09 Free Outfall DD (no Q: IB,W0,CL,W1)
353.80 .10 Free Outfall DD (no Q: IB,W0,CL,W1)
353.90 .12 Free Outfall DD (no Q: IB,WO,CL,Wl)
354.00 .13 Free Outfall DD (no Q: IB,W0,CL,W1)
354.10 .14 Free Outfall DD (no Q: IB,WO,CL,Wl)
354.20 .15 Free Outfall DD (no Q: IB,W0,CL,W1)
354.30 .16 Free Outfall DD (no Q: IB,W0,CL,W1)
354.40 .16 Free Outfall DD (no Q: IB,W0,CL,W1)
354.50 .17 Free Outfall DD (no Q: IB,W0,CL,W1)
354.60 .18 Free Outfall DD (no Q: IB,W0,CL,W1)
354.70 .19 Free Outfall DD (no Q: IB,W0,CL,W1)
354.80 .19 Free Outfall DD (no Q: IB,WO,CL,Wl)
354.90 .20 Free Outfall DD (no Q: IB,W0,CL,W1)
355.00 .21 Free Outfall DD (no Q: IB,W0,CL,W1)
355.10 1.28 Free Outfall WO,CL,DD (no Q: IB,W1)
355.20 3.31 Free Outfall WO,CL,DD (no Q: IB,WI)
355.30 5.90 Free Outfall WO,CL,DD (no Q: IB,W1)
355.40 8.82 Free Outfall WO,CL,DD (no Q: IB,W1)
355.50 12.09 Free Outfall WO,CL,DD (no Q: IB,W1)
355.60 15.49 Free Outfall WO,CL,DD (no Q: IB,W1)
355.70 18.23 Free Outfall WO,CL,DD (no Q: IB,W1)
355.80 24.11 Free Outfall WO,CL,DD (no Q: IB,W1)
355.90 26.82 Free Outfall WO,CL,DD (no Q: IB,W1)
356.00 29.59 Free Outfall WO,CL,DD (no Q: IB,W1)
356.10 32.32 Free Outfall WO,CL,DD (no Q: IB,W1)
356.20 35.06 Free Outfall WO,CL,DD (no Q: IB,W1)
356.30 37.74 Free Outfall WO,CL,DD (no Q: IB,W1)
356.40 40.59 Free Outfall WO,CL,DD (no Q: IB,W1)
356.50 43.36 Free Outfall WO,CL,DD (no Q: IB,W1)
356.60 46.58 Free Outfall IB,WO,CL,DD (no Q: W1)
356.70 49.92 Free Outfall IB,WO,CL,DD (no Q: W1)
356.80 56.10 Free Outfall IB,WO,CL,DD (no Q: W1)
356.90 57.53 Free Outfall IB,WO,CL,DD (no Q: W1)
357.00 62.19 Free Outfall IB,WO,CL,DD (no Q: Wl)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
A
Type.... Composite Rating Curve
Name.... Ex Pipe - Alt1
Page 6.06
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ---------------- ---------
Elev. Q TW Elev Error
ft
- cfs f t +/-ft Contributing Structures
-------
357.10 -------
63.96 -----
Free --- -----
Outfall -----------------
IB,WO,CL,DD (no ---------
Q: Wl)
357.20 67.58 Free Outfall IB,WO,CL,DD (no Q: W1)
357.30 75.05 Free Outfall IB,W0,CL,DD,W1
357.40 86.89 Free Outfall IB,W0,CL,DD,W1
357.50 96.41 Free Outfall IB,W0,CL,DD,W1
357.60 107.16 Free Outfall IB,W0,CL,DD,W1
357.70 122.66 Free Outfall IB,W0,CL,DD,W1
357.80 135.96 Free Outfall IB,W0,CL,DD,W1
357.90 151.12 Free Outfall IB,WO,CL,DD,Wl
358.00 168.13 Free Outfall IB,W0,CL,DD,W1
358.10 183.71 Free Outfall IB,W0,CL,DD,W1
358.20 200.91 Free Outfall IB,W0,CL,DD,W1
358.30 218.35 Free Outfall IB,W0,CL,DD,W1
358.40 236.32 Free Outfall IB,W0,CL,DD,W1
358.50 254.87 Free Outfall IB,W0,CL,DD,W1
358.60 273.90 Free Outfall IB,W0,CL,DD,W1
358.70 293.42 Free Outfall IB,WO,CL,DD,Wl
358.80 313.45 Free Outfall IB,W0,CL,DD,W1
358.90 333.92 Free Outfall IB,WO,CL,DD,W1
359.00 355.01 Free Outfall IB,CL,DD,W1 (no Q: WO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
4 a
Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- C -----
CPOND... 5.01
----- D -----
DAVIS DR PRE... 3.01, 4.01
DAVIS DRIVE POST... 3.03, 4.02
----- E -----
Ex Pipe - Altl... 6.01, 6.05
----- 0 -----
ON-SITE-BYPASS ... 3.05, 4.03
----- P -----
POST TREATED... 3.09, 4.04
PRE-AIRPORT ... 3.11, 4.05
----- W -----
Wake County... 2.01
Watershed... 1.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
a ? %
DISSAPATER CALCULATIONS
Chessington Subdivision W&R Project 02o60300.10
As-Built Pond Revisions March 2010

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Toren of Morrisville
Post Office Box 166
Morrisville, North Carolina 2766o
April 6, 2011
Ashton Woods homes
4601 Six Forks Road
Suite 121
Raleigh, NC 27609
Attn: Steve Fricke
RE: Cbessington Subdivision
Town Project No. 06-80000007
Release of Approved Bulletin Drawing No. 2
Mr. Fricke.
Phone: [phone]
Fax: [phone]o11
i-iv v.townofinorris, lle.org
C*fthkl,M
O%Ato %%11A
fw,&%
RR/;:Z?@OW70
`
y D
AUG 2 2 2011
DFNR- WATER QUALITY
WVDSAND STpR?m,ATER
INCH
Please be advised that approval is hereby issued for the attached bulletin drawing for the above
referenced project. The bulletin drawing is ail amendment to Sheet No. 18 oi' the previously
approved construction drawings entitled, "Construction Drawings for Chessington Subdivision
(Formerly G.I.D. Tract), Morrisville, N.C.", consisting of 26 sheets, prepared by Withers &
Ravenel, and last revised October 23, 2006. Any regulated area affected by this amendment must
be re-evaluated and the regnilator must be provided with a copy of the amended drawings so the
revisions can be acknowledged and if necessary, the perrnit revised accordingly. It should be
noted that construction still must be conducted in accordance with the original approval and any
activity which requires Town (Morrisville or Cary) inspection must still be coordinated in
accordance with the Town's standard procedures.
Should you have any questions or require any additional information, please do not hesitate to
contact me.
Sincerely,
Keith P. Billy, PFw _
Town Engineer
Town of Morrisville
Attaclunent
cc: J. Canfield, Withers & Ravenei

tip ??oy

r-77, 17-77
MG 2 2 2011
WMMDSAI "E 'TERBRW.H
TOP OF VEGETATED SHELF
EL = 354,00 VEGETATED SIDE
PLANT VEGETATED SHELF WITH SLOPES 3:1 _
RisER ANO DRAwDOwN DEVICE HERBACEOUS PERENNIAL SPECIES
TOP OF DAM MODIFIED RISER AND DRAih (SEE DETAIL THIS SNEEf) TAIL THis SHEET) ADAPTED TD WET CONDITIONS ~r_,
-l_3
BOTTOM OF VEGETATED SHELF EL = 353.00
100 YEAR EL=357.54 B'0
9
"s . NiQV EL=355.00
- 1+ NORMAL POOL EL=353.30 ~ . . ..a.... _ /
1 ~
~ 1 ~ r:/,, r
~ V ` _ - EXlS71NG OUTLET INV = 352.68' ~'%°f SIDC SLOPES ~ ~`%`~r. , , . ~;r•~,. ~ ~,\'~y~^~ FOREBAY SIDE SLOPES,
- - , , r . r f
I ~ _ EXISTING PRIVATE 2C} EXISTING RiP-RAP PAD EXIST1NG 48" RCP ,,i r..F r '"ti.' •~li: fiY'i~~!`,. j~ '~-`:rr'~i;l if\%'`}r41 3:1 , y f Jti~~ rf ` 3.1 ~ ~ ~1
- ` ' STORM EASEMENT PER ouTLET PIPE ~ r ~ r, , r\; ,\ti/rti i,! ~rJ,~,%r\ ; ~v FOREBAY` BOTTOM ~ f ~ \J ti~ 1, 1f, \ f ~ f\ t,,,~;; \ - r , ~ , i EL - 350.00 1~
_ - BM 2007 PG 2746
SEQIMENT GLEAN OUT U~ CLAY LINER BOTTOM OF POND EL = 350.00 ~ ~ ~f1 Jj
I TING RIP ~.AP EX S ~ENii. WATER QUAI.lTy
PAD TO REMAIN.. EL = 349.00 W~~vr}sA~~sro~t~~~~cw
1~ , ` 12'x32 x22 CLASS I
~ GRADE A E~,, ZONE 2 ~ ~ RIP RAP PAD WITH WET POND DETAIL
TO PROM ~ , SITIVE ~ T 20' STORM LINER M$
EXI TI G PRIVA E DRAINAGE. D AREA ®~-ry
~ M 007 PG 2T46 NT PER B 2 ITH F N T AT D A E T CE 0 BE LOC E E E H LL BE ED W SI L E SA L GENERAL NOTES
+ ~ EX FE JUTE MATTIN EEDED. AT EDGE OF CLEARING AND ~
, 7. SILT FENCE v ~ ~ EXCAVATED MATERIAL TO BE - ~ 1, BOUNDARY INFORMATION BASED ON MAP PREPARED BY WITHERS &RAVENEL, DATED FEBRUARY 11, 2003 ENTITLED r-~
t - ti SPOILED AND SEEDED IMMEDIATELY - ~ "BOUNDARY SURVEY FOR ANVIL. INVESTMENTS, LLC -OWNER CID."
+ ~ . AFTER CONSTRUCTION. ~ ~ - ~ A 2. TOPOGRAPHIC INFORMATION FROM A SURVEY BY WITHERS ~ RAVENEL, INC. AND UPDATED JULY 2010,
I!'; ~ _ _ - - ~ ~y NO CLEARING ALLOWED. ST ~ 3. CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTfUTIES PRIOR TO CONSTRUCTION. THE LOCATION OF r~;~_.~' EXISTING UTILITIES SHOWN ON PLANS 15 BASED ON BEST INFORMATION AVAILABLE. EXISTING UTILITY LOCATIONS r~
~ - _ `'a~~~ REFER TO NOTE 5. - E 4 DIP EVENLY SPLIT # 1, NORMAL POOL IS LOWERED TO 353.30. THIS INCLI J. THIS INCLUDES REMOVAL OF EXISTING 4 DIP AND SHOULD BE CONSIDERED AS APPROXIMATE.
_ ~1 TQ E SPREADER RECONSTRUC110N TO REV#SED ELEVATIONS. IT WILL IONS. IT WILL DISCHARGE INTO A LEVEL SPREADER AS 4. THERE IS NO 100-YEAR FLOQDPLAiN PER FEMA FLOOD INSURANCE RATE MAP 3718300280 E, DATED MARCH 3, 1992.
~ i ~ EXISTING 58, LF OF ~ SHOWN. 5. THERE SHALL BE NO CLEARING WITHIN NEUSE RIVER BUFFER. FILL CAN BE PLACED IN EXISTING CLEARED AREAS Of
G r 9, ~ P. TO ''REMAIN 2. THE BOTTOM OF BMP ELEVATION WILL BE REVISEC 48 RC ~ \ ' _ BE REVISED FROM 353,0 TO 350.0, ZONE 2 AND REVEGEfiATED VIA GRASSING,
~ . 3. FOREBAYS WILL BE ADDED AT THE TWO DISCHARC i ~ 4.;<AN E~fFERGEE~dCY SPiLLWA.Y WILL BE GRADED THROI WO DISCHARGE LOCATIONS INTO THE BMP. 6. TOPOGRAPHIC INFORMATION SHOWN CONSIST OF THREE SEPARATE CONDITIONS: FADED THROUGH TFIE DAM AS SHOWN. (T WILL- BE- A) EXISTING TOPO PRIOR TO SITE WORK
T ~ R ,a~ _ ~ ' , STABILIZED WITH NAG P300 MATTING OR APPROVE OR APPROVED EQUAL TO BE INSTALLED PER B) EXISTING 7~P0 OF BMP .AFTER INITIAL SITE WORK
A ~ ~ ~2 _~2A~S 1-RII ~ ~ MANUFACTURERS RECOMMENDATIONS. 1 ' ( - - ~
f ~ -PAD W VV~ ~ 5. EXISTING 48 RCP SHALL REMAIN IN PLACE. I ~ 1 - ~ C) PROPOSED REVISED GRADES OF BMP FOR ADDITIONAL EXCAVATION PLACE. 7. AREAS SMALL BE SEEDED IMMEDIATELY UPON COMPLETION.
(n ~ ~ 6. EXISTING RISER WILL BE MODIFIED BY CQNTRACT01 CONTRACTOR PER DETAIL THIS SHEET. TOP SHALL BE 8 HOMEOWNER'S. ASSOCIATION EASEMENT RECORDED BM 2007 PG 2796.
~ ~ . ~ K A + J; ~ LOWERED 0.28 AND NEW NOTCHES SAW CUT PER ~J I P R A OY~f~,, 4 AW CUT PER DIMENSIONS SHOWN ON THE DETAIL. g, pPERATI0N5 AND MAINTENANCE AGREEMENT INCLUDED EN APPROVED PLAN SET AS SHEET 25.
~ ~ ,r / ~ ~ ~ 7, SHOWN POTENTIAL SPOIL AREAS ~ OR EXCAVATED C~ ~ ; , I~~ ~ , `'~A CONS C. ~ ~ ~ EXCAVATED MATERIAL ON DOWNSTREAM SLOPE OF 10. LOW BERM/SPOIL AREA MAX SLOPE = 3:1. AREA TO BE PERMANENTLY STABILIZED WITHIN 14 DAYS OF
I ~ ~ S ~ P I RMING AROUND rHE I , ~ ~ DAM AND ALSO OSS BLE BE 53.5 ~ ~ 1 P IL TH s 0 ROUND THE PERIMETER OUTSIDE QF TI1E RIGHT OF WAY. CONSTRUCTION. AREA SHALL CONFORM TO TOWN SLOPE STANDARDS.
+ ~ X s ti E
~ I 30 WIDE <z~~~. r~ Q
t 1 , , , ~ ~ ~ + + € i ~ ~ EMERGENC 1 I ! i EXISTING 6'x6' LD. RC BOX
+ `I ; , ~ ' ~ ~ SPILLWAY ~ r 1 ~Q 358.so RISER TO BE CUT DOWN AND NOTCHED FOR WEIRS AS SHOWN
~ ~ 3. ~ ~ 1~ ~ ~ 357.20 ti ~ X
t ` ~ C` TOR \ , ' ~ NAG P3OQ OR P~; ; VED I 35815 ' ~ _ - - _
~ _ ~ Q ; + ~ S ~ L RETAI 1 A OR APPROVED E UA~'y, X00 ~ 100-YR: 357.~~ ~
U~ ~ t ° NE- ~ \ BE INSTALLED PE ~ , _ # ~a ~ 10- Y~: 355.7 ~ 5,_ a„ ~ ~ ~ - _ - -
~ ~ ~ i ~ I A ~ < I ~ ~ ~ ' ANUFACTURES 356.50 ~ 5'X1.65' OPENING ~
r s i ti ,i F. v , , , , ~ OMMENDATION.
~ ~ X y 2-7 G PIPE T WM REPORT F R , 2- YR: 355, 94 ~ ~ ~ ~ ~ 3 SIDES
,I ~ DURING ~ STA LIZATION COLA S. STRAP DRAWDOWN PIPE TO ~ s 1 , ONTRAC - \ 1-YR:355,57 ~ ~ 3,_8„ ( 3 SIDES WIDE WEIR
~ " ' 1 1 ~ STRUCTION ~ RISER ASSEMBLY WITH STAINLESS I, i SHALL MOD. INLESS 355.00 ~ I I ! I 4
ti ; ~ , OR EROSION. ~ STEEL STRAPS AND CONCRETE ETE ~T-~ I ~ ~ 8 C~..ASS l~l RCP /
EXISTING 6 x / ~A ~ \ - `A~ ~ CONTROL. ~ ANCHOR BOLTS.
~ ~ ~ RG BOX ~ ~,t ~ ~ ~ ~ ~ !NV = 353.14 P 1
~ 1 ~ , v} ` ~ ~ ~ ~ ~ i i
o ~ \ t ~ ~ ~ 1 ~ NORMAL POOL 353.30 _ ~ /
r;1 ~ ~ ~ ~ n
~f~ ~ ~ \ PROPO D EVIS ~ ~ 1 ~ _ R 2 ~ ~ 12" ~ rv:~~
~ ~ , ` BMP ..GRADE 4 90° BEND ~ ~
~ ,A ~ W~ BOTTOM
~ ~ 1 ~ ~ @ 352.30
~ ' ~ \ ~ SCREW CAP WIT} ~ , ~ N CAP WITH ~ ~ ~ ~ EXISTING CONCRETE 4" DIP DRAWDOWN
~ ~ 2.5 DIA ORIFICE ,,o )IA ORIFICE ~ r ANIT-FLOTATION TO PIPE TO LEVEL
~ ~ ~ ~ / '1 f ~ - ~I ~ ~ REMAIN SPREADER OUTLET
\ ~ _ ~ t ti ~ ~ ~ ~ ~ ~ - 4 349.00 349.00 L___________________~! INV= 353.00 _ DEVICE
~ <i ~ ~ " ~ SHALL BE CONSTRUCTED
~ OUTSIDE OF RISER ASSEMBLY
S ' r ~ i' AS SHOWN IN PLAN VIEW.
`L- r / i
" ~ i ~ ~ MODIFIED RISER 8c DRAWDOWN DEVICE DETAIL
~ ~ ASST ~ 1 ~ sc~r~ r/2°=~~-o°
~ ~ ~ , ,
~ ~ ~ , DlMENSL( NOTE:
~ ~ DIMENSIONS ELEV. LEVEL SPREADER SUBJECT
~ ~ ~ ~ 0 \ ~ i' / ~ ~ Q L 14 41.6 ~ \ NORMAL P00 , 14,41.6 SF - 353.30 TO DWQ APPROVAL
\ ~ ~ ~ ~ ~ ~
' / / POND BOTTOM 5,237 ~ ~ 5,237 SF 3~9r00.~~
- - 4, / ' , TOP OF DAM WIDTH 10 FT. Z ~ i ~ LENGTH = 13 LF O.OD% SLOPE ON TOP OF 10 FT. 360.00 ' 'r za^ CURB & cuTTER (3,aoo GUTTER (FLAT SLOPE)
- - ~ ~ ~ ~ ~ ~ ,a. „ ~ _ - ~ ANTI-SEEP COLLAR 60 x E \ 60" X 6O" IN PLACE PSI MIN COMPRESSIVE SEE PLAN FOR LEVEL , , , ~sl" - ~ STRENGTH) SPREADER LENGTH
` ` ~~X` ~ ~ ~ NTI-F OATATION 8'x8 x2 g X8 X2 349.50 ,r~y;< _ PIPE OUTLET TO LEVEL p- M SPREADER LIP ELE~IAttON=353.00
~ ~ ~ TOP OF A L ~ % i ~ - Y y ~ ~ ~ , ~ ~ ~ ~ ~ 6'x6' RCP SPREADER 8 HIGHER EXlSTTNG SLOPE ON
~ , ~ i a- TOP OF RISE(, WEIR - S ~ / ~ ~ i ~ TIN 48" RC 6'x6' RCP BOX 356.50 : DowNS~ua SIDE
~ OUTLET PIPE INVER J i,~i ~ ~ ~ x.. 48" RCP 353.14 ~ a DIFFUSED FLOW THROUGH BUFFER
~ - ~ OUTLET PIPE INVERT OUT 48 RC ~ ~ _ , 48" RCP 352.68 ~ ~'i~,
_ - Q; i ; M NCY SPILLWAY 30 WI[ I ~ ~ E ERGE 30' WIDE ...357.20 ~ ~R~~~~~_ ~
I ~ _ /
o-. ~ ~ LOW FLOW WEIR 3 EA. ~ 3 N ` ~ ~ EA. ~ 3,_g„ WIDE 355.00 ~~tss~#hl~~l~ils~l~26sanlytotk~e X57 wASMED STONE - COMPACTED q,° 'THICK (MIN}
rn ;I v ~ / ` . aria(5111't~F~t~i~Yrigi~eg4l~edrm:; SUBGRADE ~~~k~si,Sl~~t~~ty~;~?t'sts2or~a;~ltrs~.;^ PERMAMFM (~OTEXI7LE
s~Y ~ ~ ~ ~ UNDERLINER
RI 8.09 ~ W ~ I N ~ ? ~ ~ _ INFORMATION ,~a.~~~-, TY~ICA~ L~v~~ s~laEA~~ aTAI~
r ~ NTS
d ~ _ ~ TOP - 359.63 ~ m k~ ~ ~ . 6 3 ,
r WEIR = 358.45 i' rz, `Y p0 G" 1i'it ° a 9 A ~ ~ 9000"~''{QE®{ 0 j~ °0p0{ GA{{®B
~ ~ ~ , ~ "~a~ q~t Rp~ °a°°0~ aoo4aooq°°c~,}~°4b° o°°°~~eop°°oorao°oe ~ ~°°a
~ ~ o ~ ~g~~~~5$~(j~~~°~~y~ o.~ op° ~oooo ~~3J~Q °9eoy9 ®q
~ O '1 / S A L f~ ~ m~ a CSE OF THIS DRAWING IS TO DETAIL DESIGN
NOTE: --I-iE SOLE PURPOSE OF TH o =3 .07
b ;~:~.j MODIFIC~~,TIONS TO THE EXISTING E ~ ~1 EXISTING BMP AS APPROVED BY MORRISVILLE ' A °
~ RETROFITS ` IN NOVEP;IBER 2006. . ~ ~ v' P ',ETROFITS SHALL BE REQUIRED TO ELIMINATE BASIS OF BEARING Is o Cf2$942 ~ a o a NG GRID (NAD $3) 4~ °°o ~`a a" o Q O
- ,.<r A POTE~ ITIAL FOR SURCHARGING l ~.a ;HARGING UPSTREAM CATCH BASINS AND °°°o~~°aa,cl n;,°°~~~`°° °,°9 ae~Gl a°,eoFx
f ~ TRUCTURES. SPECIFIC - ~ DRAINAGE. S ~ m ~ SPECIFIC MODIFICATIONS ARE LISTED ON GRAFHICSCALE °°°°°R c 4~`{{~°° '°°°S E. CPS{{°°'p 20 D 70 2Q 40 ~a{{{00{00{{{4 ~ °{o $~OQ D{{{{{
THIS SF;~ET.
, ir, e-s e-r. e n r r ®e a r as ra n r e~ ~+r r r n n n. n n, n n sa awr
1 inch=20 fl. UKKIS V ILLS VKUJtU 14Ub-MUUUU/
0 SCALE: 1 = 24" ' ~i
Scale Date g ILEDen No. Revision
VATER MANAGHMENT WITHERS RAVENEL 18 a . Sheet No.
4 0 -ORMWATE CHESSINGTON SUBDIVIS,Ot,~), S1
NJA 8 30 10 IFF O By Job No. ENGINEERS I PLANNERS I SURVEYORS
PLAN I MORRISVILLE WAKE COUNTY NORTH CAROLINA -AN REVISIONS 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] tax: 919-467-6008 www.withersravenet.com
L ~ HCF Date AS NOTED o JEC 203012.0

21
r- 31
TOP OF DAM
V\\ V
EXISTING OUTLET INV = 352.68'
\\ �- ' \�" \ , -\ \ \\ j�'� EXISTING PRIVATE 20' EXISTING RIP -RAP PAD
STORM EASEMENT PER
BM 2007 PG 2746
FF'_JCISTING RIP FBAP 6 \ ' \. \\�\�
VA
6(\
��, 350
\\co
\ / / C
s
\ r
,36
\
El
\_= G
\
FUTURE TWIN \\\��\� �
LAKES COMMERCIALBMP #1 _XC B 1 \\
®
SCALE: 1 " = 20'
NO. RE'VtS1011 ®dtC
Designer Scale
HCF AS NOTED
Drawn By Date
NJA GAS 7/26/11
CHESSINGTON SUBDIV
MORRISVILLE WAKE COUNTY
11, 2003 ENTITLED
"BOUNDARY SURVEY FOR ANVIL INVESTMENTS, LLC -OWNER GID."
EXISTING 6'x6'
2. TOPOGRAPHIC INFORMATION FROM A SURVEY BY WITHERS &RAVENEL, INC. AND UPDATED JULY
2010.
Checked By
lob No.
JEC
203012.0
�\J
O�
i
MODIFIED RISER AND DRAWDOWN DEVICE
(SEE DETAIL THIS SHEET
ISION
NORTH CAROLINA
i�LAN R"'EVISIONS
)
EXISTING 48"
RCP
OUTLET PIPE
357.40
100 YEAR EL=35:7-57
WQV EL=355.00
NORMAL POOL EL -353:30- 353.24
- SEDIMENT CLEAN OUT
BOTTOM OF POND EL = 350.00
EL = 349.00
WET POND DETAIL
Nrs
GENERAL NOTES
TOP OF VEGETATED SHELF
EL = 354.00
PLANT VEGETATED SHELF WITH
HERBACEOUS PERENNIAL SPECIES
ADAPTED TO WET CONDITIONS
BOTTOM OF VEGETATED SHELF
EL = 353.00
6.0'
SIDE SLOPES
3:1
1
VEGETATED SIDE
SLOPES 3:1
FOREBAY BOTTOM
EL = 350.00
FOREBAY SIDE SLOPES
3:1
T%\\
'ke
1. BOUNDARY INFORMATION BASED ON MAP PREPARED BY WITHERS &RAVENEL, DATED FEBRUARY
12"
11, 2003 ENTITLED
"BOUNDARY SURVEY FOR ANVIL INVESTMENTS, LLC -OWNER GID."
EXISTING 6'x6'
2. TOPOGRAPHIC INFORMATION FROM A SURVEY BY WITHERS &RAVENEL, INC. AND UPDATED JULY
2010.
3. CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
THE LOCATION OF
EXISTING UTILITIES SHOWN ON PLANS IS BASED ON BEST INFORMATION AVAILABLE. EXISTING UTILITY LOCATIONS
SHOULD BE CONSIDERED AS APPROXIMATE.
CUT DOWN AND
4. THERE IS NO 100 -YEAR FLOODPLAIN PER FEMA FLOOD INSURANCE RATE MAP 3718300280 E, DATED MARCH 3, 1992.
5. THERE SHALL BE NO CLEARING WITHIN NEUSE RIVER BUFFER. FILL CAN BE PLACED IN EXISTING
CLEARED AREAS OF
ZONE 2 AND REVEGETATED VIA GRASSING.
'0/_
NOTCHED FOR
6. TOPOGRAPHIC INFORMATION SHOWN CONSIST OF THREE SEPARATE CONDITIONS:
A) EXISTING TOPO PRIOR TO SITE WORK
��
357.40
B) EXISTING TOPO OF BMP AFTER INITIAL SITE WORK
C) PROPOSED REVISED GRADES OF BMP FOR ADDITIONAL EXCAVATION
7. AREAS SHALL BE SEEDED IMMEDIATELY UPON COMPLETION.
YR: 35q-.-5-7
8. HOMEOWNER'S ASSOCIATION EASEMENT RECORDED BM 2007 PG 2746.
9. OPERATIONS AND MAINTENANCE AGREEMENT INCLUDED IN APPROVED PLAN SET AS SHEET 25.
-7TLOW
10. LOW BERM/SPOIL AREA MAX SLOPE = 3:1. AREA TO BE PERMANENTLY STABILIZED WITHIN 14
DAYS. OF
CONSTRUCTION. AREA SHALL CONFORM TO TOWN SLOPE STANDARDS.
CLAY LINER � \
4" 90° BEND
W/ BOTTOM _,._.._.
352.85 SCREW CA[:=' WITH
2.5" DIA ORIFICE
349.00
EXISTING 6'x6'
I.D. RC BOX
358:8$358.92____________
RISER TO BE
CUT DOWN AND
I
'0/_
NOTCHED FOR
WEIRS AS SHOWN
��
357.40
8-; 5 358.25
-x----..-------
100-
YR: 35q-.-5-7
-7TLOW
FLOW WEIR
35666
1 I
10-
YR: 3' 956.
50- 356.401 (
6 _ 0 , 6'X 1.65' OPENING
1
3 SIDES
I
2-
355-.-94
I (
I
STRAP DRAWDOWN PIPE TO 1-
YR: 35x_7-
355.55
1 1
I
3 -8
I I I WIDE
3 SIDES I I I
WEIR '0 -RING' GASKETED
i
RISER ASSEMBLY WITH STAINLESS
:355:88-354.901
° 1
48 111
CLASS RCP
/
STEEL STRAPS AND CONCRETE
(
ANCHOR BOLTS.
353.11
0 0
1 I
INV = y:-5-344
I
353.24
i I
\ /
NORMAL POOL Jam@Jt
---------
CLAY LINER � \
4" 90° BEND
W/ BOTTOM _,._.._.
352.85 SCREW CA[:=' WITH
2.5" DIA ORIFICE
349.00
WITHERS & RAVENEL
ENGINEERS 1 PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: 9194
-EXISTING CONCRETE
I �--- ANIT-FLOTATION TO
( I REMAIN
353.24
356.40
353.11
352.61
357.39
354.90
NOTE:
LEVEL SPREADER SUBJECT
TO DWQ APPROVAL
LENGTH = 13 U
24' CURB &GUTTER (3,000
PSI MIN COMPRESSIVE
STRENGTH)
PIPE OUTLET TO LEVEL
SPREADER -\
0.00% SLOPE ON TOP OF
GUTTER (FLAT SLOPE)
SEE PLAN FOR LEVEL
SPREADER LENGTH
LEVEL SPREADER LIP ELEVATION=353.00
4"-6" HIGHER EXISTING SLOPE ON
DOWNSTREAM SIDE
DIFFUSED
4" DIP. DRAWDOWN
PIPE TO LEVEL
SPREADER OUTLET
INV= 353.00 - DEVICE
SHALL BE CONSTRUCTED
OUTSIDE OF RISER ASSEMBLY
AS SHOWN IN PIAN VIEW.
DIMENSIONS ELEV.
NORMAL POOL 14,212 44-,4--l-& SF -35-3:3�0-
POND BOTTOM 3,828 -8-,2-3-7- SF 349.00
TOP OF DAM WIDTH 10 FT. 360.00
ANTI -SEEP COLLAR 60" x 60" IN PLACE
TOP OF ANTI -FLOATATION 8'x8'x2' 349.50
TOP OF RISER/WEIR 6'x6' RCP BOX _356:58�-
OUTLET PIPE INVERT IN 48" RCP 353-1-4
OUTLET PIPE INVERT OUT 48" RCP
_35 -276 -8 -
EMERGENCY SPILLWAY 30' WIDE 357.76-
LOW
']7
BASIS OF BEARING IS
NC GRID (NAD 83)
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
FLOW
"--®- THROUGH BUFFER
COMPACTED L#57 WASHED STONE -
SUBGRADE 4" THICK (MIN)
PERMANENT GEOTEXTILE
UNDERUNER
:rte CiQE?n
MORRISVILLE PROJECT #06-8000007
67-6008 www.withersravene(.com
Sheet No.
ON
-7TLOW
FLOW WEIR
3 EA. @ 3'-8" WIDE
8 -
WITHERS & RAVENEL
ENGINEERS 1 PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: 9194
-EXISTING CONCRETE
I �--- ANIT-FLOTATION TO
( I REMAIN
353.24
356.40
353.11
352.61
357.39
354.90
NOTE:
LEVEL SPREADER SUBJECT
TO DWQ APPROVAL
LENGTH = 13 U
24' CURB &GUTTER (3,000
PSI MIN COMPRESSIVE
STRENGTH)
PIPE OUTLET TO LEVEL
SPREADER -\
0.00% SLOPE ON TOP OF
GUTTER (FLAT SLOPE)
SEE PLAN FOR LEVEL
SPREADER LENGTH
LEVEL SPREADER LIP ELEVATION=353.00
4"-6" HIGHER EXISTING SLOPE ON
DOWNSTREAM SIDE
DIFFUSED
4" DIP. DRAWDOWN
PIPE TO LEVEL
SPREADER OUTLET
INV= 353.00 - DEVICE
SHALL BE CONSTRUCTED
OUTSIDE OF RISER ASSEMBLY
AS SHOWN IN PIAN VIEW.
DIMENSIONS ELEV.
NORMAL POOL 14,212 44-,4--l-& SF -35-3:3�0-
POND BOTTOM 3,828 -8-,2-3-7- SF 349.00
TOP OF DAM WIDTH 10 FT. 360.00
ANTI -SEEP COLLAR 60" x 60" IN PLACE
TOP OF ANTI -FLOATATION 8'x8'x2' 349.50
TOP OF RISER/WEIR 6'x6' RCP BOX _356:58�-
OUTLET PIPE INVERT IN 48" RCP 353-1-4
OUTLET PIPE INVERT OUT 48" RCP
_35 -276 -8 -
EMERGENCY SPILLWAY 30' WIDE 357.76-
LOW
']7
BASIS OF BEARING IS
NC GRID (NAD 83)
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
FLOW
"--®- THROUGH BUFFER
COMPACTED L#57 WASHED STONE -
SUBGRADE 4" THICK (MIN)
PERMANENT GEOTEXTILE
UNDERUNER
:rte CiQE?n
MORRISVILLE PROJECT #06-8000007
67-6008 www.withersravene(.com
Sheet No.
ON

~ ~
w ~
~ ~
1 e t,.~
f`s 1 ~ I._ 1 E
~
1 ~1 ~ ~ ~ ~ ~ ~ I I ~ /i~.`.~
~ I I; ~ \ ~
Y` OPEN CHANNEL FLOW
~ 19 ~ ~ , ~ ~ ~ (UPSTREAM OF PIPE)
A=2.22SF
~ ~~A d ~ \ i Wp = 4.68 FT r~ ~ L = 479 FT ~ ~
i \1,~ , ~ ~ _ v °
~ \ n (cha~90 O= 0.033
i~~ - ~ ~ ~ ;7
q ~V~
~ _ \ ~ ~y ® ~ , ~ , '
\ , . _ ,
~ 1!~ li OPEN CHANNEL FLOW
. . ~ ~,A ~ (DOWNSTREAM OF PIPE) ~r'~
\ I \ l I ~ 1', w, ~ A = 13.99 SF ~t~;, a
® \ . ~1 ~ y\~ ® - A, , Wp = 22.25 FT ~ \V L = 906 FT \ a
`1? K'~ . S = 1.00% ( `4`
_ s . ® ~ \A _ '1 , ~ n (channel) = 0.033
~~,I ~ _ J / ~ ~ ~.~i ~ 1 ~
1 ~ \ , ,
~ _ -----iii 1 i r' ~
® ~ 1~, ~
® ~ BY-'ASS AREA - 8.11 AC. , ~ ~
`r ~ s ~ i~~.74 AC. OFFSITE)
~p V 1~~'", ~ ~ i. / ~ 1'.
V~ _ ~ , ~ ~a a
'DAMS DRIVE i ~ , A. ~ ~ 1 \ ~ 1 2.02 AC. ~ " A%
is I I I ® i e I \ ~ ~ t
~ - r ,
\ ~ / ~ ~ is iW NCENTRATED FLOW ~ ~ SHALL . CO ~ '
384 LF 3J°1° E,
n ..1~`~, ~ r ~ a ~ ~
\ ~ ~
® ~ ~ \ ~ ,
1 , ~ ~ ~M1 \
~.Jy\; , ~ A ~ ,
~ c _ e `x S
® ~ ~ \
\1 \~Y
® ~ ~ o PROPERTY - / I ~ 1
LINE ~ j~ ~ I ~ ~ ~ ~
~~i ,I
i ~ TREATED AREA -18.96 ACRES ° ~ SHEET FLOW 50 LF 0.5 I° @ (7.56 ACRES OFFSITE) ~ , ~
Mannin 's n = 0.40
a ~ ~ ~ ~ i' - ~ , ~
~ i , I , ; ~

~ ~ _ ~
r- - ,
r ~
~ _ ~ i ~ ~ ~
I ~
,
`,''c' 1~ ~
1 Q ' ~ ` AIRPORT BLVD
~ S° ,1~, ~ ~ 1 ANALYSIS POINT Il
~ ~ ~ ~ t I
~ U~ ! V ~ \ _
~
~
~ 1 _ ~
y 1 ~ I~~~ ~
W Ii Z O 1 1 1 i ~ p~~~
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0 4 ~i 1
Q o I
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I a
d
V y 0 1 (]h~ ,lr O ' / S
v a e
~ ~ P P 1
o ~
r RA HI SCA
a ~ o Sao o so ~o zoo
o
1 inch = 100 ft.
o ®
o ~ ~ /
u a a
v c
a z
s
v N No. Revision Date B ~j Designer Scale
M W&R 1 100' Sheet No.
0 „ o Drawn By Date
o HCF 12/1/10 C H E S S I Nu" TO IN' rk-JST DEVELk-jrMEN MENT DRAINAGE AREA MAP ENGINEERS I WNERS I SURVEYORS
M Checked By job No. o M 111 MacKenan Drive. Cary, North Carolina 27511 tel: [phone] www.withersravenel.com License No. C-0832
Jc 0203012 Morrisville Wake County North (;arolina ,
L

r
r
5 ~ + ~ , t. _ _ , ATE r ~ D DATA GENE~A~ NOTES
~ + ,t z a
ACREAGE 18.61 AG. 1, ALL CONSTRUCTION SHALL BE IN ACCORDANCE WJTH TOWN OF MORRISVILLE
t s , ;,;r~ t E ISTIN ` ~ / G L y t~ F f i. ,1 EXISTING R/W 0,58 AC, STANDARDS AND SPECIFICATIONS. NO DEVIATIONS FROM CURRENT TOWN OF
1 ~.+.f ~ ~ ~ ' PRELIM . ~ DEVEL.OP ER , , , i ter. , ~ PRELIMINARY PROPOSED NCDOT R/W 1.29 AC, MORRISVILLE STANDARDS ARE ANTICIPATED. HOWEVER, DEVELOPER RESERVES THE
~~`1~' , NET ~ ; ~,I , NET 18 61 AC RIGHT TO REQUEST DEVIATION FROM STANDARDS AND SPECIFICATIONS DURING
t , . , ` DVS INVESTORS, LLC PRIVAT 1 i i , PRIVATE OPEN SPACE 2.33 AC, ENG VEERING DESIGN.AL CONSTRUCTION DRAWINGS BASED UPON FINAL
t ~ X 100 WESTON ESTAT S ~ r ' ~ \ E WAY ZONING +t t 4 1 r ~ ,,;~`'r 'i ZONING R-8 CU
~ ~ ~ CARY, N.C. 27513 P.LN. P.I.N. 0745.01 ~-38-5045 2. BOUNDARY INFORMATION BASED ON MAP PREPARED BY WITHERS & RAUENEL,
' 1 N ~ ' 1 ~ ~ r' TEL: [phone] PROPO, DATED FEBRUARY 11, 2003 ENT{TLED "BOUNDARY SURVEY FOR ANVIL PROPOSED NUMBER OF LOTS 53 INVESTMENTS, LLC -OWNER CID." e<.;;
+ 1 r \ ' ' FAX: [phone] MINIMUI MINIMUM LOT SIZE ALLOWED 8,Q00 SF
DENSITY 2.93 DUTAC 3. TOPOGRAPHIC INFORMATION FROM FIELD SURVEY PROVIDED BY WITHERS &
r ~ ~ r,~ \ ' ATTENTION: RANDY SMITH NET DE NET DENSITY 3.22 DU/AC RAVENEL,
MIN. LC MIN. LOT WIDTH 60'
~ , 4, CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXESTING UTILITIES PRIOR TO
• _ , oW~ER , _...T . , SEWAGE CONSTRUCTION. THE LOCATION OF EXISTING UTILITIES SHOWN ON PLANS IS BASED
A DVS INVESTORS ~ ~ ~ LLG ~ ' SEWAGE DEMAND: ON BEST INFORMATION AVAILABLE. EXISTING UTILITY LOCATIONS SHOULD BE ~
53 lJ . 100 WESTON ESTAT _ ES WAY ...W. M`"..._ . . 53 UNITS C~ 280GPD = 14,840 GPD CONSIDERED AS APPROXIMATE. ,A~~-,
. Sn _ _ \ NODS SiA11DN `MAXI' _ _ , Nc c~~D coarzDS 1 CARY N . C. 27513
~ _ . N 759954.2400 y , , SETBAC E 2D42709.,94!t c'o `~a. 5. STREET LIGHTING SHALL BE PROVIDED IN ACCORDANCE WITH TOWN OF SETBACKS MORRISVILLE STANDARDS AND SPECIFICATIONS.
a , 919-481-3000 _ ,'f gym, s~ t ` ~ , y ~ I=RON I=RONY 30'
` c~' FAX: [phone] o ~ NOW OR FORMERLY NOW OR FORMERLY ~ TWIN LAKES READ REAR 2Q' 6. ALL STREETS SHALL BE "PUBLIC" AND SHALL BE MAINTAINED BY THE TOWN OF
t °~~'o , ' ( ~ ~ PHILIP ALLEN & SUSAN A, JULIA R DEAN, ET AL ~ SUBDIVISION ATTENTION: RANDY CORD CORNER SIDE 18' MORRISViLLE PENDING THEIR ACCEPTANCE OF THE STREETS, ALL STREET r
~ RICHARD PIN ~D74538639 ~to9o sa OPEN SPACE (TI'S ~ in ~ PIN X0745383560 DB 5210 PG 314 ~^~,~o RIGHT-OF-WAY WIDTHS SHALL BE 50 FEET AND THE STREET WIDTH SHALL BE PERIMETER PROPERTY LINE 3O' 27 FEET UNLESS SHOWN OTHERWISE.
1 ~ ZONED. R-3D ~~'a ~ PERK DB 3D&2 PG 347 ~,o C , COMBINED 34 S REETYARD AND zoNED: R-3D ~ ~ MIN. MIN. BUILDING SEPARATION 15'
~ TYPE 'C' SEMf-OPAQUE BUFFER `~'~i0c z~~ k 1 ~ l IQ ?
WITH UNDULATING EARTHEN BERM c cRt4 cooROS THERE Ai 7. SETBACKS SHOWN ARE IN ACCORDANCE WITH TOWN OF MORRISViLLE ORDINANCES. THERE ARE NO MINIMUM SIDE SETBACKS. SIDE SETBACKS SHOWN ARE 7.5' , ~
75aa2s.aes5 ` N 89'48`00" E 666.43 CARY TOWN LIMITS N 89'43'19' E' 314.13' TO ALLOt t 2043944,4520 TO ALLOW FOR 15` MINIMUM BUILDING SEPARATION, BUT SIDE SETBACKS 8. UTILITY AND PIPELINE EASEMENTS SHALL BE RECORDED AT TIME LOTS ARE P;.T;~
'1 ~ ~ 1"~' a°' M RR1S E E 7s' e5• r~ ar ' 20' TYPE 'c' MAY BE ~ ~ ~ MAY BE ADJUSTED BY BUILDER IF 15' MINIMUM BUILDING SEPARATION 15 RECORDED.
' t ,t t____-,_-__.-~ ,..-._.-._.r.~ e Q E SEMI.OPA U MAINTAIN MAINTAINED. ~
I i ti, s $ c 7 i i ~ i i 5 i i i 3 i i 2 i i ~ + BUFFER ~I ` ~ o I ~ o ~ h o T o I~ o ~ o ~ ~ r 9. THERE IS NO SOD-YEAR FLOODPLAIN PER FEMA FLOOD INSURANCE RATE MAP
~ 0 ` ~ s,a22 sr ~ hi aa17 ~ ~ 5,eas ar i ~ I of ~ d aaa s~ ' u.4oz sv ` MAXIM O t ~ ,o,7ee ~ a~ ~ ~ ,C ~ a,eoo ~s i ~ aaa5 sf a ~.7YPE III BARRICADE 10' UTlLITy ` _ _ _ _ STAi ro{o zs SEE SHEET #19 MAXIMUM BUILDING HEIGHT 25' 3718300280 E, DATED MARCH 3, 1992,
DAV1S DR, IMPROVEMENTS ;1'' l4 5 SI ALK (TYP1 EASE NT ( fir; a, a g i _ _ FOR DETAILS i0. FRONT SETBACK DIMENSIONS ARE MEASURED ALONG THE ARC LENGTH FROM ~
SHOWN FROM INFORMATION ~ ~ , s~E NoTE 2a ~ ESTIMATED QUANTITIES ~ PROPERTY LINE TO PROPERTY LINE. '
1 LE f~ SUPPLIED BY NCDOT AND w ! t. ~ _ _ ~ 'p' S1~NT T~IAN~ I ITEM l.F (APPR©X.~
IS PRELIMINARY. ~ ~ _ ~ '~1 - ~ TRIANQLE ~ 2=~ ~d _ ~ RO ROADWAY 2860 11. THIS SUBDIVISION SHALL USE THE WEXFORD RECREATION AREA.

.r \ 1+ ~ „ ` ~ ~ o ~ ~ ~ p ~ - ~ E ..PROTECTION SA SANITARY 2767 12. LANDSCAPE BUFFERS SHALL BE SUPPLEMENTED WITH VEGETATION A5 REQUIRED
~ '3,r ~ E i X715 i~~ i i 17 i i I i i 53 v V, ~.r•,, ~ ~ 1509' s 5.1503 ~ ~ $,1/4"IIr,3.2 E~ TYP STORM 2495 TO MEET THE BUFFERS AS DEFINED fN THE MORRISUILLE SUBDIVISION ORDINANCE.
j ~ ~ : ; , »+a ~ i , g i ? m , s i , ~ a,1~ ~ i ; ,+.~,7 >f ~ a o~~sar: s.5a~ E C ~ ~ F. ~ ~ a1sa3 , i E ~ i i , ,,+S~MI--OPAQUE WATER 3022 13. ACREAGE FEES SHALL BE DUE AT FINAL PLAT STAGE FOR THE TOTAL AMOUNT
_ ~ ~ _ _.a _._._._.a _ _ _.a _ _ _ ~ _ ~ ' UFFER WEXFDRD S~BDIVISI~N ,2 i ` ,3 Y ALL ROAC 1A474 5~ i O ~ g Bfl Ff 7 8' - ALL ROADWAYS AND UTILITIES ARE PUBLIC. OF PARCEL AREA.
n 8.557 9 75' - ~ i 't ~ j'
i 4r A ~...__.__.__t r__.___..~ r._,_,_._._-~ r..___.~..~ r..,____ ~ ~ ` + l , ' ~ N :ctsz ~ NOW OR FORMERLY,SANOLER 14. ANNEXATION SHALL OCCUR PRIOR TO ISSUANCE OF BUILDING PERMITS.
I ~ i i i a l i i i . - , . i • _m..__... i <n , ~ i , e i 3 , i aq i i 2, i i ® AT TWIN LAKtrS LLC J C 4 i -i ~ € ~ ~ -i ..~yti .1 N~. PIN - DES lPT1QN OF PROPOS D USF~ 1~, TREE PROTECTION FENCING LIMITS MAY BE REVISED DURING CONSTRUCTION
i i ~ p ez1o 3 1 ~ i i a54a i u,402 3 - 7, C ~D74S.01 ~8-4496 `ti DB 10998 PG X73 THIS P THIS PROJECT WILL CREATE 53 SINGLE-FAMILY LOTS FOR RESIDENTIAL USE, THE DRAWING REVIEW AND APPROVAL>
t^ ; ~ 2B ~ '',4_ N . _ _ _ _ 't CRRY PDD ZONINQ PRC3JEC ~ , ]a753,ia; PROJECT WILL BE CONSTRUCTED IN ONE PHASE.
J\ ` ~ . ~ ENTRY 7c' ' ~ ~ ~ ` ac ulNascapE; eNr ' ~ ~z+35.9i~ 30' STO1~N1`~~ 16. ANY PROPOSED IMPROVEMENTS TO LOTS WITHIN NEU5E RIVER BUFFER REQUIRE
FUTURE CHESSR DGE WAY DAMS ~ ~ m {~oT,~ slnr~ " , o~sE*:~q,ao ^ sE1NER EASEMENT APPROVAL FROM NCDENR DIVISION OF WATER QUALITY BEFORE CONSTRUCTION OR
DRIVE INTERSECTION TO BE , REZONING ~ ~ ~ REZONING CONDITIONS-REZ 02--14-APPROVED 1/27/03 LAND DISTURBING ACTIVITIES.
I ;COMPLETED AT ME OF DAMS, , ,a _ ~ , :.~--E _ *SEE LOTS 27-33 AND LOTS 42-•50. 1. A COMBINED {30') THIRTY FOOT STREET YARD AND TYPE "C" SEMI OPAQUE
I '-DRIVE--WIDENING ` ~ ~ _ ~ _ Q E1,° ~POTEN. I' L NEUS T• A COMBII _ v - ~ _ ~k . 11.,4, ~ ; ~-A E z. ' _ _ ~ _ - ~ 33 1 - _;r.._ RIVER _ RIPARIAN I BUFFER WILL BE PROVIDED ALONG DAMS DRIVE RIGHT-OF-WAY. THIS 17. THE. DEVELOPER SHALL BE RESPONSIBLE TO CONTROL AND TO INITIATE
. I. _ ~ ~ ~ i 29 ~ f ~ a 31 32 t " ~~r..-.-e tom, \ ~ 1 TI~OR~)U~ THOROUGHFARE PLANTING AREA WILL ALSO CONTAIN AN UNDULATING EARTHEN GLEAN-UP OF THE LITTER AND REFUSE GENERATED BY fHE CONTRACTORS AND
I + / r a47o3 i u°y a.oe53 i _-.~.-~E. r-___B.UFFER. REFER TO ~ e 1' ~ I ~ BERM. ~1 I 1 © ~ E ~ ~ NOTE 18'~. THIS SHEET. BERM. BUILDERS FOR THIS DEVELOPMENT, BOTH ON-SITE AND OFF-SITE, DURING THE
~ _ ~ ~ ~ ~ - . a INSTALLATION OF SERVICES AND CONSTRUCTION OF BUILDINGS UNTIL
_ t . ~ ,,~,.....--1 ~ „~1d~~ ,r~ 2. MINIMUM i © w,,/ 2. MINIMUM LOT AREAS WILL BE {1D,D00) TEN THOUSAND SQUARE FEET, RATHER SUBSTANTIAL COMPLETION OF ALL CONSTRUCTION. THE CLEAN-UP OF LITTER
. I E y..70' < ~ THAN (8, soft ~ `e 5' CONCRETE ~ THE DAV _ `a ~ SIDEWALK (TYPICAL) p THAN {8,000} E?GHT THOUSAND SQUARE FEET FOR LOTS LOCATED ADJACENT TO AND REFUSE SHALL BE DONE ON A REGULAR BA51S. THIS SHALL INCLUDE
THE DAMS DRIVE RIGHT-OF-WAY. INITIATING ACTION AND ASSUMING ANY COSTS IN REMEDYING THE SITUATION
i ~ ~ ; ~ , L~ ` 3, A PAYMENT IN LIEU OF DEDICATION FOR PUBLIC PARKLAND NFlLL BE PROVIDED. 18• DRIVEWAYS WILL NOT BE LOCATED OVER A PUBLIC WATER, SANITARY OR STORM
SEWER EASEMENT. THE DRIVEWAY WILL BE LOCATED ON THE OPPOSITE SIDE OF
THE LOT.
? ~ 34 ~ ~ `;i TWIN LAKES 2 ' a.~ ~ ~ Q ~ Sl1BDIViS1ON
q , PRIVATE! i 4 ,c,57s9 OPEN SPACE _ , IMPERVIOUS SURFACE CALCULATIONS 19, GROUND WATER LEVELS WILL BE ASSESSED DURING CONSTRUCTION. IF
~ 1 ~ , - - OPEN SPACE ` GROUNDWATER IS ENCOUNTERED WITHIN 30" OF THE FINISHED SURFACE OF THE TOTAL AREA; 18,61 AC PROPOSED ROAD, UNDER DRAIN WILL BE INSTALLED AS NECESSARY AT THAT
t., 51 9'15 : ~ \ ~ ` , - I ~ ~ TEMPORARY CONCRETE MONOLI`T'HIC ~ 35 r, r- ~ * , -
~ l 1,417 3 ISLAND TO REMAIN UNTIL DAVIS~DR. ~ ,;s ; ~ ~ 4s ~ ~ Y~~ IMPERVIOUS AREA IN PROPOSED ROADWAYS: 77,220 SF TIME.
~ a i ; 36 S i ~ 1 ~ . s 1 ~ 9,814 ~ 1t1 .1 2Q TYPE C IMPROVEMENTS ARE COMPLETED ND m ~ 5,m 3 ~ i a9 ~ IMPERVIOUS AREA IN SIDEWALK: 28,600 SF 2D. IF THE ROAD CONNECTION 15 MADE, THEN TYPE III BARRICADES WILL BE IN
_ IvIEDIAN .CONSTRi:~CTED. ~ e AQUE _ BUFFER PLACE.: HOWEVER, IF ROAD CONNECTION IS NOT MADE THEN THE DEVELOPER ASSUMED IMPERVIOUS AREA FOR LOTS; 174,900 SF SHALL PLACE A SIGN AT THE END OF PENLEY RIDGE WAY THAT READS "THIS
35288` N °5' 1~'MORRi ILLE E 2:t ~ 88'11'0,3" W 718.,30' 3 72'CARY ' ~ A,
% ~ TOWN LIMITS ts` ~ , 6 ' ~ ~ s 45 S 5'S ' /~a 1 COMBINED 30 STREETYARD AND 4 44" ,136.,36' EACH LOT {3300*53); DEAD END IS TEMPORARY AND 15 EXPECTED TO CONNECT TO THE kDJO{KING
OF Et: R 1, ~ TYPE 'C' SEMI-CPAQUE BUFFER y V DEVELOPEMENT." TOTAL IMPERVIOUS SURFACE; 280,720 SF = 6.44 AC = 34.61%
, ~ ~ ` , i ~ ` e; WITH UNDULATING EARTHEN BERM ' 20, 4~, fl, ,
TYPE C ,L ~ * _ _ _ ~ "s^ SEMI-OPAQUE ' ~ F 4a
c9 ~ 2 t ~ v, 1 ~ BUFFER o NOW OR FORMERLY )W OR FORMERLY TOWN OF MORRISVILLE
NOW OR FORMERLY ` ~ , o SANDLER AT TW;N LAKES '.~y STEWART A. & KATHLEEN A, NOW OR FORMERLY I~ _ _ CONSTRUCTION RE UIREMENTS :R AT TN7N LAKES LLO ENGINEERING R PLANNING FEES PAID ~
~ S MILLER STEWART A. & KATHLEEN A ` N - * w v PIN ~D745.D1 46 73C i' ~ ~D745.D1-46-73DD In#rastructure Yes No Camments ALL PUBLIC AND PRIVATE WORK INCLUDING BUT NOT LIMITED TO B 10998 PG 621 WATERMAINS, WATER SERVICES, SANITARY SEWERS, SANITARY SEWER
i ~ PlN ~D745375614 MILLER M µ ~ - ~ w -'4°, DB 10998 PG 621 o ~ 13,OAB 3 ~ CARY PDO ZONING . ~ ~ DB 115?8 PG 2400 P€N X0745379512 . ARY PDO ZONING Fees /r't' SERVICES, STORM SEWERS, DRAINAGE SYSTEMS, ROADS, SIDEWALKS,
ZONED: ORD ~ STA ,s+7z.9s~--" ~ T cs DB 11578 PG 2400 ~ ss . D~~r; o:4a`~~ _ - ~ TOWN OF MaRRISVILI_E PARKING LOTS, 51TE GRADING AND LANDSCAP)NG SHALL BE
F+ ca. ' ~ ZONED: ORD ~ 9,9373 - ~ CONSTRUCTED IN ACCORDANCE WITH THE TOWN OF MORRISVILLE AND / RELFASF,f~ FOR CONSTRUCTION TOWN OF GARY ORDINANCES, STANDARDS, SPECIFICATIONS, AND
7 ' S cx ~3'k' 1 i,av~ s~ ~ ~ DETAILS THAT ARE APPLICABLE. NO DEVIATIONS FROM THE
~ w ~ _ ~ _ _ , ~ _ OVJNER~D~IELOPER`S SUBMITTED PLAP~lS ~11LL BE ALLOWED UNLESS
' in - 153 r t ~ 3s 1 t'; ~ a , , , qv R (SIGNATURE RE UIRED)~ '>~JR~TTEN APPROVAL FRAM THE TOWN OF MORRISVILI_E IS RECEIVED, `t~/~ RLONG WITH PERMISSION FROM THE TOWN OF GARY FOR WATER AND
t : _ fig, C~ ~N w._.~. ~ ~ _ , f~ a ~~~~SI®y~ SANITARY- SEWER DEVIATIONS. ALL PUBLIC AND PRIVATE EASEMENTS
` ~ 1A~ W:: PROPOSED 3 " , ~ ~ , ~ Date SHALL BE RECORDED PRIOR TO FINAL ACCEPTANCE BY THE TOWN.
CARY SPORTSPLEX . - ; ~ _ a cuR6 & Gu R ~ \ _ i, . ~ REVIEW DISCLAIMI=R ENGINEERJINSPECTOR DISCLAIMER ~
~ SHOULD THE TOWN OF MORRISVILLE OR TOWN GF GARY FAIL TO
. , i ~ IDENTIFY, THAT THE OWNER/DEVELOPER HAS NOT ADDRESSED THE THE PRESENCE 4F THE TOWN OF MORRISVILLE OR TOWN CF GARY ~ ~ % ` COMMENTS MADE BY EITHER TOWN OR THAT THE PLANS AND ENGINEER OR INSPECTOR AT THE WORK SITE SHALL 1N NO WAY
~ ~ ~ ~ _ _ ~ STA: 2,+,5.09 ~ 30' TYPE 'B' t t ~ 1S,r _ DFFSEf: 9.99 R ~ ' ' ~ ~ t LESSEN THE OWNER'S RESPONSIBIUTY FOR CONFORMITY WITH THE 'E B lrf SPECIFICATION ARE NOT IN COMPLIANCE WITH RESPECTIVE TOWN PLANS Ah1D SPECIFICATIONS, SHOULD THE ENGINEER OR INSPECTOR
F , ' ~ OPAQUE BUFFER _ I cr, i• w BUFFER ~ ~ ORDINANCES, STANDARDS, SPECIFICATIONS AND DETAILS WHETHER ' PRIOR TO, DURING OR AFTER CONSTRUCTION FAIL TO IDENTIFY OR FROM LACK OF DISCOVERY OR FOR ANY OTHER REASON IT SHALL REJECT MATERIALS OR WORK THAT DOES NOT CONFORM WITH THE
NOW OR FORMERLY ~ a ti / IN NO WAY RELIEVE THE OWNER/DEVELOPER OF THEIR OBLIGATION PLANS AND SPECIFICATIONS, WHETHER FROM LACK OF DISCOVERY OR
~ ~ e a 19,u5 s ! ~ ,1, ` DAViS PARTNERS, LLC. o . Q- l PIN 745379251 a ! THEREOF, NOR OBLIGATE THE TOWN OF MORRISViLLE OR THE TOWN FOR RNY OTHER REASON IT SHALL IN NO WAY PREVENT LATER
t ~ DB tD067 P 1CZ...UTILITY o ~ OF GARY TO CORRECT SUCH ERRORS OR OMISSIONS. EXECUTION REJECTION AND CORRECTION OF THE UNSATISFACTORY MATERIALS OR OF THIS CONSTRUCTION PLAT BY THE REVIEW ENGINEER OR WORK WHEN DISCOVERED, THIS IS ALSO TRUE IF THE. WORK HAS
` t' N G 457 EASEMENT TYP~ ~ ~ ~ % : ZO ED ORD ( ) ~ I ~°a t ~ E',l ~ I ~ F , n1a ~ ~ti~ PLANNER FOR EITHER TOWN fN NO WAY LIMITS THE RESPONSIBILITY BEEN ACCEPTED AND ES CURRENTLY BEING MAITAINED BY THE TOWN
F THE OWNER AND ENGINEER OF RECORD WITH REGARD TO OF MORRISVILLE OR TOWN OF CARP. THE OWNER SHALL BE ~ ~ ~ COMPLIANCE WITH ALL FEDERAL, STATE, AND LOCAL STANDARDS,
~ I 4u , t ~ ~t ~~j ~ t ~ , t y 30 TYPE B 1~ ` RESPON5IBLE FOR GORRECTiON OF ALL WORK THAT DOES NOT \'~ti~~, REGULATIONS AND/OR CONDITIONS. CONFORM TO THE PLANS AND SPEGIFiCATIONS.
~ _.,_....._.__-__m , ~ ' ~ ' + t , ' ' i ; OPAQUE BUFFER ~ ~
4 :;5; ';t 1 1 '~t , ~ ~ ; y ; ~ t ~ 1 NOW OR FORMERLY sTa z2+94.5a ~ OWNER CERTIFICATION ~ TOWN OF MORRISVILLE
` ~ ~.t t ~ ~ ~ ~ , ~ SANDLER AT TWIN LAKES m1~5Er: zas R - % \ t,. - l t ~ ,l , iti~' 4 ' PIN X0745.01-4fi-7300 50' R THE OWNER/DEVELOPEK HEREBY CERTIFIES THAT; ALL TOWN TOWN OF GARY UTILITY APPROVAL \ ~~'',,,t'';, COMMENTS HAVE BEEN INCORPORATED INTO THE ORAV11NG5 AND ON APRIL 3, 2006 THE OWNERSHIP, CONSTRUCTION, OPERATION,
r..._____ ~ _ _ ~n.._._ _ _lu._ + 1 E f ` , D8 10996 PG 621 p r' \ ' SRECIFICATIONS, THE DRAWINGS ARE IN COMPLIANCE WITH ALL MAINTENANCE, MANAGEMENT, AND FINANCING OF THE TOWN OF
I 1. 'i tt } ~ , ~ ~ ~ CARY PDD ZONING w~, ` a ~G 4; m ' +yl t e \ FEDERAL, STATE, LOCAL STANDARDS AND TOWN OF MORRISVILLE AND MORRISVILLE'S WATER AND SANITARY SEWER SYSTEM WITHIN THE
GRAPHIC SCALE t ~ s ~ ~ ~ ~P~` ~ ~t t s .~i'~,, '~,ti e~ lots a s4 loo ~an ~ ~ ~ ~ f ' ',.1 ~ ~ \ TOWN OF GARY ORDINANCES, STANDARDS, SPECIFICATIONS, AND PRESENT AND FUTURE CORPORATE LIMITS AND URBAN SERVICE AREA \ DETAILS AND THE OWNER HA5 CHECKED THE PLANS TO CONFIRM LIMITS Of THE TOWN OF MORRISVILLE WAS TRANSFERRED TOT HE
S t~'+'~~l 1 THAT THERE ARE NO ERRORS OR OMISSIONS. THE OWNER/DEVELOPER TOWN OF CARP AS PER THE MERGER AGREEMENT BETWEEN THESE
$ 1 1 1~ 1 ~ Gi f HEREBY CERTIFIES AND AGREES TO TAKE S(1CH ACTION AS MAY BE TWO TOWNS, ALL WATER AND SANITARY SEWER SYSTEM DESIGN AND REQUIRED BY THE TOWN OF MORRISVILLE AND TOWN OF CARP TO CONSTRUCTION SHALL BE IN SCGORDANCE WITH THE TOWN OF CARP,
~ I inch = 1O0 #t. ~ 1, 'i+t;,y ~,,t ~ ~h. ?c „ m ' 's y ~,r' ~ 1 ~ 1 , ~ i ~ ''J t'' 4 _ 0°OGppp CORRECT ANY ERRORS, OMISSIONS OR NONCOMPLIANCE WITH TOWN STANDARD SPECIFICATIONS, AND THE STANDARD CONSTRUCTION
® ~ 'o i t`'a t "1 1 ~ ~ , ~l~ a Is 1 f . °°Q~~~ caR~~°pppp OF MORRISVILLE AND TOWN OF CARP ORDINANCES, STANDARDS, DETAIL DRAWINGS. °°o ~ pp SPECIFICATIONS AND DETAILS AND/OR RE-EXECUTION QF THIS
t + , i ,y , ` t i ~e°°°~'4.S51p °°°~'~q °Q CO~N`STRUCTION PLAT UdITW THE APPROPRIATE CORRECTIONS AND/QR AI'PROVCD BY THE TOWN OF GARY
~ BASIS OF BEARING IS ~ + ~ , ~ . ~ ~.~I~ ~ l <<,4~~r~' 1 c o ~O ~9'° e REU510
,BUG ~ 2 NC GRID {HAD 83) , , h ~ e ~1!~~;tt~~~+ p S E A T i $yg ( f~ ° ° / ft/
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~ k; ~Tl.A1~DS APJD STORMS , ` a, m ' ~ 1, ` ~ ~ w, t 11 ~ .~F " R DATE ENGINEERING DATE
0 ppp °0°°°°°°°°° L V 0° ~,T 4 op~@ pppp E. ~~~~°°Ib~Q ~ a ~ _ _
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u 2 MC)IRRISVILLE PROJECT #106:-8000007
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a CH"ESSIL C UN U U V i Drawn By JAA Date f-N i, I n A W I N, I --I S R AC i 0 23 06 WITHERS! RAVENEL SITE PLAN Sheet No,
"a I r-% ff 1 CT I" DmA Chr..cked 6y fob No. C%,jNSTKU UN rNU SITE
M M WEC 202392.0 ORRISVILLE WAKE COUNTY NORTH CAROLINA ENGINEERS I PLANNERS I SURVEYORS
r 111 MacKenan Drive Cary, North Carolina 27511 tel. [phone] fax: [phone] v%-,vw,witnersravenehcom

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...v _,_.__.._...~.d -
MaRRiS~ILE SANITRRY SLUR EASE~~T REQUiR~~NTS TDt~diV Mf~Ri5l~ll~ DUT AND FILL SLDP STANDARDS Rl~VIEW DISCLAIMER OWNER CEf~TIFICAT(ON - Tawr, c~~ r~aRRI~UIL~~ ENGINEER/INSPECTQR DISCLAIMER NOTES: TOWN aF GARY UTILITY APPRQVAL
1 LOP ON SEWER EASEMENT SHALL BE 5H:1V. CUT AND FILL SLOPES SHALL HAVE SIDE SLOPES NO STEEPER THAN 4H:1V SHOULD THE TOWN OF MORRiSVILLE OR TOWN OF CARP FAIL TO THE OWNER/DEVELOPER HEREBY CERTIFIES THAT; ALL TOWN TOWN THE MAXIMUM LONGlTUD NAL S E A IDENTIFY THAT THE OWNER DEVELOPER HAS NOT ADDRESSER THE COMMENTS HAVE BEEN INCORPORATED INTO THE DRAWINGS AND ON APRIL 3 2006 Th THE PRESENCE OF THE TOWN OF MORRISV(LLE OR TOWN OF GARY i. ALL CONSTRUGTiON SHALL BE COMPLETED fN ACCORDANCE WITH THE TOWN OF
TH1; MAXIMUM CROSS SLOPE t~N THE SEWER EASEMENT IS 10~. EXCEPT AS PROVIDED BELOW: ~ / COMMENTS MADE E3Y EITHER TOWN, OR THAT THE PLANS AND SPECIFICATIONS, THE DRAWINGS ARE IN COMPLIANCE WITH ALL MAINTENANCE, MANAGE 'RIL 3, 2006 THE OWNERSHIP, CONSTRUCTION, OPERATION, ENGINEER OR INSPECTOR AT THE WORK SITE SHALL IN NO l4AY ENANCE, MANAGEMENT, AND FINANCING OF THE TOWN OF LESSEN THE OWNER'S RESPONSIBILITY FOR CONFORMITY WITH THE MORRISVILLE STANDARDS,
TQ4YN OF ~iORRISVILLE STORM DRAINAGE STANDARDS SLOPES BETWEEN 3H:1v ANO 4H,1V MAY BE ALtowfO IF STABILIZED WITH SPECIFICATION ARE NOT IN COMPLIANCE WITH RESPECTIVE TOWN FEDERAL, 5TATE, LOCAL STANDARDS AND TOWN OF MORRISVILLE AND MORRI5VILLE'S WATER ISVILLE'S WATER ANp SANITARY SEWER SYSTEM WITHIN THE PLANS AND SPECIFICATIONS. SHOULD THE ENGINEER OR INSPECTOR 2. ALL GRAVITY SEWER IS 8".
VEGETATION THAT REQUIRES MiNIMAL MAINTENANCE SUCH AS WEEPING LOVE ORDINANCES, STANDARDS, SPECIFICATIONS, AND DETAILS WHETHER TOWN OF GARY ORDINANCES, STANDARDS, SPECIFICATIONS, AND PRESENT AND FUTURE GRASS, REO FESCUE OR OTHER VARIETY WITH SIMILAR CHARACTERISTICS. FROM LACK OF DISCOVERY OR FOR ANY OTHER REASON ~ SHALL DETAILS AND THE OWNER HAS CHECKED THE PLANS TO CONFIRM LIMITS OF THE TOWN .NT AND FUTURE CORPORATE LIMITS AND URBAN SERVICE AREA PRIOR TO, DURING OR AFTER CONSTRUCTION FAIL TO IDENTIFY OR 3. RIPAR[AN BUFFERS REQUIRED FOR THIS PROJECT ARE BASED ON MORRISVILLE OF THE TOWN OF MORRISVILLE WA5 TRANSFERRED TOT HE REJECT MATERIALS OR WORK THAT DOES N07 CONFORM WITH THE ZONING REQUIREMENTS AND REFLECT BLUELINE FEATURES ON THE USGS MAP.
A MAXIMUM OF 6 LOTS CAN DRAIN INTO EACH RERR YARD CATCHBASIN, SUCH SLOPES SHALL NOT BE STABILIZED WfTH TURF GRASS. IN NO WAY RELIEVE THE: OWNER/DEVELOPER OF THEIR 08LIGATION THAT THERE ARE NO ERROR5 OR OMISSIONS. THE OWNER/DEVELOPER TOWN OF CARP AS Pi OF CARP AS PER THE MERGER AGREEMENT BETWEEN THESE PLANS AND 5PECIFiCATiONS, WHETHER FROM LACK OF DISCOVERY OR 4• MORRISVlLLE STORMWATER MANAGEMENT REQUIREMENTS SHALL BE MET THRU
THE MINIMUM SLOPE ON DRAINAGE SWALES IS 0.50%, THEREOF, NOR OBLIGATE THE TOWN OF MORRlSVItLE OR THE TOWN HEREBY CERTIFIES AND AGREES TO TAKE SUCH ACTION AS MAY E3E TWO TOWNS. ALL WAT 1HE MINIMUM SLOPE ON ROADS IS 0,70. SLOPES THAT ARE STEEPER THAN 3H,1V MAY BE ALLOW;;D IF STABILIZED W€TH OF CARY TO CORRECT SUCH ERRORS OR OMISSIONS. EXECUTION REQUIRED BY THE TOWN OF MORRISVILLE AND TOWN OF CARY TO CONSTRUCTION SHALL (OWNS. ALL WATER AND SANITARY SEWER SYSTEM DESIGN AND FOR ANY OTHER REASON IT SHALL EN NO WAY PREVENT LATER EITHER OFFSITE DETENTION ADJACENT TO THE PROJECT, ONSITE DETENTON CRUCTION SHALL BE IN SCCORDANCE WITH THE TOWN OF CARP, REJECTION AND CORRECTION OF THE UNSATISFACTORY MATERIALS OR POND, UNDERGROUND DETENTION AT PIPE OUTLETS OR A COMBINATION OF
THE MINIMUM SLOPE ON THE RESIDENTIAL LOTS IS 2.0~ PERMANENT SLOPE RETENTION DEVICES OR A SUITABLE COMBINATION OF PLANTINGS OF THIS CONSTRUCTION PLAT BY THE REVIEW ENGINEER OR CCRRECT ANY ERRORS, OMISSIONS OR NONCOMPLIANCE WITH T04'JN STANDARD SPECIFICA1I LARD SPECIFICATIONS, AND THE STANDARD CONSTRUCTION WORK WHEN DISCOVERED. THIS 15 ALSO TRUE IF THE WORK HAS THESE. THE ACTUAL DESIGN SHALL BE COMPLETED AS PART OF THE
THE MINIMUM DRAINAGE SLOPE BETWEEN THE HOUSES/BUILDINGS i5 2,0~. AND RETENTION DEVICES. PLANNER FOR EITHER TOWN IN NO WAY LIMITS THE RESPONSIBILf1Y OF MORRISVILLE AND TOWN OF CARY ORDINANCES, STANDARDS, DETAIL DRAWINGS. OF THE OWNER AND ENGINEER OF RECORD WITH REGARD TO SPECIFICATIONS AND DETAILS AND/OR RE-EXECUTION OF THIS . DRAWINGS. BEEN ACCEPTED AND IS CURRENTLY BEING MAITAINED BY THE TOWN CONSTRUCTION DRAWING PROCESS. IF DETENTION PONDS ARE USED, SCREENING
WHERE "STANDING WATER" IS DISCOVERED BY THE TOWN INSPECTOR, THE AREA COMPLIANCE WITH ALL FEDERAL, STATE, AND LOCAL STANDARDS, CONSTRUCTION PLAT WITH THE APPROPRIATE CORRECTIONS AND/OR APPR~ OF MORRISVILLE OR TOµlN CF CARY. THE OWNER SHALL BE SHALL BE PROVIDED V!A LANDSCAPING WITH AN OPENING IN THE SCREENING APPROVED BY THE TaWN OF GARY RESPONSIBLE FOR CORRECTION OF ALL WORK THAT DOES NOT FOR MAINTANCE ACCESS.
OR CATCH BASIN INSTALLED TO CORRECT THE DRAINAGE MORRISVIL~.E DRAINAGE NOTE ~ WILL BE REGRADED AND/ REGULATIONS AND/OR CONDITIONS. REVI CONFORM TO THE PLANS AND SPECIFIGATIONS• 5. FIRE HYDRANTS SHALL CONFORM TO TOWN OF MORRISVILLE STANDARDS, 6. ALL STORM DRAINAGE IS TRIBUTARY TO UNNAMED TRIBUTARY OF GRABTREE
PROBLEM. WHERE "STANDING" WATER IS DISCOVERED BY ~
WHERE THE STORMWA1fR DISCHARGE INTO THE ROAD EXCEEDS 3 CFS, A CATCH THE TOWN INSPECTOR THE AREA WILL BE CONSTRUCTION RE tJIREMENTS CREEK" Q 7. AL,L PRIVATE DRAINAGE SYSTEMS SHALL BE MAINTAINED BY THE HOA. ENGINEERING DATE ALL PUBLIC AND PRIVATE WORK INCLUQING BUT NOT LIMITED TO INDIVIDUAL PROPERTY OWNERS SHALL NOT BE RESPONSIBLE FOR MAINTENANCE
BASIN WiLL BE REaufRED. AN R C CHBASINS I STALLED NER DATE ENG4NEERi~ Rt-GRADED D/O AT N WATERMAINS, WATER SERVICES, SANITARY SEWERS, SANITARY SEWER OF DRAINAGE SYSTEMS ON THEIR PROPERTY,
TO CORRECT THE DRAINAGE PR08LEM. SERVICES, STORM SEWERS, DRAINAGE SYSTEMS, ROADS, SIDEWALKS, PER MORRISVILLE AND NG BUILDING CODE, THE GRADE AWAY FROM FOUNDA110N
PARKING LOTS, 51TE GRADING AND LANDSCAPING SHALL BE WALLS SHALL BE A MINIMUM OF 6 INCHES WITHIN THE FIRST TEN FEET. CONSTRUCTED IN ACCORDANCE WITH THE TOWN OF MORRISViLLE AND 9. ALL STORM DRAINAGE EASEMENTS OUTSIDE OF PUBLIC RIGHT OF WAY SHALL BE
TOWN OF CARP ORDINANCES, STANDARDS, SPECIFICATIONS, AND PRIVATE iN ACCORDANCE WITH MORRISVILLE POLICY.
1O. OVERSIZED U71LITY LINES MAY BE ELIGIBLE FOR REIMBURSEMENT IN DETAILS THAT ARE APPLICABLE. NO DEVIATIONS FROM THE l
a k ~ ~ r a 1YI 39A C~,A- D,5l AC '~i 1 t 't r OWNER/DEVELOPER'S SUBMITTED PLANS W4LL BE ALLOWED UNLESS ACCORDANCE WITH MORRISViLLE POLICY. WRITTEN APPROVAL FROM THE TO'NN OF MORRISVILLE I5 RECEIVED, 11. ALL SANITARY SEWER MAINS LOCATED OUTSIDE OF PUBLIC STREET R/W'SHALL I:
~ 1 t, , 1 ` ~ ~ t 1.~ INVE~1`eOUT(SOUThi}a3G9,1 , to 1 , ~ , ~ ~ ~ ~ ~ ~ + IM 374.OQ ~ ~ 1 f ` ALONG WITH PERMISSION FROM THE TOWN OF GARY FOR WATER AND HAVE A 20' PUBLIC SEWER EASEMENT CENTERED ON THE MAIN.
~`t + + ~ ~~i ~ ~ ~ ' 1 1' ~ + t ~ ~ ~'t i t ~ ~ ~ SANITARY SEWER DEVI6;fI0NS. ALL PUBLIC AND PRIVATE EASEMENTS 12. ALL STORM DRAINAGE SYSTEMS LOCATED OUTSIDE OF PUBLIC STREET R/W ~ SHALL BE RECORDED PRIOR TO FINAL ACCEPTANCE BY THE TOWN. SHALL HAVE A 20' PRIVATE STORM DRAINAGE EASEMENT CENTERED ON TWE
, ~ t ! ~ MAIN,
~ ~ ~1 ~~e ~ 1 'yl 1 ' ~ ~r'e• > 1 ~ r } n7 i j I ~ 1 ,i ~ ~ C ~,r ~ ~ t y y ~ r- 5 c~ I t _ 1 l ~ l J, 13. GATE VALVES AT DEAD ENDS REQUIRING FUTURE EXTENSIONS, SHALL BE THE
1 ! 0 y I Gr' { y a t ~ t t r n r._ ~ , L O' TYPE a ~ a 14. FES SHALL HAVE A CON BETE FOOTER PLACED UNDER THE END TOIaPROVlDE _ ~ STRUCTURAL SUPPORT. THE CONCRETE FOOTER SMALL BE 3000 PSI. THE
~ 1~ t''a ! ~ 6 ; t jt~ i ~ i I i i i I f' ~ ~ ~ ;1 , } t c ~ I i i i 1 I i i i i i ~
rs ~ + , ~ ~ ,t+~, ~ rr ~ + + it tt ~ 1 } ~ ~ I f i r i ~ ~ s , i ~e~i i I i I :e^ ~ ~ ,,h ` t I. ~ i j ` ~ i ~ ~q F i } ~ 1 4 I I ~ y } i ` ~I 1 , t j I ~ I ~i , ~ E ~ ~ O P ~ Q ~ E ~ FOOTER LENGTH SHALL BE 2 FEET AND SHALL EXTEND i FOOT UNDER THE FES I ' ~ ~ , pp AND 1 FOOT Itd FROhJT OF THE FES. FOOTER WIDTH SHALL BE 1 FOOT WIDER I i ~ ~ U.~ FFER THAN OUTSIDE THE EQGE OF THE PIPE. FOOTER THICKNESS SHALL BE 1 FOOT
+ ~ ~ ~ , ~ I 7+ ,I I ; ~ 5 I 4 ~ 3 , 2 , ~ ~ ; a - ; ' t , j . I ,
~ b ~ , . 1t~~+ , , y t ~ , ~ T ~ ` ! Ir o I ; I s ~ ~ t I F , 1 ,'`y ~ t t ,ter t ~ ~ + b. , , N , ~ i r.,, r~ ~ I r f d 18LF ~ T~ RCP @ bxR) Ia j r , ; ~ ~ i i ~ ~ ~ FOR PIPES EQUAL OR LESS THAN 18 INCHES IN DIAMETER AND A 2-FOOT ~ THICKNESS FOR PIPES GREATER THAN 18 INCHES (N DIAMETER AND LESS THAN
Y ~ 1i .G ~'.tt'til ~ t ~ ~.1 ~ t_i_ _ ~ ( I 1 ~ i I i i ; I ,t~ i I , I ~ ~ i 1t t t tt,ylt t yt r~ 1 iy ~ f I a._ _ _ - - - - _ _ _ _ _ 1_ _ _ _ I L. _ _ m _ _ ( _ ~l-_ _ _ .1 _ _ _ _ ~ , i _ 36 fNCHES IN DIAMETER, PIPES THAT ARE 36 INCHES IN DIAMETER ARE
+ _ h- r . I I t ~ ~ CD 4 1 ,~t ~ "t I ~ ~ I i i ~ ~ I r 1ti ~ , ~,,4s, t a I f i C 5 A= 0.?3'AC I~~"_""_'~T~. ~14C1f{ GREATER SHALL HAVE A FOOTER THICKNESS OF 3 FEET ~C ~ , 15. THE SEDIMENT BASINS ARE TO BE FLAGGED IN THE FIELD AND THE LOCATION
I,°~ ~ { I ~ { ~6~9 D ~i0J4A~ r' CB~37 A~,~09AC ) ~ ~ I t~ ° + , ~,'I~;~~ 1 I 1§ INVE T O~Q ,x 1,V ~ 150 - 1 INVRT.Tf~T UT _ OFFSET: O INSPECTED BY THE TOWN PRIOR TO CONSTRUCTION. THE TOWN IS CHECKING
+ - t'.~, . I ~ I RI = 3 2 3 ~ RIM = 3 G. THAT NO SPECIMEN TREES ARE IMPACTED BY THE SEDIMENT BASIN LOCATION. - - - 16. BEFORE SITE CLEARING OR GRADItdG CAN START THE DEVELOPER IS REQUIRED
~ ' ~ti TO INSTALL fiREE PROTECTION FENCE IN ALL AREAS WHERE THE EXISTING
, t 1 1, r } I ~ / ~ ~ ~ I i / it t ` 1 +t,'t ,1 / li l } '.1 f l ~ 7. e~ , ~ tt_ r ? ,I { I ~ .a r ° r ~ S >~'F 1il" P °n .358;4 VEGETATION IS TO REMAIN, ONCE THE TREE PROTECTION FENCE IS INSTALLED 1T
t~ „ . ~ t ~ _ ~ ~ ~ LEY I Y ~ ~ c 1.04 y _ ,,~~~4 ~ _ 1.D4a1" } AIM ~ 363.5 IS TO BE INPECTED BY THE DEVELOPER'S ENGINEER AND CERTIFIED THAT TREE PROTECTION FENCE IS INSTALLEQ IN ACCORDANCE WITH THE APPROVED
d + { / _ - _ G _ _ ' ~ I i E f i r ' rr ~ ~ r 31 LF ~ 18'" R~ 31LF - 18" R r .512°/0 ? GONSTRUCTiON DRAWINGS AND iS INSTALLED IN ALL AREAS )DENTIFIED AS AN
t~,, i „ ~ e 1 . _ ~ i , I , ~ ~ ,H I ~ I~ r r r , 4LE ~ UNDISTURBED BUFFER AND ALL LANDSCAPE BUFFER AREAS WHERE THE 4LF~- 18 ~ LANDSCAPE PLAN ASSUMES THE EXISTING VEGEGATION IS TO REMAIN (IE. DOES
r;_ t , I it ~ ' i i ~ , - ~ _ - ~ © . ~1 1~ t', , ~ i I i i ~ ~ ~ h { CFS 38 A 1.34 AC I ~ .w. 0 • NOT SHDW NEW PLANI1NGS). ALL PDRilONS OF THE TREE PROTECTION FENCE
y ,~~a ~ ; E ~ 1 --~8 I RTC .5 ~ )Pd'dfR , H)-=-3G . --£B Ate.'" ~~,"a + I s I / 1 I , ~ ~ ` ' ~ MUST BE INSPECTED BY THE ENGINEER FOR PROPER LOCATION AND / _ _ _ _ _ _ ~ SATISFACTORY CONSTRUCTION METHODS. ONCE THE TOWN HAS RECEIVED THE
~ ~ r i r , r ( 1 ~ 18 I~j~JER OU7~(EAST}=3Gb.B 1 ~{NVERT IN WEST) ~ 3G2 5 h`~ERT Ih (I (~JZTH)= 3~9:~ ` ' ~ 1 ~ ~ ~ ' ~ _ n r ~ ~ 33 DA = 0.07 AC ' ~ , CERTIFICATION BY THE DEVELOPER'S ENGINEER THE CONSTRUCTION CAN START.
i' , '~;h~! 1 ~'E ~ _ _ _ . R1M:= 3i0 Z1 1 y~1NVERT 0 T (EAST) B .1 - 18 I'~VERT IN (4~5T} = 359. ~ t +`~.,1 ` ~ f } i __Yt _ ~ - ,r;.. . _ _ _ -,R ~ 3fVi6.8~ _ _ _ - 18" ItiVERT QU i OLTNEA T} _ `58.8 ~ 2 ' 1N~E~T INRTHVV~ST ~ 358. t'~ I.& i ~ ~r 24 1NMERT O `,~8.5 '
Ch ~ ~1 i , i i li i ,i i ± ` 1 `i I f I ~ ~ 1 7 363,71. r ~ ~,'e\ ~ l; ~ I i 1 i i ;~j I i I { I
~ 1~' 1~. , ' RI ~~1~A h ~ TOWN OF MORRISVILL~ STORM DR,A(NAGE~GRADING REQUIREMENTS
1 ~ t ~ ~ ~ f~.'~. ~i i 1,1 SLF ~ 15 RCP Q D,$0 0 ~ I, c7 ' » I I l \ i~C~ A.<~ i ' ~ l t - l ~ ~ ! mss- 1 ~ ? I rj. ~~L 2 IOL ! M 2 I Cjo 50°1 r ~ 'ti QFFSET: 5.,D~, ~
1 ~ ~ i.-.t ~ r\ : ~a r ~ _y , I ~ ~ , I I ' to ~ i I : ~ 1. A MAXIMUM OF 5 LOTS CAN DRAIN INTO EACH REAR YARD CATCHBASIN, I 1. ' ~ 2. THE MINIMUM SLOPE ON SWALES iS 0,50%,
~ 1', A`, ~ , I r _ ~ ~ ~ v Y1388 !DA- D.20 AC , t „ ~ ' _ _ ~ -t FYI 3$~_QA~ ©x8 A - - - _ _ _ , 1 ii I 'V,1 I~' 'al _ ! f~ - ~ ~ 3_ THE MINIMUM LONGITUDINAL SLOPE ON ROADS IS 0,70% AND CROSS SLOPE IS 2%~
A \ ' ~ A'~ 1 , ~ r ~ 1 ~ I V~RT C~i UT {EAST)r® 72,4 ,n, 15, INVERT OUi~ (NOR Hi}=3GG.Ci, i ~?I t~ ~ I I~ t { r f _ f ~ ~ 4. THE MINIMUM SLOPE RESIDENTIAL LOTS IS 2.fl%
',rn ~,1 ' , ~ 1 R!' - 37G.7~1 r r' I RIM - 370.50 I j ~ ~ -1 ~ : I ~ ~ ~ + t , t t" ~ '1 r r f r ~ ~t n:} ~ r I ' I ~ ~ ~ ~ 5. THE MINIMUM DRAINAGE SLOPE BETW>"EN THE HOUSES !S Z,0% s-~`'`, a t ~ ~ ,
'1.' ~ + ' i , ~ ;i ~ I ~ r 1b F - 1."RCP :,5t1°l~ r , ` ~ t 'j ' 6. ALL DRAINAGE EASEMENTS ARE PRIVATE. ca ~a,1 DA m D A ~ f
' + t y , , ' ~ + I i ~ _i_ _ _ _ _ - - - - - _ VFRI~~1 R 13 ..-.3a7 _ _ L _ _ _ L 3O" INVERT I 51.7 t ~ ` _ INNER (SOlt~l~) -357. ~ ~
_ ~ ~ y , ~ 1 I , r { = ~ y i I _ y s I r I 1 ( I ?_4 INVERT OIaT OAST) -357.9 , , I,,~ r i t : .1 t + ~ ` ~ I I RIM 3G2,9 i +
it I
. 1'+. 1 1 , I I 4 1 1 F'i + t,,.~ ...cam ! y ;+l ,l4 I 2. , - 1 A _ I I t l 1 1 t, i'„~ ~t i I I i ~ ~ n I ~ FE5 T'~ ~ O.~ ~ . ' ~ ~ t I RIP RAP a
r~. , 2~ , . . ~ I I, + 1 INY~ERT h~' (WEST'= ~ Q.~ r ,~U ~ ny 1. ' { r~ A ~ s: i ~ 11 INERT OUT (5O THj~ . ~~59. a~JTH~59. , 36 RCP
~ y Y. h ~ Lti~ } t N 1 + I e ~ ~ ~ ` . , , + ~ RI 364.71 4 t` ~ , V , 1 ~ C 29A++DA -~!0.8 _ _ _ s _ _ - - 29 ~0~0.47.AC.. _ ~ ~ r ~ _ _ _ 1 DISSIPATOR
~ E ~ I 1 ~ I'~}VEItT ~3 T / T =3 7,9 15 ~1tiV R7 I(V WEST} SG2,G I + f ~ ~ ` ~ I ~ I
' ` `~t{ ` ,l { 'ti >?'--C 1 41j 1 1~ G \ 1 ( 1 @ ~ ~ + V 1` Y , ~y ! , , I ~ ~ , ~ NEST) 361.1 ~i i' ~ -RIM - T72,94 ~ 15 INVERT IN { ; 15" 1`tiV RT IN'~SOUTHWf:ST) =3G .G / I ti ~ FOOTER DIMENSIONS
1 1~;: ~ } ' 1 , ' ~t ll 1 ~ 1 15' Rl`Qti•T~#ff+S~Y~,6Z:3~ I 1 ~ CIvVERT OU (S~?1.J.TH~'~360. ~ I ti, , - , ~ q R vTfT~ X94; ~8 26 ~ ~ ~ ~ ~ ~ ~ ~ PIPE SIZE
? fENTR`V M NUM T aON"A~E ~ ~ ~ -~~;a ~ a4 R > .:~W~°1:~ '~.0"1 ~ ~11 ~~'~!0 ) 57~1~~ ~ ~ ~V I~ 59f3„
~ I t & LANDS APE ~SE~IENT ~ ~ „ ti:s ~ F 18 MCP r.,,+`. ~ 1 ~ i 48L n ~ OLF ~ 1.50°l0~
~ ~ Q ,BOTH SIp~ES) I ' ( ~ t ~ I " 6L ~ ~ 11 ~dIM 364 50..= ~ ~ ~ ~~'e 3000 PSI CONCRETE PAD
~ i s i i ~`'4 LF `i RCP Q 1.55°l ` , \ MORRfSVII~LE REQUIRED FES C©I~CRETE ~ _ I_- ; ~ ~
1 .CHE RIDGE ~ ~ V OUTLET PROTECTION PAD~FOOTER
+~t ~ , I A _ '1 , I ~ , r~ / _ _ , 1 IN (NC}RTI A ~ ~ r ~1 .lam'"" N.T.S. ~IN (NC}RTtS)= 3 6S
~ I 18' (NV[ TOUT (E~ \ ~ 1 ( RIM = ~ / ' ~ i ~ I ~ FQOTER WIDTH SHALL EXTEND 1' W)DER THAN OUTSIDE EDGE ~F PIPE EVE T aU7 (E~~TI ~~S 3 rJa E ~'f ~
TOWN OF MORRISVILLE ~ ~ _ 3~ ~ - 1 R! ~ 3G7.~7-. - . ' _ ~ ` , a6~.~r- ~ ~ ~ ; , , t
, E~1G N E: r ~ , • , i' a I 1..-'' / ~ E~ ~ / - , ~ ~ E R PLANNING FEES PAID - _ _ ~ _ - , t r 1 `
Yes No Comments I ~ , ~ ( , ~ _ ~ ~ ~ _ . ~ r'. ` I Infrastructure l~ ;3 ~ ~ ~ ~ r E r ' 1 ~ ~ e ~ ~ ' , ~ ~ - ~ ~~,a 2 DA~1 ~l5 AC ~ ~ TE I~ T A ~ E ~J
~ , ~ , . ~ , ~ r ; ~ I V~ T ~o.oD _ e ,
TOWN C7F MORRISVlLLE ~ ~ ' ~ ' i rt... ,~i ~ % r f I ~ ~ , - ~ 1 I
RELEASED FOR CL7NSTRU(:TION - f I , , ~8 i j j ; ~ ~ ti
~ ~ t ~ ~ ~ ~ ~ . F - , ~ I ~ - ~ y - _ _ _ 's _ - - ~ ~HANDRAIL'~ , DR INA~I y ' ~E~~R TtJ
{ SIGNATURE REQUI D ~ f _ s~ , / ~ r., E I
~ ~ ~t ,nn.--' ~ G7 , ~ . I S'`, 4 ' ~ ~ ~ 4 ,t ~ l
t °r Date ~ ;.t - 1 ~ l ~ - ~ o~ t
r-- , ' ~s PE DA=11.7 PE DA=11.75 AC ~ i ~ _
~t ~ + INVERT OtJT =3&1.00 1 ~ ~ " ~ ~ ,s'' '
~ ~ 4' t , }r VE
d,' ~ / , t 1.-^'" _ 3h~' 1'~VFRT TN i T) - 35 ,
M , ?d;" E'vVFRT ~ `7,'SC)I.J 41 - !°a( .i7 (''"~("~-~-r_~{pj 3 \ 7p F ~ ~r `~~Q ~ ~It~~ .YY31.i~ ~V ~ ` i ! L....t Y J I ~kl... i_..~ v'~.
1i 1 r ~ - " - gI ~ ~ , E~'~, RIVER RIP~R1Al~
ilalifm~ll T+,htl hstl{ I ( If3yu1 . t)„+,nsh'~a3n 'a~,~ ~ \ 'I._..-' , (~Iwtrcnnil l1+mn~ilrattt Idii~i 1~~Jts.rliuli~('oclllsic~~1 i p~ht am lnlet~ 5)~icu, j ('aj,acitr ticrtian ( t c,~;,ib 11fi dinnl Incr,d l',wc~wcterl ~ : A t ;~1 _ . ~ - - _ ` a ~1~' 14+~9~09 ~ r~ BUFFER _ _,_.:r-.~- aF~FT: ~ a.•~-~~;, - . aRAPHI~ scALE
titru~3urc~ !~trxutum Uil I{`t S:~Iaic1 asca(acrcti) It'h,+E(rkl Icl'si tiizc(iu)I f3~M) ll?1 ;1•:(esaiinra(1't) ,In1,r(h} ~ I ~ I
Yi-;3R 11'I•~Y4 ~ih.'i3' i),~U 11,1111 nad f?,Oti 17I It,l} :~'.i1~ ,hh,S1 ,.j0 + , . ~ ` ~ O / ~1°'^ I I 1 ' ~ ~ s'" ( ` y ~tl 1} ~5 50 rOC~
.3~ . I ';.iq .~r~Llll11 i},ill (I,?~` I.I I r,,dit ICI I IS .~te9,1??I i,i.3°1 1,1111 h..- - / ~ i 1'I .1.t t.I 1 ~ ~ }V
~ 1'I•: ti.1 IU3•;1 ~;0,>i1~ I} ;UI til I,bt I ? y I" I I hb i}i j ,nh,ii~~ {I„ it - m....._.m.._...__ , _ ..a _ _ - ~ ;
iT3-l3 CL•:t1 .1:++~ ly,(t1i (1,71 } ;tl 1,111 IR 68 .61,h11 ±Gft.U _ _.1i ~4t _ - F`''~TE~T~A~ i - ~ f . f'R-.i8 ~(Bi6 T7f1.~1~ i16i1 - _ I ~E! 131.1(+ IS._? - I~ ) t,7 ti?I ~h_t>,~ ~ AIM 1 _ . ' a, 1 ` s ~o~ CB's, ~ .14 A~ ~ ~ , ~ 30' IN. ~ N T ~ 5 ~ `a ? r~~~ ( ~ ~ BASIS OF BEARING IS
i A- ale ,n - - - _ _ ~ _ PA ~ ~ , ~ R~..VE~R'~R RAN _ 1,y 1I t ~ [1 , 11) 3 + a_,.fi ~b_.{},i (i ~0 a. r' ~ ~ _ t'13u IE13,h tt.~d i i! 1,1t . ( I 1 • ~ ~ 8 aln ER IN (t~l(,ES 356, NG GRID (HAD $3~
. 4"11 ±j ~l`I33-I u8e,71~ It,911 t),_., ! 'I r, q! Iffy _ -1 ?6!.[~(,~ ?61.,-I 11„(I ,,A \ _ 1 j \ \ 't36"'INVERT`pUT(~(31~H}~ .I
(.'I43G I(13:,•I ,,r6(,,,td~ iy.6l II,_> 1_.._ 14, 1d nil I?d _,f.~l rI. 3 ,i E~+~ ~ ' ~ 8 C „j~ ~ RIM ~363.8b~'.-~`~ r ` ~
CI3,;1) IC(339 ,+63,~1lI it,Gl1 fl,~(sl 1,. ~-I, 15 "y ~h,,.ly{I ti,?,S~ ~ L>~ ~ i f~ S<~-~„ ' I UT (EAST1 =3S7~Q \ f ..`fir' ` nQ aaaaooaaaoaoa va
t•I!•71y~t I(•I3~W ,7?,~-! 11.611 t1,7?I ,.II III I*I 143 ?h?±).~ ;6?!>il ,,63 ~~_T _ __L------~--._ . _ - --I----- - _ _ _ , _ - - ~ t'13T1 hfll;„1 d,. .,l 1},611' _!I i1,3R ld~. I r+ e - + ,3~ ) Rl~d ~ 363.8 ~ ~ ~ . ~ ~ ~ ~ a°° CA~p °p~ ' ~l ~ n A ~o . ~ o ° 'C ~ r °u °a...
+ ~ a, ~ a i I ; .t i)i S 411 z~ {il ;h t I ~0 ~ ~1 ~ ~ (.'13.7 113_8,1 I 67. t7 IY,IrU it~l_1 {a,l) il, , I I + r_ III ' ~ . . __,~---__m ,t + mob, ~ ~~'t
1111;A 0:11,1.= ;GT,±^I '~ir1. ~;1;i1 I-i,,4r3 I~LS; 1d ;.I :GILIRI ;t;U~~11 (~,~p ~ e`~~e _ ;i~ ~.r i ` , I _...u.__...._.u.-...__._~__. r_. -.f_.__ ,..._.._-m.., , _ _ ~ 7 _ , ' ~ ` 1 a ~ ! ~ , 4W~~ 1 14 " RCP i~,4© JO +`i"~ 1 ~ ~ ' ~~1 $ e ~ t~ o u
111?3~ Cf373 }G~,9~ ti~l;i tiGF (i,li ;,t)f, q{} ~61l,bt3~ ~flp ~{I D.pt 1~' \ 6`~E:n _ G,'r i t.- ~ 3~ ~ ~ 1 ~ SEA I _ ~ ~ ~ ~ ~ 37 , ~ ~ ~ t v, o 0
1 ",0 3~ tit,l.ifi f#,il!) i)al I(e,b~l IJ.B:+ ~ ~~31) ~9z).81 ?4..11 ff.>fl ~ _ - I ~ a r + ' ~ ; 511 ~ ,t cv _ ~ i`t ~
i,? I i f ) r 1 4 ~ 17 la I 3 ) Sti ..atf (1.61 ~'i33'I l°f3.,1 +b?,I)U ~Iy.?i I).,~3I I'.9fi ?fr,a)~ ill 7q ,i~1~ 3?4,197 (1.7fi - ' 4 3 ~ INVL'RT II~.f~R3~~ 54.~ ;z~ I~ ~ ~ ; °o~Q9~°~,~Gi~6'~°°~~u~4 pp ~ 1 o T C oa ~
a^ ~ ~ l _ ~ ~ 1 ' 3 ~h .~~+a.i,7 ly.(ily~.._ ~l),111~ ._,).1141,_ . 9~I,R;+ tl ;~~).•J111 ;~9{}i (f.?D ,~.r , -~e''~., e, ~ ~ ~ ~a ~ t.i t13.. - I , _ -nm _ -~`c~~,. _,c_; •L_.....__. ~ ' 15~~~11~iV~RT 1~N T~~~, 3~6 ; ' i' ~ , °o a E. aao~ ~
~ C'11?I I('I1?(t .,G?.~}!1 I?,91Y f).'2r (+?j6 ?ti,i)1 11 I?ik ,~1,3,i ;iR'9 (I,ifl ~ ~`ti t w ~ ~ \t ~ 36'^.I~f~IE U,'~bUTI-3) 5~,4 ~ i I ~i o °paaaoaaoaa°~~
o t`I17(s il3 ?~Ir1 b l ~Il li i1I1 p ql b1{ I, 7+1 tb ? 13 58.1}" i}I f1.?4i + , 1 ~ ~ + ' , ~ ; I J I i , ~ ~
t .p3?d;1 ICI3T>a ;(,,*.11i)-~ ~vs,1 ~ ~,1,(1h I Ty^- ,f- 33 3:j,.t+1; ;S(,37 U.~t1 s 1h ~ '~e ` ~ - ~'`~fiti, ~t. ~ I i , I I ~ I
v t"f1.a C'113-i .3(33,1p 11.6{1 1131 8•I f',t)li 15, ~',ti?; =^_.f+7 ~-ik.?I! . \e'` a I~t P, A+ ~ .'~',~'~r_ , ~ ~,n _ , ~,r nG1.•I,i ID (~I) 11» fl.')6 3, ~ } 1 (~i ii{) 11.~I? }.y ~.a , Ott n ~ I . >,~F3d,~~ 0`Z2"AC 1 c ~ ~ 'ST~1r ~ f ~ .~~i ly ~
a C'I13~1 t'13•??1 .e(y:,~ta 11.'ui n.la~ -s.1~ ~ 1;.73 ~r, Iw•I ?~e.l~ .,,,.^I~ n.~11 ~ ~ , , , , COMBINED ~O STREETYARD AND 20 TYPE ~ ' ~ I ~ 15" INVERT OUT (EA~ST~,+~~3D 4 I OF~ ET' , ~ ; i ~ ~ ~ ~ o TYPE c, ~ RIM ~ 361.43 , , , ~ , ~ ~ . ,
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N No, Revision Bate B Designer Scale JAA 1" = 50' Sheet No.
t,..,H ESSI N(C]TU,"'~ Nh,' ~S' U u V SION Drawn BY Date i o
RAC 10/23/06 Ei o PARTIAL STU"R , ')T("DRM ru-""RAINAGE P"TAN ENGINEERS I PLANNERS I SURVEYORS 911 ~MacKenan Drive Cary, North Carolina 27511 tel: [phone] sax: 919.467.6008 ~vvmwithersamnehrom
CUIN C"N" DRAWINGS STRUCTICAN o Cheeped By lob No, r
WEC 293012.0 MORRISVILLE WAKE COUNTY NORTH CAROLINA

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1 I Li 4 ! i t l i ` S Y , i ~ ~ f i t 4 1 (r I ~
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EROSION caNTRa~ NARRATIVE I~~~-~-__,~ 1~ ALL CONSTRUCTION SHALL BE COMPLETED IN ACCORDANCE 'MTH THE TOWN OF
ly ~~r y \ TRH' NU aGN"AGE CB zs F d, MORRISVILLE STANDARDS, THIS 18.8i~-ACRE 51TE IS LOCATE© AT THE 54UTHEAST CORNER AT THE
& ).ANDS APE ~R~ E , ~ ~ ~ , , , .l- ~ i ~i _ 3a, TORN 2. ALL GRAVITY SEWER 15 B"' INTERSECTION OF MCCRIMMON PARKWAY AND DAMS DRIVE IN WAKE COUNTY, PTO ~ M 3. ftIPARiAN BUFFERS REI~UIRED FOR THI5 PROJECT ARE BASED ON MORRISViLLE THIS 1 PHASE PROJECT WILL CONSIST OF APPROXIMATELY 53 SINGLE-FAMILY
1 rn ' ZONING REQUIREMENTS AND REFLECT BLUEUNE FEATURES ON THE USGS MAP. LOTS.
r ~ R } 4 / yr ~..,.,,,--~•J"".... ! a i r t ~ 4. STORM DRAINAGE SIZES ARE PRELIMINARY AND SHALL BE FINALIZED WITH
. ~ 2~ S T ~ I ~`~-•---._._M CONSTRUCTION DRAWINGS. RUNOFF FROM THIS SITE 15 UNNAMED TRIBUTARY TO THE NESE RIVER. MENT MORRISVILLE STORMWATER MANAGEMENT REQUIREMENTS SHALL BE MET THRU EITHER OFFSITE DETENTION ADJACENT TO THE PROJECT, ON51TE DETENTION POND,
1 - UNDERGROUND DETENTION AT PIPE OUTLETS OR A COMBINATION OF THESE. THE SEDIMENT RUNOFF 15 TO BE OONTRQLLED BY THE USE OF CUSTOM
, - , ~ - ACTUAL DESIGN SHALL BE COMPLETED AS PART OF THE CONSTRUCTION DRAWING BASINS, TEMPORARY DIVER510NS, 51LT FENOE AND QTHER ' PROCE55. IF DETENTION PONDS ARE USED, SCREENING SHALL BE PROVIDED NA MEA5URE5 AS SHOWN ON THIS PLAN,
LANDSCAPING WITH AN OPENING IN THE SCREENING FOR MAINTANCE ACCESS.
i 8. FIRE HYDRANTS SHALL GQNFQRM TO TOWN OF MORRISNLLE STANDARDS. TOTAL DENUDED AREA 15 APPROXIMATELY 4.62 ACRES. 7, ALL STORM DRAINAGE IS TO UNNAMED TRIBUTARY OF CRABTREE CREEK.
S. ALL PRIVATE DRAINAGE SYSTEMS SHALL BE MA4NTAINED BY THE HOA, INDIVIDUAL
„ PROPERTY OWNERS SHALL NOT BE RESPONSIBLE FOR MAINTENANCE OF DRAINAGE SYSTEMS ON THEIR PROPERTY.
i ~ . ! , i , ~ ~ , ~ ~7 I 1 d ..P 9. PER MQRRiSVILLE AND NC BUILDING CODE, THE GRADE AWAY FROM FOUNDATIQN WALLS SHALL BE A MINIMUM QF 6 INCHES 1MTHIN THE FIRST TEN FEET.
47 / ,5. 1C. ALL STORM DRAINAGE EASEMENTS OUTSIDE OF PURL IC RIGHT OF t~tAY SHALL BE
_ !r 1 49 ly POTEN';. PRIVATE IN ACCORDANCE WITH MORRISVILLE POLICY. ~~'~~~~,.T~~~ f 1I. 6EWER SHOWN PER DRAFT "NOk1NWE5T MORRISVILIE SANITARY SEWER PLAN"
r P ~ A~ t , \ $Q r 1 1 y r~ 1, l ~ l t a , t K•, 1 14,
I 1' 1 1 fl ~ / l.. ~ W ( I y 1 ~ 1 I ,t R y / PREPARED BY CHAS H, SELLS, INC, ~ R ~'V ER (P ~ C1 12. PUMP STATION SITE5 AND SEWER MAIN LOCATIONS SUBJECT TO CHANGE DURING f~ % CONSTRUCTION DRAWING APPRQVAL AND MORRISVILLE CQNCURNACE,
~ , _ ~ \ I ~ ~ V .r 1 t ~ l y ~ r ! I 0 y p l i ~t"'~~'j;~ `,'j j ~ 13, OVERSIZED UTILITY LINES MAY BE ELEGIBLE FOR REIMBURSEMENT !N ACCORDANCE
I n ~ AND ,RAIL ~`ENCE ~ - ,n „ ~ , 1 A 1 j 1~. U U I~ } t+4TI~ MORRISViLLE POLICY. 1+ 14. ALL SANITARY SEWER MAINS LOCATED OUTSIDE OF PUBLIC STREET R/W SHALL
5 ~ ~ I ~ h ! ~ ' RAVE A 20' PUBLIC SEWER EASEMENT CENTERED ON THE MAIN. 304Q PSI CONCRETE PAD
t ~ S+ z~ "J ) ~ n '1 1 1 + r i, _ 15. ALL STORM DRAINAGE SYSTEMS LOCATED QUTSIDE OF PUBLIC STT2EET R/W SHALL
~~1 , '1 J% ~ HAVE A 2O' PRIVATE STORM DRAINAGE EASEMENT CENTERED ON THE MAIN. 3fi" RGP FES RIP RAP I i ~i f• 16. GATE VALVES AT DEAb ENDS REQUIRING FUTURE EXTENSIONS, SHALL BE THE gISSIPATOR
v 'V 1~yTt ~ a' 1~ } ~ ~ ~ k i r SAME 51ZE AS THE WATER MAIN TO FACILITATE IT5 FUTURE EXT'EN51ON,
t,~ I I \ 17, SUBWALLS MAY BE REQUIRED DEPENDING ON 1NE HOUSE TYPE 5ELECTED FQIt A . , ~ PARTICULAR LQT. OWNER WILL DETERMINE AT PLOT PLAN WHETHER HOUSE WILL , ,
~ REQUIRE A SUBWALL. SUBWALLS WILL BE REQUIRED WHEN GRADING CONDITIONS T 4~f 1 WARRANT. FQOTER DIMENSIONS
\ \ ~ ~C \ "t \ 4' v ~ 1 1~~ / ~~Cs~ ~ ~ - ~ ~t v \ v ~ r L \ 1B. THERE IS NO 100-YEAR FLOODPLA#N PER FEMA FLOOD INSURANCE RAZE MAP ~ PIPE SIZE T
~ e. 371B3CO2BO E, DATED MARCH 3, 1992, i. ~iS 1 r~ ~ ~ 19, IF REQUIRED, THE DEVELOPER MNLL INSTALL RETAINING WALLS FOR INDIVIDUAL ig'"..3g" 2'
HOMES TO INSURE THAT T11E MAXIMUM SLOPE BETWEEN THE HOUSES IS NOT 2 >36" 3'
N t.J, RA~ ~ ~ ~ `"l ~ ~ STEEPER THAN 3H:iV. THE LQNGITUDlNAL SLOPE BEIVIEEN THE HOUSES WILL BE A MINIMUM GF 2.Q% MORRdSVIELE REQUIRED FES CQNGRETE
~ ' 'a,~, 2.0. THERE RRE hJQ ROCK OUTCRGPPINGS ON THIS 51TE, ALL WETLANDS, !r WATERCQURSES, CHANNEL AND OR STREAMS OR SHAWN ON THESE PLANS.
SEE HT © ~ r . ~ ~ -.~~~c,---~ _ . . I~OTEI~T~.AL ?~1~~. E ~ 4 \ 21. ANY BUFFER THAT 15 DISTURBED WILL REQUIRE RE-VEGETATION WITH PINE TREES QUT~.ET PROTECTIQN F'~iD/FOaTER
~ ~'"a.;, 1+' AT 1O' Q.C. WITH A MINIMUM HEIGHT OF 3 FT. N.T.S. ~ ` ?.2. GROUND WATER LEVELS WILL BE ASSESSED DURING CQNS11iUGTION. IF FaaTER WIDTH SHALL EXTEND i' WIDER THAN OUTSIDE EDGE OF PIPE
D AIL` ~ ~ ~ {~AN OR 4 ~.a' ~.5 ' i ~ ~a~ ' \ ~1 "F, E GROUNDWATER IS ENCOUNIT:RED 1MTHIN 30" OF THE FINISHED SURFACE OF THE
~1 v A _ ~ _ - V ~ ~ ~ `ti. ~ ti' I 1~, PROPOSED ROAD, UNDER DRAIN dVILL BE INSTALLED A5 NECESSARY AT TIiAT 11ME,
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~ ~ - - ~ SEMI -`0P A U E I
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REVIEW kD15CLAIMER yy )tip. T f ~ 1 ; l iG I I i
~ ` ~ ~ ~ ; l y i d COMBINED 3C STREETYARD AND 20 TYPE ~ ; d ry~~ E\ i r SHOULD THE TOWN OF h',DRRISVILLE OR TOWN OF CARY FAIL TO 1 l ,
IDENTIFY, THAT THE DWNERiDEVELOPER HAS NOT ADDRESSED THE T f P E C S E IVI O P A U E F R S E M I O P A Q U E ' ~ ~ F E , ~ I~ it c 1 1 'I 'a ` y I ~1 I ~ .I f i~, ~ It~,~, l , ti ~p ~ •r ~
COMMENTS MADE BY EITHER TOWN, OR THAT THE PLANS AND t ~ ~ SPECIFICATION ARE NOT IN COMPLIANCE WITH RESPECTIVE TDWN ` ' , • •o~~. ; z\. ~ 1 I', ~ / , ~ ~ I r;' ~
WITH UNDULATING EARTHEN BERM BUFFER ~ ` , , ORDINANCES, STANDARDS, SPECIFICATIONS, AND DETAILS WHETHER ~ ~ ` 4 i~ v ~ v d,~ E
F R REASON f SHALL 1y ' , ~ 4 t ~ FROM LACK OF DISCOVERY OR OR ANY OTHE T 1 ~ , ~ ~ ~ ~ + I ~ ~ ~ 4, ~ ~ , ' ~ { "rho ~ ~ u7 I~ ~ e 1 t s+
W Y REIEVE THE OWNER DEVELOPER OF THEIR OBLIGATION ` IN ND A I ; t>, ~ d THEREOF NOR OBLIGATE THE TDWN OF MORRISVILLE OR THE TOWN ; ; ~ ~ ~ ~ ~ d r•\ I - ~ ~ t i i~ ~ i ~r ~ tl r/ r 1
OF CARY TO CORRECT SUCH ERRORS OR OMISSIONS. EXECUTION 5 y ` z, `;n ) ~ ~ ~ ~ ~ ~ ~t ( ~ r ,t v "11
OF THIS CONSTRUCTION PLAT BY THE REVIEW ENGINEER OR $ ! 4~ I ~ , ! r~ , ~ t PLANNER FOR EITHER TOWN IN ND WAY LIMITS THE RESPONSIBILITY . d 'J a'J / r^ ~ ` t f~~ /
OF THE OWNER AND ENGINEER OF RECORD WITH REGARD TO , \ t Y
k STATE AND LOCAL STANDARDS i WITH EDERAL LIANCE ALL F I COMP , i ' I I ~ ~ I~ ! , REGULATIONS AND/OR CONDITIONS. ' i ~ , / ~ ~U ~ I r~ r r __v
I' " y 1 t I, ~I ~ , ~ ~ + f/ ~ ~ _ ~e'
OWNER CERTIFICATION CLEARING LIMITS ~ , , ~ `1,'~ ~ s :e ~ t
i E ! THE OWNER DEVELOPER HEREBY CERTIFIES THAT, ALL TOWN !,'`I, r ~ ~ ~ F 1 S V~ 4
COMMENTS HAVE BEEN INCORPORATED {NTO THE DRAWINGS AND 1 , li I r7 ~ 4 v ' J , 2 /~~~1 fl~r/~ ' ~ of ~
SPECIFICAT3ON5, THE OR!'YINGS ARE IN COMPLIANCE WITH ALL ~i~1, I ~ 1 d ,3~; ~,r ~~'r ~ , FEDERAL, STATE, LOCAL 5~ANDARDS AND TOWN OF MORRiSVILLE AND II i d ~ 1 jl r~: 9 ~ ~l' ~ + w, ~
TOWN OF CARY ORDINANCES, STANDARDS, SPECIFICATIONS, AND 'i: , ~ ' ` ` 1 ~ 1 '
DETAILS AND THE OWNER HAS CHECKED THE PLANS TO CONFIRM ~ 1 ~ ,y i ~ u ~ i ~ ,•r1 ~ la 1 ' I ' ~ ~ :o \ 1 THAT THERE ARE NO ERRORS OR OMISSIONS. THE OWNER/DEVELOPER , ~ '1
HEREBY CERTIFIES AND AGREES TO TAKE SUCH ACTION AS MAY BE i I _ ~ - _ _ GG l ~ 1 ~ A Ott 7 7 8 r~i t~1~~ r l l i 1 1~ r t 1 i - r
REQUIRED BY THE TOWN OF MORRISVILLE AND TDWN OF CARY TO ~ d _ CORRECT ANY ERRORS, OMISSIONS OR NONCOMPLIANCE WITH TOWN ~ - I, _ Ali" t ~ . ~ ~ ~ ~ ~ ~~a TYPE B ~t,,. ~
~ DF MORRISVILLE AND TOWN OF CARY ORDINANCES, STANDARDS, , 1 ~ , ~s ' + r. ~ PAQUE SUFFER I~1~' r,' ,~r ~
I AND OR RE-EXECUTION DF THIS k ' _ ' + - SPECIFICATIONS AND DETA LS / ; , ~ , , , ; r, ; , ~ 4 ~ ~ ~
CONSTRUCTION T WITH THE APPROPRIATE CORRECTIONS ANDjOR ~f' ~ - REVISIDNS. _ _ ~9 _ `S t +F > ~ ~ t.4
MORRISVILL.E DRAINAGE NQTE ~ -1~~: ~~k . 1 ~ ~ :FES 30 ~ r~ r . ~ y/
l WHERE STANDING WATER IS DISCOVERED BY ~
0 R DATE THE TOWN INSPECTOR THE ARLA WILL BE r` _ m ~
IR M RE-GRADED AND/OR CATCHBASINS INSTALLED ~ - _ , ; CONSTRUCTION REQU E ENTS ` , 1~ L
TO CORRECT THE DRAINAGE PROBLEM. . ALL PUBLIC AND PRVATE WORK INCLUDING BUT NOT LIMITED T9 ' ~ ,
WATERMAINS, WATER SERVICES, SANITARY SEWERS, SANITARY SEWER TOWN OF MORRISVILLE CIJT AND FILL SLOPE STANDARDS r--.. ~ ~ M , , i ! . . \
SERVICES, STORM .aFWEPS, DRAINAGE SYSTEMS, ROADS, SfD..WAL1(.~, ` PARKfNG LOTS, *ITE CRAC)4NG ANCI LAITDGAPCdG SHALL BE U AND FILL SLUf'ES SIrALL HAVE SIDE SLDPEa NCB S"FEWER THAN 4H:iV' v - I i l ~ • ~ ~ ~ L r J ` r ~ ~M1 1 1r
CONSTRUCTED IN ACCORDANCE WkTH THE TOWN OF MORRISVILLE AND CST yD D BE OW' I J7. ~ a~ JY M ,
TOWN DF CARY ORDINANCES STANDARDS, SPEClFIOATIONS, AND E,.CEWT AS PRO E L _ ` i! 40 , DETAILS THAT ARE APPLICABLE. NO DEVIATIONS FROM THE SLOPES BETWEEN 3H:1V AND 4H:1U MAY BE ALL04VED IF STABILIZED WITH _
OWNER/DEVELOPERS SUBMITTED PLANS WILL BE ALLOWED UNLESS VEGETATION THAT REQUIRES MINIMAL MAINTENANCE SUCH AS WEEPING LOVE .1 t y ~ ~ 1 ~ ~ / ' i ~%l/ ~ /rr`,' UfiAP,~fC 5~AL~`u. V`
WRITTEN APPROVAL FROM THE TOWN DF MORRISViLLE IS RECEIVED, GRASS, RED FESCUE OR OTHER VARIETY VA1H SIMILAR CHARACTERISTICS. ~ , Ir,, ~ ~ 7~C~ ~ ~ ~ lj~r ` ~~C.. ~ J~~;f~J~` 1 ~fl 12S ~ ,D ''~0
ALONG WETH PERMISSION FROM THE TOWN OF CARY FOR WATER AND SUCH SLOPES SHALL NDT BE STABILIZED WITH TURF GRASS. , tis r SANITARY SEWER DEVIATIONS. ALL PUBLIC AND PRIVATE EASEMENTS I _ _ _ _ _ _ _ _ _.a j, 1 , It V , F~ f~ ~f~ i ~ y ~ ( 6 ~ i ~ , , r ~ri i~ 1 / -
SHALL BE RECORDED PRIOR TO FINAL ACCEPTANCE BY THE TOWN. SLOPES THAT ARE STEEPER THAN 3H,IV MAY BE ALLOWED IF STABILIZED WITH ! _ ! _ x ;;+'~t)' _ ~ , (!rl ~ I ~f ~~i~~' ~r y I~i11Cf] - S~~li ~~'`w ~f~
PERMANENT SLOPE RETENTION DEVICES OR A SUITABLE COMBINATION OF PLANTINGS ~ \ _ _ _ _ ~ _ _ ~J AND RETENTION DEVICES,. } . t ~ ~ '~.J ~ ~ _ S L~._, /~/,/1,~/;~L. ilk/ ~ ~ ~ , `s.~ti r~ ""Fr . r , i ~ ~ ~ ~ti(~7, ~ L, ~ ~ ~ ~fJf~j~jf~t. ~ ( ~ ~ _ .
ENGINEERIINSPECTOR D1SCL,hIME'R r ~ r i , ' I ' r` ,
THE PRESENCE of THE TowN DF MORRISViLLE aR I`DWN of GARY TOWN OF MORRISVILk.E SANITARY SEWER EASEMENT REQUIREMENTS ~ ~ i `t r` ~ ~ ~ ~ / ~ f ~ ~ ~ ~~r ~ ` r~ . , Sid F BEING
(~i ~ i , ~ ENGINEER OR INSPECTOR AT THE WORK SITE SHALL IN NO WAY f ~ r LESSEN THE OWNER'S RESPDNSIBILiTY FOR CONFORMITY WITH THE THE MAXIMUM LONGITUDINAL SLOPE ON A SEWER EASEMENT SHALL BE 5H,1V, ~~t d i `
PLANS AND SPECIFICATIONS. SHOULD THE ENGINEER OR INSPECTOR ~ d ~ ~`D ` ~ ~ f ~h~i/ ti~ ~ ~
PRIOR TO DURING OR AFTER CONSTRUCTION FAIL TO IDENTIFY OR MAXIMUM CROSS SLOPE ON THE SEWER EASEMENT IS 10%, ~ ~ , REJECT MATERIALS OR WORK THAT DOES NDT CONFORM WITH THE `
TOWN OF MORRISUILLE STQRM DRAINAGE STANDARDS ~`v 'y~~. PLANS AND SPECIFICATIONS, WHETHER FROM LACK OF DISCOVERY OR ~ , ,v v ,
~ FOR ANY OTHER REASON IT SHALL IN NO WAY PREVENT LATER rc REJECTION AND CORRECTION OF THE UNSATISFACTORY MATERIALS DR A MAXIMUM OF 5 LOTS CAN DRAIN INTO EACH REAR YARD CATCHBASIN ` '
o 1 v y, ~~"v ~ \ o Wf!RK WHEN DISCOVERED. THIS IS ALSO TRUE IF THE WORK HRS
THE M€MIMUM SLOPE DN DRAINAGE 5WALES I5 0.5D~. ` \ ~ BEEN ACCEPTED AND 1S CURRENTLY BEING MAITAINED BY THE TOWN \y ~ \ 1 0 9 ° o
~ OF MORRISVILLE OR TOWN OF CARY, THE OWNER SHALL 8E THE MINIMUM SLOPE ON ROADS IS DJO%, ~ d v, 1° RESPONSIBLE FOR CORRECTION OF ALL. WORK THAT DOES NOT ~~S'-~"~'-~-'--.-,.~ ~ r ~ ~ f~ it ~ ~ I ~ ~ ``~w f+ ~ n 'tin \ a
$ ~ 1 y N CONFORM TO THE PLANS AND SPECIFICATIONS. THE MINIMUM SLOPE ON THE RESIDENTIAL LOTS IS 2.0%. ~ i ! It ~ / u f c Q.
N TOWN OF MORRI5VILLE s i _ ~ TOWN OF MC1RR1$Vll..i_E THE MINIMUM DRAINAGE SLOPE BETWEEN THE HOUSES/BUILDINGS IS 2,D%, ENGINEERING & PLANNING FEES PAID ~ I ~ I ~ ' \ ~ a 1 ~ ~ ~ ~ ~ f fl~~/ l ~ ~t ~ ~ Iy ~'9,~ ~',~+SYp'n~~'apq~ti7pa~ 1 .~I ~l j~~ i r ti ~ A ~ V ~ Y~~' ce ooAa 4 ~ ~
a TOWN OF cARV UTILdTY APPROVAL ~ ; ; , 30 ~
~ WHERE "STANDING WATER" IS DISCOVERED BY THE TOWN INSPECTOR, THE AREA Infrastructure Yss No Comments ~ } ~1 ~ ON APRIL 3, 2006 THE OWNERSHIP, CONSTRUCTION, OPERATION, Fees s I }
1 N I OF THE TOWN OF bNLL BE REGRADED AND/OR OATCH BASIN INSTALLED TO CORRECT THE DRAINAGE ~ } ~ ~ A ~ ~ ~ B ~ MAINTENANCEr MANAGEMENT, A D FINANC NG PROBLEM. , ~QUE BUFFER ,b r~ , 3 / t ~ ,
MORRISVILLE S WATER AND SANITARY SEWER SYSTEM WITHIN THE TOWN OF MORRISVILI_E , ~ T RP ATE LIMITS AND URBAN SERVICE AREA R TH STOR R DISCHARGE INTO THE ROAD EXCEEDS 3 CFS A CATCH PRESEN AND Fv7URE cD DR 4VHE E E MWATE RELEASEb FOR CO;~STRUCTION
a LIMITS OF THE TOWN DF MORRISVILLE WAS TRANSFERRED TOT HE BASIN WILL BE RE4UIRED.
`i TOWN OF CARY AS PER THE MERGER AGREEMENT BETWEEN THESE TWO TOWNS. ALL WATER AND SANITARY SEWER SYSTEM DE51GN AND
(51GNATURE REQUI D ~ GDNSTRUGTION SHALL BE IN SCGDRDANCE WITH THE TOWN DF GARY, TOWN OF' MORRISVI~.LE STORM DRAINAGE GRADING REQUIREMENTS
STANDARD SPECIFICATIONS, AND THE STANDARD CONSTRUCTTDN DETAIL DRAWINGS. T. A MAXIMUM OF 5 LOTS CAN DRAIN INTO EACH REAR YARD CATCHBASIN. Date t J { ~ \ y ~ ~ ~ ~ -
a 2. THE MINIMUM SLOPE ON SWALES 3S 0.50%. APPROVED BY THE TOWN C?F CARY 3, THE MINIMUM LONGITUDINAL SLOPE ON ROADS IS 0.707 AND CROSS SLOPE IS 27,
a ~ 4. THE MINIMUM SLOPE RESIDENTIAL LOTS 15 2.07 r ~ f i r , r~s .1 ~k''~} t~ ~ ~e~
° 5. THE MINIMUM DRAINAGE SLOPE BETWEEN THE HOUSES IS 2,07
;.z r~ini~irrni~,n nxrr 6: ALL DRAINAGE EASEMENTS ARE PRIVATE. ~~f1R R l~~/l l ~ PR(`~I{Ff T` ~f9~oR.f161~1C~C17
2 I:IV~aI IV ~GtC11Vt~ uN I C a a w rr ~ a a e ~ wr x e, m. ¢ ~ a+,..e ~ e... o r r t,r v V to V' V V ~.l ~
~n c 9
n No. Revision Date By Scale k'GT"r" S U B Ur'q"'I\vll SION
1 50' M (.-,HESSIN UN A r% Date Sheet Na,
0 RAC 10/23/06 PAKTIAL UjNSTRUU0`T1n,0--~N DRAWINGS
Job No. rIAL G-"'RADHhN4'u" L, ~ EMGIMEER I ~A . LANWERS I SURVEYORS
i WEC 203012.0 MURRISVILIE WAKE COUNTY NORTH CAROLINA 11 t MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.coni