20100549 Ver 1_Stormwater Info_20100824

WITHERS &- RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
iii MacKenan Drive
CARY, NORTH CAROLINA, 27511
[phone]
FAX [phone]oo8
To: NC Divison of Water Quality
4o1 Wetlands Unit
2321 Crabtree Blvd
Raleigh, NC 276o4
WE ARE SENDING YOU
? Shop Drawings
? Copy of Letter
LETTER OF T ° ° NS M10`11?AL
DATE 8/24/10 106 NO. 02100002.0
ATTENTION Mr. Ian McMillan
PHONE# gig-733-1786
RE: Davis Village - DWQ Pro' #lo-o549
RFMI Letter -August 12, 2010
Submittal of Additional Information

® Attached ? Under separate cover via
® Prints ? Plans ? Samples
? Change order ? Diskette ?
? Resubmit
? Submit
? Return
COPIES DATE NO. DESCRIPTION
1 8/24/10 Davis Village Response to FRMI Letter
08/20/10 Level Spreader Supplement Sheet
08/20/10 Level Spreader Checklist with Attachments
Full Size Storm Drainage System Plan

THESE ARE TRANSMITTED as checked below:
® For approval ? Approved as submitted
? Foryour use ? Approved as noted
? As requested ? Returned for corrections
? For review and comment ?
? FOR BIDS DUE 20 ? PRINTS RETURNED AFTER LOAN TO US
REMARKS:
AUG 2.4 2010
DENR-WATER OUAUTY
MIUMMIUSIORMWmem"
COPY TO: Randy King, File SIGNED: Ken Jesneck, PE
the following items:
? Specifications
_ copies for approval
copies for distribution
corrected prints
if enclosures are not as noted, kindly notify us at once.
WITHERS ' RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
August 24, 2010
Mr. Ian McMillan
401 Oversight/Express Review Permitting Unit
Wetlands and Stormwater Branch
NCDENR - Division of Water Quality
2321 Crabtree Blvd; Suite 250
Raleigh, NC 27604
Re: Davis Village - DWQ Request For More Information Letter - August 12, 2010
DWQ Project #10-0549
Mr. McMillan:
This letter is in response to your Request For More Information Letter, dated August 12, 2010 for the
Davis Village project.
1. Please provide one Level Spreader Supplement Form for each proposed level spreader,
available at: http://portal.ncdenr.org/web/wq/ws/su/bmp-manual. Please include the
Required Items checklist and all items listed therein.
The Level Spreader Supplement Form with required item checklist is attached.
2. Please provide a full-size plan sheet showing the entire site with its storm drainage system,
including every inlet, outlet and conveyance device. Please show how diffuse flow
requirements have been met at every proposed outlet location.
The full size plan showing the project's storm drainage system is attached.
3. Please provide documentation of the Town of Cary's approval of the stormwater
management plan for this project by providing EITHER:
• A valid approval letter from the Town of Cary indicating that the proposed activity has
an approved SMP and one copy of the approved SMP, including plan details,
calculations and other supporting information, OR
• A set of stormwater plan details and calculations stamped as "Approved" by the Town
of Cary.
Based on email correspondence between Annette Lucas and Matt Flynn with the Town of
Cary, the 401 Certification will be issued with the condition that the Town of Cary approved
stormwater plans be provided to DWQ prior to impacts.
Please feel free to contact me if you have any questions or require additional information to
complete your review.
Sincerely,
WITHERS R VENEL
e neth L. Jesneck, PE
Project Manager
Cc: Randy King - Pulte Home Corporation
iii MacKenan Drive I Cary, NC 27511 tel.: [phone] I fax: [phone]oo8 I www.withersravenel.com
1410 Commonwealth Drive I Suite 1o1 I Wilmington, NC 28403 tel: [phone] I fax: [phone]
06 D Gallimore Dairy Road I Greensboro, NC 27409 1 let: 336.993.5504 1 fax: [phone]oo8
e , i
` �.�.�_ Tom•---w��� � � ' � _ � � I ,- � .' • r'{ 1,
N�. ✓ �� .; � � .. i � _. ar'. , ! fir•-..• _ f k i T— , 7 .
��.7i+. � 1 a � '' .1<�� �, �. I / f � 1'; ' (_ i � �. it ^ , r .,I ,• , w... y
_�� -•�,' L .�•, 'r f ,//, .� �� / , : 1• /,fit � �
��,� Y� •-•/ to "r, 'k f � .. l � •, ; y:�. '

O?OF W AT e9?G
> ti
ATA O -c
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I. PROJECT INFORMATION
Project name Davis Village
Contact name Ken Jesneck, PE
Phone number 919-469-3340
Date
Drainage area number
August 20, 2010
1
II. DESIGN INFORMATION 7771
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
Wet Detention Pond
0.11 cfs
ft2
ft,
cfs
min
in/hr
cfs
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Please complete filter strip characterization below.
0.00 ft
0.00 ft
100.00 ft
100.00 ft
320.00 fmsl
315.00 fmsl
5.00 % OK
N (Y or N) OK
sq ft No forebay is needed.
65 ft/cfs
N (Y or N)
N (Y or N)
Y (Y or N)
0.11 cfs
Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 3
Length of the level lip 13.00 ft
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y (Y or N)
Dimensions of the channel (see diagram below):
M ft
B ft
W ft
y ft
Peak velocity in the channel during the 10-yr storm cfs
Channel lining material

,
------------
M

---i 1
M
#VALUE!

Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts 1. and II. Design Summary, page 2 of 3
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
KLJ 5 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.
KLJ 10 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.
KLJ 14 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. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
KLJ 6 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
KLJ Attached 6. The supporting calculations.
N/A 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N/A 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 3 of 3
WITHERS & RAVEN EL
STORMWATER MANAGEMENT REPORT
Davis Village Subdivision
Cary, North Carolina
Prepared For:
Pulte Homes
1225 Crescent Green Drive
Suite #250
Cary. NC 27519
Attn: Randy King
Prepared By:
WITHERS & RAVENEL, INC
111 MacKenan Drive
Cary, North Carolina 27511
March 2010
April 2010 Revised
June 2010 Revised
W&R Project No. 02100002
(E)-osLi 9
--
AUG 2 4 2010
DENR - WATER•OUNM
WETLANDS AND STORSWATER BRANCH
CA ppo'
Rot
f
??` ?; •n? SS/0 % I
SEAL
18498
L
1 Ir
STORMWATER MANAGEMENT REPORT
DAVIS VILLAGE SUBDIVISION
CARY, NORTH CAROLINA
INTRODUCTION
The purpose of this Stormwater Management Report is to document pre- and post-development
peak water flow rates for the 1-year, 2-year, 5-year, 10-year, and 100-year design storm events as
well as document nitrogen loading rates from the site. The goal is to ensure that the additional
impervious surface being added to the site does not increase the peak outflow from the site during
the 1-year storm.
The site is located in Cary, North Carolina, on the west side of the Davis Drive in the southwest
quadrant of the intersection of Davis Drive and the future Morrisville Parkway. The proposed site
will be developed with 51 townhome and 20 single-family residential units. The density of the
project is 5.35 dwelling units per acre. The project area is 13.35 acres with approximately 4.95
acres proposed as impervious. There are Neuse River Riparian and Town of Cary Urban Transition
Buffers on site bounding the western edge of the site. The site is located in the Neuse River Basin
and discharges into an unnamed tributary to the Crabtree Creek.
The current zoning is RMF-CU and TR-CU. The runoff from the first inch of precipitation will be
captured and treated in a wet detention pond. In addition to capturing the first inch of runoff, the
wet detention pond will be designed to attenuate the 1-year peak storm event, as well as the 2-year,
5-year, and 10-year storm events from the post development to R-40 development conditions.
METHODOLOGY
The storm water study was conducted using the natural drainage features as depicted by existing
field surveys. Proposed drainage areas were based on field survey data and proposed development
within the drainage areas.
The scope of work included the following analyses:
Hydrology
? Simulation of the 1-year, 2-year, 5-year, 10-year, and 100-year rainfall events for the
Wake County area
? Formulation of the 1-year, 2-year, 5-year, 10-year, and 100-year flood hydrographs for
the pre- and post-development drainage areas
Hydraulic
? Routing the 1-year, 2-year, 5-year, 10-year, and 100-year flood hydrographs for pre-
development runoff through the existing pond and existing outlet.
? Routing the 1-year, 2-year, 5-year, 10-year, and 100-year flood hydrographs for post-
development runoff through the existing pond with the proposed outlet and the
proposed dry pond.
Davis Village Subdivision W&R Project 00210002
Stormwater Management Report June 2010

The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
• requires the development of a stage-storage and stage-discharge function for the proposed 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 v10.0 software.
This PondPack model was then used to assess the peak water surface elevations 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 the Type II, 24-hour duration, 1-year
storm event in the Cary area, and the 24-hour duration rainfall curves determined using the NOAA
Atlas 14 rainfall data for Raleigh-Durham International Airport for the 2-year, 5-year, 10-year, and
• 100-year storm events. This method requires three basic parameters: a curve number (CN), time of
• concentration (tc), and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
• Survey of Wake County, North Carolina (November 1970). Land use for existing conditions was
based on the most recent Wake County aerial photographs and field observations. Post
development land use is based on the proposed site plan. The curve numbers used in this study
are listed in the appendix of this report.
Times of concentration were calculated using methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR-55" and based on Wake County topographic maps and field
survey data. The post-development time of concentration was calculated for the drainage areas that
• are piped to the pond based on the flow time through the piped drainage systems and small areas
of sheet flow. 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, 5-year, 10-year, and 100-year design
storms utilized stage-storage and stage-discharge functions. Stage-storage functions were derived
from the proposed grading of the new pond. A non-linear regression relation for surface area
versus elevation was derived for the pond. This relation estimates the incremental volume of the
• basin to the stage or elevation of the basin. Stage-discharge functions were developed to size the
proposed outlet structure for the dry detention pond.
DOWNSTREAM ANALYSIS
According to the Land Development Ordinance, an investigation of the downstream impacts is
• required when the post development peak flows exceed the pre development peak flows by 10
percent more. The impacts to be evaluated are those to point where the proposed flow is 10
percent or less of the stream flow. Based on the calculations, the post flow exceeds the pre flow by
more than 10%, thus a downstream analysis is warranted. The proposed post development100-
• year storm is approximately 82.7 cfs. However, according to the Town of Cary Flood Study for the
culvert of the future Morrisville Parkway, the predicted 100-year storm event flow is 850 cfs at the
culver. Therefore, the proposed discharge point of BMP1 is located at a point where the peak flow
• from the proposed development is less than 10 percent of the stream flow and no further analysis is
• Davis Village Subdivision W&R Project 00210002
Stormwater Management Report June 2010
•
required. In addition to the overall site reduction of the 1-year, BMP 1 will be designed to
attenuate the 2-year, 5-year, and 10-year storm events as compared to R40 predevelopment
conditions.;
CONCLUSIONS
1-year Peak Attenuation
Based on the routing study, the predevelopment 1-year storm peak flow is 9.68 cfs. The
corresponding post development 1-year peak flow is 9.51 cfs. Therefore, the proposed design
satisfies the project wide requirement of detaining the 1-year storm event.
2-year, 5-year, and 10-year Storm End of Pipe
Based on the routing study, the following flows were calculated for BMP 1.
Storm
Event Pre
Development
Flows (cfs) Post
Development
Flows (cfs) Attenuated
Flows
(cfs)
2-year 13.2 33.4 11.9
5-year 21.0 41.9 16.2
10-year 27.1 48.5 19.1
100- ear 45.3 63.4 35.4
Based on the data, the design for the wet detention pond meets the requirements of the Stormwater
Management requirements of the Land Development Ordinance.
Davis Village Subdivision W&R Project 00210002
Stormwater Management Report June 2010
RESULTS SUMMARY
BMP 1
Proposed Wet
Detention Basin 1
Storm Event Peak Water
Surface
Elevation
Freeboard

Qveak Outflow
1-Year 322.67 3.33 ft 7.95 cfs
2-year 323.03 2.97 ft 11.9 cfs
5-Year 323.67 2.33 ft 16.2 cfs
10-Year 324.13 1.87 ft 19.1 cfs
100-Year 324.88 1.12 ft 35.4 cfs
DESIGN SUMMARY
WET DETENTION POND
• 1.5" drawdown orifice @ 320.50
• 48" diameter circular riser, crest @ 324.10
• 4-0.95' diameter orifices at 321.80
• 24" RCP Outlet Barrel
• Top of Dam = 324.00
Davis Village Subdivision W&R Project 00210002
Stormwater Management Report June 2010
POND DESIGN
CALCULATIONS
Davis Village Subdivision W&R Project 00210002
Stormwater Management Report June 2010
Job File: K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\WET POND 061010.PPW
Rain Dir: K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
--------------------------
--------------------------
JOB TITLE
Project Date: 6/11/2010
Project Engineer: Ken Jesneck
Project Title: Davis Village
Project Comments:
2nd Submittal Revision
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Table of Contents
Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... 1
Executive Summary (Nodes) .......... 2.01
Executive Summary (Links) .......... 2.02
Network Calcs Sequence ............. 2.03
Watershed....... 2
Executive Summary (Nodes) .......... 2.05
Executive Summary (Links) .......... 2.06
Watershed....... 5
Executive Summary (Nodes) .......... 2.07
Executive Summary (Links) .......... 2.08
Watershed....... 10
Executive Summary (Nodes) .......... 2.09
Executive Summary (Links) .......... 2.10
Watershed....... 100
Executive Summary (Nodes) .......... 2.11
Executive Summary (Links) .......... 2.12
****************** DESIGN STORMS SUMMARY *******************
RDU NOAA 14 Desi Design Storms ...................... 3.01
RDU NOAA 14 Desi 2
Design Storms ...................... 3.02
********************** RAINFALL DATA ***********************
RDU NOAA 100yr.. 100
Time-Depth Curve ................... 4.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Table of Contents
ii
Table of Contents (continued)
RDU NOAA 10yr... 10
Time-Depth Curve ................... 4.03
RDU NOAA 2yr.... 2
Time-Depth Curve ................... 4.05
RDU NOAA Syr.... 5
Time-Depth Curve ................... 4.07
TypeII 24hr.... 1
Synthetic Curve .................... 4.09
Synthetic Cumulative Depth ......... 4.11
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 5.01
Composite Rating Curve ............. 5.04
t********************** POND ROUTING ***********************
BMP 1........... Pond E-V-Q Table ................... 6.01
BMP 1 OUT 1
Pond Routing Summary ............... 6.04
BMP 1 OUT 2
Pond Routing Summary ............... 6.05
BMP 1 OUT 5
Pond Routing Summary ............... 6.06
BMP 1 OUT 10
Pond Routing Summary ............... 6.07
BMP 1 OUT 100
Pond Routing Summary ............... 6.08
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth
Return Event in
2 3.4400
5 4.3000
10 4.9800
100 7.3700
1 3.0000
Rainfall
Type
----------------
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Synthetic Curve
RNF ID
RDU NOAA 2yr
RDU NOAA 5yr
RDU NOAA l0yr
RDU NOAA 100yr
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
-----
BMP -
1 ------ -----
IN ----
POND ------
2 ---------- --
1.645
BMP 1 IN POND 5 2.251
BMP 1 IN POND 10 2.741
BMP 1 IN POND 100 4.510
BMP 1 IN POND 1 1.343
BMP 1 OUT POND 2 1.580
BMP 1 OUT POND 5 2.183
BMP 1 OUT POND 10 2.672
BMP 1 OUT POND 100 4.436
BMP 1 OUT POND 1 1.281
BMP 1 POST AREA 2 1.645
BMP 1 POST AREA 5 2.251
BMP 1 POST AREA 10 2.741
BMP 1 POST AREA 100 4.510
BMP 1 POST AREA 1 1.343
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
---------
12.1000 --------
33.40 -------- ------------
12.1000 41.92
12.1000 48.51
12.1000 63.64
11.9500 24.08
12.3000 11.92 323.03 .719
12.3000 16.24 323.67 .920
12.3000 19.07 324.13 1.064
12.2500 35.42 324.88 1.302
12.1000 7.95 322.67 .609
12.1000 33.40
12.1000 41.92
12.1000 48.51
12.1000 63.64
11.9500 24.08
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 0610lO.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
---------
-----------------
OFF SITE ----
AREA ------
2 -
.079
OFF SITE AREA 5 .128
OFF SITE AREA 10 .171
OFF SITE AREA 100 .340
OFF SITE AREA 1 .057
*POST FROM ALL JCT 2 1.875
*POST FROM ALL JCT 5 2.660
*POST FROM ALL JCT 10 3.307
*POST FROM ALL JCT 100 5.702
*POST FROM ALL JCT 1 1.494
PRE AREA 2 .885
PRE AREA 5 1.428
PRE AREA 10 1.905
PRE AREA 100 3.791
PRE AREA 1 .641
*PRE-DEVELOPMENT JCT 2 .964
*PRE-DEVELOPMENT JCT 5 1.557
*PRE-DEVELOPMENT JCT 10 2.076
*PRE-DEVELOPMENT JCT 100 4.131
*PRE-DEVELOPMENT JCT 1 .698
UNTREATED POST AREA 2 .295
UNTREATED POST AREA 5 .477
UNTREATED POST AREA 10 .636
UNTREATED POST AREA 100 1.265
UNTREATED POST AREA 1 .213
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
- ------------
---------
12.1000 -------- -------
1.44
12.1000 2.31
12.1000 3.02
12.1000 5.03
12.0000 .93
12.2000 15.09
12.1500 21.82
12.1500 26.42
12.2000 47.39
12.0500 9.51
12.2000 13.23
12.2000 20.97
12.2000 27.09
12.2000 45.32
12.0500 8.91
12.2000 14.38
12.2000 22.73
12.2000 29.29
12.2000 48.89
12.0500 9.68
12.1000 5.85
12.1000 9.22
12.1000 12.01
12.1000 19.94
12.0000 3.48
S/N:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Executive Summary (Nodes) Page 2.01
Name.... Watershed Event: 1 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... TypeII 24hr Tag: 1
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step=
-----------------------------
TypeII 24hr
1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID
-
-
-- Type ac-ft Trun. hrs cfs ft
----
---
-
-----
BMP 1 IN ----
POND ----------
1.343 -- ---------
11.9500 -------- ---------
24.08
BMP 1 OUT POND 1.281 12.1000 7.95 322.67
BMP 1 POST AREA 1.343 11.9500 24.08
OFF SITE AREA .057 12.0000 .93
Outfall POST FROM ALL JCT 1.494 12.0500 9.51
PRE AREA .641 12.0500 8.91
Outfall PRE-DEVELOPMENT JCT .698 12.0500 9.68
UNTREATED POST AREA .213 12.0000 3.48
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Executive Summary (Links) Page 2.02
Name.... Watershed Event: 1 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... TypeII 24hr Tag: 1
NETWORK SUMMARY -- LINKS
(UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node)
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag
---------- Name =
------------ 1
----------------
----------
--------
------------
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= 2 4.0000 hrs
HYG Vol Peak Time Peak Q
Link ID Type ac-ft Trun. hrs cfs
- End Points
---------------
ADDLINK 10 - ----
ADD UN ----------- ---
.641 ------- --
12.0500 ----
-
8.91 ----------------
PRE
DL .641 12.0500 8.91
DN .698 12.0500 9.68 PRE-DEVELOPMENT
ADDLINK 20 ADD UN .057 12.0000 .93 OFF SITE
DL .057 12.0000 .93
DN .698 12.0500 9.68 PRE-DEVELOPMENT
ADDLINK 30 ADD UN 1.343 11.9500 24.08 BMP 1 POST
DL 1.343 11.9500 24.08
DN 1.343 11.9500 24.08 BMP 1 IN
ADDLINK 60 ADD UN .213 12.0000 3.48 UNTREATED POST
DL .213 12.0000 3.48
DN 1.494 12.0500 9.51 POST FROM ALL
ROUTE 20 PONDrt UN 1.343 11.9500 24.08 BMP 1 IN
ROUTE 20 1.281 12.1000 7.95 BMP 1 OUT
DL 1.281 12.1000 7.95
DN 1.494 12.0500 9.51 POST FROM ALL
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Network Calcs Sequence Page 2.03
Name.... Watershed Event: 1 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... TypeII 24hr Tag: 1
NETWORK RUNOFF NODE SEQUENCE
Runoff Data Apply to Node Receiving Link
SCS UH PRE Subarea PRE Add Hyd PRE
SCS UH BMP 1 POST Subarea BMP 1 POST Add Hyd BMP 1 POST
SCS UH UNTREATED POST Subarea UNTREATED POST Add Hyd UNTREATED POST
SCS UH OFF SITE Subarea OFF SITE Add Hyd OFF SITE
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
i
•
•
•
•
i
•
•
•
•
•
•
•
•
•
•
i
•
•
Type.... Network Calcs Sequence Page 2.04
Name.... Watershed Event: 1 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... TypeII 24hr Tag: 1
NETWORK ROUTING SEQUENCE
-----------------
Link Operation -------- ---------------------------
UPstream Node -----------------------
DNstream Node
Add Hyd ADDLINK 30 Subarea BMP 1 POST Pond BMP 1 IN
POND ROUTE TOTAL OUTFLOW ...
Total Pond Outfl ow Pond BMP 1 IN Outflow BMP 1 OUT
SET POND ROUTING LINK TO TOTAL POND OUTFLOW...
Outlet ROUTE 20 Outflow BMP 1 OUT Jct POST FROM ALL
Add Hyd ADDLINK 60 Subarea UNTREATED POST Jct POST FROM ALL
Add Hyd ADDLINK 10 Subarea PRE Jct PRE-DEVELOPMENT
Add Hyd ADDLINK 20 Subarea OFF SITE Jct PRE-DEVELOPMENT
S/N:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Executive Summary (Nodes) Page 2.05
Name.... Watershed Event: 2 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 2yr Tag: 2
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID = Time-Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
-----------------
BMP 1 IN ----
POND ---------- -- -
1.645 --------
12.1000 -------- ---------
33.40
BMP 1 OUT POND 1.580 12.3000 11.92 323.03
BMP 1 POST AREA 1.645 12.1000 33.40
OFF SITE AREA .079 12.1000 1.44
Outfall POST FROM ALL JCT 1.875 12.2000 15.09
PRE AREA .885 12.2000 13.23
Outfall PRE-DEVELOPMENT JCT .964 12.2000 14.38
UNTREATED POST AREA .295 12.1000 5.85
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
•
•
•
•
•
•
•
•
•
i
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Executive Summary (Links) Page 2.06
Name.... Watershed Event: 2 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 2yr Tag: 2
NETWORK SUMMARY -- LINKS
(UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node)
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID = Time-Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Peak Time Peak Q
Link ID Type
- ac-ft Trun.
----
-
-
- hrs
-
- cfs
------- End Points
----------------
--------
ADDLINK -----
10 -- ----
ADD -
UN --
--
--
.885 --
----
12.2000 13.23 PRE
DL .885 12.2000 13.23
DN .964 12.2000 14.38 PRE-DEVELOPMENT
ADDLINK 20 ADD UN .079 12.1000 1.44 OFF SITE
DL .079 12.1000 1.44
DN .964 12.2000 14.38 PRE-DEVELOPMENT
ADDLINK 30 ADD UN 1.645 12.1000 33.40 BMP 1 POST
DL 1.645 12.1000 33.40
DN 1.645 12.1000 33.40 BMP 1 IN
ADDLINK 60 ADD UN .295 12.1000 5.85 UNTREATED POST
DL .295 12.1000 5.85
DN 1.875 12.2000 15.09 POST FROM ALL
ROUTE 20 PONDrt UN 1.645 12.1000 33.40 BMP 1 IN
ROUTE 20 1.580 12.3000 11.92 BMP 1 OUT
DL 1.580 12.3000 11.92
DN 1.875 12.2000 15.09 POST FROM ALL
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Executive Summary (Nodes) Page 2.07
Name.... Watershed Event: 5 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 5yr Tag: 5
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 5
Data Type, File, ID = Time-Depth Curve RDU NOAA 5yr
Storm Frequency = 5 yr
Total Rainfall Depth= 4.3000 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID
----------------- Type
---- ac-ft Trun.
--------- hrs cfs ft

BMP 1 IN
POND - -- -
2.251 --------
12.1000 -------- ---------
41.92
BMP 1 OUT POND 2.183 12.3000 16.24 323.67
BMP 1 POST AREA 2.251 12.1000 41.92
OFF SITE AREA .128 12.1000 2.31
Outfall POST FROM ALL JCT 2.660 12.1500 21.82
PRE AREA 1.428 12.2000 20.97
Outfall PRE-DEVELOPMENT JCT 1.557 12.2000 22.73
UNTREATED POST AREA .477 12.1000 9.22
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Executive Summary (Links) Page 2.08
Name.... Watershed Event: 5 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA Syr Tag: 5
NETWORK SUMMARY -- LINKS
(UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node)
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name
- =
-
- 5
----------
Data Type, ------
--
-
File, ID = -----------
Time-Depth ----------------------
Curve RDU NOAA Syr -------------
Storm Frequency = 5 yr
Total Rainfall Dept h= 4.3000 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Peak Time Peak Q
Link ID
--------------- Type
- ---- ac-ft
--- Trun. hrs cfs End Points

ADDLINK 10
ADD
UN
1.428
-------- --- ------- --
12.2000
20.97
------ ----------------
PRE
DL 1.428 12.2000 20.97
DN 1.557 12.2000 22.73 PRE-DEVELOPMENT
ADDLINK 20 ADD UN .128 12.1000 2.31 OFF SITE
DL .128 12.1000 2.31
DN 1.557 12.2000 22.73 PRE-DEVELOPMENT
ADDLINK 30 ADD UN 2.251 12.1000 41.92 BMP 1 POST
DL 2.251 12.1000 41.92
DN 2.251 12.1000 41.92 BMP 1 IN
ADDLINK 60 ADD UN .477 12.1000 9.22 UNTREATED POST
DL .477 12.1000 9.22
DN 2.660 12.1500 21.82 POST FROM ALL
ROUTE 20 PONDrt UN 2.251 12.1000 41.92 BMP 1 IN
ROUTE 20 2.183 12.3000 16.24 BMP 1 OUT
DL 2.183 12.3000 16.24
DN 2.660 12.1500 21.82 POST FROM ALL
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Executive Summary (Nodes) Page 2.09
Name.... Watershed Event: 10 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 10yr Tag: 10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID
----------------- Type ac-ft Trun. hrs cfs ft

BMP 1 IN ----
POND ----------
2.741 -- ---------
12.1000 -------- ---------
48.51
BMP 1 OUT POND 2.672 12.3000 19.07 324.13
BMP 1 POST AREA 2.741 12.1000 48.51
OFF SITE AREA .171 12.1000 3.02
Outfall POST FROM ALL JCT 3.307 12.1500 26.42
PRE AREA 1.905 12.2000 27.09
Outfall PRE-DEVELOPMENT JCT 2.076 12.2000 29.29
UNTREATED POST AREA .636 12.1000 12.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Executive Summary (Links) Page 2.10
Name.... Watershed Event: 10 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 10yr Tag: 10
NETWORK SUMMARY -- LINKS
(UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node)
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag
---------- Name
--------- =
--- 10
----------------
-----------
------
-------------
Data Type, File, ID = Time-Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rain fall Dept h= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Tim e= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
HYG Vol Peak Time Peak Q
Link ID Type ac-ft Trun. hrs cfs
------- End Points
----------------
---------------
ADDLINK 10 - ----
ADD UN ----------- ---
1.905 ------- -
12.2000 27.09 PRE
DL 1.905 12.2000 27.09
DN 2.076 12.2000 29.29 PRE-DEVELOPMENT
ADDLINK 20 ADD UN .171 12.1000 3.02 OFF SITE
DL .171 12.1000 3.02
DN 2.076 12.2000 29.29 PRE-DEVELOPMENT
ADDLINK 30 ADD UN 2.741 12.1000 48.51 BMP 1 POST
DL 2.741 12.1000 48.51
DN 2.741 12.1000 48.51 BMP 1 IN
ADDLINK 60 ADD UN .636 12.1000 12.01 UNTREATED POST
DL .636 12.1000 12.01
DN 3.307 12.1500 26.42 POST FROM ALL
ROUTE 20 PONDrt UN 2.741 12.1000 48.51 BMP 1 IN
ROUTE 20 2.672 12.3000 19.07 BMP 1 OUT
DL 2.672 12.3000 19.07
DN 3.307 12.1500 26.42 POST FROM ALL
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Executive Summary (Nodes) Page 2.11
Name.... Watershed Event: 100 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 100yr Tag: 100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
-----------------
BMP 1 IN ----
POND ---------- -- -
4.510 --------
12.1000 -------- ---------
63.64
BMP 1 OUT POND 4.436 12.2500 35.42 324.88
BMP 1 POST AREA 4.510 12.1000 63.64
OFF SITE AREA .340 12.1000 5.03
Outfall POST FROM ALL JCT 5.702 12.2000 47.39
PRE AREA 3.791 12.2000 45.32
Outfall PRE-DEVELOPMENT JCT 4.131 12.2000 48.89
UNTREATED POST AREA 1.265 12.1000 19.94
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
s
•
•
•
•
•
•
•
•
•
•
•
•
s
s
•
s
•
Type.... Executive Summary (Links) Page 2.12
Name.... Watershed Event: 100 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 100yr Tag: 100
NETWORK SUMMARY -- LINKS
(UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node)
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
HYG Vol Peak Time Peak Q
Link ID
- ------
----- Type
--- ----
- ac-ft Trun.
-- hrs cfs End Points

ADDLINK
10
ADD
UN -------- ---
3.791 ------- -
12.2000 -------
45.32 ----------------
PRE
DL 3.791 12.2000 45.32
DN 4.131 12.2000 48.89 PRE-DEVELOPMENT
ADDLINK 20 ADD UN .340 12.1000 5.03 OFF SITE
DL .340 12.1000 5.03
DN 4.131 12.2000 48.89 PRE-DEVELOPMENT
ADDLINK 30 ADD UN 4.510 12.1000 63.64 BMP 1 POST
DL 4.510 12.1000 63.64
DN 4.510 12.1000 63.64 BMP 1 IN
ADDLINK 60 ADD UN 1.265 12.1000 19.94 UNTREATED POST
DL 1.265 12.1000 19.94
DN 5.702 12.2000 47.39 POST FROM ALL
ROUTE 20 PONDrt UN 4.510 12.1000 63.64 BMP 1 IN
ROUTE 20 4.436 12.2500 35.42 BMP 1 OUT
DL 4.436 12.2500 35.42
DN 5.702 12.2000 47.39 POST FROM ALL
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Design Storms
Name.... RDU NOAA 14 Desi
Page 3.01
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Title... Project Date: 6/11/2010
Project Engineer: Ken Jesneck
Project Title: Davis Village
Project Comments:
2nd Submittal Revision
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID = Time-Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 5
Data Type, File, ID = Time-Depth Curve RDU NOAA 5yr
Storm Frequency = 5 yr
Total Rainfall Depth= 4.3000 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
----------------------------
RDU NOAA l0yr
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
Storm Tag Name = 1
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
1 yr
3.0000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Design Storms Page 3.02
Name.... RDU NOAA 14 Desi Event: 2 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 2yr Tag: 2
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID = Time-Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 5
Data Type, File, ID = Time-Depth Curve RDU NOAA 5yr
Storm Frequency = 5 yr
Total Rainfall Depth= 4.3000 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
Storm Tag Name = 1
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
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve
Name.... RDU NOAA 100yr Tag: 100
File.... K:\10\10-0000\100002-Pulte-Davis
Storm... RDU NOAA 100yr Tag: 100
Page 4.01
Event: 100 yr
Drive\H-H\BMP\Wet Pond 061010.ppw
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
--------- I-
.0000 1 ----------------
.0000 ----------
.0081 --------------
.0161 -----------
.0242 ----------
.0322
.4167 I .0403 .0483 .0564 .0644 .0725
.8333 I .0806 .0886 .0967 .1047 .1128
1.2500 I .1208 .1289 .1369 .1450 .1531
1.6666 I .1611 .1692 .1772 .1853 .1933
2.0833 .2014 .2094 .2175 .2256 .2336
2.4999 I .2417 .2497 .2578 .2658 .2739
2.9166 I .2819 .2900 .2981 .3061 .3142
3.3332 I .3222 .3303 .3383 .3464 .3544
3.7499 I .3625 .3706 .3786 .3867 .3947
4.1665 I .4028 .4108 .4189 .4269 .4350
4.5832 I .4431 .4511 .4592 .4672 .4753
4.9998 I .4833 .4914 .4994 .5075 .5156
5.4165 I .5236 .5317 .5397 .5478 .5558
5.8331 I .5639 .5719 .5800 .5956 .6111
6.2498 ( .6267 .6422 .6578 .6733 .6889
6.6664 I .7044 .7200 .7356 .7511 .7667
7.0831 I .7822 .7978 .8133 .8289 .8444
7.4997 I .8600 .8756 .8911 .9067 .9222
7.9164 I .9378 .9533 .9689 .9844 1.0000
8.3330 I 1.0156 1.0311 1.0467 1.0622 1.0778
8.7497 I 1.0933 1.1089 1.1244 1.1400 1.1656
9.1663 I 1.1911 1.2167 1.2422 1.2678 1.2933
9.5830 I 1.3189 1.3444 1.3700 1.3956 1.4211
9.9996 I 1.4467 1.4722 1.4978 1.5233 1.5489
10.4163 I 1.5744 1.6000 1.6446 1.6892 1.7338
10.8329 I 1.7783 1.8229 1.8675 1.9121 1.9567
11.2496 I 2.0013 2.0458 2.0904 2.1350 2.2767
11.6662 I 2.4183 2.5600 2.8200 3.0800 3.4500
12.0829 I 4.1800 4.5500 4.8100 4.9517 5.0933
12.4995 I 5.2350 5.2796 5.3242 5.3688 5.4133
12.9162 1 5.4579 5.5025 5.5471 5.5917 5.6363
13.3328 I 5.6808 5.7254 5.7700 5.7956 5.8211
13.7495 I 5.8467 5.8722 5.8978 5.9233 5.9489
14.1661 1 5.9744 6.0000 6.0256 6.0511 6.0767
14.5828 I 6.1022 6.1278 6.1533 6.1789 6.2044
14.9994 6.2300 6.2456 6.2611 6.2767 6.2922
15.4161 6.3078 6.3233 6.3389 6.3544 6.3700
15.8327 I 6.3856 6.4011 6.4167 6.4322 6.4478
16.2494 I 6.4633 6.4789 6.4944 6.5100 6.5256
16.6660 I 6.5411 6.5567 6.5722 6.5878 6.6033
17.0827 I 6.6189 6.6344 6.6500 6.6656 6.6811
17.4993 I 6.6967 6.7122 6.7278 6.7433 6.7589
17.9160 I 6.7744 6.7900 6.7981 6.8061 6.8142
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve
Name.... RDU NOAA 100yr Tag: 100
File.... K:\10\10-0000\100002-Pulte-Davis
Storm... RDU NOAA 100yr Tag: 100
Page 4.02
Event: 100 yr
Drive\H-H\BMP\Wet Pond 061010.ppw
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
---------I-
18.3326 ----------------
6.8222 -----------
6.8303 ---------
6.8383 ------------
6.8464 -------------
6.8544
18.7493 I 6.8625 6.8706 6.8786 6.8867 6.8947
19.1659 I 6.9028 6.9108 6.9189 6.9269 6.9350
19.5826 I 6.9431 6.9511 6.9592 6.9672 6.9753
19.9992 I 6.9833 6.9914 6.9994 7.0075 7.0156
20.4159 I 7.0236 7.0317 7.0397 7.0478 7.0558
20.8325 I 7.0639 7.0719 7.0800 7.0881 7.0961
21.2492 I 7.1042 7.1122 7.1203 7.1283 7.1364
21.6658 I 7.1444 7.1525 7.1606 7.1686 7.1767
22.0825 I 7.1847 7.1928 7.2008 7.2089 7.2169
22.4991 I 7.2250 7.2331 7.2411 7.2492 7.2572
22.9158 7.2653 7.2733 7.2814 7.2894 7.2975
23.3324 I 7.3056 7.3136 7.3217 7.3297 7.3378
23.7491 I 7.3458 7.3539 7.3619 7.3700
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve
Name.... RDU NOAA 10yr Tag: 10
File.... K:\10\10-0000\100002-Pulte-Davis
Storm... RDU NOAA 10yr Tag: 10
Page 4.03
Event: 10 yr
Drive\H-H\BMP\Wet Pond 061010.ppw
SYNTHETIC CUMULATIVE RAINFALL(in)
Time Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
---------I-
.0000 ----------------
.0000 ----------
.0056 --------------
.0113 --------
.0169 -------------
.0225
.4165 .0281 .0338 .0394 .0450 .0506
.8330 I .0563 .0619 .0675 .0731 .0788
1.2495 I .0844 .0900 .0956 .1013 .1069
1.6660 I .1125 .1181 .1238 .1294 .1350
2.0825 I .1406 .1463 .1519 .1575 .1631
2.4990 I .1688 .1744 .1800 .1856 .1913
2.9155 I .1969 .2025 .2081 .2138 .2194
3.3320 I .2250 .2306 .2363 .2419 .2475
3.7485 I .2531 .2588 .2644 .2700 .2756
4.1650 .2813 .2869 .2925 .2981 .3038
4.5815 I .3094 .3150 .3206 .3263 .3319
4.9980 I .3375 .3431 .3488 .3544 .3600
5.4145 .3656 .3713 .3769 .3825 .3881
5.8310 .3938 .3994 .4050 .4144 .4239
6.2475 I .4333 .4428 .4522 .4617 .4711
6.6640 I .4806 .4900 .4994 .5089 .5183
7.0805 I .5278 .5372 .5467 .5561 .5656
7.4970 i .5750 .5844 .5939 .6033 .6128
7.9135 I .6222 .6317 .6411 .6506 .6600
8.3300 I .6694 .6789 .6883 .6978 .7072
8.7465 I .7167 .7261 .7356 .7450 .7619
9.1630 I .7789 .7958 .8128 .8297 .8467
9.5795 I .8636 .8806 .8975 .9144 .9314
9.9960 I .9483 .9653 .9822 .9992 1.0161
10.4125 I 1.0331 1.0500 1.0754 1.1008 1.1263
10.8290 I 1.1517 1.1771 1.2025 1.2279 1.2533
11.2455 I 1.2788 1.3042 1.3296 1.3550 1.4417
11.6620 I 1.5283 1.6150 1.7950 1.9750 2.2800
12.0785 2.8800 3.1850 3.3650 3.4517 3.5383
12.4950 3.6250 3.6504 3.6758 3.7013 3.7267
12.9115 I 3.7521 3.7775 3.8029 3.8283 3.8538
13.3280 I 3.8792 3.9046 3.9300 3.9469 3.9639
13.7445 I 3.9808 3.9978 4.0147 4.0317 4.0486
14.1610 I 4.0656 4.0825 4.0994 4.1164 4.1333
14.5775 I 4.1503 4.1672 4.1842 4.2011 4.2181
14.9940 I 4.2350 4.2444 4.2539 4.2633 4.2728
15.4105 I 4.2822 4.2917 4.3011 4.3106 4.3200
15.8270 I 4.3294 4.3389 4.3483 4.3578 4.3672
16.2435 I 4.3767 4.3861 4.3956 4.4051 4.4144
16.6600 I 4.4239 4.4333 4.4428 4.4522 4.4617
17.0765 I 4.4711 4.4806 4.4900 4.4994 4.5089
17.4930 4.5183 4.5278 4.5372 4.5467 4.5561
17.9095 4.5656 4.5750 4.5806 4.5862 4.5919
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve
Name.... RDU NOAA 10yr Tag: 10
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet
Storm... RDU NOAA 10yr Tag: 10
SYNTHETIC CUMULATIVE RAINFALL(in)
Page 4.04
Event: 10 yr
Pond 061010.ppw
Time I Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
---------I-
18.3260 I ----------------
4.5975 ----------
4.6031 -------------
4.6087 --------
4.6144 --------------
4.6200
18.7425 I 4.6256 4.6312 4.6369 4.6425 4.6481
19.1590 I 4.6537 4.6594 4.6650 4.6706 4.6762
19.5755 ( 4.6819 4.6875 4.6931 4.6987 4.7044
19.9920 I 4.7100 4.7156 4.7213 4.7269 4.7325
20.4085 I 4.7381 4.7438 4.7494 4.7550 4.7606
20.8250 I 4.7663 4.7719 4.7775 4.7831 4.7888
21.2415 4.7944 4.8000 4.8056 4.8113 4.8169
21.6580 4.8225 4.8281 4.8338 4.8394 4.8450
22.0745 4.8506 4.8563 4.8619 4.8675 4.8731
22.4910 I 4.8788 4.8844 4.8900 4.8956 4.9013
22.9075 I 4.9069 4.9125 4.9181 4.9238 4.9294
23.3240 I 4.9350 4.9406 4.9463 4.9519 4.9575
23.7405 I 4.9631 4.9688 4.9744 4.9800
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve Page 4.05
Name.... RDU NOAA 2yr Tag: 2 Event: 2 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 2yr Tag: 2
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
---------I-
.0000 ----------------
.0000 -----------
.0039 ---------
.0078 ------------
.0117 -------------
.0156
.4165 I .0194 .0233 .0272 .0311 .0350
.8330 I .0389 .0428 .0467 .0506 .0544
1.2495 .0583 .0622 .0661 .0700 .0739
1.6660 I .0778 .0817 .0856 .0894 .0933
2.0825 I .0972 .1011 .1050 .1089 .1128
2.4990 I .1167 .1206 .1244 .1283 .1322
2.9155 i .1361 .1400 .1439 .1478 .1517
3.3320 I .1556 .1594 .1633 .1672 .1711
3.7485 I .1750 .1789 .1828 .1867 .1906
4.1650 .1944 .1983 .2022 .2061 .2100
4.5815 I .2139 .2178 .2217 .2256 .2294
4.9980 I .2333 .2372 .2411 .2450 .2489
5.4145 I .2528 .2567 .2606 .2644 .2683
5.8310 I .2722 .2761 .2800 .2863 .2925
6.2475 I .2988 .3050 .3113 .3175 .3238
6.6640 I .3300 .3363 .3425 .3488 .3550
7.0805 I .3613 .3675 .3738 .3800 .3862
7.4970 .3925 .3987 .4050 .4112 .4175
7.9135 .4237 .4300 .4362 .4425 .4487
8.3300 .4550 .4612 .4675 .4737 .4800
8.7465 I .4862 .4925 .4987 .5050 .5167
9.1630 I .5283 .5400 .5517 .5633 .5750
9.5795 I .5867 .5983 .6100 .6217 .6333
9.9960 .6450 .6567 .6683 .6800 .6917
10.4125 I .7033 .7150 .7308 .7467 .7625
10.8290 I .7783 .7942 .8100 .8258 .8417
11.2455 I .8575 .8733 .8892 .9050 .9600
11.6620 I 1.0150 1.0700 1.1900 1.3100 1.5450
12.0785 I 2.0150 2.2500 2.3700 2.4250 2.4800
12.4950 I 2.5350 2.5508 2.5667 2.5825 2.5983
12.9115 I 2.6142 2.6300 2.6458 2.6617 2.6775
13.3280 I 2.6933 2.7092 2.7250 2.7367 2.7483
13.7445 I 2.7600 2.7717 2.7833 2.7950 2.8067
14.1610 2.8183 2.8300 2.8417 2.8533 2.8650
14.5775 I 2.8767 2.8883 2.9000 2.9117 2.9233
14.9940 I 2.9350 2.9413 2.9475 2.9538 2.9600
15.4105 I 2.9663 2.9725 2.9788 2.9850 2.9913
15.8270 I 2.9975 3.0038 3.0100 3.0163 3.0225
16.2435 I 3.0288 3.0350 3.0413 3.0475 3.0538
16.6600 I 3.0600 3.0663 3.0725 3.0788 3.0850
17.0765 I 3.0913 3.0975 3.1038 3.1100 3.1163
17.4930 3.1225 3.1288 3.1350 3.1413 3.1475
17.9095 I 3.1538 3.1600 3.1639 3.1678 3.1717
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve Page 4.06
Name.... RDU NOAA 2yr Tag: 2 Event: 2 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 2yr Tag: 2
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
---------I-
18.3260 I ----------------
3.1756 ----------
3.1794 --------------
3.1833 --------
3.1872 -------------
3.1911
18.7425 I 3.1950 3.1989 3.2028 3.2067 3.2106
19.1590 I 3.2144 3.2183 3.2222 3.2261 3.2300
19.5755 I 3.2339 3.2376 3.2417 3.2456 3.2494
19.9920 I 3.2533 3.2572 3.2611 3.2650 3.2689
20.4085 I 3.2728 3.2767 3.2806 3.2844 3.2883
20.8250 I 3.2922 3.2961 3.3000 3.3039 3.3078
21.2415 I 3.3117 3.3156 3.3194 3.3233 3.3272
21.6580 I 3.3311 3.3350 3.3389 3.3428 3.3467
22.0745 3.3506 3.3544 3.3583 3.3622 3.3661
22.4910 3.3700 3.3739 3.3778 3.3817 3.3856
22.9075 I 3.3894 3.3933 3.3972 3.4011 3.4050
23.3240 I 3.4089 3.4128 3.4167 3.4206 3.4244
23.7405 I 3.4283 3.4322 3.4361 3.4400
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve Page 4.07
Name.... RDU NOAA Syr Tag: 5 Event: 5 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 5yr Tag: 5
SYNTHETIC CUMULATIVE RAINFALL(in)
Time Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
---------I-
.0000 I ----------------
.0000 ----------
.0049 --------------
.0097 -----------
.0146 ----------
.0194
.4165 I .0243 .0292 .0340 .0389 .0438
.8330 I .0486 .0535 .0583 .0632 .0681
1.2495 .0729 .0778 .0826 .0875 .0924
1.6660 I .0972 .1021 .1069 .1118 .1167
2.0825 I .1215 .1264 .1313 .1361 .1410
2.4990 I .1458 .1507 .1556 .1604 .1653
2.9155 .1701 .1750 .1799 .1847 .1896
3.3320 I .1944 .1993 .2042 .2090 .2139
3.7485 I .2188 .2236 .2285 .2333 .2382
4.1650 I .2431 .2479 .2528 .2576 .2625
4.5815 I .2674 .2722 .2771 .2819 .2868
4.9980 I .2917 .2965 .3014 .3063 .3111
5.4145 I .3160 .3208 .3257 .3306 .3354
5.8310 I .3403 .3451 .3500 .3579 .3658
6.2475 .3738 .3817 .3896 .3975 .4054
6.6640 I .4133 .4213 .4292 .4371 .4450
7.0805 I .4529 .4608 .4688 .4767 .4846
7.4970 I .4925 .5004 .5083 .5163 .5242
7.9135 I .5321 .5400 .5479 .5558 .5638
8.3300 I .5717 .5796 .5875 .5954 .6033
8.7465 I .6113 .6192 .6271 .6350 .6494
9.1630 I .6639 .6783 .6928 .7072 .7217
9.5795 I .7361 .7506 .7650 .7794 .7939
9.9960 I .8083 .8228 .8372 .8517 .8661
10.4125 I .8806 .8950 .9163 .9375 .9588
10.8290 I .9800 1.0013 1.0225 1.0438 1.0650
11.2455 I 1.0863 1.1075 1.1288 1.1500 1.2233
11.6620 1.2967 1.3700 1.5233 1.6767 1.9567
12.0785 I 2.4967 2.7767 2.9300 3.0033 3.0767
12.4950 I 3.1500 3.1713 3.1925 3.2138 3.2350
12.9115 I 3.2563 3.2775 3.2988 3.3200 3.3413
13.3280 i 3.3625 3.3838 3.4050 3.4194 3.4339
13.7445 I 3.4483 3.4628 3.4772 3.4917 3.5061
14.1610 3.5206 3.5350 3.5494 3.5639 3.5783
14.5775 I 3.5928 3.6072 3.6217 3.6361 3.6506
14.9940 I 3.6650 3.6729 3.6808 3.6888 3.6967
15.4105 I 3.7046 3.7125 3.7204 3.7283 3.7363
15.8270 I 3.7442 3.7521 3.7600 3.7679 3.7758
16.2435 3.7838 3.7917 3.7996 3.8075 3.8154
16.6600 I 3.8233 3.8313 3.8392 3.8471 3.8550
17.0765 I 3.8629 3.8708 3.8788 3.8867 3.8946
17.4930 I 3.9025 3.9104 3.9183 3.9263 3.9342
17.9095 ( 3.9421 3.9500 3.9549 3.9597 3.9646
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Time-Depth Curve Page 4.08
Name.... RDU NOAA Syr Tag: 5 Event: 5 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA Syr Tag: 5
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Output Time increment = .0833 hrs
hrs I Time on left represents time for first value in each row.
---
--------
---------I-
18.3260 I ----------------
3.9694 -----------
3.9743 ---------
3.9792 -----------
3.9840 --
-
3.9889
18.7425 I 3.9938 3.9986 4.0035 4.0083 4.0132
19.1590 I 4.0181 4.0229 4.0278 4.0326 4.0375
19.5755 I 4.0424 4.0472 4.0521 4.0569 4.0618
19.9920 I 4.0667 4.0715 4.0764 4.0813 4.0861
20.4085 I 4.0910 4.0958 4.1007 4.1056 4.1104
20.8250 I 4.1153 4.1201 4.1250 4.1299 4.1347
21.2415 I 4.1396 4.1444 4.1493 4.1542 4.1590
21.6580 I 4.1639 4.1688 4.1736 4.1785 4.1833
22.0745 I 4.1882 4.1931 4.1979 4.2028 4.2076
22.4910 ( 4.2125 4.2174 4.2222 4.2271 4.2319
22.9075 I 4.2368 4.2417 4.2465 4.2514 4.2563
23.3240 I 4.2611 4.2660 4.2708 4.2757 4.2806
23.7405 I 4.2854 4.2903 4.2951 4.3000
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Synthetic Curve
Name.... TypeII 24hr Tag: 1
File.... K:\10\10-0000\100002-Pulte-Davis
Page 4.09
Drive\H-H\BMP\Wet Pond 061010.ppw
CUMULATIVE RAINFALL FRACTIONS
Time I Output Time increment = .1000 hrs
hrs Time on left represents time for first value in each row.
---------I-
.0000 I ----------------
.000 --------------
.001 ------------
.002 ---------
.003 ----------
.004
.5000 I .005 .006 .007 .008 .009
1.0000 I .011 .012 .013 .014 .015
1.5000 I .016 .017 .018 .020 .021
2.0000 I .022 .023 .024 .026 .027
2.5000 I .028 .029 .031 .032 .033
3.0000 I .035 .036 .037 .038 .040
3.5000 I .041 .042 .044 .045 .047
4.0000 I .048 .049 .051 .052 .054
4.5000 I .055 .057 .058 .060 .061
5.0000 I .063 .065 .066 .068 .070
5.5000 I .071 .073 .075 .076 .078
6.0000 I .080 .082 .084 .085 .087
6.5000 I .089 .091 .093 .095 .097
7.0000 I .099 .101 .103 .105 .107
7.5000 I .109 .111 .113 .116 .118
8.0000 I .120 .122 .125 .127 .130
8.5000 I .132 .135 .138 .141 .144
9.0000 I .147 .150 .153 .157 .160
9.5000 I .163 .166 .170 .173 .177
10.0000 I .181 .185 .189 .194 .199
10.5000 I .204 .209 .215 .221 .228
11.0000 I .235 .243 .251 .261 .271
11.5000 I .283 .307 .354 .431 .568
12.0000 .663 .682 .699 .713 .725
12.5000 I .735 .743 .751 .759 .766
13.0000 I .772 .778 .784 .789 .794
13.5000 I .799 .804 .808 .812 .816
14.0000 I .820 .824 .827 .831 .834
14.5000 I .838 .841 .844 .847 .850
15.0000 I .854 .856 .859 .862 .865
15.5000 I .868 .870 .873 .875 .878
16.0000 I .880 .882 .885 .887 .889
16.5000 I .891 .893 .895 .898 .900
17.0000 I .902 .904 .906 .908 .910
17.5000 I .912 .914 .915 .917 .919
18.0000 I .921 .923 .925 .926 .928
18.5000 I .930 .931 .933 .935 .936
19.0000 I .938 .939 .941 .942 .944
19.5000 I .945 .947 .948 .949 .951
20.0000 I .952 .953 .955 .956 .957
20.5000 I .958 .960 .961 .962 .964
21.0000 I .965 .966 .967 .968 .970
21.5000 I .971 .972 .973 .975 .976
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Synthetic Curve
Name.... TypeII 24hr Tag: 1
File.... K:\10\10-0000\100002-Pulte-Davis
Page 4.10
Drive\H-H\BMP\Wet Pond 061010.ppw
CUMULATIVE RAINFALL FRACTIONS
Time I Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
---------I-
22.0000 ----------------
.977 ---------------
.978 -----------
.979 ------
.981 -------------
.982
22.5000 .983 .984 .985 .986 .988
23.0000 I .989 .990 .991 .992 .993
23.5000 I .994 .996 .997 .998 .999
24.0000 I 1.000
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Synthetic Cumulative Depth
Name.... TypeII 24hr Tag: 1
File.... K:\10\10-0000\100002-Pulte-Davis
Storm... TypeII 24hr Tag: 1
Page 4.11
Event: 1 yr
Drive\H-H\BMP\Wet Pond 061010.ppw
CUMULATIVE RAINFALL DEPTHS (in)
Time I Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
---------I-
.0000 I -----------
.0000 ----------------
.0030 --------
.0061 ----------------
.0092 ----------
.0122
.5000 I .0154 .0185 .0218 .0250 .0282
1.0000 I .0315 .0348 .0382 .0416 .0449
1.5000 I .0484 .0518 .0554 .0589 .0624
2.0000 .0660 .0696 .0733 .0770 .0806
2.5000 I .0844 .0881 .0920 .0958 .0996
3.0000 .1035 .1074 .1114 .1154 .1193
3.5000 I .1234 .1274 .1316 .1357 .1398
4.0000 I .1440 .1482 .1525 .1569 .1613
4.5000 I .1658 .1703 .1749 .1795 .1842
5.0000 I .1890 .1938 .1987 .2037 .2087
5.5000 I .2138 .2189 .2241 .2293 .2346
6.0000 I .2400 .2454 .2509 .2565 .2621
6.5000 I .2678 .2735 .2793 .2851 .2910
7.0000 I .2970 .3030 .3091 .3153 .3215
7.5000 I .3278 .3341 .3405 .3469 .3534
8.0000 I .3600 .3668 .3738 .3812 .3888
8.5000 I .3968 .4050 .4136 .4224 .4316
9.0000 I .4410 .4506 .4602 .4698 .4794
9.5000 I .4890 .4988 .5092 .5200 .5312
10.0000 I .5430 .5554 .5684 .5822 .5968
10.5000 I .6120 .6282 .6456 .6642 .6840
11.0000 I .7050 .7280 .7540 .7828 .8144
11.5000 I .8490 .9205 1.0631 1.2924 1.7036
12.0000 I 1.9890 2.0459 2.0959 2.1391 2.1755
12.5000 I 2.2050 2.2303 2.2541 2.2763 2.2969
13.0000 I 2.3160 2.3339 2.3509 2.3671 2.3825
13.5000 I 2.3970 2.4108 2.4240 2.4366 2.4486
14.0000 I 2.4600 2.4710 2.4818 2.4924 2.5027
14.5000 I 2.5129 2.5228 2.5326 2.5421 2.5514
15.0000 I 2.5605 2.5694 2.5781 2.5866 2.5948
15.5000 I 2.6029 2.6107 2.6184 2.6258 2.6330
16.0000 I 2.6400 2.6469 2.6537 2.6604 2.6670
16.5000 I 2.6736 2.6801 2.6865 2.6928 2.6991
17.0000 I 2.7053 2.7114 2.7174 2.7234 2.7293
17.5000 I 2.7351 2.7408 2.7465 2.7521 2.7576
18.0000 I 2.7630 2.7684 2.7737 2.7789 2.7840
18.5000 ( 2.7891 2.7941 2.7990 2.8038 2.8086
19.0000 I 2.8133 2.8179 2.8224 2.8269 2.8313
19.5000 2.8356 2.8398 2.8440 2.8481 2.8521
20.0000 I 2.8560 2.8599 2.8638 2.8676 2.8715
20.5000 I 2.8753 2.8791 2.8829 2.8867 2.8905
21.0000 I 2.8943 2.8980 2.9017 2.9054 2.9091
21.5000 I 2.9128 2.9165 2.9201 2.9238 2.9274
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Synthetic Cumulative Depth Page 4.12
Name.... TypeII 24hr Tag: 1 Event: 1 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... TypeII 24hr Tag: 1
CUMULATIVE RAINFALL DEPTHS (in)
Time Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in
------ each row.
----------
---------I-
22.0000 I ---------------
2.9310 ------------
2.9346 --------
2.9382 ----------
2.9417 2.9453
22.5000 2.9488 2.9523 2.9558 2.9593 2.9628
23.0000 I 2.9663 2.9697 2.9731 2.9765 2.9799
23.5000 I 2.9833 2.9867 2.9900 2.9934 2.9967
24.0000 I 3.0000
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.01
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 320.50 ft
Increment = .10 ft
Max. Elev.= 326.00 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
---------
-----------------
Orifice-Circular ----
00 ---> CL 321.800 326.000
Inlet Box RO ---> CL 324.100 326.000
Orifice-Circular DD ---> CL 320.500 326.000
Culvert-Circular CL ---> TW 316.500 326.000
TW SETUP, DS Channel
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.02
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 4
Invert Elev. = 321.80 ft
Diameter = .9500 ft
Orifice Coeff. _ .600
Structure ID = RO
Structure Type = Inlet Box
-----------------
-------------------
# of Openings = 1
Invert Elev. = 324.10 ft
Orifice Area = 12.5664 sq.ft
Orifice Coeff. _ .600
Weir Length = 12.57 ft
Weir Coeff. = 2.800
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = DD
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 320.50 ft
Diameter = .1200 ft
Orifice Coeff. _ .600
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.03
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type
--------- = Culvert-Circular
------------------
---------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 316.50 ft
Dnstream Invert = 317.00 ft
Horiz. Length = 117.00 ft
Barrel Length = 117.00 ft
Barrel Slope = -.00427 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000
Kb = .012411
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) = 1.064
T2 ratio (HW/D) = 1.209
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 Elev = 318.63 ft ---> Flow = 15.55 cfs
At T2 Elev = 318.92 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.04
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ---------- --- ------------
Elev. Q TW E lev Error
ft
-------- cfs
------- f
----- t +/-ft
--- - Contributi ng Structures

320.50
.00
Free ----
Outfall -----------
(no Q: OO ---
,RO ------------
,DD,CL)
320.60 .01 Free Outfall DD,CL (no Q: OO,RO)
320.70 .02 Free Outfall DD,CL (no Q: OO,RO)
320.80 .03 Free Outfall DD,CL (no Q: OO,RO)
320.90 .03 Free Outfall DD,CL (no Q: OO,RO)
321.00 .04 Free Outfall DD,CL (no Q: 00,RO)
321.10 .04 Free Outfall DD,CL (no Q: OO,RO)
321.20 .04 Free Outfall DD,CL (no Q: OO,RO)
321.30 .05 Free Outfall DD,CL (no Q: OO,RO)
321.40 .05 Free Outfall DD,CL (no Q: 00,RO)
321.50 .05 Free Outfall DD,CL (no Q: 00,RO)
321.60 .06 Free Outfall DD,CL (no Q: OO,RO)
321.70 .06 Free Outfall DD,CL (no Q: OO,RO)
321.80 .06 Free Outfall DD,CL (no Q: OO,RO)
321.90 .20 Free Outfall OO,DD,CL (no Q: RD)
322.00 .58 Free Outfall OO,DD,CL (no Q: RD)
322.10 1.20 Free Outfall OO,DD,CL (no Q: RD)
322.20 2.02 Free Outfall OO,DD,CL (no Q: RD)
322.30 3.03 Free Outfall OO,DD,CL (no Q: RD)
322.40 4.19 Free Outfall OO,DD,CL (no Q: RD)
322.50 5.51 Free Outfall OO,DD,CL (no Q: RD)
322.60 6.91 Free Outfall OO,DD,CL (no Q: RD)
322.70 8.41 Free Outfall OO,DD,CL (no Q: RD)
322.80 9.96 Free Outfall OO,DD,CL (no Q: RD)
322.90 10.87 Free Outfall OO,DD,CL (no Q: RD)
323.00 11.70 Free Outfall OO,DD,CL (no Q: RD)
323.10 12.48 Free Outfall OO,DD,CL (no Q: RD)
323.20 13.22 Free Outfall OO,DD,CL (no Q: RD)
323.30 13.91 Free Outfall OO,DD,CL (no Q: RD)
323.40 14.56 Free Outfall OO,DD,CL (no Q: RD)
323.50 15.19 Free Outfall OO,DD,CL (no Q: RD)
323.60 15.80 Free Outfall 00,DD,CL (no Q: RD)
323.70 16.40 Free Outfall OO,DD,CL (no Q: RD)
323.80 16.95 Free Outfall OO,DD,CL (no Q: RD)
323.90 17.50 Free Outfall OO,DD,CL (no Q: RD)
324.00 18.02 Free Outfall OO,DD,CL (no Q: RD)
324.10 18.54 Free Outfall 00,DD,CL (no Q: RD)
324.20 20.14 Free Outfall OO,RO,DD,CL
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.05
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------------- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft
----- - Contributing
------------- Structures
------------
-------
324.30 -------
22.65 ------
Free --
Outfall OO,RO,DD,CL
324.40 25.76 Free Outfall OO,RO,DD,CL
324.50 28.78 Free Outfall OO,RO,DD,CL
324.60 30.55 Free Outfall OO,RO,DD,CL
324.70 32.34 Free Outfall OO,RO,DD,CL
324.80 34.11 Free Outfall OO,RO,DD,CL
324.90 35.72 Free Outfall OO,RO,DD,CL
325.00 37.12 Free Outfall OO,RO,DD,CL
325.10 38.14 Free Outfall OO,RO,DD,CL
325.20 38.58 Free Outfall RO,CL (no Q: OO,DD)
325.30 38.89 Free Outfall RO,CL (no Q: OO,DD)
325.40 39.20 Free Outfall OO,RO,DD,CL
325.50 39.51 Free Outfall RO,CL (no Q: OO,DD)
325.60 39.80 Free Outfall RO,CL (no Q: OO,DD)
325.70 40.10 Free Outfall RO,CL (no Q: OO,DD)
325.80 40.40 Free Outfall RO,CL (no Q: OO,DD)
325.90 40.69 Free Outfall RO,CL (no Q: OO,DD)
326.00 40.99 Free Outfall RO,CL (no Q: OO,DD)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
•
•
•
•
i
•
•
•
•
•
•
Type.... Pond E-V-Q Table
Name.... BMP 1
Page 6.01
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
LEVEL POOL ROUTING DATA
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
work_pad.hyg - BMP 1 IN 2
work pad.hyg - BMP 1 OUT 2
BMP 1
BMP 1
Outlet 1
--------
Starting ------------
WS Elev = ---------
320.50 ----
ft -
Starting Volume = .000 ac- ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft
------------- cfs
-----
- ac-ft sq.ft cfs cfs cfs

320.50 --
---
.00 ---------
.000 ---- --------
9731 -----------
.00 ------------
.00 ----------
.00
320.60 .01 .023 10119 .00 .01 11.04
320.70 .02 .046 10514 .00 .02 22.51
320.80 .03 .071 10917 .00 .03 34.42
320.90 .03 .097 11328 .00 .03 46.78
321.00 .04 .123 11746 .00 .04 59.61
321.10 .04 .150 11871 .00 .04 72.73
321.20 .04 .178 11997 .00 .04 86.00
321.30 .05 .205 12124 .00 .05 99.40
321.40 .05 .233 12251 .00 .05 112.94
321.50 .05 .262 12379 .00 .05 126.63
321.60 .06 .290 12508 .00 .06 140.46
321.70 .06 .319 12637 .00 .06 154.43
321.80 .06 .348 12767 .00 .06 168.55
321.90 .20 .378 12898 .00 .20 182.94
322.00 .58 .407 13029 .00 .58 197.73
322.10 1.20 .437 13066 .00 1.20 212.84
322.20 2.02 .467 13103 .00 2.02 228.20
322.30 3.03 .497 13139 .00 3.03 243.79
322.40 4.19 .528 13176 .00 4.19 259.57
SIN:
Bentley PondPack (10.00.027.00)
Bentley Systems, Inc.
2:50 PM 6/11/2010
•
•
•
•
•
•
i
•
•
•
Type.... Pond E-V-Q Table
Name.... BMP 1
Page 6.02
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
LEVEL POOL ROUTING DATA
HYG Dir = K:\10\10-0000\100002-Pulte-Davis
Inflow HYG file = work pad.hyg - BMP 1 IN
Outflow HYG file = work pad.hyg - BMP 1 OUT
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 320.50 ft
Starting Volume = .000 ac- ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
Elevation Outflow Storage Area
ft cfs ac-ft
------
---- sq.ft
----------
------------
322.50 -------------
5.51 --
.558 13213
322.60 6.91 .588 13250
322.70 8.41 .619 13287
322.80 9.96 .649 13325
322.90 10.87 .680 13362
323.00 11.70 .711 13399
323.10 12.48 .741 13431
323.20 13.22 .772 13463
323.30 13.91 .803 13495
323.40 14.56 .834 13527
323.50 15.19 .865 13559
323.60 15.80 .897 13591
323.70 16.40 .928 13623
323.80 16.95 .959 13655
323.90 17.50 .990 13687
324.00 18.02 1.022 13719
324.10 18.54 1.053 13747
324.20 20.14 1.085 13774
324.30 22.65 1.117 13802
324.40 25.76 1.148 13829
Drive\H-H\BMP\
2
2
Infilt. Q Total 2S/t + 0
cfs cfs cfs
---
---------
.00 ------------
5.51 -------
275.55
.00 6.91 291.65
.00 8.41 307.90
.00 9.96 324.23
.00 10.87 339.96
.00 11.70 355.67
.00 12.48 371.35
.00 13.22 387.03
.00 13.91 402.70
.00 14.56 418.36
.00 15.19 434.04
.00 15.80 449.73
.00 16.40 465.45
.00 16.95 481.15
.00 17.50 496.89
.00 18.02 512.64
.00 18.54 528.41
.00 20.14 545.31
.00 22.65 563.14
.00 25.76 581.60
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Pond E-V-Q Table Page 6.03
Name.... BMP 1
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
LEVEL POOL ROUTING DATA
HYG Dir = K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
Inflow HYG file = work pad.hyg - BMP 1 IN 2
Outflow HYG file = work pad.hyg - BMP 1 OUT 2
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 320.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft
------------ cfs
------------- ac-ft
--------- sq.ft
----------- cfs
------------ cfs
----------- cfs
----------
324.50 28.78 1.180 13857 .00 28.78 600.00
324.60 30.55 1.212 13885 .00 30.55 617.19
324.70 32.34 1.244 13913 .00 32.34 634.42
324.80 34.11 1.276 13940 .00 34.11 651.66
324.90 35.72 1.308 13968 .00 35.72 668.77
325.00 37.12 1.340 13996 .00 37.12 685.70
325.10 38.14 1.372 14081 .00 38.14 702.32
325.20 38.58 1.405 14166 .00 38.58 718.47
325.30 38.89 1.437 14252 .00 38.89 734.56
325.40 39.20 1.470 14338 .00 39.20 750.75
325.50 39.51 1.503 14424 .00 39.51 767.03
325.60 39.80 1.536 14510 .00 39.80 783.41
325.70 40.10 1.570 14597 .00 40.10 799.88
325.80 40.40 1.603 14684 .00 40.40 816.44
325.90 40.69 1.637 14771 .00 40.69 833.10
326.00 40.99 1.671 14858 .00 40.99 849.85
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Pond Routing Summary Page 6.04
Name.... BMP 1 OUT Tag: 1 Event: 1 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... TypeII 24hr Tag: 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
Inflow HYG file = work_pad.hyg - BMP 1 IN 1
Outflow HYG file = work pad.hyg - BMP 1 OUT 1
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 320.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 24.08 cfs at 11.9500 hrs
Peak Outflow = 7.95 cfs at 12.1000 hrs
-----
Peak --------------
Elevation = -----------
322.67 -----------------------
ft
Peak Storage = .609 ac-ft
MASS BALANCE
------------- (ac-ft)
-------------
+ Initial Vol = .000
+ HYG Vol IN = 1.343
- Infiltration = .000
- HYG Vol OUT = 1.281
- Retained Vol = .063
Unrouted Vol = -.000 ac-ft
(.008% of Inflow Volume)
SIN:
Bentley PondPack (10.00.027.00)
2:50 PM
Bentley Systems, Inc.
6/11/2010
Type.... Pond Routing Summary Page 6.05
Name.... BMP 1 OUT Tag: 2 Event: 2 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 2yr Tag: 2
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
Inflow HYG file = work_pad.hyg - BMP 1 IN 2
Outflow HYG file = work pad.hyg - BMP 1 OUT 2
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 320.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 33.40 cfs at 12.1000 hrs
Peak Outflow = 11.92 cfs at 12.3000 hrs
--
----
-----
Peak --------------
Elevation = ----------
323.03 -----------------
-
ft
Peak Storage = .719 ac-ft
MASS BALANCE
------------- (ac-ft)
-------------
+ Initial Vol = .000
+ HYG Vol IN = 1.645
- Infiltration = .000
- HYG Vol OUT = 1.580
- Retained Vol = .065
Unrouted Vol = -.000 ac-ft
(.0050 of Inflow Volume)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Pond Routing Summary Page 6.06
Name.... BMP 1 OUT Tag: 5 Event: 5 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 5yr Tag: 5
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
Inflow HYG file = work_pad.hyg - BMP 1 IN 5
Outflow HYG file = work pad.hyg - BMP 1 OUT 5
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 320.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 41.92 cfs at 12.1000 hrs
Peak Outflow = 16.24 cfs at 12.3000 hrs
-----
Peak --------------
Elevation = ----------
323.67 ------------------------
ft
Peak Storage = .920 ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 2.251
- Infiltration = .000
- HYG Vol OUT = 2.183
- Retained Vol = .068
Unrouted Vol = -.000 ac-ft (.003% of Inflow Volume)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Pond Routing Summary Page 6.07
Name.... BMP 1 OUT Tag: 10 Event: 10 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 10yr Tag: 10
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
Inflow HYG file = work_pad.hyg - BMP 1 IN 10
Outflow HYG file = work pad.hyg - BMP 1 OUT 10
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 320.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 48.51 cfs at 12.1000 hrs
Peak
---- Outflow =
-------------- 19.07 cfs at 12.3000 hrs

Peak -
Elevation = -----------
324.13 -----------------------
ft
Peak Storage = 1.064 ac-ft
MASS BALANCE
------------- (ac-ft)
-------------
+ Initial Vol = .000
+ HYG Vol IN = 2.741
- Infiltration = .000
- HYG Vol OUT = 2.672
- Retained Vol = .070
Unrouted Vol = -.000 ac-ft
(.001°% of Inflow Volume)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Type.... Pond Routing Summary Page 6.08
Name.... BMP 1 OUT Tag: 100 Event: 100 yr
File.... K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\Wet Pond 061010.ppw
Storm... RDU NOAA 100yr Tag: 100
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\10\10-0000\100002-Pulte-Davis Drive\H-H\BMP\
Inflow HYG file = work_pad.hyg - BMP 1 IN 100
Outflow HYG file = work pad.hyg - BMP 1 OUT 100
Pond Node Data = BMP 1
Pond Volume Data = BMP 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 320.50 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 63.64 cfs at 12.1000 hrs
Peak
---- Outflow =
-------- 35.42 cfs at 12.2500 hrs

Peak -------
Elevation = ----------
324.88 ------------------------
ft
Peak Storage = 1.302 ac-ft
MASS BALANCE (ac-ft)
--------------------------
+ Initial Vol = .000
+ HYG Vol IN = 4.510
- Infiltration = .000
- HYG Vol OUT = 4.436
- Retained Vol = .073
Unrouted Vol = -.000 ac-ft (.001% of Inflow Volume)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- B -----
BMP 1... 6.01
BMP 1 OUT 1... 6.04, 6.05,
6.06, 6. 07, 6.08
----- 0 -----
Outlet 1... 5.01, 5.04
----- R -----
RDU NOAA 100yr 100... 4.01
RDU NOAA 10yr 10... 4.03
RDU NOAA 14 Desi... 3.01, 3.02
RDU NOAA 2yr 2... 4.05
RDU NOAA 5yr 5... 4.07
----- T -----
TypeII 24hr 1... 4.09, 4.11
----- W -----
Watershed... 1.01, 2.01, 2.02, 2.03,
2.05, 2.06, 2.07, 2.08, 2.09,
2.10, 2.11, 2.12
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:50 PM 6/11/2010
NITROGEN LOADING
CALCULATIONS
Davis Village Subdivision W&R Project 00230002
Stormwater Management Report June 2010
Nitrogen Control Plan
Commercial / Industrial / Residential Sites with Known Impervious Area
Project Title: Davis Village
Part I. Riparian Buffers
Area includes riparian buffers?
If yes,
River Basin?
Basis for Exemption
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information
Total Area of Property incl. RNV
Denuded Area
Impervious Area incl. RNV
Managed open space
Protected open space
b. Pre-development loading
13.36 acres
12.72 acres
4.95 acres
7.77 acres
0.64 acres
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
TN Export
Area TN export coeff from use
(acres) (Ihs/ac/vrl 11hs1vrl
0.64 0.6 0.38
12.72 1.2 15.264
0 21.2 0
13.36 15.65
Nitrogen Loading Rate (Ibs/ac/yr) = 1.17
c. Post-development loading
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
TN Export
Area TN export coeff from use
(acres) 11hs/ar_/vr1 11ha/url
2.45 0.6 1.47
5.96 1.2 7.15
4.95 21.2 104.94
13.36 113.56
Nitrogen Loading Rate (Ibs/ac/yr) = 8.50
Proposed BMP(s) Wet Pond & Filter Strip Estimated Buy Down = $10,334
Nitrogen Load after BMPs = 4.51 Ibs/ac/yr
Nitrogen Load offset by Payments = 0.91 Ibs/ac/yr
Net change in on-site N Load = 4.90 Ibs/ac/yr
01%Nttorr rt
Part III. Control of Peak Stormwater Flow (for 1 year, design storm) .0• Y?!
.? , er,FESStn:? . 4
Calculated Pre-development Peak Flow 9.68 cfs SEAL
Calculated Post-development Peak Flow 27.6 cfs z
Proposed BMP(s) 1 Wet Detention Ponds
Post BMP Peak Flow 7.95 cfs , f ?••F/Y
I, the undersigned, certify to the best of my knowledge that the above information is correct JF
to inN
Supply notes & details showing control of Nitrogen and peak stormwater runoff. 3/8/2006/
[X] No [ ] Yes [ ] Exempt
[X] 50 foot [X ] 100 foot
[X] Neuse [ ] Cape Fear
c?
Nitrogen Loading Calculations
Project Name: Davis Village
Project #: 2100002
TOTAL TRACT
Total Area: 581,962 sgft. = 13.36 ac.
Impervious, 215,622 sqft. = 4.95 ac.
Natural Open Space Area: 106,722 sgft. = 2.45 ac.
Managed Open Space Area: 259,618 sgft. = 5.96 ac.
Lot Area:.- 0 sgft. = 0.00 ac.
Date:
Computed by:

KI .I
Estimated Pre-Development TN Loading
Type of Land Cover Acres TN Export Coeff. TN EXPORT (Ibs/yr)
(Ibs/ac/yr)
Permanently Protected Undisturbed Area 0.64 0.6 0.38
Permanently Protected Managed Area 0.00 1.2 0.00
Impervious Surface 12.72 21.2 269.66
Totals 13.36 20.2 270.05
Estimated Post-Development TN Loading
Drainage Area A: To Wet Pond #1
Type of Land Cover Acres TN Export Coeff. TN EXPORT (Ibs/yr)
(Ibs/ac/yr)
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 4.32 1.2 5.18
Impervious Area 4.95 21.2 104.94
Totals 9.27 110.12
?a 111a c Mr- F%CUUUUVII IVI VVeI rona: z0
1/0
Estimated Drainage Area A Nitrogen Loading Reduction: 27.53 Ibs/yr
TN Export 82.59 Ibs/yr
Estimated BMP Reduction for Filter Strip: 30.00%
Estimated Nitrogen Loading Reduction 24.78 Ibs/yr
Drainage Area B: To Dry Pond #N/A
Type of Land Cover Acres TN Export Coeff. TN EXPORT (Ibs/yr)
(Ibs/ac/yr)
Permanently Protected Undisturbed Area 0.00 0.6 0
00
Permanently Protected Managed Area 1.2 .
0.00
Impervious Area 21.2 0.00
Totals 0.00 0.00
--1,11 mu owir meaucuon Tor ury Fond: 10 %
Estimated Drainage Area B Nitrogen Loading Reduction for Wet Pond: 0.00 Ibs/yr
•
•
•
•
•
•
•
Drainage Area C: To Wet Pond #N/A
Type of Land Cover Acres TN Export Coeff. TN EXPORT (Ibs/yr)
(Ibs/ac/yr)
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 1.2 0.00
Impervious Area 21.2 0.00

Totals 0.00 0.00
Estimated BMP Reduction for Wet Pond: 25 %
Estimated Drainage Area C Nitrogen Loading Reduction: 0.00 Ibs/yr
Drainage Area D: Untreated Area through Buffer
Type of Land Cover Acres TN Export Coeff. TN EXPORT (Ibs/yr)
(Ibs/ac/yr)
Permanently Protected Undisturbed Area 2.45 0.6 1.47
Permanently Protected Managed Area 1.64 1.2 1.97
Impervious Area (trail) 21.2 0.00

Totals 4.09 3.44
Estimated 8MP Reduction for Sheet Flow through Buffer: 30 %
Estimated Drainage Area D Nitrogen Loading Reduction: 1.03 Ibs/yr
Drainage Area E: Buffer Area
Type of Land Cover Acres TN Export Coeff. TN EXPORT (Ibs/yr)
(Ibs/ac/yr)
Permanently Protected Undisturbed Area 0.6 0.00
Permanently Protected Managed Area 0.00 1.2 0.00
Impervious Area 0.00 21.2 0.00

Totals 0.00 0.00
tsurnmea bW' Keauction: 0 "/o
Estimated Drainage Area E Nitrogen Loading Reduction: 0.00 Ibs/yr
Estimated Project Pre-BMP TN Export: 113.56 Ibs/yr
Estimated Project BMP TN Removal: 53.34 Ibs/yr
Estimated Project TN Load Rate After BMPs: 4.51 Ibs/ac/yr
Estimated Project Composite Nitrogen Loading Rate Reduction: 46.97 %
Estimated Buy Down $10,334
BMP SIZING
CALCULATIONS
Davis Village Subdivision W&R Project 00210002
Stormwater Management Report June 2010
Project Name: Davis Village Townhomes
City/State: Cary, NC
Project #: 2100002
Date: 11-Jun-10
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiencv in the PiPdmnnt
% 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
Ivland9ernenl Yracilces, pg. 5, April 1999
Total Area = 9.27 Ac
Streets = 69349 SF 1.59 Ac
Sidewalk = 14948 SF 0.34 Ac
House = 94285 SF 2.16 Ac
Driveway = 24930 SF 0.57 Ac
Patio = 12284 SF 0.28 Ac
Total Impervious Area = 4.95 Ac
% Impervious Surface Area = 53.44 %
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ration = 2.18 % From Table 1.1
Minimum pond surface area (SA) = (DA * SA/DA ratio)/100
SA = 0.202 acres
8803 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.531 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.410 acre-ft
17867 cu. ft.
Project Name: Davis Village Townhomes
City/State: Cary, NC
STORMWATER BMP - Wet Detention Pond
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
Variables
WQ Volume: 0.41 Acre-ft 17859.6 cf
Head: 2.17 ft 1.085 ft
Draw down time: 72 hrs 259200s
Orifice Area = 0.013738 sq. ft 1.978291 sq. in
Orifice Diameter = 1.587086 in
USE 1.5 In DIAMETER ORIFICE
Actual Diameter = 0.012272 sq ft
Crest Elevation = 321.50 msl
Orifice Elevation = 318.20 msl
Head = 3.36 ft
Flow = 0.11 cfs
Project #: 2080134
Date: 11-Jun-10
Constants
9= 32.2 ft/s2
Cd= 0.6
\ 3
\ \ \ \ ~l~ 1 1
\ ~ ~ \
I ~ \ \ \ /
r \ ~ \ ~ \ f ~ ~ \ t' \ \ ~ \ / 1 ~
I v~vvv~ \ _ A ~
III v~ \ ~ A ~ - \ vv -ii
~ 1 ~~v vv v~ g ~vv S III. ~ vv v v ~ v I . r' vv ~ \ v ~ 1/ I
I I 1 vv vv ~ v~ ti ~v vv„ A 0
I / x
p ~ .l l.~ °o_~ ~ ' li
55 I',rl v ~ \ r' I~ - ~I / ~ ~ ~ ~ ~ / I II ExiST \ ~ II
1'' ~ l 11
I. • ~I~ ~ ~---r".-. I(i . ~ \ ~ v ~ ll
ill 50 NE SE 50' UTB 1 , ti I + ~
fl , c B FF R 1 v'' I ~ \ ME U D FROM HE i \ \ ~ v ~l r~ ~ 11 ' lid
• ' + TOP BANK) I / VA\ ~0 ~ \ V lei \ o
1(l 't I ~ , ~ ~ , ~ \ Q IIII ; I~ { / ~ ~ ~ \
/ \ \ I •111 ~ 50 1 ~ f ~ . III 13 ~ \ \ Ill ~ 1 lll~
III I Z E / 1 \ I 11 l ll 1 ~
I, ZO E 1 1 / I / \ \ \ I~\ III : , , 1 ll
i ~ I I oe i 1 \ ~ ~ ~ ~ e~ 11 1 1 I \ ~ 111 ~
l I oo ~ ~ / ! ~ i \ l~
l I ` ~ NcE 560 IIV / ~ 2~ \ \ I I ~ \ 9 ~~l ~ 1 ~ ® ~
LECTRIC METER 1 11~ ~ ,
f l, l I I ~ I 1 TELEPHONE ~ 0 '
i Il ~ll / / 29 I I ) ~ \ ~ ' \ x ~ru~c sicwv. l 2 EIP 1 i i \ ~ o i C SIGNAL ~I I .ER CABINET ~ ~ f ~ A+JG ~ 20~a
I f(~~ I(~ ~ l l i i ~ \ ~ ~ ~ / corrrROU.ER cAeiNSr EIP i ~ 1 / / i \ \ (i / / ~ - SIGNAL
~ 1 DENR.~ATER~OU~L1Tti
STd1~'~,TER ~
Isr ~ OH~- _..4
r
5 62 ~ 1 1 3 / , r ~ ~ ~ t ~ a ~
lia+oo ~ ~TORMWATER MANAGEMENT NOTES
a I / / / ~ rY A~ °v ~ A ~ / 5 ~ ~ o slc l~---~ 15+oc 1. THE PROJECT WELL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST
O ~ / / ~ ? MANAGEMENT PRACTICES AND ENGINEERED STORMWATER CONTROL
I ~ o ~ STRUCTURES AS OUTLINED IN THE TOWN OF CARP LAND DEVELOPMENT
0 < / ~ / I ORDINANCE (CHAPTER 4, PART 4.6},
r, f / , , ~ ~ / / / ~ 1 \ i ~ / ~ 1 T t ~ ~ r- STORMWATER RUNOFF S~IMMARY:
( r ~ a ~ : l l 43 ~ r ~ --7 , ~ I ~ + 1-YEAR PRE-DEVELOPED PEAK FLOW = 9.68 CFS
.r- e ` I ~ ~ ~ 1-YEAR POST-DEVELOPED PEAK FLOW = 8.29 CFS
V /
( i , ' ; ~
l I l 11 1 / / l s ~ ~ 49 ~ / / ; I • ~ / / / ~ r 0 t ~ ~ h:;?;~
w III 1 / / 1 / / , . ~ /
' z / I l ~ / w i I it / / 1 ~o / 1 f
!III t9 I / ~ / ~ ~ ( "I ~ ~ ! I f STORM DRAINAGE SYSTEM TAE3LE ~s~i.' W
563 ~ I 1 1 1 / s ~ I / / I ~ / / ~ I I ~ 1 I II ~ ~ ' (1 S J I 1 ( / / N / / ! ~ II p J' DRAINAGE TOTAL INLET RUNOFF 0 0 FULL FULL INVERT INVERT UP
I I 1 1 1 11 l s / / / ~ 1 j ~ I I FROM TO AREA AREA INTENSfTY COEFF INLET TOTAL SLOPE SIZE CAPACITY VELOCITY LENGTH UP DOWN TOP EL MATERIAL
. i i IIII ~ ( I / `5`~ rs;~: ~ ll l I I t - " / / / , I I 1 ~ 1 I ( ~ / ! y~ ~ t;: ~I I ~ ~ (I AC AC IN HR C CFS CFS %1 IN CFS FT SEC FT FT FT FT I
i I I - l~ L:` ~ I Y128 Y127 0.07 0.07 7.06 0.40 0.20 0.20 3.43 12 6.60 8.42 101.93 349.00 345.50 352.00 HPDE
I V I I II ~ I 13~ 1 i ~ :I ; I ~ a~ I ~ 1 ~ ~ i ~
I P ~ 1 $ j ~ i ~ I ~ ~ ~ I I Y126 CB24 0 36 0 80 7.08 0.50 1.27 2.78 2.09 15 9.34 7.63 23.90 341.65 341.15 345.00 ROPE ~I;'::~ ~ ~ C825 CB24 0.39 1.19 7.08 0.60 1.66 t,ss 1.89 15 8.87 7.26 95.47 342.70 340.90 347.67 RCP
/ I I 1 \ ~ \ 1 + ~9 ~ r25 ~ ~ ~ P I I CB24 Y?32 0.07 1.26 7,08 0.65 0,32 4.76 5,09 15 14.56 11,91 72.76 340,55 336.89 345.91 HPDE
~ J ~ Y132 YI31 0.08 1.34 1,08 0.60 0.34 5.10 5A2 15 14.47 11.83 137.44 336.75 329,85 340,00 HPDE
/ I I f l~ \ I ~ 8 / / \ \ \ \ 1 ",L ~ r / i ~ ~ ~ ~ ~ I I Y130 FE529 0.03 ` 1.65 7.08 0.60 0.13 6,42 5.59 18 15.207 12 48 184.92 325.25 320.50 328.75 HPDE
! ~ \ I 6- 1
564 > \ ~ ~ L~ 4 ~-I~;' ~ 'I , ~ I CB23 CB22 0.46 0.46 7.06 0.65 2.12 2,12 1.25 15 7.22 5.90 32.00 342.50 342.10 346.35 RCP
a ( ~ ~ o ~ 3 ~ ~ ~ / / 1 a ( M t I ~ n a ~ ~ I C822 C821 O.a3 0.43 7.08 0.65 1.96 4,10 3,99 t5 12.90 10.54 37,56 342.00 344.50 345.56 RCP ~ I~,i ~ ~ ~ CB21 CB20 0.06 0.06 7.08 0.65 0.28 4,37 0.56 t5 4.81 3,95 27.00 340,25 340.10 344.02 RCP
` ~ I I CB20 C819 0.16 0.16 7.08 0.65 0.74 5.11 5.63 15 15.32 12.52 38.19 340,00 337,85 344,02 RCP
C619 CB17 0.14 0.14 7.08 0.65 0.64 5,75 4.10 15 13.07 10,69 214,88 337,75 328.95 341.83 RCP f
i/ ~ 1 i 1 I { cu ~ I I a ~ ~ ~ I I C817 C816 0.32 0.32 7.48 0.65 1.47 9.71 2,78 1 B 17 52 9.94 114,96 328.50 325,30 333.02 RCp
~ / ~ / ~ , i :~~...A I I , a J j ~ ~w / i / l ~I/% ~ Yi 26 ~ T 0 ~ ~ ~ ~ ~ I I CB16 FES15 0.72 0.72 7,08 0.65 3.31 13.02 6.28 16 30.21 17.15 49,54 324.60 320.50 330,60 RCP 0-RING
i / I I ~ ~ / ' ~ i I ~ ~6 t 11 / ~ I ~ YI33 C98 0.12 0.12 7.08 0.50 0,42 0.42 0,50 1 ,52 .22 1,75 25.95 24,8 327,50 HP E 3 ~ ~ ~ CB6 CB5 0.16 0,26 7.08 0.65 q.74 1,16 q.52 95 4.65 .61 27,00 324,79 324.65 32$.05 RCP
r CB5 CB4 4.15 0,43 7.08 0,70 0.74_ 1,90 0>50 15 4,55 3.73 76,56 324,55 324,17 328,Q5 RGP
I I I ~ 1 I / / l~ II w 1 f I 7 / l C64 Cpl 0.94 0,57 7,08 0,65 0.65 2.55 0.50 95 4.55 3.73 909.25 324,07 3,5 328.90 RCP
~ r°°~ f ~ ~ YI13 Y112 p,98 0.18 7.06 q.Bq 0.76 0.76 3.tt i2 6,211 6.02 16q.64 34 ,q0 336,Oq 44,80 HPO ~ 11 I ~ YI12 YI11 0,15 0,15 7,08 0.65 0,69 1,45 .5,73. 12 ,53 .10,89 13,79 335,90 328,OQ .339,00 HPpE
a l I \ ~ t I 1 ~ I I ! / 1 1 I p ~ ~ ~ ~ 1 I YI19 C87 0.9 6 0,16 7.08 0.65 0.74 2.19 2.02 12 5,07 6,46 88.95 327,90 325,10 339.00 >~CP
\ / ~ i/ / 1 I I \ \ 1 I \ \I I I CB7 C83 q. t 5 0.15 7.06 0,65 0,69 2.66 1,01 15 6.51 5.30 29.61 326.00 325.70 333.91 RCP
/ I l f ~ M l 1 8 ~ I ~ ~v ~ / / / i I ~ ~ ~ l ,o~Y ;;~c;~ l ~ ~ CB11 CB10 0.47 0.47 7.08 0.70 2.33 2.33 3.37 15 11.85 9,69 109,28 342.00 338,30 346.97 RCP + ' ~ ~ ~ r CB10 C89 0.19 0.19 7.08 0.65 0.87 3.20 3.84 15 12.66 10.34 962.70 338.20 331.95 343.!7 RCP
. ~ / / 1 ~ f v 69 v A I ~uia~ I ~ ~ / / / 1 ~ mil' I ~ 1 _ 70 ( 7 l ~ 1 ~ ~ ` ~ CB9 CB8 0.40 0.40 7.08 0.65 1.84 5.04 1,9 t i5 6.80 5.56 27.02 332.30 332.00 336,87 RCP
l/ I - l I v I ~1 I ~ ~ ~ C88 C63 0.25 0.25 7.08 0.65 1.15 6',20 3.65 16 19,81 11,25 101.46 331.70 328.00 336,82 RCP
' / /1 6 ( t ~ I 1 1 ~ ; ~ / q ~ r.. t , C63 SMH2 0.15 1.12 7.08 0.65 O.fi9 t2.32 0.50 30 28.96 5.92 910.72 322.29 321.72 332.86 RCP ~ ~ ~ I ~ SMH2 FES1 0.00 1.12 7,08 0.00 0.00 12.32 2.01 30 58.16 11.86 41.74 321,34 320.50 327.00 RCP 0-RING
/ / / / / I r I \ ~ ~ I v A I 1 I ~ 1 Ili / / / / ! ~I ~ 1 1
/ I I i A 1__ L_ 1 1~ V I lr 1 / / I 1 { 1 /I ; I~
J ~ I ~ ~ I
11 I / 1 I I I i ~ I I I j 1 / I \ r
II / ~ _ 1~ 1 .1 ~ 1 I ~ 57 ' 1
~ \ \ ~ ,
\ \ I ~ / ! ~ ~ ~ ~ ~ t ~ 1 ti 6 ~ ~ , .
50 1 1 ~ I ~ r~ 5b 1 I I ` v v
RIVER ~ O~iB 1 / / ~ ~ 1 ~ / ~ ~ A \ 1 W E\ \ 1 ti _ l ~ ~ )
(M u 1 I / ~ ~ ~ ~ 1 I ~ ~ \ ~ f ~ ~ ~ II
f::
•ZON l 1 ~ ~ ~ 54 1 G G
1 ~ ~ ~ - v ~ 53 152 I ~ ~ t:~~:;~;: 1 EIP 1 \ ~ \ \ I I / ~ t ! ~ ~ 1 ~ EIP ~ EIP ~ \ II / \ \ 1 C I ,,~y i; i'':
\ I I I'~ X 1 1
a ~ ~ \ X45 ~ ~ ~ ~ I i~a(~ I ~ v \EIP / ~ I I ~ k;'':`t I ~ NOTES:
' I I i. ALL CATCH BASINS LOCATED ON STREETS WITH VALLEY CURB & GUTTER SHALL BE
~v t i v v ~ s I v I C I ~ \ ~ ) / / ( f / ~ I ~ ~ ~ ~ ~ STANDARD TOWN OF CARP GATGH BASINS PER TOC DETALI, 080000,03. PROVIDE
\ t i I ~ I I C I ~ ~ r / / III 1 I 1 1 ~ TRANSITION FROM VALLEY CURB TO STANDARD CURB PER DETAIL ON pETAlL SWEET. ~o~eoaoo~oo~o~,~
~ ,ti~ ~ ~ r / ~ l l 72 / ~ ~ ~I l J ~ v v i ~ i v v b 5 r• ~ i v ~ \ / I ~ ~
0 \ ~ ~ A ~ ~ ,l rr' ~ ~ I ~ ~ I I i I a~ 1 0 I I ~ J 3~ ~ ~ 1 1 ~:~,J ~ ~r : r / / I / ~ A I ~ ~ I ~"Q ~
)I I 1~ I :I. ~ 1 ~ f I ~ r ~ I f ~
~ ~ S~ t I j= - ~ ~J v L. _ I ~ ` ~ ~ ~ e 96498 a ~c:. I I
1 • \ ~ , ~ ; I ~~:~:~Fi~ ~ I b°°~~~/a°tlaop~I~ t 1740~eae°a°~pq0 1{ I~ I I I Cary .Project Number 10-5P-006 °°°°°'~Fp~ ~°°3 0 0
v \ - - ~ _ / ~ v I i 1 ? i 1 ~ dap °~~DOOP80 ~ 6® ...ii.~ B7 ~~m
v A ~ _ ~ EIP ~ ~ ~ _ - 4~''"_`'' Ei~2 ' i o ~ \ / ~ r-------3 ~ ~ v \ 1 ~ I
I 11 ~ ~ w
v ES (15 II ~ ` ~ I
?i a INV 338.64 ELEVATED WOOD DEt,K ~ ® Approved by Date GRAPHIC SCALE
3 FOR TELEPHONE S7 ,I I ~ Planning Date_____ ~o o zs so ioo
574 575 CONTROLLER CABINET ~ ~ ~ Engineering Date 1~~~-~~~~
v ~ 576 4
+ i ~~`I ~ ti ~1 1 inch = 50 h.
N
Y
Designer N0. Revision Date Scale 00 W&R 1" =50' ""A"IS VILLAU"E
1 AS PER TOC REVIEW COMMENTS 04/29/10 KU N
2 AS PER TOC REVIEW COMMENTS 06/14/10 KU Drawn By Date D R A I 00 GAS 3/11/10 0 3 AS PER TOC REVIEW COMMENTS 07/19/10 KU )RAINAGE PLAN S& RAV F. FM Sheet No. ENGINEERS I PLANNERS I SURVEYORS
CN 4 ISSUED MYLAR FOR APPROVAL 07/23/10 KLJ Checked By Job No. 111 MacKenan Drive Carv, North Carolina 27511 tel: [phone] www.withersravenel.com License No. C-0832
WAKE COUNTY NORTH CAROLINA N KU 2100002 CARP 0
Y

r t` ` \ \ ~ ~ \
-S ! ~ \ \ / ' ' 1, ALL CONSTRUCTION SHALL 8E IN ACCORDANCE IMTH THE TOWN OF CARP STANDARDS, SPECIFICAitONS AND DETAILS, LATEST
- - I III \ ~ ~ sT ~ / ~ \ t j REVISION.
1 ~ \ \ ~ \ \ \ ~ \ ~i / ~ J ~ 2. ALL MANHOLES LOCATED OUTSIDE OF PAVED AREAS SHALL HAVE A RIM ELEVATION ONE FOOT ABOVE FINISHED GRADE.
/ vv v \ \ V A / I I ,rt.: , ~vvv A / ,II , v v \ ~ \ /!f I / 3, CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL STRUCTURES DURING THE LIFE OF THE PROJECT, ~ r 4, CONTRACTOR SHALL CONSTRUCT DIVERSION DITCHES AS NECESSARY TO ENSURE ALL SEDIMENT IS DIRECTED INTO EROSION CONTROL
/ / I v v vA A v F MEASURES.
/ I I .I ~ ~v ~ g v ~ / III • . \ v~v vv v 1 ~ ~ vv S~. \ / 5. ALL CATCH BASINS SHALL BE PROTECTED PER TOC STD, 4,14 UNLESS NOTED OTHERWISE. 1~ / 6. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION, LOCATION OF EXISTING UTILITIES SHOWN
/ ~I: ; \ ~\\J ~ W S T VIE R P A O W N / I I ~ I 2~ M E S S ~ J ! f ON PLANS IS BASED ON BEST AVAILABLE INFORMATION BUT CAN BE CONSIDERED ONLY A5 APPROXIMATE.
/ I I I `v `vim B O F A 2006 1 - 1 / 7. CONTRACTOR SHALL ENSURE GRADING OPERATION IS CONDUCTED IN A MANNER THAT DOES NOT ALLOW ANY SED(MENTINTO CREEKS. 1 / ~ ! f 8. STORM WATER DISCHARGES INTO UNNAMED TRIBUTARY OF CRABTREE CREEK,
f \ \ °s ~ \ I I ~ / Ka 0 K O F M / ;Li / I a,.0- \ S X005, PAGE 890 1 8 1 (j / 9. ALL STORM DRAINAGE PIPE SHALL BE PROTECTED DURING CONSTRUCTION IN ACCORDANCE WITH TOC STD, DETAIL 04000.12.
/ 55 {•~II o I I \ \ II - ~ I I I f~¢ ~ 10. CONTRACTOR SHALL PROVIDE RIP RAP LINED TAIL DITCHES AT THE STORM DRAINAGE PIPE DISCHARGE POINTS AS REQUIRED TO J ' ' ENSURE POSITIVE DRAINAGE.
I I 6i I I ~ \ \1 I • l ~ I ! 11, SEDIMENT BASINS SHALL BE KEPT OUT OF WETLAND AREAS.
I I III . t ~ I ~ ~ ~
I I q) 50 N S 50 UTB \ ~ 1 MOCK ~ ry I ~ ~ ' 13. A PRSITE IS y,QT WITHIN A FEMA MAPPED 100 YEAR FLOOD PLAIN, REFERENCE: FIRM MAP ~3720075400J DATED 5/2/0G f I ECONSTRUCTION MEETING MAY BE REQUIRED ~ OR THIS CONSTRUCTION, j 14, PERMANENT GROUND COVER SHALL BE ESTABLISHED EITHER 1N 15 WORKING DAYS OR 90 CALENDAR DAYS, WHICHEVER IS SHORTER,
s \ ' ' ~ I IJII , ~ f~VE B F R ~ I~HECK i i^ \ J ' J PER TOWN OF GARY REQUIREMENTS.
~ 1 ~ TO BANK) ( / a0 Q \ ' 15, TOPSOIL SHALL BE WASTED OFFSITE OR IN FILL AREAS AS SHOWN, 16. TREE PROTECTION FENCING 5HALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED PLANS AND INSPECTED PRIOR TO ISSUANCE
® I III \ \ \ ~ ~'0 r ® I I ~ ~ \ \ ~ ~ QO ~ I 111 ~ \ \ \ I OF A GRADING PERMIT,
® I I .III I i \ \ I II I 3 50 \ \ ( 17, ALL CATCH BASIN HOODS AND DROP INLET GRATES 5HALL BE STAMPED "DRAINS TO RIVER" IN ACCORDANCE VNTH TOWN OF CARY
I \ I 1111 h EtZ E / o~. l 3 ~ 18. ALLNDU T AN F D ILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS DURING ANY PHASE OF CONSTRUCTION,
ZO I \ \ I ' ' 19, ALL STREETS ADJACENT TO THE PROJECT SHALL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL BE REQUIRED, 20. NO STRUCTURAL COMPONENT, INCLUDING FOOTING, GEOGRID, ETC, SHALL EXTEND INTO ANY TOWN OF CARY UTILITY EASEMENT,
( ° YI ~ ~ \ ~VA ~ I ~~~j 1 I ` \ I ~a
( n ~ VA ( 9 \ ~ 1M / I ~ ~ \ ao , I v I ~ ' 21, RETAINING WALLS SHALL BE DESIGNED BY OTHERS. ` ' 22, WATERSHED: CRABTREE CREEK ' 23. CUT AND FILL SLOPES THAT ARE 2:1 OR STEEPER SHALL BE STABILIZED WITH PERMANENT SLOPE RETENTION DEVICES OR A
I T PRA IV~~StO DI C BE / ~ ~ ~ ~ ~ V \ ~V ~ F 560 ii / I ~ v . A\ ~ E SUITABLE COMBINATION QF PLANTINGS AND RETENTION DEVICES. SLOPES GREATER THAN THREE TO ONE (3:1} SHALL NOT BE
R 0 ATED RADI G P 0 D5 / i 2~ I \VA~ ~ NCB I I ~ I I ~ T OVI ITIVE NAG TO f1 I \ \ \ \~\-A \ ~ ~ ~ ~ J ~ G STABILIZED WITH TURF GRASS BUT MUST BE STABILIZED WfTH VEGETATION THAT REQUIRES MINIMAL MAINTENANCE. WEEPING LOVE
I / ~ ~ ~ ~ . S QUE CE FOR I ~ \ \ V~ / r j P GRASS, RED FESCUE OR OTHER APPROVED VARIETY, ( 2a, RISER STRUCTURE AND BARREL MUST BE ON SITE BEFORE THE GRADING PERMIT IS ISSUED.
.i r ~ 2 EIP ~ I i \ \ ~ a x . eECTRic rs~R ~ T~ oaE~~ I 25. THE GRADING PERMIT IMLL y0i BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED NOTIFICATION FROM THE ECOSYSTEM
• EIP i a I ~ ~ ) \ - _ cc;~t~o '~o ~ ENHANCEMENT PROGRAM OR APPROVED MITIGATION BANK THAT A RECEIPT HAS BEEN ISSUED TO THE DEVELOPER AND LOCAL TRn~c sicN~. ~ ' ~ GOVERNMENT STATING THAT THE NITROGEN BUYDOWN HAS BEEN COMPLETED, COiYt}?OiLF:R CN3INET / J
( S~ / - N B TE i ~ ,may ~ r ~516NAL 1
~ $ CONSTRUCTION ~n11 N .F,
I ~ / ~ 1 / ~ \ I ~ _
_ ~ Oy~"-' -.O 1, AFTER PLAN APPROVAL AND BEFORE THE GRADING PERMIIT !S ISSUED, INSTALL TREE PROTECTION FENCING. CALL TOWN OF CARY - / ~ C PLANNING DEPARTMENT FOR ONSITE INSPECTION QF TREE FENCING, CLEAR ONLY AS NECESSARY TO INSTALL FENCING. GRADING PERMIT
TkMPOR DIVERSIO DITC T0~ / J I / ~ I i - / / / a •;w,-,~-•,-..~..` WILL BE ISSUED AFTER TREE PROTECTION FENCING INSTALLATION HAS BEEN APPROVED.
R~LOCAT •AS GRADI PR EE~S 1 , / i ~ i~`~G1`'°~ I ~ _ , - 562 ~ ~ tz / 1 T PROVIpE POSITIVE DRAT E ' / , ~ ~ ~ ~ ~ ~ ' - ' \ 2. A PRECONSTRUCTION CONFERENCE 15 REQUIRED PRIOR TO ISSUANCE OF THE GRADING PERMIT,
3. AT THIS TIME, PUMP DOWN POND THROUGH A SILT BAG. NO LAND DISTURBING ACTIVITY WILL BE ALLOWED UNTIL CERTIFICATE OF J ' ~ ~ COMPLIANCE.
'°°==_-me. I ~ ~ ' 4. INNSTALL SEDIMENT BASINS, CONSTRUCTION ENTRANCE, DIVERSIQN DITCHES, ROCK DAMS, ETC. PRIOR TO ANY CLEARING. CLEAR AND
SMITH ARM I~ I < / / / , ~ ~ 4'~~~'~"~-~~--+ 040 0 03LY AS NECESSARY TO INSTAL! EROSION CONTROL DEVICES. 562 SHALL BE CONSTRUCTED IN ACCORDANCE WITH TOC DETAIL
4. O 0 K 0 MAPS I ~ , / / / ~ / r;,;;~ . ~ v 5. CALL 469-4347 FOR ON-SITE INSPECTION BY TOWN OF CARY INSPECTOR TO OBTAIN CERTIFICATE OF COMPLIANCE. IF APPROVED, BEGIN
! I i14+ao 1 CLEARING AND GRUBBING.
3, 146 n i - , o sic i"-~ a i~roc CONTINUE TO PUMP DOWN POND INTO A SILT BAG, THEN BREACH DAM TO AVOID (LUSH. INSTALL A WEIR AT BREACH UNTIL THE POND a ~s AREA IS STABLE, INSTALL PERMANENT SCALE IN PLACE OF EXISTING POND, AND SEED IMMEDIATELY AFTER CONSTRUCTION.
~ P 0 L LA E / ~ / 1 I x I ~ 7. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE. TEtiRPORARY DIVERSION DITCHES THAT ARE IN AREAS OF LOT FILL 5HALL REMAIN !N ~ ' o s PLACE UNTIL STORM DRAINAGE 15 INSTALLED AND RUNOFF CAN BE DIRECTED TOWARDS THE STORM SYSTEM. TEMPORARY DIVERSIONS MAY
o BE REMOVED AT THIS TIME, AND FILLING COMPLETED.
~ r / -r { 8. 562 TO BE REMOVED ONLY AFTER ADDITIONAL DIVERSION DITCH INSTALL TO DIRECT DRAINAGE TO SB ~1 OR TO STORM DRAINAGE ~ ~ ~ SYSTEM, WHEN CONSTRUCTED. THIS ADDITIONAL DIVERSION TO PROVIDE SECONDARY INTERCEPTION OF RUNOFF PRIOR TO REACHING SILT
i / / ~ i / ~ x ~.1 ~ ~ FENCE, STORM DRAINAGE SYSTEM WAS BEEN CONSTRUCTED. TEMPORARY DNER510N DITCHES ARE TO BE CONSTRUCTED AND MAINTAINED
SS ~ ~ i { / / l 43 ~ - r - / ~ ~ ~ ~ ~ r. 4 ~ ~ ~ > i TO PROVIDE POSITIVE DRAINAGE TO SB ~1 AND/OR INLETS.
/ ~4 7 ~ o ~S ~ ( p BE STAMPED WITH "DRAINS TO RIVER" IN ACCORDANCE WITH TOWN OF CARY STANDARDS. DNERT DRAINAGE TO INLETS AS THEY ARE
I \ / 5 ~ ( 11 l sS / ~ ~ , ~ ~I ' t / ~ 9. INSTALL REMAINING STORM SEWER WITH INLET PROTECTION PER TOWN OF CARY STANDARDS. ALL STORM DRAIN GRATES AND HOODS SHALL / ~ ~ COMPLETED. BEGIN BUILDING CONSTRUCTION. INSTALL SLOPE DRAINS AND TEMPORARY DIVERSIONS ON FIELD SURFACES AS FINISHED
i I ~ / / 46 ~ I l 11 ~ . / / 2 / / ~r 47 , I ~ w - / / S w ~ ~ r 4 - / G DES ARE ESTABLISHED. ~ ~ ~ z ~ 10. STABILIZE SITE AS AREAS. ARE BROUGHT UP TO FINISHED GRADE WITH VEGETATION, PAVING, ETC.
v Ill / / / ~ 9 ~ ~ ;•:f ~ 19, WHEN CONSTRUCTION IS COMPLETE AND ALL AREAS ARE STABILIZED COMPLETELY, CALL 469-4347 FOR INSPECTION BY TOWN QF CARY
~ z ~ - 5 t w II II . / / / I , - - _ ~ / I I I ~o - / ,~d d 3I II ' ~ ~ 12, WHENCSOE IS APPROVED, REMOVE TEMPORARY EROSION CONTROL MEASURES INCLUDING SKIMM R A
i l l l l l ~ I a w Cep / ~ I ~ ~ 563 I i w 19 I ~ / , E ND SEED OUT OR PAVE ANY BARE
a I I II / / I 1~ I ~ / / / ~ ~ II ~i I I ~ ~ AREAS. ~ 13. WHEN VEGETATION HAS BECOME ESTABLISHED, CALL FOR FINAL INSPECTION BY TOWN OF CARY, X
l dill I I t I / ~ m~ / I I ~ I t,~ , / N ; `.Zr: W
I I II / r l I I t1 I .'s / / I ~ l I ~ / I I I I I I 1 l / ti ~ ~ riiirr:
1 I i l l I \ I I f _ , 1 I 1 I L I I I ~ ~ / J iitiir:~~ ~ ~ I
1 !III _ ~ I _ ~ ~ / I ' ~ I 11 T~R A 13~ ~ ~ 'C'am,,,-,(w ~ ~:>:~j~~I II ~ ENERGY DISSIPATERS ~ j;;:9
• I I I ~~I ~ I ~ \ I I ~ 1 I / e^ ( r ~ / ~ I ! I I' OUTLET PIPE VELOCITY PAD DIMENSIONS OUTLET # DIAMETER RIP-RAP TYPE (L x W x
I / I I i ~ ~ ~ I t 1( r/ ~I?'.~ II ~ I~ tINCHES> (FPS) THICKNESS)
I I i t I\ i , I i ~ ~ II I \ I I I - ~I ~ ~II I ~ ~ FES 1 B4 9,5 CLASS 1 (DSG=9°> 12' x 6' x 18°
Cry / 7 1 I r \ i I L~ ~ / / ~ ~ ~ .y ~ , FES 15 18 10,1 CLASS 1 (DSG=9°> 9' x 5' x 16°
I I ~ I S8 6 1 \ r ~ ~ , / / / ~ ~'?~I I I ' I ~ ~ FES 29 12 i1.9 CLASS 1 (DSG=9°> 8' x 4° x 18'
564 / / ~ ~ r \ / ~ 1 / I , ~ 1 1 1 I.;: I BMP #1 OUTLET (BYPASS} Z4 5.1 CLASS I (D5p=9°) 12' x 6' x 18°
1~ ~ F ; II I I I J ~ .BMP # UTLET (QUALITY} 4 - CLASS 1 tD5U-9°) 4' x P' x 18' ~ $ ~ f -ALL DISSIPATORS WILL BE LAID ON MIRAFI 140N GEOFA6RIC,
I I • ; 0 0l / / y % ~ iii ~ \ 1 \ " ` i ~ ~ / / J
I
SEDIMENT BASIN SUMMARY
I I / it / ~ -"I/ j l ~ / l \65 I I \ / ~ ~ ~ 1 ~ I I 4 24 Yi 26 ~L~il I I
~ F ' IJ ~ f ~ I' f DIMENSIONS
I rl 1 ~ ~ I 1 ~ r ~ , 61 ~ \ \ ~6 I I 11 ii ~ ~ I ~ ~ ~ I ~ FLOW SA SV ~ SV ''::1~ ~ I I I ~ ~ DA DENUDED RUNOFF Q10 REQ'D REQ°D L W D PROVIDED PROVIDED POROUS
I I ~ l I I I I / I , Bosin # (AC) AREA (AC) COEFF C (CFS} (SF} (CF) (FT) (FT) (FT} (SF) (CF) BAFFLES
56 I 1 I ~ l ~ / I ! 1 ~7 Q I I I ~i / 1,~ f I I ~ I 1~ ~ ~ / 1 ~ ~ ~ I i ~ SB ~ 1 9,5 9.5 0.40 27,44 12,600 17,840 SEE NOTE ~ 1 13,700 22,336 3
~ ~ 1 I v\ l l i I t I I / v _ i I I l / 1 I I :::''.r.~ I 933 ,389 3 I i It ~ ( s6 ~z o,77 0,77 o,aD 2,zz 725 1,3as 1
• \ / ~ I I ~ s \ I ~ / ~ I I \ I / I t I \ I I o
I E~tPORA NERSIO DIT~ TO / 1 ~ I I \ sour / ~ M \ fig v A I IRe , CONSTRUCT SEDIMENT BASIN TO PERMANENT POND DIMENSIONS, TO BE USED AS SEDIMENT BASIN DURING CONSTRUCTION, PERMANENT ~ \ Icur i JI ~ RISER TO BE USED AS OUTLET STRUCTURE. CONNECT TEMPORARY SKIMMER TO R15ER AS SHOWN ON BMP DETAIL SH T
,d,,,, REMAIN UI'~T~ STOR ~ E / / ~ / I I C ,n \ 70 1 ~ \ w~iRe ~ II I I~ I 2. SB 2 SHALL BE CONSTRUCTED IN ACCORDANCE WITH TOC DETAIL 04000.03, E~
E ?`r'ANS}' fwd / ~ / I ~ ~ I TSG UH 0 / 60 ~ 1 ~ \
I NCENT ED I F D AAM~ RTS ~ I I N I\ , I i ~ ~ I II ~ ~ ~ ' EROSION CONTROL LEGEND 'v 'v ~I.~ J
XISTS. ~ENSU ~ ILT Et6C iS / I ~ ~ ~ ~ - ~ \ \ ~ / / I srALLE Flo To ov L I { I 1 l I ~ %1 ~ v \ f 1 ~ II ~ ~ SF SILT FENCE
I / / / I a ~ \ TI 1 ~ / ) I I ENT ANC ~ I p~, I I TP TREE PROTECTION FENCE
~ I I I I I I ~ 59 I 58 \ 566 I ` ~ t 11 \ \ ~ TEMPORARY DIVERSION DITCH
~ I ~ ~ l 1 t \ \ ~ ~ _ ~ . ~ ~ LIMITS OF DISTURBANCE
ti r, I
,~i -x .
R fib ~ v _ _ I , 1 ?vE'R I ~ ~ - i ~ v ~ t ~ / ~ ~ _ f ` THERE ARE NO NIETLANDS TOTAL DENUDED AREA = 11,5 ACRES
' of E~ 1 I ~ ~ v ~ \ 55 ~ I J~ PRESENT ON THE SITE
1 I ` \
~ s---- 1 1 ~ ~ _ - 1 i:~~ o .ZONE' 1 5d 1 1 L~ ~.A___,. W„ ~ ~ ; ' v ~ , ' ~ ~1 __"..-._1-~-1 l _ ,
1 - 1, EIP 1 ~ \ i \ 5 ~ ~ I ~J
~ EIP ~ ~ EIP ~ ~ ~ ti ~ I ~ ~ \ \ 1 1 ~ ~ ~ \ i I ~ ~ 53 152 ~ ~ I:;
4 ~ ~ ~ ~4 I I 1 ,
~ ~ ~ ~ ~ ~ EIP \ ~ I M V V .~nnw r ~ ~ x.. I I S ~ 6 I ~ ~
I 1 v ~ / I I 1 ~ I ~'f~'~ST VILLA6 ~ I'I~` I ~ v 1 v - C~~~R N A S I ' ~ \ ~ ~ % r / / ~ ~ I ~ A I I 1 ~ ~
~ / l / ~ ~0 ~ 0 F` M A ~ ~ P A G ~ l a ;,v ~ ~ ~ / -E 81/3 I I I I ~ I I I I I
o I f v a t ILT / 5a If I ~ I
9 ~ ~ ( / 2 / i , 1, J 0 TLE P ~ I ~ A V 1 ~ I I ~ ~ ~ 5,0~ I ~ I ~ I ~ I ~ ~ 00$0000400000000apQO®D li 1 ~ [S :iii?
I D>- ~CE / ~ I a4 ~ A~\ \ i 1 1 I I I tl ~ CAR o o
~ I TYP i/n ~ ~V I I ~ I t~~~ L I ~ ~ I 1 I I v I I ~ 1~ I 1 \ 35 ~ ~~,ss' o° o Q ~9!'°0 °a
o ~ I I 1 I i{I~ I~I' i~ 3 bra o° $ $ , I, ~ ~ o e 8 SEAL S
~ - s , I I ~ ~ ` a g 18498 o S
v , v I I 11 ? ~ 0
I El P - ~ \ ~ , I ~ f 1 I~ ~e~~~~~F~~IH~~~~~~,ooo ~ Cary Project Number 10-SP-006 °°a NF°'"0e°a~^°° o
\ / ~ _ Erg . \ I! t v ~ ~ ~ I H ~ yl I " ~~~>~v~ ~ r o0 1 ~ I I ~ ~ ~~'0°tlaoooa tl rtl
I ( /PRE TON V~1~LLAGE N 'R- ~ ~ ~ \ i o TE PO ~VE S10~ D 0_ ~ \ 1 I
ES 1 OCK C K AM ~ ; a I I B( 0 M A P S Mal u TIL ro I TYP) ~ ® 5 ~ D~4 E E 8
~ I I INV 33$.64 SYSTEM H S BEEN INSTALLED AND 4e ` ~ ~44e~,v DECK ~ I Approved b Date ~9
I LOTS GRADING SUCH THAT 0 ELEVATED WOOD DECK I 573 coNCENT FLaw I ONE ~ j Planni ~ s GRAPHIC SCALE
574 ~ WLL LOW FOR TELEPHONE I y I FROM L ISTS. ENSURE SILT CONTROL LER CABINET N I I FENCE IS~INSTALLED PRIOR TO i ng Date o o zs so goo ABINET ` l I ~ ~ ~g
' I REMOVAL :ii ` Engineering Date u~~.~, I I I 1
Y ;>IIII ' ~ i inch an 4
No. Revision Date Designer
Scale 00 b 1 AS PER TOC REVIEW COMMENTS 04/29/10 KLJ W&R 1" =50' A IL I SEDIMENTATI( magnum 1 11 11,111Men
o 2 AS PER TOC REVIEW COMMENTS 06/14/10 KLJ Drawn By Date '"ILLAGE TATI(DIN ANU EKUS I (D"N 71 r Sheet No.
0 3 AS PER TOC REVIEW COMMENTS 07/19/10 KLJ GAS 3/11/10 U/a% v Is V WITHERS NPry
4 ISSUED MYLAR FOR APPROVAL 07/23/10 KLJ Checked By job No. 04
KLJ 2100002 CARY WAKE COUNTY NORTH CAROLINA CUNT Y ENGINEERS I PLANNERS I SURVEYORS ,uNT R kf.'J'N L P L AN
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] www.withersravenel.com License No. C-0832

TRASH RACK
- (SEE DETAIL)
100-YR WSE = 324.87 OUTLET STRUCTURE 324.87 EARTHEN BERM EMERGENCY SPILLWAY
SEE DETAIL 10'L BROAOCRESTED - - - - EL. = 326.00
5 WEIR EMERGENCY ELEV. = 324,10 a ___I i I I I_I 1 1 I ~I
= MIN. PI WAY TOP Of RISER TOP Of BERM ELEV. 326,00 S LL ( ) ~ ~I I I=1 I I=I EL. = 325.00 ~ = I_"I I I-~ ~
HANDWHEEL 48" DIAMETER -1 I 1=III-! 11-\ _ _ I-III-1 I
EMERGENCY SPILLWAY CREST ELEV. = 325.00 10'W AQUATIC SHELF ~ 10:1 SLOPE MANHOLE RISER "_I ~ I-~ ~ I l=1 I I =1 11=) ~ ~ ~ I_
100-YR WSE = 324.87 ELEV. 320 TO 321 BERM 4" CAP WITH ORIFICE (SEE (SEE (PRE-CAST SECTIONS) 5" (TYP.) ip'
.1 SECTION CHART FOR ORIFICE SIZE) F I R LEV, = 324.10 ~ ZE) (4) 0,95'sb HOLES ~
TOP 0 R SE E W/ 1' TURNDOWN 0 0 0 0_ ELEV=321,90 4" D!P TO CEVEI SPREADER
NON-WOVEN GEOIEXTILE FABRIC SHALL 3•~
ORMAL POOL ELEV. = 320,50 D BE PLACED AROUND EACH JOINT OF NWSE = 320.50 N _ RCP BARREL IN 2' WIDE STRIPS EMERGENCY SPILLWAY
- -J 1 CENTERED ON JOINT. 10 BARREL (fES) N.T,S.
INV. OUT = 316.35
ATTACH TEMPORARY SKIMMER DURING CONSTRUCTION WATER TIGHT 3~ NOTE: SKIMMER MAY VARY SLIGHTLY VENT
GASKET SEAL 'S~ FROM ILLUSTRATION SCREEN 4CCESSIBLE THROUGH DOOR
•1 `~1 - 4" RCP 0-RING RCP ~ 0.50% CL. III RCP) fOREBAY 107 Lf 2 ( 6" NRS GAtE VACVE
DRAIN INV,/POND BOTTOM ELEV. = 317.00 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 o i ATERTIGHT SEAL TO BE PROVIDED j°~o oVoUoUo~oVoV~ 24" RCP 0-RING RCP
P o 0 0, W P oQQ~a o~o~~l ~~PPo 0 0 0 0 0 o i U U l) t/ ~°nb,~n,~ ~ ~ DRAIN TRASH GUARD SEE DETAIL) AT RISER BARREL WTERFACE NCDOT CLASS "B" RIP-RAP ~Q ~ Q Q ° rEMPORaRr SKINNIER ATTACH
Pdp'oq ( / 1 1 )Q()0(70 0 0(JO Q o_~)I BARREL 1 1 12'Lx6'Wx22"THICK ~ DURING CONSTRUCTION BARREI INV. IN = 317.0
DIP INV. INLET PIPE INV. IN = 317.00 FLOAT
(SEE CONSTRUCTION ANTI-SEEP COLLAR (X1) COLLARS SHALL ELEV. = 317.00
PLANS FOR INFORMATION) BE PLACED A MINIMUM Of 2 FEET FROM PIPE JOINTS. a 4 Q Q Q
CONCRETE ANTI-FLOTATION BLOCK a
(SEE OUTLET STRUCTURE DETAIL) 5' a
KEY TRENCH (SEE BERM MIN. SOIL AND COMPACTION 7, =i FLEXIBLE JOINT ARREL PIPE LONGER THAN SHOWN
SPECIFICATIONS) CIRCULAR CONCRETE CONCRETE OUTLET END; CONNECTION NOT INCLUDED WITH SKIMMER
NOTE: ANTI-FLOTATION BLOCK 'ATION BLOCK TO OUTLET PIPE OR RISER SUPPLIED BY USER
RISER BARREL, SKIMMER AND OUTLET PIPE SHALL 8E INSTALLED PRIOR TO
THE BEGINNING OF OVERALL SITE GRADING AND SHALL BE UTILIZED AS A OUTLET STRUCTURE DETAIL SKIMMER
IMENT CONTROL DEVICE DURING ROADWAY AND UTILITY CONSTRUCTION. OU. P R ANENT DAM CROSS SECTION SED E M TABI I ED AND GRADING 15 COMPLETED THE BASIN ONCE SITE HAS BEEN S L Z N.T.S. N.T.S.
N.T.S. SHALL BE CLEANED OUT AND STABILIZED, THE SKIMMER DEVICE SHALL
BE REMOVED. WET POND DESIGN
i ~ \ 0
R RING POND OUTLET STRUCTURE NOTES: 6.3' DIA. REBA Q ~ DIMENSIONS ELEV. (FT.)
T TH U ~ NORMAL POOL 9731 SF 320.50
4.1' DIA. REBAR RING 1. 24" RCP OUTLET BARREL SHALL BE CLASS III RCP MEETING THE REQUIREMENTS OF AS M C76, E RTAR OR FLEXIBLE PLASTIC TYPE JOINT. ~ PIPE JOINTS SHALL BE MO ~ END OF PIPE DATA SUMMARY POND BOTTOM 4758 SF 317A0

4 " LD. MEETING A5TM C-478R AASHTO M-199 MONOLITHIC j l 2. THE MANHOLE OUTLET RISER SHALL 8E 8 , H ITS SHALL BE ASTM C-443 RUBBER GASKET JOINTS. MANHOLE JOINTS SHALL 1 BASE. THE MAN OLE JON \ PRE POST ATTENUATED TOP OF DAM WIDTH 5 326.00 STORM
BE SECURELY ANCHORED TOGETHER TO PREVENT SEPARATION, CONTRACTOR IS RESPONSIBLE FOR UJ DEVELOPMENT DEVELOPMENT FLOWS EMERGENCY SPILLWAY WIDTH 10' 325.00 EVENT 1 YEAR STORM SIPHON 1.5 320.50
RI G SYSTEM. i~ DESIGN OF THE MANHOLE SECTION ANCHO N / 2' ~ / FLOWS CFS FLOWS CFS CFS
"x 1 4" ANGLE 6.3 LFx2 x2 / 3. OUTLET STRUCTURES SHALL BE PROVIDED WITH STEPS 1'-2" ON CENTER. STEPS SHALL BE IN 2-YR 13.2 33.4 11.9 RISER -DIA AND TOP 48" 324.10
r 1. ACCORDANCE WITH NCDOT STD, 840.66, / 5-YR 21.0 41,9 16.2 OUTLET PIPE SIZE AND INVERT iN 24" RCP 317.00
= 324.10 _ ATTA H TO RISER BASE TO PREVENT iv ELEV. 4, CONCRETE ANTI FLOTATION BLOCK SHALL BE INTEGRALLY C ED ~ ~r 10-YR 27.1 4$.5 19.1 OUTLET PIPE LENGTH AND INVERT OUT 107 LF 316.35
F RI R i A F TH MANHOLE DURING FABRICATION. ~ (TOP 0 SE) RISER/BLOCK SEPARATION, OR PRECAST AS THE EXTENDED B SE 0 E ~ r•; 100-YR 45.3 63.4 35.4 ANTE-SEEP COLLAR SIZE 6.25' N/A < DRAIN PIPE DIA. AND INVERT 6" 31.7.00
IF THE CONCRETE ANTI-FLOTATION BLOCK IS CAST SEPARATE FROM THE MANHOLE ASSEMBLY THE ro ;m ~ ~4 REBAR CONTRACTOR SHALL BE RESPONSIBLE FOR ANCHORING THE ANTI-FLOTATION BLOCK TO THE MANHOLE ~ o
1n (NP•) #4 REBAR RISER ASSEMBLY. 'I t+oo ~ /
OUTLET STRUCTURE MATERIAL SPECIFICATIONS: ' / ! v ~ / /
~ H 1 ; 1; ~ " 0.73' m,, / / / ~ wu
1 A POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED, P. LL r / i
r 2. GEOTEXTILE FABRIC FOR THE 24" RCP OUTLET BARREL JOINTS SHALL BE AMOCO STYLE 4553 i ' ' /
POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL (NON-WOVEN FABRIC) ` , ~ S / / / ~ % 23 ~ / /
t TI N VIEW ELEVA 0 BERM SOIL AND COMPACTION SPECIFICATIONS:
i 13~1F " " „ ~ o ~ , , ! ~ ~
6.3 LFx2 x2 x1 4 ANGLE HINGE 48 DIAMETER TI N SHALL BE CLEAN IMPERMEABLE MATERIAL AND COMPACTED TO AT LEVEL i / H RISER i. ALL FILL SOILS FOR BERM SEC 0 ` ~ MAN OLE LEAST 98% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED i / SPRE~~ R r
H RA K MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SfGNIFICANT ' EE SHEET 15 C~` ~ ~ ~
THIS SECTION OF TRAS C SHRINK SWELL OR DISPERSIVE CHARACTERISTICS. ON-SITE GEOTECHNICAL ENGINEER SHALL APPROVE i TO BE HINGED TO ALLOW / T HNI AL ENGINEER SHALL ALSO ~ I I r
ACCESS (OPENING TO BE THE SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE GEO EC C j , 7 `i ~ / t 11 l ~ •4~,. l~ r, l i ~ / ~l ~
R THE STEPS SPECIFY THE METHODS TO BE USED FOR PLACEMENT OF FILL. IF ADDITIONAL USES PLANNED UPON THE ~ I ' CENTERED OVE ) f R BERM SECTION (BUILDINGS, ETC.), THE GEOTECHNICAL ENGINEER SHALL SPECIFY SOILS SUITABLE O i !
THAT ADDITIONAL USE. ~ I ! ~ /
AR ~ i ~ 2, IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST SHALL BE CONDUCTED EACH 2500 SOU E W 10° (TYP.) ` ~ r. ~ ' /
„r~,; „ FEET PER VERTICAL fQOT OF FILL, ~ ; i ~
I A FILL AREAS. TRENCH TO EXTEND A MINIMUM OF FIVE FEET 3. A KEY TRENCH IS TO BE PROVIDED N LL ~
TI N FOR KEY TRENCH SHALL MEET ALL REQUIREMENT OF BELOW EXISTING GRADE. SOILS AND COMPAC 0 s / / '
(_.1J I ABOVE. D # 4 REBAR WELDE ! i ~
TYP. 5EE NOTES PAD LOCK { ( 1 (1'_ 4, NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION. d
j EMER EN ! ~f R I S
5. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT SHALL BE CONTINUOUS FOR THE W I ENTIRE LENGTH OF EMBANKMENT, BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL i ' a a ; ~ is
UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT, ~ i
4 1' DIA. REBAR RING , • STATEMENT OF RESPONSIBILITY: ' ! ~ I ~ ~ f ~ ~
° IA REBAR RING I_L~I 6.3 D .
T( OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE ~ I ! 3.15' 1. ALL REQUIRED MAINTENANCE AND INSPEC ONS ~ i i
T PERATION AND MAINTENANCE l_L,.i DAMS VILLAGE HOMEOWNERS ASSOCIATIONS, PER THE EXECU ED 0 I AGREEMENT FOR THIS FACILITY. ~ I i !
PLAN VIEW I ' ~ ;ORES
i i ~S 9 1 I i ~ ~ ~ ~ r I Y
NOTES. ~ _ ~ , ~ TOR~WAT ~ ~ ~ I
I'
1. ALL REBAR TO BE #4 REBAR. ~ ' ( TI 2. ALL REBAR AND ANGLES TO BE GALVANIZED WITH A BITUMINOUS COA NG. 5" (Typ,) ~ ! ~ Ii ~ BM~' ' ~ ~ , „
3, THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH ~ ~ j I I\ ~ i 225.
A E PLACED ONTO THE MANHOLE R15ER ~ ! RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SH LL B ~ ~ ~
ITTIN DIRECTLY ON TOP OF THE RISER. CONCRETE ANTI-FLOTATION BLOCK WITH ANGLES S G I L, ~RO~~~~E~T~oN) r ~ ~ ~ ~ ~ t ~ \ ~M 1
~ ~ I ~ ~ ~
1.08" (MIN,) I ' 3'
R H RA K ABOVE W #4 REBAR T AS C ( ) , Y I
x ANCHOR TRASH RACK TO MANHOLE WALL WITW FOUR EQUALLY SPACED
~ ATTACHED 70 MANHOLE ~ T MPS, EACH CLAMP ~ ~ ~ ~ W HOT-DIPPED GALVANIZED 5 EEL CLA H MP TO BE COATED 15~1~ RISER BY 2 3"x1/4" CONCRETE ANCHOR BOLTS EAC CLA 1P ~ ~ ~
G ~ ~ I ' Q T I OUS .DATING, b~ e W A BI UM N G I ~ ~ 4~ ~ i ~ 4
G~ ~ ~ ° ~ _ 1 ~ \ 62 \l `
~ Q r~
a , 1 „ ~
L ~ ~ ° ~ ~ gp0000~Q00p00
N,T,S, ~„f ~ i`
~i ~ f i i 1 ` , J~ \ OcO o~ °oooo°oo° ~~~oe FOREOfiY m) 00°.~1°ao°e°,O~ESS~Q~ a •f! °o
CV i i 4 REBAR ~ J' ~ r` ~ ~ i ~ / ~ O
12" O.C, EACH WAY 1/2" PREFORMED JOINT 4"x 4" 6/6 WELDED WIRE ..,,J a ~ 1 ~ 1 FILLER, 12 WIDE FABRIC EACH SIDE & l` ~-~~L b ` / , _ - ~ ~ ~ SEAL o
( 6" a TOP r 1 a ) ~ % ~ ~ ~ 18498 / / / ~ ~ \ ~ ~ ~ o o~ a
- Q W #6 REBAR PERIMETER 6" DIP ~ ~ ~ e
FRAM 2'x2'x2' i E( ) 9 ~ f
o 0 3000 PSI CONCRETE ~ ' / \ e / j 00000000000
m r i ~r-...i.
o• ~ e e ~ ~ ~ ~ ~ ~ ~ Cary Project Num er 10-SP-OOb~ ~
3° ~
o a ;
i % a 2000 PSF MIN. 8" ~ v ELEVATION ~ ~ ~ ~ ! ~ ~ ~ "T® f CAGY
BEARING CAPACITY N BENEATH. COLLAR SECTION SEE BMP SECTION FOR SIZING DATA ~ / !
a / ~ /8
RAIN TRASH GUARD DETAIL 6 D T POND GRADING PLAN Platpinined by Date WE g 1' = 20' Engineering.... _ Date
N PIA ANTI-SEEP COLLAR TY C L N.T.S. N,T,S,
U m
1C
No, Revision Date B Designer Scale Re W&R SEE SHEET CO 1 AS PER TOC REVIEW COMMENTS 03/25/10 KU U-""RAI NAG E G 'Al ru- . A `V I S V'' I L L A(] E GRADING STRUCTURAL PLAN S RAVENEL Sheet Na,
i 2 AS PER TOC REVIEW COMMENTS 06/11/10 KLJ Drawn By Date KU 03 11/2010 o AS PER TOC REVIEW COMMENTS 07/19/10 KU
3 ~ " 4 ISSUED MYLAR FOR APPROVAL 107/23/10 KLJ Checked By job No. North Carolina BMP #1 ENGINEERS I PLANNERS I SURVEYORS 10 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] www.withersravenel.com License No. C-0932
Wake Count N w&R 02100002 LC a 0
Y

/ / / / L REDUCED PRE RE pUCED PRESSURE PRINCIPLE BAptfLOV-PREVENTION ASSEMBLY . VARIES-,
PRESSURIZED WATER SWRCE PROVIDE DRANAGE AWAY FROM STANDARD TYPE DEEP TYPE / ~ (ACS uOdGE~ UPON WATER MAIN o- THE WASH RACK TO A (UP TO 20 FEET IN DEPTH} (OVER 20 FEET IN DEPTH) tSCC MNAk'ACTtA2ER)
/ ~~a / I SEDIMEN RMPRKi DENCE. CLASS 2, ASSE 1060 WEATHERPRpIg' ~ e• CL'aRaNLE
/ t~ / ~ STANDARD MANHOLE RING ENCLOStAZE ANCHORED TO CONCRETE / ~R / ~ !1R APPROVED FIBERGLASS HOUNTING ~ STANDARD MANHOLE RING AND COVER PAD r
/ ,r / ANO COVER / / TOP DESIGNED FOR
6' H N TOP DESIGNED FOR STANDARD MAY DE FLAT OR 6' MIN b' MIN. 8 W
0 STANDARD HS-20 LOADING / ~ / STEPS 16" MAY BE FLAT OR ON CENTER ' 60" I,D. ECCENTRIC CONE DRAIN PORT -PROVIDE POSITIVE tE THREapEp UNION
/ \ / MINIMUM DRAINAGE EA1T OF ENCLOSURE 'bil, ON CENTER q6° I p ECCENTRIC CONE / / ti„ Q" cNINlMUN TvICE THE SIZE OF'~~ I.D. N MINIMUM W I
/ / ~i -m--KEEP A BROOM AND SN04El CLOSE t0 MINIMUM AVER 20'-0" RPZ~ THE RACK TO CLEAN THE STREET, UP TO 20`-0" B' MIN / ~ / r Mix ~ > I,;
~ 5;1 MAX. PLASTIC CEMENT t• tLCAR
~}y / \ PLASTIC CEMENT 6" PUTTY OR BUM _ ~ RUBBER JOINTS -iII~II~Il II~L~IiI~ ?l ' / / A PUTTY OR BUTYL II I~ "~~"`1 _ _ _ 5" I NYa ~ t a BALL II Illl~lll~l Ir
/ WASH RACK RUBBER JONTS a~~111 _)L,_ 9Ir~ if: VALVE r,, r+~k 6- PLASTIC IRRIGATION OR MINIMLW 6. OPENING a~~1111r1i~~ill~i~ ,I i ~ , 111 I~~~ ~ III~IiI~ z ~ MINIM,X1 6' OPENI ' ~ Ilil k ~ 6, $
A VALVE BO GATE ~ VALVE eo
/ ? ~J / a3 BRICK AND MINIMUM 6° THICK FLOV Da - FLOV D4 _ I~ fLOV
/ BRICK AND MINIMUM fi" THICK MORTAR INVERT WASHED STONE BEDDING = °°THE FOLLOWING IS AN EXAMPLE OF AN ACCEPTABLE WASH RACK. MORTAR INVERT WASHED STONE BEDDING =_IIIII 11' Iil~~ ~~II~~-I~III a• aooo Psl Cnr~RETE SLaa
/ OTHER APPROVED METHODS MAY BE UTNZED• ~~pP~- I -I ~ / iT 15 ADVISABLE m PROVIDE A SEPARATE q p57 VASHED daSHEp DIMENSIONS PER BOx MANUfACTtIRER SPECIFICATIONS DR PROPERLY ANCHORED FIBERGLASS MOUNTING PAD.
ENTRANCE TO UNIT TRAFFx: ACROSS THE RACK ONE SECTgN OF REINFORCED CONCRETE GTTLEOUARD STONE AND REDUCE WEAR AND MAINTEFNNCE. F AT T P TAI FLAT TOP DETAIL
3° WASHED STONE UNDER 3 BETWEEN SLATS TO DRNN E PRINCIPLE BACKFLOW PREVENTION ASSEMDLY SHALL COMPLY WITH ASSE 1013 S AWWA C511.
WATER AND SEDIMENT AWAY FROM THE RACK I) REDUCED PRESSURE PRINCIPLE BACKFLt THE LOCATION MUST SLOPE AWAY FROM THE STAEEf STANDARD STANDARD P) BACKFLOW PREVENTION ASSEMBLY SHAT NTION ASSEMBLY SHALL BE INSTALLED WITHIN 5-FT OF THE IRRIUATIDN METER. 3LY SHALL BE CENTERED ON CONCRETE OR OTHER APPROVED M~ITSNG PAD AND CENTERED WITHIN
OR STEPS MUST BE TAKEN (tlRADIPK;, DNERSIONS, 0 STEPS STEPS 3) BACKFLDW ASSEMBLY SHALL BE CENTEI ETC.) m PREVENT RUNOFF FLOWING 0Vf0 THE STREET, ap ~ ,g~`2>, °o gC ENCLOSURE. = n;'u, 'va, a~ ,7 4) NINIHUN MEIN-HEATED, INSULATED CLAS IED, INSULATED CLASS It, ASSE 1060 WEATHERPROOF ENCLOStA2E REQUIRED.
s 8 ° . °0 ,pa T ° 12° 72° 5) PIPE MATERIAL SHALL BE PVC cSCH. O ~p oo ~ 8Y>o~8 ° . ~ 2 ~ 56° r GALL BE PVC (SCH. 80 DR BETTER), COPPER tTYPE K>, OR SRASS (ASTM Bd3). IBLIES Tn BE DRAINED DIR~'WG WINTER MONTHS BY PROPERTY OWNER.
e o,~„ o o..~ .~a? oo`~a"`o~~U",~, a, „ . , 6> iRRIGATtON ASSEMBLIES iO BE DRAINE FOUNDAiKIN OF B° COMPACTED ~ ti,,,:.& ~ „ ~ a,~~A,_~p',`,; ~ r P..a i,~y ,d~•,,;A.~,{x 7> INSTALLATION SHALL BE IN CDHPLIANC aLL BE 1N COMPLIANCE WITH ALL APPLICABLE TOWN ORDINANCES AND SPECIFICATlpNS IN ADDITION TO
CRUSH AND RUN STONE u .'d ~ .?4.~.,~ a u.;. C< A` . ~ 'A.:,~..°~ fi... , ~ THE ~ N.. P N CODE. ~ ~ C LU 81NG DE.
CEOTE%TILE FABRIC CTI N 'A-A' e~ e7 B> PROPERTY DVNER SHALL BE RESPONSII 87 sE o SHALL BE RESPONSIBLE FOR MAINTENANCE AND OPERATION OF BACKFLOW PREVENTION ASSEMBLY AND
DETAIL No. DETAIL No. DETAIL No.
STANDARD CONSTRUCTION EXIT WASH RACK 04aoo.l 5 STANDARD PRECAST CONCRETE MANHOLE NNCTION BOX 08000,05 STANDARD 1"RESIDENT 11"RESIDENTIAL IRRIGATION BACKFLOW ASSEMBLY 06200.02 grEEr 1 OF I
EFFECT[VE:12fl0109 s~ET I a I EFFECT[VE:121I0109 sNEET I aF 1 EFFECTIVE: 12/10/09
NCDOT STANDARD 2' x 2' GRATE 35° MINIMUM PIPE DIAMETER TO CUSTOMER
(SEE NOTE 5 FOR ORIENTATION OF GRATE) a° 8° 8' q" TO CUSTOMER Y x 12" T2`
~ ~ ~A VARI . , ~ _ ~ MORTAR BED--
4° ~ ° w Q o ~.a ~ B BACKFLOW ASSE& ° BACKFLOW ASSEMBLY B BACKFLOW ASSEMBLY
CORBEL BRICK 1° f ' A o. o PER COURSE FOR IX o ti , - VALVE 80X VALVE BD%
Slx COURSES COURSES 8` 5'-0" ~ ~ 5-0" , D.I. PIPE valvE Box n: p U
LEI " CONCRETE s x
ENCASEMENT ~ "'"~T~~F=~I~TEIIEi ~IE~IT~I II= rciff''*' N N
- alp II~~II ICI{-~I~F,IIr ~IIE -11t=11~ 4
35" w GROUT -11,11 II r~IFI'~ _ MINIMUM a -iii ~ i~~ END VIEW R/W P/L _ _ _ _ _ PROPERtt LINE
5:1 MAX, GROUT a. I~II~I I~ ~ _lir POTABLE WATER ~ M tRRIGAT10N METEF R~,FIT-OF-WAY - tRRIGAT10N METER POTABLE WATER M M IRRIGATION METER
VARUiBLE 18° MINIMUM METER METER
' 12° CONCRETE ENCASEMENT 18" MIN. i;~,T , PIPE ~.r, < • ~ .
B" , DUCTILE IRON PIPE r~'t. q" ~ r. ° , T SQED APPROPRWTELY FOR
~:'~"'`z~ I~ 12" CONCRETE ENCASEMEN s ~ q° COMBINED SERNCE PRNTELY FOR 16° RNCE MINIMUM
° r. . . ° , fi" MIN. " ~ ~ ,.~Ra LENGTH VARIES
° «r;
CONCRETE PAN VI POTABLE WATER MAIN 3ooD P,s.l, SECTION VIEW CROSS TION POTABLE WATER MAIN
ALTERNATE 2
I K I L K OR PRECAST CONCRETE MAY BE USED. ALTERNATE 1 1, EITHER SOLID BRC , SOLD B OC , 2. FOR 2q INCH R.C.P, AND LARGER USE PIPE DAMETER PLUS 12 INCHES fOR MINIMUM INSIDE DIMENStO . 1. CONCRETE SHALL BE 3000 P,S.I. RETROFIT NEW CONSTRUCTION
3. GRATED OVLET5 SHALL NOT BE USED WITHIN TRAVEL AREAS. q. STANDARD STEPS REOUDiED ®16 INCHES O.C. WHERE DEPTH ExCEEDS 3 FEET. 2. CONCRETE ENCASEMENT NOT REQUIRED WHEN PIPE IS AT
~ 5. WHERE STEPS ARE REQUIRED. USE OF PRECAST CONCRETE SLAB SHALL BE USED A5 TOP AND GRATE ~ LEAST THREE (3) FEET UNDER CENTERLINE OF CREEK BOTTOM. ~ POSITIONED OVER STEPS.
eP 6. YARD INLETS DEEPER THAN 10 FEET SHALL REQUIRE DOUBLE WALLS. e~ e~
DETAIL No, DETAfL No. DETAIL No.
STANDARD YARD INLET WITH GRATE AND FRAME 08000,02 STANDARD CONCRETE ENCASEMENT FOR STREAM CROSSING 07000.14 STANDARD IRRI ANDARD IRRIGATION SERVICE CONNECTIONS 06200.01 SHEET i OF 1
EFFECTIVE: 12/10109 MEET T of T EFFECTIVE: 12/10/09 sHEET I ~ I EFFECTIVE: 12/10/09
HA W TYP ITT RMEDIATE TYPE (4'X4') DEEP TYPE (~,XS'1 TR F STORM DRWND OF OVERFLOW S LLO (g FEET TO 20 FEET IN DEPTH} (OVER 20 FEET IN DEPTH) UP5 EAM END 0
(5 FEET OR LESS IN DEPTH) I I STORM DRAIN I II ~ _ .I II t/3
- - a PIPE a DIAMETER
- - t$MFORCEO STANDARD STEPS REINFORCED l,Jf_ 1( ~ p - CONCRETE SLAB 18` ON CENTER 38° CONCRETE SLAB = I ~
STANDARD 5TEP5 STANDARD ~ I TB" ON CENTER 5TEP5 E 3/q' ExTER10R PLYWOOD
8" TB° O.C. B° ALTERNATE tAYXYG ~ I I III 8` DVIECnON EVERY LIE _ -
ALTERNAIE LAYING 6' ALTERNATE LAYNG 'I i ' THTaD COtALSE 3/q" EXTERIOR PLYWOOD ~ - I III "-""=11~1~ Ea I IL~u , B" DIRECitIXV EVERY DIRECTION EVERY ~ ~'1-1~1 - II II _II II '
THIRD COURSE TLKRO COLRT5E - I IIG IF L ¢-1 - - -
°B»r BURY BOTTOM B P OF PlYW00D PLYWOOD INLET PROTECTION ~t
FRAME, CRATE & HOOD ALL PARTULLCY COMPLETED STORM DRAINS, UP
RERB'tlRCED PER D.O.T, ST0. 840,03 FRAME, CRATE & HOOD THE2END IOF EACH DAY N ACCORDANCE WITH FRAME, DATE & MOOD CdRCREh 1 PEA D.0.T, sm. een.os STEEL FENCE POST THESE DETA45.
PER 0.0.T, STD. BA0.03 ~,Ag i ~ (TYPICAL) UTSTRE SEND OF REINFORCED aia° S ORM D
. CONCRETE SLAB MAIL 26' 1+2fi" o ° ~ ~ I ~ UPSTREAM END OF RF W " 5 0 _W _ i STORM DRAIN OVE LO
8 t01O'-0" o, ~ Z6" q8' ~ 8. 6D' ~ -I
8. NOT TO B. ~ i I I li : ~i i III 1/3 EXCEED 5-0" c t2' "1~ c c II ~ II f I I wPE
W II II II I LEI DIAMETER 6" ~ p Q B• ,x~,,. ~ E I F ° d.
L ~ WASHED STONE FILTER 'IL I I . ; WASHED STONE FILTER .BJ ~ ACROSS PIPE INLET I~ ,
A TAI I~ ACROSS PIPE INLET 6"~ 3000 P.SL CONCRETE -'i0 ~ I I
2B• A TAI HARDWARE CLOTH I~ I ' I , l~ EII (I 'I II - I
2fi" _I~II-' I ~ '~II~I~IIEII II j .,~Jp°~- "'G - E~IFI I I ®q» ;'3fi', 8" : . it ~i HARDWARE CLOTH
° OVER 8' IN DEPTH, 92" WALL THICKNESS ~ ° SLAB iHICKHE55 AND ` -II~ I I Z aA8 >IESS ~ 8 REINFORCEMENT FOR I - _
x PO B' FROM TOP OF WALL, AND 9 REK&'ORCEMEN! FOR 76" ' ; :L ' SOIL AND TRAFFIC U U Lf i BOTTOM 9,48 SHALL BE USED. I~~•~ 5p1 AND iRAFAC LOADING B AN
x LOADING 8Y AN ENGINEER W °B BAiCK MAY Bf USED m ADJUST FRAME, ENRaNEER STONE FILTER INLET PROTECTION
N sY CRATE & HOOD TO SURFACE ELEVATION ~-TS'-+~ e~ w - A MAXIMUM OF 12 INCHES tj N
DETAIL No, I DETAIL No.
STANDARD CONCRETE BLOCK OR BRICK CATCH BASIN O80Q0,p3 STANDARD PIPE INLET PROTECTION {PLYWOOD & STONE) 04000.12 SHEEP 1 T StRET i OF 2 EFFECTIVE:12/10!09
m EFFECT9VE:12lT0)09
TNT R ,TAT' TYP" 4'X4° DEEP TYPE (5'X5'1 SHALLOW TYPE E MED
FE T OR LESS IN DEPTH 5 FEET TO 20 FEET IN DEPTH] (OVER 26 FEEL IN DEPTH) ~ (5 E ) ( ry
- ~ ' SEE NOTE 4 " AEINFT~EED
CONCRETE n SEE NOTE A REIRFORCED , SLAB
-r CONCRETE SLAB STANDARD STEPS m ~ ..c-= Tfi° ON CENTER cn 6° ' STANDARD °
y STANDARD STEPS STEPS ' &1 MAX, B" MM, y 18 dd CENTER TB" tl,C.
g• B. ,(~a B' ; ~pr.,.~, ,,gyp,'
0. ' • 'r ~ 'o 1. ' >f' . ,k:A~ H
I 1 ~ MIN. B° WASHED v STONE ~ODRVO "T MIN, B° WASHED
MIN. fi° wASHED STONE BEDDNG 'o FRAME, CRATE ~ HOOD STONE BEDDING FRAME, CRATE dL H000
~ PEA D.0.1, STD, BA0.A3 FRAME, GAME ~ MOOD PER D.0.T, STD, 81O,A3
~ REINFORCED PER D,0.4, STD. 8AQ03 REINFORCED ° 2B' CONCRETE CONCRETE SLAB 28
•0 51,46 _ _ NIH,~ CkCEE~ ~eWOa ~i, 76~ OVER
E FRG! 5'-0" ~ BO°
vi M1' ~ I Jr MIN, I M N, ~ ,f
, 10 a, , + d rya" ° 'i, '1 ~'~t ~1 ~y~,~{ y~ ti~,y
ti f MIN, 5 WASHED . STONE F~ODDIG ''A • .
~ ~ " +n 1, CONCRETE SHALL BE 4000 P,SL MINIMUM FOR Alt MIN. 8 WASHY MRL 6" WASHED
a PRECAST CONC~TE CATCH BASINS. Y STONE BEDDING sC.Aa DET,.~, STONE BEDDING ooooocooooo®
2, PRECAST CONCRETE STAUCNRES MA ONLY ~ SLAB ETAIL N MISTALLEp TO DEPTHS CERTIFIEtl AS ACCEPTABLE ~ 26" ti BY THE MANUFACTURER. 28" Cary Project number 10-SP-006 ,°4°~.~~ CARD °®mm®
% 3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW , . ~ TYFE CATCH BASINS 36" 6° REtl$'CtCELffNi FOR A oo°°~~°e~pF ESSlpNq` ~~'q 6°00
a 4. BRICK MAY BE USED TO 36" 6' AEMA'OPtCEMpli FOR 7Y ' `..L'. 500. ANO ~ AD,AIST FRAME, CRATE $ ~ SOIL AND TRAFFK: ' ~ ~ ' LOADING
o HOOD TO SUfW'ACE ' LOApNG BY AN ENtdNEER ° EIEVaiLON A MAXIMUM OF ENOVREER a a 0 8 SEAL ~ S
Tz IRKX~s. T Approved by Date o o ~ sass ~e°°~~;
o DETAIL No. U Planning Date °o,~y°°°;~~G! N o ~
STANDARD PRECAST CONCRETE CATCH BASIN 08000.03 r Engineering Date ° °e~,FQeH ° m a °
v EFFECTIVE:12l10109 sHEn a aF a
0 N I,~
O D
- _ _ w
v
a i
0 No. Revision Date B Designer Scale ~ 1 AS PER TOC REVIEW COMMENTS 04/29/10 KU W&R A I M v uNAIN Sheet No,
o AS PER TOC REVIEW COMMENTS 06/14/10 KU Drawn By Date 2 0 WITHERS
03/ AS PER TOC REVIEW COMMENTS 07/19/10 KU KU No. 11/10 3 RAINAU"E/UTILITY DETAILS & 7,- ENGINEERS B PLANNERS i SUEYR LICENSE C®0532 14
S 4 ISSUED MYLAR FOR APPROVAL 07/23/10 KW Checked By Job No, 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax, 919-167.6006 www.withersravenel.com - F1 a
Ca Wake Count North Carolina W&R 02100002 i
Y