20051132 Ver 1_Stormwater Info_20110331

WITHERS &- RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive
CARY, NORTH CAROLINA, 27511
[phone]
FAX [phone]
TO: Annette Lucas
NCDWQ - Archdale Building 9th Floor
1650 Mail Service Center
Raleich. NC 27699-1650
WE ARE SENDING YOU ? Attached via
? Shop Drawings ? Prints
? Copy of Letter ? Change order
? Plans
? Diskette
the following items:
? Samples ? Specifications
?
COPIES DATE NO. DESCRIPTION

1 3-30-11 1 Calculations
1 3-31-11 2 Supplement Form

THESE ARE TRANSMITTED as checked below:
? For approval ? Approved as submitted
® For your use ? Approved as noted
? As requested ? Returned for corrections
? For review and comment ?
? FOR BIDS DUE 20 ? PRINTS RETURNED AFTER LOAN TO US
REMARKS: Annette - I met with Amanda last week and feel confident that this will be approved shortly,
but I wanted to get it to you ASAP to expedite your review. Per our meeting in November (with
Amanda as well) the Town requested that you review the level spreader info. We have included
a level spreader per current requirements with the exception of a bypass channel. The existing
pond outlet has been in place for at least 4 years and there is no sign of erosion, therefore we
are requesting that the area be monitored for erosion rather than clearing a path through the
wooded buffer. !
Please call me at [phone] if you have any questions. Thanks / , 111?i:" COPY TO: W&R FILE SIGNED: Hunter Freeman

? Resubmit
? Submit
? Return
copies for approval
copies for distribution
corrected prints

DATE 3-31-11 JOB NO- 0260300.10
ATTENTION Annette Lucas
PHONE # [phone]
RE: Chessinton Level Spreader
if enclosures are not as noted, kindly notify us at once.
•
•
•
•
WITHERS RAVEHEL
•
•
•
•
•
• POND REVISION DESIGN
• 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
• 111 MacKenan Drive
• Cary, North Carolina 27511
•
• March 2011
• W&R Project No. 02o60300.10
WR License # C-832
1
• ?? AM
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• `?
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• SEAL

• 020942
/ • 020942 1

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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 i-year, 2-year, io-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 io-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.

Chessington Subdivision i 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 1-year, 2-year, 1o-year, and loo-year rainfall events for the Morrisville,
NC area
? Formulation of the 1-year, 2-year, 1o-year, and loo-year flood hydrographs for the pre-
and post-development drainage areas
Hydraulic
? Routing the 1-year, 2-year, 1o-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 v1o.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 ioo-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 loo-
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 StormCad.
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 #1 - 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
10 -

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
1o-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%
V
• Peak Flow Summary - Davis Drive

Storm Event Pre-Development
Peak Flow (cfs) Post
DevelopmAent
Peak Flow o
/o Change
1-Y
ear
6.50
6.50
+/-o%
2-Year 8.14 8.14 +/-o%
to-Year 12.97 12.97 +/-0%
loo-Year 20.25 20.25 +/-0%
W
• Chessington Subdivision 4 W&R Project 02060300.10
• As-Built Pond Revisions March 2011

AMA

NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
f. PROJE?T{1t?QfiNpATION'
Project name Chessington Subdivision Revisions
Contact name Hunter Freeman
Phone number 919-469-3340
Date March 31, 2011
Drainage area number 1

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%)
Note: Development and BMP were originally approved by Morrisville in 2006 with no buffer
Explanation of any "Other" responses above impacts. 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 ft2 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 cis
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" responses 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.
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 1 of 3
e
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
50 ft
353.00 fmsl
351.00 fmsl
4.00 %
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 Provide at least one foot of freeboard.
NIA ft/sec
Pick one:
N (Y or N)
Y (Y or N)
Dissapater Pad at end of pipe, then flow through the buffer
W

1 ?
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 2 of 3
III.. REQU1REE I' .rsmgcHECKLIST k f ;
Y
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.
. Planed Item: In-
1
1. Plans (1" - 50' or larger) of the entire site showing: I r?_
- Design at ultimate build-out, F
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.
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).
I
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.
Form SW401 - LS-VFS - 22Sep2010 - Rev.7
Page or plan sheet number and any notes:
;See plan sheet
i
I,
i
See plan sheet
On plan sheet
I
On plan sheet
On plan sheet
Attached
To be coordinated with Town of Morrisville
page 3 of 3
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-I
based on existing drainage patterns.
Proiect Name: Chessington Subdivision
City/State: Morrisville, NC
Project #: 203012
Date: 24-Mar-1 1
Table 10.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Ramnval Fffirienrv 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: NCDENR/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 = 0.331 acres
14416 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009() 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.

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
USE 2.5 INCH DIAMETER ORIFICE
4.938984 sq. in
Project #: 2030012
Date: 24-Mar-1 1
Constants
g = 32.2 ft/s2
Cd= 0.6
. 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 overlap guide for adjacent 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 lb/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 ± 10% 45.0 Ibs (20.4 kg)
Area 80.0 yd2 (66.9 m2)
IndPY Valua Prnnarfiac-

y,6t.4Nft? z o.17 €r
??357. it2-35b•,P?
S-- o.olFC?r ?t D•?fa ?fT
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 oz/ 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 Testina* WPM-
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 IbS/ft2
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 regression analysis)
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
Partially 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
l?(frZ'
0145- - D• 46
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
- 2.0 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
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. B 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 Ib/1000 ft2 1.47 kg/1 00 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 Testinn* (NTPFPI-
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
Partially Veg. 8.0 Ibs/ft2
383 Pa 8.0 Ibs/ft2 (383 Pa)
Phase 3
Full Veg. 8.0 Ibs/ft2
383Pa 8.0 Ibs/ft2 (383 Pa)
Velocity Unve 9.0 ft/s 2.7 m/s
Velocity Veg. 16 ft/s 4.9 mils
Slope D esi n Data: C Factors
Sloe Gradients S
Sloe Length L :5 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
50 ft 15.2 m 0.070 0.090 0.110
Rou hness 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: ttf
• Hydrologic Soil Group-Wake County, North Carolina
• N
• N
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• 35° 50' 9"
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35° 49'41"
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N
O
N
35'50'8"
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.
• N Meters
A 0 35 70 140 210
• Feet
0 150 300 600 900
USA Natural Resources Web Soil Survey
• Conservation Service National Cooperative Soil Survey
0
°a^o
8/24/2010
Page 1 of 4
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• Hydrologic Soil Group-Wake County, North Carolina
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• Hydrologic Soil Group
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• Hydrologic Soil Group- Summary by Map Unit - Wake County, North Carolina
• I Map unit symbol I Map unit name Rating I Acres in AOI I Percent of AO1
• CnA Colfax sandy loam, 0 to 3 percent C
l 2.3 4.9%
s
opes
• CrB2 Creedmoor sandy loam, 2 to 6 percent l C 13.4 ! 28.6%
• --___-_--_- slopes, moderately eroded --
WsI32 White Store sand loam, 2 to 6 D 19.1 40.8/°
•
percent slopes, moderate
moderately eroded
-

• WsC2
y
White Store sandy loam, 6 to 10 D 0.9
?? o
2.0/0
percent slopes, moderately eroded

WyA Worsham sandy loam, 0 to 3 percent D 11.0 23.6%
• slopes
• Totals for Area of In terest 46.7 100.0%
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C
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onservat
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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
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/24/2010
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 Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 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
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SIN: Bentley Systems, Inc. •
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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
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Master Network Summ ary 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)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
--------
AIRPORT -----
BLV ----
POST ----
JCT ------
1 ----------
3.394 ---------
12.3000 -------- -------- ------------
23.48
AIRPORT BLV POST JCT 2 4.530 12.3000 37.73
AIRPORT BLV POST JCT 10 8.120 12.3000 72.34
AIRPORT BLV POST JCT 25 10.283 12.2000 91.55
AIRPORT BLV POST JCT 100 13.906 12.2000 139.32
AIRPORT BLV PRE JCT 1 6.614 LR 12.2000 27.08
AIRPORT BLV PRE JCT 2 7.593 LR 12.2000 37.82
AIRPORT BLV PRE JCT 10 10.838 LR 12.1000 74.21
AIRPORT BLV PRE JCT 25 12.859 LR 12.1000 96.58
AIRPORT BLV PRE JCT 100 16.302 LR 12.1000 134.11
CPOND IN POND 1 2.626 12.1000 28.34
CPOND IN POND 2 3.455 12.1000 37.43
CPOND IN POND 10 6.039 12.1000 65.10
CPOND IN POND 25 7.583 12.1000 81.23
CPOND IN POND 100 10.155 12.1000 107.62
SIN:
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)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
----------------- Type
---- Event
------ ac-ft Trun
---------- -- hrs
--------- cfs
-------- ft ac-ft
-------- -----
----
-
CPOND OUT POND 1 2.590 12.4000 17.36 -
-
355.67 .949
CPOND OUT POND 2 3.419 12.3000 27.85 355.94 1.071.
CPOND OUT POND 10 6.004 12.3000 53.68 356.76 1.462
CPOND OUT POND 25 7.547 12.3000 65.84 357.15 1.657
CPOND OUT POND 100 10.119 12.2000 101.07 357.54 1.858
DAVIS DR POST JCT 1 .364 11.9000 6.50
DAVIS DR POST JCT 2 .460 11.9000 8.14
DAVIS DR POST JCT 10 .751 11.9000 12.97
DAVIS DR POST JCT 25 .921 11.9000 15.74
DAVIS DR POST JCT 100 1.202 11.9000 20.25
DAVIS DR PRE AREA 1 .364 11.9000 6.50
DAVIS DR PRE AREA 2 .460 11.9000 8.14
DAVIS DR PRE AREA 10 .751 11.9000 12.97
DAVIS DR PRE AREA 25 .921 11.9000 15.74
DAVIS DR PRE AREA 100 1.202 11.9000 20.25
DAVIS DR PRE JCT 1 .364 11.9000 6.50
DAVIS DR PRE JCT 2 .460 11.9000 8.14
DAVIS DR PRE JCT 10 .751 11.9000 12.97
DAVIS DR PRE JCT 25 .921 11.9000 15.74
DAVIS DR PRE JCT 100 1.202 11.9000 20.25
DAVIS DRIVE POST AREA 1 .364 11.9000 6.50
DAVIS DRIVE POST AREA 2 .460 11.9000 8.14
DAVIS DRIVE POST AREA 10 .751 11.9000 12.97
DAVIS DRIVE POST AREA 25 .921 11.9000 15.74
DAVIS DRIVE POST AREA 100 1.202 11.9000 20.25
ON-SITE-BYPASS AREA 1 .803 12.2000 8.01
ON-SITE BYPASS AREA 2 1.111 12.2000 11.26
ON-SITE BYPASS AREA 10 2.117 12.2000 21.62
ON-SITE BYPASS AREA 25 2.736 12.2000 27.87
ON-SITE-BYPASS AREA 100 3.786 12.2000 38.24
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Master Network Summ ary 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)
Return HYG Vol Qpeak
Node
----- ID
--------- Type
--- ---- Event
------ ac-ft Trun
---------- -- hrs
---------
*OU'T POST JCT 1 3.757 12.3000
*OUT POST JCT 2 4.990 12.3000
*OUT POST JCT 10 8.871 12.3000
*OUT POST JCT 25 11.205 12.2000
*OUT POST JCT 100 15.108 12.2000
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
24.29
38.73
73.89
93.77
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
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
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 + 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.
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
Name.... Wake County
Page 2.02
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 = 25
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Wake County
Synthetic Storm TypeII 24hr
25 yr
6.4100 in
1
24.0000 hrs
.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 Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 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.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
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
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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 PondPack (10.00.027.00)
Bentley Systems, Inc.
4:08 PM 3/24/2011
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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:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
13.9900 sq.ft
22.25 ft
.63 ft
.010000 ft/ft
.0330
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 PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Tc Calcs
Name.... ON-SITE-BYPASS
Page 3.06
File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington 032411.ppw
Segment 44: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.4100
50.00 ft
3.6000 in
005000 ft/ft
04 ft/sec
Segment #4 Time: .3442 hrs
------------------------------------------------------------------------
Total Tc: .4829 hrs
SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Tc Calcs
Name.... ON-SITE-BYPASS
Page 3.07
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, o
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
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
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
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
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.4100
50.00 ft
3.6000 in
.010000 ft/ft
05 ft/sec
Segment #2 Time: .2608 hrs
-------------------------------------------------------------------------
-------------------------
--------------------------
Total Tc: .4308 hrs
-------------------------
S/N:
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, o
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
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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
Wetted Perimeter
Hydrau-ic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
13.9900 sq.ft
22.55 ft
.62 ft
.011000 ft/ft
.0330
960.00 ft
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
SIN:
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
SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Tc Caics
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
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
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
Soil/Surface Description
--------------------------------
Road ROW (Davis Drive)
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
---- --------- ----- ----- ------
92 2.020 92.00
COMPOSITE AREA & WEIGHTED CN ---> 2.020 92.00 (92)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
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 %C oUC CN
-------------------------------- ---- --------- ----- ----- ------
Davis Dr 92 2.020 92.00
COMPOSITE AREA & WEIGHTED CN ---> 2.020 92.00 (92)
...........................................................................
...........................................................................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Runoff CN-Area
Name.... ON-SITE-BYPASS
Page 4.03
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
----------
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
..........
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............
............ 79.01 (79)
.............
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SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
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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
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............
............ 85.89 (86)
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SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
Type.... Runoff CN-Area
Name.... PRE AIRPORT
Page 4.05
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
-----------
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
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............
............ 76.73 (77)
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SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
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Name.... CPOND
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-ELI) * (Areal + Area2 + sq.rt.(Areal*Area2))
Page 5.01
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Outlet Input Data
Name.... Ex Pipe - Altl
Page 6.01
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
--- E1, 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 Wl ---> 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
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File.... K:\03\03-010\03012\hd\H&H\PondPack\2010 Revisions\Chessington_032411.ppw
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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)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Type.... Outlet Input Data
Name.... Ex Pipe - Altl
Page 6.03
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
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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
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 E1ev = 357.37 ft ---> Flow = 87.96 cfs
At T2 Elev = 357.95 ft ---> Flow = 100.53 cfs
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 6.04
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
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
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
------- f t +/-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,WI)
353.60 .07 Free Outfall DD (no Q: IB,W0,CL,W1)
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,W0,CL,W1)
354.00 .13 Free Outfall DD (no Q: IB,WO,CL,Wl)
354.10 .14 Free Outfall DD (no Q: IB,W0,CL,W1)
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,WO,CL,Wl)
354.50 .17 Free Outfall DD (no Q: IB,W0,CL,W1)
354.60 .18 Free Outfall DD (no Q: IB,WO,CL,WI)
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,W1)
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,Wl)
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,WI)
355.90 26.82 Free Outfall WO,CL,DD (no Q: IB,WI)
356.00 29.59 Free Outfall WO,CL,DD (no Q: IB,Wl)
356.10 32.32 Free Outfall WO,CL,DD (no Q: IB,WI)
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: Wl)
356.90 57.53 Free Outfall IB,WO,CL,DD (no Q: WI)
357.00 62.19 Free Outfall IB,WO,CL,DD (no Q: Wl)
S/N:
Bentley PondPack (10.00.027.00)
Bentley Systems,
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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 E1ev Error
ft
-------- cfs
------- ft +/-ft
-------- - Contributing Str uctures

357.10
63.96
Free ---- -
Outfall ----------------
IB,WO,CL,DD (no ---------
Q: W1)
357.20 67.58 Free Outfall IB,WO,CL,DD (no Q: W1)
357.30 75.05 Free Outfall IB,WO,CL,DD,Wl
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,WO,CL,DD,Wl
357.70 122.66 Free Outfall IB,W0,CL,DD,W1
357.80 135.96 Free Outfall IB,WO,CL,DD,Wl
357.90 151.12 Free Outfall IB,WO,CL,DD,Wl
358.00 168.13 Free Outfall IB,WO,CL,DD,W1
358.10 183.71 Free Outfall IB,WO,CL,DD,W1
358.20 200.91 Free Outfall IB,W0,CL,DD,W1
358.30 218.35 Free Outfall IB,WO,CL,DD,Wl
358.40 236.32 Free Outfall IB,WO,CL,DD,Wl
358.50 254.87 Free Outfall IB,W0,CL,DD,W1
358.60 273.90 Free Outfall IB,WO,CL,DD,W1
358.70 293.42 Free Outfall IB,WO,CL,DD,Wl
358.80 313.45 Free Outfall IB,WO,CL,DD,Wl
358.90 333.92 Free Outfall IB,WO,CL,DD,Wl
359.00 355.01 Free Outfall IB,CL,DD,W1 (no Q: WO)
Page 6.06
S/N:
Bentley PondPack (10.00.027.00)
4:08 PM
Bentley Systems, Inc.
3/24/2011
Appendix A
Index of Starting Page Numbers for ID Names
----- 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
A-1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:08 PM 3/24/2011
DISSAPATER CALCULATIONS
Chessington Subdivision W&R Project 02o60300.10
As-Built Pond Revisions March 2010
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DRAINAGE AREA MAPS
Chessington Subdivision
As-Built Pond Revisions
W&R Project 02o60300.10
March 2010
��:� � -;Y

STORMCAD ANALYSIS
Chessington Subdivision W&R Project 02o60300.10
As-Built Pond Revisions March 2010
CHESSINGTON BMP REVISIONS
Morrisville, North Carolina
Storm Drainage Report
°?°.°•° N CAR °°°•.?°
o ?? ESS/ ' o
a o
o " o
°e • • o
°O A?•••'IGI? \G?O°O
.00
PREPARED BY:
WITH ERS & RAVEN EL
111 MACKENAN DRIVE
CARY, NC 27511
August 27, 2010
Revised March 29, 2011
K:\06\06-0300\060300.1-Ammons - Chessingfon\H-H\STORM REPORT.doc
TABLE OF CONTENTS
Narrative & Summary
II. Profile Views (io yr)
III. Appendix
a. Pipe Report (1o yr)
b. HGL Report (1o yr)
c. Detailed Stormcad Report for FES 1o & 20 w/ Tailwater Shown
d. 11x17 As-built Drawings with Structure References
e. Plan View (1o yr)
K:\06\06-0300\060300.1-Ammons - Chessmgton\H-H\STORM REPORT. doc
Chessington BMP Revisions
Narrative & Summary
W&R Project # 0203012
August 30, 2010
This narrative summarizes the effect the BMP in Chessington has on the existing storm drainage system
constructed per the approved construction drawings. During Ashton Woods Homes due diligence period
prior to their purchase, they inquired about a potential issue with the BMP backing water up into
Chessway Drive at its intersection with Airport Boulevard. Withers & Ravenel reviewed the as-builts and
design information and determined that this was an issue. We began to evaluate possible remedies to
the situation and after many iterations, arrived at the proposed modifications as outlined in the revised
Sheet 18 entitled Stormwater Management Plan Revisions dated August 30, 2010. These modifications
allow for the BMP to meet water quality and peak attenuation requirements while also alleviating the
potential shallow flooding of Chessway Drive.
StormCAD analyses were performed using the as-built information obtained as part of the original as-
built drawings. We also used the tailwater conditions as outlined previously in this report. The following
profiles and appendices including the hydraulic grade line analysis and pipe reports detail our findings.
These calculations indicate that there will not be any surcharging of the inlets during the 10 year storm
event.
CHESSINGTON BMP REVISIONS
Morrisville, North Carolina
Profile Views (io yr)
WITHERS & RAVENEL
K:\06\06-0300\060300.1-Ammons - Chessington\H-H\STORM REPORT.doc
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Scenario: 10-Year Storm
HGL Report - NJA
Label Upstream
Node Downstream
Node Size
(in) Slope
(%) Length
(ft) Tailwater
Elevation
(ft) Pipe
Flow
Time
(min) Pipe
Flow
(cfs) Pipe
Flow
Velocity
(ft/s) Pipe
Full Flow
(cfs) Upstream
Structure HGL
(ft) Hydraulic
Grade
Line In
(ft) Rim
Elevation
(ft)
CB 11 3.41 357.18
P-33 CB 11A CB 11 15.0 0.56 32 0.19 3.41 2.78 4.50 357.17 357.17 358.07
CB 11 4.17 357.06
P-34 CB 11 FES 10 15.0 1.14 44 0.22 4.17 3.40 6.39 356.97 356.97 358.09
FES 1 356.76 4.14 356.76
YI-39A 1.14 369.52
P-36 YI-39A CB-39 15.0 0.89 114 0.50 1.14 3.81 6.11 369.50 369.50 373.93
YI-38B 0.44 372.33
P-38 YI-38B YI-38A 15.0 4.07 159 0.54 0.44 4.91 13.03 372.32 372.32 375.96
CB-39 4.30 368.83
P-23 CB-39 CB-38 18.0 4.96 74 0.13 4.30 9.57 21.72 368.76 368.76 372.79
YI-38A 1.03 366.15
P-37 YI-38A CB-38 15.0 1.15 113 0.46 1.03 4.05 6.93 366.14 366.14 371.29
CB-38 10.92 366.13
P-22 CB-38 CB 36 18.0 2.43 92 0.25 10.92 6.18 15.22 366.00 366.00 370.09
CB 37 0.59 364.85
P-1 CB 37 CB 36 18.0 1.70 27 1.35 0.59 0.33 12.73 364.85 364.85 367.06
CB 35 1.51 362.45
P-17 CB 35 CB 34 15.0 1.44 27 0.37 1.51 1.23 7.21 362.45 362.45 365.48
CB 36 12.59 364.85
P-2 CB 36 CB 34 18.0 1.17 133 0.31 12.59 7.12 10.53 364.65 364.65 367.00
CB 30 1.57 363.81
P-13 CB 30 CB 29 15.0 1.84 32 0.10 1.57 5.13 8.14 363.78 363.78 368.03
CB-29 3.84 365.37
P-21 CB-29A CB 29 15.0 1.06 159 0.50 3.84 5.30 6.17 365.31 365.31 373.07
CB 34 15.97 362.43
P-25 CB 34 JB 33A 24.0 0.50 32 0.10 15.97 5.08 14.85 362.18 362.18 365.35
CB 29 7.35 363.51
P-27 CB 29 CB-28A 18.0 1.42 81 0.19 7.35 6.96 11.62 363.29 363.29 368.19
JB 33 15.92 361.99
P-26 JB 33A CB 33 24.0 0.63 35 0.12 15.92 5.07 16.65 361.74 361.74 365.12
CB-28 8.17 362.57
P-28 CB-28A CB 28 18.0 0.50 90 0.32 8.17 4.62 6.90 362.43 362.43 366.94
CB 33 16.29 361.54
P-4 CB 33 CB 32 24.0 0.51 83 0.27 16.29 5.19 14.94 361.42 361.42 365.04
CB 28 10.03 361.84
P-15 CB 28 CB 27 24.0 0.65 31 0.09 10.03 5.60 16.87 361.52 361.52 365.59
CB 32 17.57 360.92
P-5 CB 32 CB 31 30.0 0.50 32 0.09 17.57 5.85 26.93 360.66 360.66 364.38
CB 27 11.27 361.41
P-16 CB 27 CB 26 24.0 1.16 61 0.14 11.27 7.20 22.66 361.07 361.07 365.42
CB 31 19.17 360.61
P-6 CB 31 CB 26 30.0 0.51 115 0.32 19.17 6.02 27.28 360.41 360.41 364.30
CB 26 30.94 360.22
P-29 CB 26 CB-24A 36.0 0.50 214 0.53 30.94 6.74 44.00 359.82 359.82 365.41
CB-24 30.40 359.36
P-30 CB-24A CB 24 36.0 0.64 84 0.19 30.40 7.38 49.66 359.24 359.24 365.53
CB 25 3.84 359.19
P-12 CB 25 CB 24 18.0 1.56 32 0.25 3.84 2.17 12.19 359.18 359.18 364.47
CB-23 0.96 358.61
P-20 CB-23A CB-22A 15.0 1.31 32 0.68 0.96 0.78 6.87 358.61 358.61 362.50
CB 24 34.50 359.13
P-18 CB 24 CB-22A 36.0 0.48 144 0.36 34.50 6.74 42.86 359.01 359.01 364.37
Title: Chessington Subdivision Project Engineer: Richard A. Carter
k:\...\h-h\system_pond revision_10yr.stm Withers & Ravenel En, CARY StormCAD v5.6 [05.06.014.00]
03/29/11 11:32:40 AMO Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Scenario: 10-Year Storm
HGL Report - NJA
Label Upstream
Node Downstream
Node Size
(in) Slope
(%) Length
(ft) Tailwater
Elevation
(ft) Pipe
Flow
Time
(min) Pipe
Flow
(cfs) Pipe
Flow
Velocity
(ft/s) Pipe
Full Flow
(cfs) Upstream
Structure HGL
(ft) Hydraulic
Grade
Line In
(ft) Rim
Elevation
(ft)
YI 23C 1.48 357.23
P-31 YI23C CB-23B 24.0 1.41 130 0.50 1.48 4.35 24.92 357.20 357.20 365.68
CB 23 1.27 357.91
P-11 CB 23 CB 22 18.0 1.56 32 0.74 1.27 0.72 12.19 357.91 357.91 360.33
CB-22 35.82 358.60
P-19 CB-22A CB 22 36.0 0.52 172 0.41 35.82 7.04 44.80 358.48 358.48 362.43
CB-23 2.92 357.24
3 CB-23B CB 21 24.0 2.44 32 0.57 2.92 0.93 32.79 357.23 357.23 361.35
CB 22 37.53 357.90
P-9 CB 22 CB 21 36.0 0.58 143 0.45 37.53 5.28 47.18 357.75 357.75 360.43
CB 21 38.96 357.23
P-10 CB 21 FES 20 36.0 0.65 55 0.17 38.96 5.51 50.10 356.98 356.98 361.40
FES 2 356.76 38.77 356.76
FES1 43.56 362.57
P-35 FES1 FES2 36.0 1.68 149 0.20 43.56 12.27 86.56 362.57 364.72 362.57
FES2 43.31 360.06
Title: Chessington Subdivision Project Engineer: Richard A. Carter
k:\...\h-h\system_pond revision_10yr.stm Withers & Ravenel En, CARY StormCAD v5.6 [05.06.014.00]
03/29/11 11:32:40 AMO Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
Detailed Report for Outlet: FES 10
Scenario Summary
Scenario
Physical Properties Altemative
Catchments Alternative
System Flows Altemative
Structure Headlosses Alternative
Boundary Conditions Altemative
Design Constraints Altemative
Capital Cost Altemative
User Data Altemative 10-Year Storm
Base-Physical Properties
Base-Catchments
Base-System Flows
Base-Structure Headlosses
Base-Boundary Conditions
Base-Design Constraints
Base-Capital Cost
Base-User Data

Geometric Summary
x
Y 2,044,373.43 ft
757,212.86 ft Station 0+00 ft

Elevations
Ground Elevation
Rim Elevation 353.49 ft
353.49 ft Sump Elevation 353.49 ft

Tailwater Hydraulics
Tailwater Condition User-Specified Hydraulic Grade Line Out 356.76 ft

System Flow Summary
Total System Flow
System Flow Time
System Intensity
System CA
Total Diverted Flow In 4.14 cfs
5.41 min
7.13 in/hr
0.58 acres
0.00 cfs System Rational Flow
System Known Flow
System Additional Flow
Total Lost Surface Flow 4.14 cfs
0.00 cfs
0.00 cfs
0.00 cfs

Incoming Diverted Flow
Local Diverted Flow In
Total Diverted Flow In 0.00 cfs
0.00 cfs Global Diverted Flow In 0.00 cfs

Design Constraints Summary
Pipe Matching
Matchline Offset
Design Structure Elevation? Inverts
0 ft
true Allow Drop Structure?
Local Pipe Matching Constraints?
Desired Sump Depth true
false
0 ft

User Data
Date Installed
Message List
Time (hr) Message
Warning: Structure top is below pipe crown(s).
Warning: Structure is flooded.
Title: Chessington Subdivision Project Engineer: Richard A. Carter
k:\...\h-h\system_pond revision_10yr.stm Withers & Ravenel En, CARY StormCAD v5.6 [05.06.014.00]
03129/11 11:43:38 AM© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1

Detailed Report for Outlet: FES 20

• Scenario Summary
• Scenario 10-Year Storm
Physical Properties Alternative Base-Physical Properties
• Catchments Alternative Base-Catchments
. System Flows Alternative Base-System Flows
Structure Headlosses Alternative Base-Structure Headlosses
• Boundary Conditions Alternative Base-Boundary Conditions
• Design Constraints Alternative Base-Design Constraints
Capital Cost Alternative Base-Capital Cost
• User Data Alternative Base-User Data
•
Geometric Summary
•
X 2,044,305.30 ft Station 0+00 ft
• Y 757,369.58 ft

Elevations
•
Ground Elevation 356.19 ft Sump Elevation 353.19 ft
. Rim Elevation 356.19 ft
•
Tailwater Hydraulics
•
Tailwater Condition User-Specified Hydraulic Grade Line Out 356.76 ft

• System Flow Summary
• Total System Flow 38.77 cfs System Rational Flow 38.77 cfs
System Flow Time 11.24 min System Known Flow 0.00 cfs
• System Intensity 5.91 in/hr System Additional Flow 0.00 cfs
System CA 6.51 acres Total Lost Surface Flow 0.00 cfs
Total Diverted Flow In 0.00 cfs

• Incoming Diverted Flow
Local Diverted Flow In 0.00 cfs Global Diverted Flow In 0.00 cfs
• Total Diverted Flow In 0.00 cfs
•
• Design Constraints Summary

Pipe Matching Inverts Allow Drop Structure? true
• Matchline Offset 0 ft Local Pipe Matching Constraints? false
• Design Structure Elevation? true Desired Sump Depth 0 ft
User Data
• Date Installed
•
Message List
•
Time (hr) Message
•
Warning: Structure is flooded.
•

•
•

•
• Title: Chessington Subdivision Project Engineer: Richard A. Carter
k:\...\h-h\system_pond revision_10yr .stm Withers & Ravenel En, CARY StormCAD v5.6 [05.06.014.00]
• 03/29/11 11:43:38 AMC) Bentley Systems, Inc. Haestad Meth ods Solution Center Watertown, CT 06795 USA [phone] Page 2
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