20110930 Ver 1_Stormwater Info_20111019

WITHERS &-- RAVENEL
GLENWOOD AVENUE/
MARVI NO LANE
STORMWATER MANAGEMENT REPORT
AND
SUPPORTING CALCULATIONS
Prepared For:
City of Raleigh
Public Works Department
Post Office Box 590
Raleigh, NC 27602
Prepared By:
WITHERS & RAVENEL, INC
111 MacKenan Drive
Cary, North Carolina 27511
September 2011
W&R Project No. 02100370
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STORMWATER MANAGEMENT REPORT
GLENWOOD AVENUE/MARVINO LANE
RALEIGH, 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 supporting calculations for the storm
drainage system are also included..
The project is located immediately east of the intersection of Glenwood Avenue and Country Trail,
continuing eastward for approximately 2,400 feet. Also, Marvino Lane currently ends at its
intersection with Billingsworth Lane, but will be extend to Glenwood Avenue for approximately 320
feet. Two Best Management Practices (BMPs) are being proposed to provide nitrogen control and
storm water quantity management in accordance with North Carolina Division of Water Quality and
City of Raleigh regulations and ordinances. The selected BMPs are a grassed Swale and a dry
detention pond at two locations within the project area. The grassed Swale is located at the end of
Pipe DA 2. The dry detention pond is located in the northeast corner of the intersection of the future
Marvino Lane and Glenwood Avenue on property owned by Water Garden Village LLC and will
discharge into the headwaters of Long Lake along an unnamed tributary.
STORMWATER RUNOFFAND NITROGEN CONTROLS
In the Project, five discrete stormwater discharge points have been identified and are numbered 1-
5, with Pipe 1 being the westward most point. As per City Code, each point was evaluated to
determine the applicability of the peak flow requirements. According to Section 9-9023 (b) 1,
stormwater runoff controls are required when the peak flows resulting from the new impervious
development exceeds 10 as compared to the predevelopment conditions. Pre and Post
Development maps are included in the Appendix.
Pipe DA-1
The drainage area for this pipe is approximately 8.00 acres, with approximately 4.58 acres of
existing impervious surface. A portion of the new sidewalk for the Project will flow into this pipe,
resulting in an additional 508 square feet, or 0.012 acres of impervious area, and results in an
increase in the drainage area to 8.23 acres. The rational "C" factor for the predevelopment is 0.71
and the post development is 0.71. The corresponding 2-yr peak flows for the predevelopment and
post development are 27.0 cfs and 27.1 cfs.
Pipe DA-2
The drainage area for this pipe is approximately 7.11 acres, with approximately 3.90 acres of
existing impervious surface. A portion of the new sidewalk for the Project will flow into this pipe,
resulting in an additional 0.16 acres of additional area, and results in an increase in the drainage
area to 7.27 acres. An additional 0.11 acres of impervious area is added. The rational "C" factor
for the predevelopment is 0.70 and the post development is 0.71. The corresponding 2-yr peak
flows for the predevelopment and post development are 23.7 cfs and 24.6 cfs. Since the increase
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
for this pipe is less than 10%, no runoff controls are required. Since the increase for this pipe is less
than 10%, no runoff controls are required as per City of Raleigh Ordinance. However, DWQ rules
require nitrogen control and diffuse flow for pipe systems receiving new impervious surface area
with the pipe network being extended due to the proposed slope resulting from the lane addition
on Glenwood Avenue.
Pipe DA-5 does not receive any new impervious, thus no further analysis was performed.
For DA-3, the analysis indicated that the increase in flow due to the new impervious surface
exceeded 10%. The pipe network was redesigned to eliminate all new impervious to be captured
in the Pipe DA-4 network for stormwater runoff control. Thus, with no new impervious surface
area, no further analysis of Pipe DA-3 was performed.
For Pipe DA-4, the pipe network was designed to include the stormwater runoff from Marvino
Lane. The predevelopment data of this pipe is a drainage area of 1.96 acres, with 1.26 acres of
impervious surface. The post development data results in a combined area of 2.66 acres, with 1.86
acres of impervious surface area. Thus, the dry detention pond will be designed to reduce the peak
discharge from the post development to that of the predevelopment. Also, the runoff from the first
inch of precipitation will be captured and released from 48 to 96 hours. The discharge from the
first inch release is then passed through a level spreader with a vegetative filter strip for further
nitrogen control.
For nitrogen control, the selected BMPs provide various nitrogen removal efficiencies. Based on
City of Raleigh ordinances, the nitrogen discharge is to be reduced to 3.6 pounds per acre per year.
The Ordinance also allows that a nitrogen offset payment to a qualified mitigation is permissible
once the nitrogen has been treated to a discharge rate of 10 pounds per acre per year or less. To
determine the nitrogen reduction, the Nitrogen Calculation for Expansion to Existing Development
spreadsheet created by the City of Raleigh was completed to determine the nitrogen offset required.
Based on the calculations, 223.14 nitrogen credits are required to be purchased. (See Appendix for
Calculation Spreadsheet).
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.
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
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.
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
CONCLUSIONS
1-year, 2-year, 5-year, 10-year and 100-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
Vs)
1-year 8.53 9.10 6.94
2-year 11.3 11.9 9.82
5-year 13.6 14.2 10.8
10-year 15.4 15.9 11.0
100-year 19.4 19.9 11.7
Based on the data, the design for the dry detention pond meets the requirements of the Stormwater
Management requirements.
RESULTS SUMMARY
BMP1
Proposed Wet
Detention Basin 1
Storm Event Peak Water
Surface
Elevation
Freeboard

Qpeak Outflow
1-year 375.63 1.37 ft 6.94 cfs
2-year 375.72 1.28 ft 9.82 cfs
5-Year 375.89 1.11 fl 10.8 cfs
10-Year 376.04 0.96 ft 11.0 cfs
104-Year 376.43 0.57 ft 11.7 cis
DESIGN SUMMARY
DRY DETENTION POND
• 0.75" drawdown orifice @ 372.00
• 3'x3' boxriser, crest @ 373.00
• 15" RCP Outlet Barrel
• Top of Dam = 377.00
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
Storm Drainage Methodology:
Pipe Sizing
The storm drainage system consists of a series of structures and pipes to convey storm drainage
along the roadways and alleys to a single outlet point. The discharge of the storm drainage system
is into the unnamed tributary of Turkey Creek.
The storm drainage pipes were sized using a computer program called "Hydraflow" by Autodesk.
"Hydraflow" utilizes both the Manning equation for pipe flow and the Rational Method for flow
quantity. The input parameters required for the "Hydraflow" to operate include the rainfall
intensity, a runoff coefficient ("C" factor) that describes the impervious surface of the drainage area,
the actual drainage area to each inlet structure, the pipe diameter and slope, and the type of
material of the pipe as presented by the Mannings "n" value for the specific pipe material. The
rainfall intensity, or design storm, is based on historical information collected at the Raleigh-
Durham area and the time of concentration to peak flow each drainage area. The time of
concentration is calculated for each drainage area for a specific inlet structure. Figure DA has been
included to indicate the drainage area and "C" factor for each inlet structure.
The input parameters and assumptions are as follows:
Design Storm = 10-year
Time of Concentration = For design, 0.01 minutes has been assumed.
Rainfall Intensity = 7.08 in/hr for 5 minute duration
C Coefficient = based on impervious surface within drainage area to inlet
Mannings "n' = 0.013 for RCP
Minimum pipe diameter = 15"
Headloss calculated by AASHTO method assumed as smooth wall finish
Minimum pipe slope = 0.005 ft/ft, or 0.5%
Inlets assumed to capture 100% of runoff for design of pipe system
Hydraulic grade line is to remain within the pipe for 10-yr storm event.
Pipe sizing is independent of the spacing of inlet structures. The following steps are used in the
design process. Please note that the Autodesk program computes many of the data needs.
• Determine the drainage area for each inlet.
• Determine the runoff coefficient for each inlet.
• Determine the time of concentration, rainfall intensity, and the corresponding flow using
the Rational Method for each inlet.
• Select a pipe diameter starting with a 15 inch diameter pipe.
• Select pipe slope of pipe of interest, using corresponding with slope of street.
• Apply Manning's equation to determine whether pipe is of sufficient diameter for flow and
slope.
• Continue from upstream to downstream, adding flow from upstream pipe and inlet to
design the pipe size of the downstream pipe.
Results of pipe sizing are included with this report.
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
Inlet Spacing/Gutter Spread
As a requirement for approval of the Preliminary Subdivision Plat and Site Plan, a check was
performed on the gutter spread of the adjacent storm inlet in Marvino Lane. The standard inlet for
this project is the City of Raleigh type of curb inlet. Gutter spread is derived using the Manning's
equation with input parameters and include the gutter slope, the cross slope of the street,
Manning's n factor for concrete, the flow at the design storm, and the depth of flow at the curb.
The input parameters and assumptions are as follows;
• Rainfall Intensity for the design storm = 5.76 in/hr (2-year storm)
• Runoff coefficient (C) = based on impervious surface within drainage area to inlet
• Mannings "n' = 0.013 for RCP
• Cross slope of street = 0.0208 ft/ft (1/4in/ft) for normal crown
• Gutter slope = slope of centerline of street, or slope of warped gutter when in a sag
• Gutter depth = 5 in maximum depth
• Gutter spread =1/2 travel lane
• For sags, a 50% clogging factor of the inlet is assumed.
• Spacing is a maximum of 400 feet
The spread in the alleys has been calculated using the methodology presented in HEC-22. The
calculations to determine the spread are embedded into a spreadsheet. The predevelopment and
post development gutter spread for this inlet structure is attached.
Glenwood Avenue/Marvino Lane W&R Project 02300371
Stormwater Management Report September 2011
POND DESIGN
CALCULATIONS
Glenwood Avenue/Marvino Lane W&R Project 02100371
StormwaterManagernent Report September 2o11
Job File: K:110110-03700100370-Water Garden-Roadway ImprovemelH-MBMP DesignlBMP.PPW
Rain Dir: K:/10110-03701100370-Water Garden-Roadway ImprovemelH-H\BMP Design)
JOB TITLE
------------------------
Project Date: 9/28/2011
Project Engineer: Ken Jesneck, PE
Project Title: Glenwood Avenue/Marvino Lane
Project Comments:
Dry Detention Pond for Roadway Improvements
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Table of Contents
I
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... 1
Executive Summary (Nodes) .......... 2.01
Executive Summary (Links) .......... 2.02
***k*+**?'*Ak++kk'k DESIGN STORMS SUMMARY •********?****k****
RDU NOAA 14 Desi. Design Storms 3.01
****k****k*?***kkk'k k*k RAINFAEJ DATA ****+******************
RDU NOAA 10yr... 10
Time-Depth Curve ................... 4.01
RDU NOAA 2yr.... 2
Time-Depth Curve ................... 4.03
*#*k4******#***k*} OUTLET STRUCTURES «***•******•}***..}**}
Outlet 1........ Outlet Input Data .................. 501
Composite Rating Curve ............. 5.04
+}+}i}k?#*}k#*****#* ** POND ROUTING ***************k****k**
POND 20......... Pond E-V-Q Table ................... 5.01
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Table of Contents ii
Table of Contents (continued)
POND 20 OUT 2
Pond Routing Summary ............... 6.06
POND 20 OUT 10
Pond Routing Summary ............... 6.07
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.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)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
-----
*OUT ------
10 ------ ----
JCT ------
2 ----------
.572 ---------
12.1100 -------- -------- ------------
11.35
*OUT 10 JCT 5 .755 12.1100 13.65
*OUT 10 JCT 10 .902 12.1100 15.44
*OUT 10 JCT 100 1.423 12.1100 19.54
*OUT 10 JCT 1 .479 11.9300 8.53
*OUT 20 JCT 2 .425 12.1500 9.82
*OUT 20 JCT 5 .612 12.1700 10.78
*OUT 20 JCT 10 .760 12.1800 11.03
*OUT 20 JCT 100 1.284 12.2200 11.68
*OUT 20 JCT 1 .331 12.0300 6.94
POND 20 IN POND 2 .616 12.1100 11.95
POND 20 IN POND 5 .802 12.1100 14.17
POND 20 IN POND 10 .951 12.1100 15.90
POND 20 IN POND 100 1.475 12.1100 19.86
POND 20 IN POND 1 .521 11.9300 9.10
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Type.... Master Network Summary Page 1.02
Name.... Watershed
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MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
---------
POND 20 --- -----
OUT ----
POND ------
2 ---------- --
.425 ---------
12.1500 --------
9.82 --------
375.72 ------------
.234
POND 20 OUT POND 5 .612 12.1700 10.78 375.89 .252
POND 20 OUT POND 10 .760 12.1800 11.03 376.04 .268
POND 20 OUT POND 100 1.285 12.2200 11.68 376.43 .312
POND 20 OUT POND 1 .331 12.0300 6.94 375.63 .224
SUBAREA 10 AREA 2 .572 12.1100 11.35
SUBAREA 10 AREA 5 .755 12.1100 13.65
SUBAREA 10 AREA 10 .902 12.1100 15.44
SUBAREA 10 AREA 100 1.423 12.1100 19.54
SUBAREA 10 AREA 1 .479 11.9300 8.53
SUBAREA 20 AREA 2 .616 12.1100 11.95
SUBAREA 20 AREA 5 .802 12.1100 14.17
SUBAREA 20 AREA 10 .951 12.1100 15.90
SUBAREA 20 AREA 100 1.475 12.1100 19.86
SUBAREA 20 AREA 1 .521 11.9300 9.10
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Type.... Executive Summary (Nodes) Page 2.01
Name.... Watershed Event: 1 yr
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.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 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
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun, hrs cfs ft
------------
Outfall OUT 10 ----- ----
JCT ----------
.479 -- ---------
11.9300 -------- ---------
8.53
Outfall OUT 20 JCT .331 12.0300 6.94
POND 20 IN POND .521 11.9300 9.10
POND 20 OUT POND .331 12.0300 6.94 375.63
SUBAREA 10 AREA .479 11.9300 8.53
SUBAREA 20 AREA .521 11.9300 9.10
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Type.... Executive Summary (Links) Page 2.02
Name.... Watershed Event: 1 yr
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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= 24.0000 hrs
HYG Vol Peak Time Peak Q
Link ID Type ac-ft Trun. hrs cfs End Points
---------------- ---- ----------- --- ------- -------- ----------------
ADDLINK 10 ADD UN .521 11.9300 9.10 SUBAREA 20
DL .521 11.9300 9.10
DN .521 11.9300 9.10 POND 20 IN
ADDLINK 40 ADD UN .479 11.9300 8.53 SUBAREA 10
DL .479 11.9300 8.53
DN .479 11.9300 8.53 OUT 10
ROUTE 20 PONDrt UN .521 11.9300 9.10 POND 20 IN
ROUTE 20 .331 12.0300 6.94 POND 20 OUT
DL .331 12.0300 6.94
DN .331 12.0300 6.94 OUT 20
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Type.... Design Storms
Name.... RDU NOAA 14 Desi
Page 3.01
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
Title... Project Date: 9/28/2011
Project Engineer: Ken Jesneck, PE
Project Title: Glenwood Avenue/Marvino Lane
Project Comments:
Dry Detention Pond for Roadway Improvements
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
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Time-Depth Curve RDU NOAA 10yr
10 yr
4.9800 in
1
23.9904 hrs
.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
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Type.... Time-Depth Curve Page 4.01
Name.... RDU NOAA 10yr Tag: 10 Event: 10 yr
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Storm... RDU NOAA 10yr Tag: 10
SYNTHETIC CUMULATIVE RAINFALL(in)
Time Output Time increment = .0833 hrs
hrs
---------- Time on left
---------------- represents
----------- time for first value
--------------------- in each row.
-------------
.0000 1 .0000 .0056 .0113 .0169 .0225
.4165 1 .0281 .0338 .0394 .0450 .0506
.8330 1 .0563 .0619 .0675 .0731 .0788
1.2495 I .0844 .0900 .0956 .1013 .1069
1.6660 ! .1125 .1181 .1238 .1294 .1350
2.0825 1 .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 1 .2531 .2588 .2644 .2700 .2756
4.1650 1 .2813 .2869 .2925 .2981 .3038
4.5815 I .3094 .3150 .3206 .3263 .3319
4.9980 1 .3375 .3431 .3488 .3544 .3600
5.4145 I .3656 .3713 .3769 .3825 .3881
5.8310 1 .3938 .3994 .4050 .4144 .4239
6.2475 1 .4333 .4428 .4522 .4617 .4711
6.6640 .4806 .4900 .4994 .5089 .5183
7.0805 .5278 .5372 .5467 .5561 .5656
7.4970 1 .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 1 .9483 .9653 .9822 .9992 1.0161
10.4125 1 1.0331 1.0500 1.0754 1.1008 1.1263
10.8290 1 1.1517 1.1771 1.2025 1.2279 1.2533
11.2455 1 1.2788 1.3042 1.3296 1.3550 1.4417
11.6620 1 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 1 3.7521 3.7775 3.8029 3.8283 3.8538
13.3280 1 3.8792 3.9046 3.9300 3.9469 3.9639
13.7445 1 3.9808 3.9978 4.0147 4.0317 4.0486
14.1610 1 4.0656 4.0825 4.0994 4.1164 4.1333
14.5775 ! 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 1 4.4239 4.4333 4.4428 4.4522 4.4617
17.0765 1 4.4711 4.4806 4.4900 4.4994 4.5089
17.4930 1 4.5183 4.5278 4.5372 4.5467 4.5561
17.9095 1 4.5656 4.5750 4.5806 4.5862 4.5919
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Time-Depth Curve Page 4.02
Name.... RDU NOAA 10yr Tag: 10 Event: 10 yr
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
Storm... RDU NOAA 10yr Tag: 10
Time
hrs
18.3260
18.7425
19.1590
19.5755
19.9920
20.4085
20.8250
21.2415
21.6580
22.0745
22.4910
22.9075
23.3240
23.7405
SYNTHETIC CUMULATIVE RAINFALL(in)
Output Time increment = .0833 hrs
Time on left
------------- represents
----- time for
--------- first value
------------ in each row.
-------------
----
4.5975 ------
4.6031 4.6087 4.6144 4.6200
4.6256 4.6312 4.6369 4.6425 4.6481
4.6537 4.6594 4.6650 4.6706 4.6762
4.6819 4.6875 4.6931 4.6987 4.7044
4.7100 4.7156 4.7213 4.7269 4.7325
4.7381 4.7438 4.7494 4.7550 4.7606
4.7663 4.7719 4.7775 4.7831 4.7888
4.7944 4.8000 4.8056 4.8113 4.8169
4.8225 4.8281 4.8338 4.8394 4.8450
4.8506 4.8563 4.8619 4.8675 4.8731
4.8788 4.8844 4.8900 4.8956 4.9013
4.9069 4.9125 4.9181 4.9238 4.9294
4.9350 4.9406 4.9463 4.9519 4.9575
4.9631 4.9688 4.9744 4.9800
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Time-Depth Curve
Name.... RDU NOAA 2yr Tag: 2
File.... K:\10\10-0370\100370-Water Garden-Roadway
Storm... RDU NOAA 2yr Tag: 2
Page 4.03
Event: 2 yr
Improveme\H-H\BMP Design\BMP.ppw
SYNTHETIC CUMULATIVE RAINFALL(in)
Time Output Time increment = .0833 hrs
hrs
°--------
- Time on left
---------------- represents
----------- time for
--------- first value in
--------------- each row.
----------
1
.0000 I .0000 .0039 .0078 .0117 .0156
.4165 I .0194 .0233 .0272 .0311 .0350
.8330 I .0389 .0428 .0467 .0506 .0544
1.2495 I .0583 .0622 .0661 .0700 .0739
1.6660 I .0778 .0817 .0856 .0894 .0933
2.0825 f .0972 .1011 .1050 .1089 .1128
2.4990 .1167 .1206 .1244 .1283 .1322
2.9155 .1361 .1400 .1439 .1478 .1517
3.3320 .1556 .1594 .1633 .1672 .1711
3.7485 .1750 .1789 .1828 .1867 .1906
4.1650 1 .1944 .1983 .2022 .2061 .2100
4.5815 j .2139 .2178 .2217 .2256 .2294
4.9980 1 .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 [ .3613 .3675 .3738 .3800 .3862
7.4970 I .3925 .3987 .4050 .4112 .4175
7.9135 .4237 .4300 .4362 .4425 .4487
8.3300 .4550 .4612 .4675 .4737 .4800
8.7465 .4862 .4925 .4987 .5050 .5167
9.1630 .5283 .5400 .5517 .5633 .5750
9.5795 I .5867 .5983 .6100 .6217 .6333
9.9960 I .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 [ 2.0150 2.2500 2.3700 2.4250 2.4800
12.4950 2.5350 2.5508 2.5667 2.5825 2.5983
12.9115 2.6142 2.6300 2.6458 2.6617 2.6775
13.3280 2.6933 2.7092 2.7250 2.7367 2.7483
13.7445 2.7600 2.7717 2.7833 2.7950 2.8067
14.1610 1 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 [ 3.0913 3.0975 3.1038 3.1100 3.1163
17.4930 3.1225 3.1288 3.1350 3.1413 3.1475
17.9095 [ 3.1538 3.1600 3.1639 3.1678 3.1717
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Time-Depth Curve Page 4.04
Name.... RDU NOAA 2yr Tag: 2 Event: 2 yr
File.... K:110110-0370\100370-Water Garden-Roadway ImprovemelH-H\BMP Design\BMP.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 raw.
----
I
---
18.3260 1 3.1756 3.1794 3.1833 3.1872 3.1911
18.7425 1 3.1950 3.1989 3.2028 3.2067 3.2106
19.1590 1 3.2144 3.2183 3.2222 3.2261 3.2300
19.5755 1 3.2339 3.2378 3.2417 3.2456 3.2494
19.9920 1 3.2533 3.2572 3.2611 3.2650 3.2689
20.4085 1 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 3.3117 3.3156 3.3194 3.3233 3.3272
21.6580 1 3.3311 3.3350 3.3389 3.3428 3.3467
22.0745 1 3.3506 3.3544 3.3583 3.3622 3.3661
22.4910 1 3.3700 3.3739 3.3778 3.3817 3.3856
22.9075 1 3.3894 3.3933 3.3572 3.4011 3.4050
23.3240 1 3.4089 3.4128 3.4167 3.4206 3.4244
23.7405 1 3.4283 3.4322 3.4361 3.4400
SIN: Bentley Systems, Inc.
Bentley 2andPack (10.00.027.00) 7:12 AM 912812011
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.01
File.... K.\10\10-0370\100370-water Garden-Roadway ImprovemQ\H-H1BMP Design\SMP.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 373.00 ft
Increment = .05 ft
Max. Elev.= 377.00 ft
OUTLET CONNECTIVITY
?wwktirrRir*wrawwwk*?twwra?wkwkww#ww*w**t*w*ftww
---? Forward Plow Only (UpStream to DnStream)
[- Reverse Flow Only (DnStream to UpStream)
[---? Forward and Reverse Both Allowed
Structure Ho. Outfall El, ft E2, ft
Inlet Box RO ---a CO 375.300 377.000
Orifice-Circular 00 ---> c0 373.000 377.000
Culvert-Circular CO ---? TW 372.000 377.000
Tw SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00,027.00) 7;12 AM 9/28/2011
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.02
File.... K:110\10-03701140370-Water Garden-Roadway Improveme V1-HIBMP DesignlBMP.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = R0
Structure Type
---------------
- = Inlet Box
----
----
-
-
ff of Openings -
---------
= 1
Invert Elev. = 375.30 ft
Orifice Area - 9.0000 sq.ft
Orifice Coeff. - .600
Weir Length 12.00 ft
Weir Coeff. - 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure 10 = 00
Structure Type = Orifice-Circular
------------------------------------
11 of Openings - 1
Invert Elev. - 373.00 ft
Diameter = .1042 ft
Orifice Coeff. .500
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 912€312011
Type.... Outlet Input Data
Name.... Outlet 1
Page 5.03
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 372.00 ft
Dnstream Invert = 371.00 ft
Horiz. Length = 42.00 ft
Barrel Length = 42.01 ft
Barrel Slope = .02381 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .023225
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.148
T2 ratio (HW/D) = 1.295
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 = 373.44 ft ---> Flow = 4.80 cfs
At T2 Elev = 373.62 ft ---> Flow = 5.49 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) 7:12 AM 9/28/2011
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.04
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
373.00 -------
.00
373.05 .00
373.10 .O1
373.15 .O1
373.20 .02
373.25 .02
373.30 .02
373.35 .02
373.40 .02
373.45 .03
373.50 .03
373.55 .03
373.60 .03
373.65 .03
373.70 .03
373.75 .03
373.80 .04
373.85 .04
373.90 .04
373.95 .04
374.00 .04
374.05 .04
374.10 .04
374.15 .04
374.20 .04
374.25 .04
374.30 .05
374.35 .05
374.40 .05
374.45 .05
374.50 .05
374.55 .05
374.60 .05
374.65 .05
374.70 .05
374.75 .05
374.80 .05
374.85 .06
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: RO,OO,CO)
OO,CO (no Q: RO)
O0,C0 (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
OO,CO (no Q: RO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.05
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q No tes
-------- ----- --- ----- --- Converge ---------- --- ------------
Elev. Q TW E lev Error
ft cfs
- f t +/-ft Contributing Structures
--------
374.90 ------
.06 -----
Free --- -
Outfall ----------
O0,C0 (no ---
Q: ------------
RO)
374.95 .06 Free Outfall OO,CO (no Q: RO)
375.00 .06 Free Outfall OO,CO (no Q: RO)
375.05 .06 Free Outfall OO,CO (no Q: RO)
375.10 .06 Free Outfall OO,CO (no Q: RO)
375.15 .06 Free Outfall OO,CO (no Q: RO)
375.20 .06 Free Outfall OO,CO (no Q: RO)
375.25 .06 Free Outfall OO,CO (no Q: RO)
375.30 .06 Free Outfall OO,CO (no Q: RO)
375.35 .46 Free Outfall RO,OO,CO
375.40 1.20 Free Outfall RO,OO,CO
375.45 2.15 Free Outfall RO,OO,CO
375.50 3.28 Free Outfall RO,OO,CO
375.55 4.56 Free Outfall RO,OO,CO
375.60 5.97 Free Outfall RO,OO,CO
375.65 7.50 Free Outfall RO,OO,CO
375.70 9.14 Free Outfall RO,OO,CO
375.75 10.53 Free Outfall RO,OO,CO
375.80 10.62 Free Outfall RO,OO,CO
375.85 10.70 Free Outfall RO,OO,CO
375.90 10.79 Free Outfall RO,OO,CO
375.95 10.88 Free Outfall RO,OO,CO
376.00 10.96 Free Outfall RO,CO (no Q: 00)
376.05 11.05 Free Outfall RO,CO (no Q: 00)
376.10 11.14 Free Outfall RO,CO (no Q: 00)
376.15 11.22 Free Outfall RO,CO (no Q: 00)
376.20 11.30 Free Outfall RO,CO (no Q: 00)
376.25 11.39 Free Outfall RO,CO (no Q: 00)
376.30 11.47 Free Outfall RO,CO (no Q: 00)
376.35 11.55 Free Outfall RO,CO (no Q: 00)
376.40 11.63 Free Outfall RO,CO (no Q: 00)
376.45 11.72 Free Outfall RO,CO (no Q: 00)
376.50 11.80 Free Outfall RO,CO (no Q: 00)
376.55 11.88 Free Outfall RO,CO (no Q: 00)
376.60 11.96 Free Outfall RO,CO (no Q: 00)
376.65 12.03 Free Outfall RO,CO (no Q: 00)
376.70 12.11 Free Outfall RO,CO (no Q: 00)
376.75 12.19 Free Outfall RO,CO (no Q: 00)
SIN:
Bentley PondPack (10.00.027.00)
7:12 AM
Bentley Systems, Inc.
9/28/2011
Tyne.... Composite Rating Curve
Name.... Outlet 1
Page 5.06
File.... K:110110-03701100370-Water Garden-Roadway ImprovemelH-H1BMP DesignlBMP.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
W5 Elev, Total Q Notes
_- - ------ Converge ------ ------- -
Elev. Q TW E1ev Error.
cis ft +/-ft Contributing Structures
--------
376.80 -------
12.27 -------- ----- -
Free Outfall ------
RO,CO -------
(no Q: ------------
00)
376.85 12.34 Free Outfall RO,CO (ago Q: 00)
376.90 12.42 Free Outfall RO,CO (no Q: 00)
376.95 12.50 Free Out£all R0,C0 (no Q: 00)
377.00 12.57 Free Outfall RO,CO (no Q. 00)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Tyne.... Pond E-V-Q Table Page 6.01
Name.... POND 20
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
LEVEL POOL ROUTING DATA
HYG Dir = K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\
Inflow HYG file = work_pad.hyg - POND 20 IN 2
Outflow HYG file = work pad.hyg - POND 20 OUT 2
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 373.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation. Outiflow
ft cfs
373.00 .00
373.05 .00
373.10 .01
373.15 .01
373.20 .02
373.25 .02
373.30 .02
373.35 .02
373.40 .02
373.45 .03
373.50 .03
373.55 .03
373.60 .03
373.65 .03
373.70 .03
373.75 .03
373.80 .04
373.85 .04
373.90 .04
373.95 .04
Storage Area Infilt. Q Total 2S/t + 0
ac-ft sq.ft cfs cfs cfs
---------
.000 -----------
2931 -----------
.00 ------------
.00 ----------
.00
.003 2959 .00 .00 8.18
.007 2987 .00 .01 16.45
.010 3015 .00 .01 24.78
.014 3043 .00 .02 33.20
.017 3071 .00 .02 41.69
.021 3099 .00 .02 50.26
.024 3128 .00 .02 58.92
.028 3156 .00 .02 67.64
.032 3185 .00 .03 76.46
.035 3214 .00 .03 85.34
.039 3243 .00 .03 94.31
.043 3272 .00 .03 103.36
.046 3301 .00 .03 112.49
.050 3331 .00 .03 121.71
.054 3360 .00 .03 131.00
.058 3390 .00 .04 140.38
.062 3420 .00 .04 149.84
.066 3450 .00 .04 159.38
.070 3480 .00 .04 169.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Pond E-V-Q Table Page 6.02
Name.... POND 20
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
LEVEL POOL ROUTING DATA
HYG Dir r K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\
Inflow HYG file = work pad.hyg - POND 20 IN 2
Outflow HYG file = work-pad.hyg - POND 20 OUT 2
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 373.00 ft
Starting Volume = .000 ac- ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft sq.ft cfs cfs cfs
-------------
374.00 -----------
.04 ----------
.074 --- --------
3510 -----------
.00 ------------
.04 ----------
178.71
374.05 .04 .078 3540 .00 .04 188.51
374.10 .04 .082 3570 .00 .04 198.38
374.15 .04 .086 3600 .00 .04 208.34
374.20 .04 .090 3631 .00 .04 218.39
374.25 .04 .094 3661 .00 .04 228.51
374.30 .05 .099 3692 .00 .05 238.73
374.35 .05 .103 3722 .00 .05 249.03
374.40 .05 .107 3753 .00 .05 259.41
374.45 .05 .112 3784 .00 .05 269.88
374.50 .05 .116 3815 .00 .05 280.43
374.55 .05 .120 3846 .00 .05 291.07
374.60 .05 .125 3878 .00 .05 301.80
374.65 .05 .129 3909 .00 .05 312.62
374.70 .05 .134 3941 .00 .05 323.53
374.75 .05 .138 3972 .00 .05 334.51
374.80 .05 .143 4004 .00 .05 345.59
374.85 .06 .147 4036 .00 .06 356.76
374.90 .06 .152 4068 .00 .06 368.02
374.95 .06 .157 4101 .00 .06 379.37
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Pond E-V-Q Table Page 6.03
Name.... POND 20
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
LEVEL POOL ROUTING DATA
HYG Dir = K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\
Inflow HYG file = work_pad.hyg - POND 20 IN 2
Outflow HYG file work pad.hyg - POND 20 OUT 2
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 373.00 ft
Starting Volume = .000 ac- ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft sq.ft cfs cfs cfs
------------
375.00 ------------
.06 ----------
.161 --- --------
4133 -----------
.00 ------------
.06 ----------
390.80
375.05 .06 .166 4165 .00 .06 402.33
375.10 .06 .171 4197 .00 .06 413.94
375.15 .06 .176 4228 .00 .06 425.64
375.20 .06 .181 4261 .00 .06 437.44
375.25 .06 .186 4293 .00 .06 449.31
375.30 .06 .191 4325 .00 .06 461.28
375.35 .46 .196 4357 .00 .46 473.75
375.40 1.20 .201 4390 .00 1.20 486.63
375.45 2.15 .206 4423 .00 2.15 499.83
375.50 3.28 .211 4455 .00 3.28 513.28
375.55 4.56 .216 4488 .00 4.56 526.98
375.60 5.97 .221 4521 .00 5.97 540.91
375.65 7.50 .226 4555 .00 7.50 555.04
375.70 9.14 .232 4588 .00 9.14 569.38
375.75 10.53 .237 4621 .00 10.53 583.56
375.80 10.62 .242 4655 .00 10.62 596.53
375.85 10.70 .247 4688 .00 10.70 609.59
375.90 10.79 .253 4722 .00 10.79 622.75
375.95 10.88 .258 4756 .00 10.88 636.00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Pond E-V-Q Table Page 6.04
Name.... POND 20
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
LEVEL POOL ROUTING DATA
HYG Dir = K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\
Inflow HYG file = work pad.hyg - POND 20 IN 2
Outflow HYG file = work-pad.hyg - POND 20 OUT 2
Pond Node Data v POND 20
Pond Volume Data POND 20
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 373.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft sq.ft cfs cfs cfs
-------------
376.00 ------------
10.96 ---------
.264 -----------
4790 -----------
.00 ------------
10.96 ----------
649.35
376.05 11.05 .269 4825 .00 11.05 662.78
376.10 11.14 .275 4860 .00 11.14 676.33
376.15 11.22 .280 4895 .00 11.22 689.95
376.20 11.30 .286 4930 .00 11.30 703.69
376.25 11.39 .292 4965 .00 11.39 717.51
376.30 11.47 .298 5001 .00 11.47 731.43
376.35 11.55 .303 5036 .00 11.55 745.46
376.40 11.63 .309 5072 .00 11.63 759.58
376.45 11.72 .315 5108 .00 11.72 773.80
376.50 11.80 .321 5144 .00 11.80 788.12
376.55 11.88 .327 5180 .00 11.88 802.53
376.60 11.96 .333 5216 .00 11.96 817.06
376.65 12.03 .339 5252 .00 12.03 831.67
376.70 12.11 .345 5289 .00 12.11 846.39
376.75 12.19 .351 5325 .00 12.19 861.21
376.80 12.27 .357 5362 .00 12.27 876.13
376.85 12.34 .363 5399 .00 12.34 891.15
376.90 12.42 .369 5436 .00 12.42 906.28
376.95 12.50 .376 5473 .00 12.50 921.51
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Pond E-V-Q Table Page 6.05
Name.... POND 20
File.... K:110110-03701100370-Water Garden-Roadway Improveme\H-H1BMP Design\BMP.ppw
LEVEL POOL ROUTING DATA
HYG Dir = K:110\10-0370\100370--Water Garden-Roadway Improveme\H-H\BMP Design\
Inflow HYG file = work_pad.hyg - POND 20 IN 2
Outflow HYG file = work pad.hyg - POND 20 OUT 2
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL. CONDITIONS
Starting WS E1ev - 373.00 ft
Starting Volume - .000 ac-ft
Starting Outflow - .00 CfS
Starting Infiltr. - .00 cfs
Starting Total Qout= .00 CES
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft sy_ft cfS cfS cfs
--------------------------
377.00 12.57 ---------
.382 --------------------------------------------
5510 .00 12.57 936.83
SIN: Bentley Systems. Inc.
Bentley PondPauk (10.00.027.00) 7:12 AM 9/28/2012
Type.... Pond Routing Summ ary Page 6.06
Name.... POND 20 OUT Tag: 2 Event: 2 yr
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\BMP.ppw
Storm... RDU NOAA 2yr Tag: 2
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\
Inflow HYG file = work pad.hyg - POND 20 IN 2
Outflow HYG file = work pad.hyg - POND 20 OUT 2
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev =
Starting Volume =
Starting Outflow =
Starting Infiltr. _
Starting Total Qout=
Time Increment =
-------------
373.00 ft
.000 ac-ft
.00 cfs
.00 cfs
.00 cfs
.0100 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = 11.95 cfs at 12.1100 hrs
Peak Outflow = 9.82 cfs at 12.1500 hrs
-----
Peak --------------
Elevation = ----------
375.72 ------------------------
ft
Peak Storage - .234 ac-ft
MASS BALANCE (ac-ft)
---------------------
+ Initial Vol = -----
.000
+ HYG Vol IN = .616
- Infiltration = .000
- HYG Vol OUT = .425
- Retained Vol = .190
Unrouted Vol = -.000 ac-ft
(.000% of Inflow Volume)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
Type.... Pond [touting Summary Page 6.07
dame.... POND 20 OUT Taq: 10 Event: 10 yr
File.... K:\10\10--0370\100370-14ate:- Garden-Roadway Improveme\H-H\BMP Design\BMP,ppw
Storm... RDU NOAA 10yr Tag; 10
LEVEL POOL ROUTING SUMMARY
HYG Dir = K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\
Inflow HYG file = work pad.hyg - POND 20 IN 10
Outflow HYG file = work pad.hyg - POND 20 OUT 10
Pond Node Data = POND 20
Pond Volume Data = POND 20
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 373.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
INFLOWIOUTFLOW HYDROGRAPH SUMMARY
---------------------------------------------------
Peak Inflow - 15.90 cfs at 12.1100 hrs
Peak Outflow - 11.03 cfs at 12.1800 hrs
-----------------------------------------------------
Peak Elevation 376.04 ft
Peak Storage = .268 ac-ft
MASS BALANCE (ac-ft)
---------------------
+ Initial Vol = -----
.000
+ HYG Vol IN = .951
- Infiltration = .000
- HYG Vol OUT = .760
- Retained Vol = .191
Unrouted Vol = -.000 ac-ft
(.000% of Inflow Volume)
SIN:
Bentley PondPack (10.00.027.00)
'7:12 AM
Bentley Systems, Inc.
9/28/2011
Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- O -----
Outlet 1... 5.01, 5.04
----- P -----
POND 20... 6.01, 6.06, 6.07
----- R -----
RDU NOAA 10yr 10... 4.01
RDU NOAA 14 Desi... 3.01
RDU NOAA 2yr 2... 4.03
----- W -----
Watershed... 1.01, 2.01, 2.02
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 7:12 AM 9/28/2011
NITROGEN LOADING
CALCULATIONS
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
Nitrogen Calculations for Expansion
to Exisiting Development
Project: Glenwood Avenue/Marvino Lanes
9/28/11
Total lot Acreage = 7.66 Ac. Not including MILK right of way
Existing Impervious = 3.15 Ac.
Addtional (new) impervious = 1.04 Ac.
Total impervious = 4.19 Ac.
Existing managed open space = 4.51
New remaining open space (pervious) = 3.47 Ac.
Allocated open space = 0.86 Ac.
"New Nitrogen Loading"
Addtional (new) impervious @ 21.2 lb/acre = 22.05 lb
Allocated open space @ 1.2lb/acre = 1.03 lb
Total nitrogen contribution = 23.08 lb
Total nitrogen contribution per acre = 12.14 lb/acre
Amount nitrogen remaining to achieve 3.6 lb/acre = 8.54 lb/acre
,.new area" (new imp + new allocated open space) = 1.90 Ac.
Actual pounds to be removed by treatment= 16.24 lb <---(Amount nitrogen remaining after buydown "'new al
Treatment device = Dry Detention
Efficiency of device to be used = 10.00 %
Impervious Area Treated = 1.86 Ac.
Open Space Treated = 0.80 Ac.
Reduction from BMP = 2.12 Ibs/ac
Net BMP Loading after BMP 10.02 Ibs/ac
Treatment device = LS-VFS
Efficiency of device to be used = 30.00 %
Impervious Area Treated = 1.86 Ac.
Open Space Treated = 0.80 Ac.
Reduction from BMP = 1.90 Ibs/ac
Net BMP Loading after BMP 8.11 Ibs/ac
Treatment device = Grassed Swale
Efficiency of device to be used = 20.00 %
Impervious Area Treated = 0.18 Ac.
Open Space Treated = 0.00 Ac.
Reduction from BMP = 0.60 Ibs/ac
Offset Amount for buy Down 3.91 Ibs/ac
Buy Down Amount 3.91 Ibs/ac
x 1.90 ac
x $28.35 /Ib/yr
x 30 years
Buy Down Amount = $6,32&.03 NCEEP
Alifrnnan rrarlita Raniiirail 77? 1t1
BMP SIZING
CALCULATIONS
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
Red triangles at the upper right hand corner indicate design comments
Please complete the yellow shaded items.
VIA 7FR
WDEHR n c
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
1I.. PROJECT INFORMATION
Project name Glenwood AvenuelMarvino Lane
Contact name Ken Jesneck, PE
Phone number 919-469-3340
Date September 28, 2011
Drainage area number FES 1
II. DESIGN INFORMATION
The purpose of the LS-VFS Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS-VFS from A BMP
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area ft2 Do not complete this section of the form.
Impervious surface area ft2 Do not complete this section of the form.
Percent impervious % Do not complete this section of the form.
Rational C coefficient Do not complete this section of the form.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the form.
Time of concentration min Do not complete this section of the form.
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the form.
Peak flow from the 10-yr storm cfs Do not complete this section of the form
Design storm
Maximum amount of flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N) Do not complete this section of the form
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP Other: Explained below
Peak discharge from the BMP during the design storm 0.053 cfs
Peak discharge from the BMP during the 10-year storm 11 cfs
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS 0.053 cfs
Is a flow bypass system going to be used? Y (Y or N)
Explanation of any "Other" responses above Dry Detention Pond
LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
0 sq ft No forebay is required.
6 in
Form SW401 - LS-VFS - 27Ju12011 - Rev.9 page 1 of 2
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
6 in
10 ft/cfs
1 ft
10 ft
30 ft
372.00 fmsl
371.00 fmsl
3.33 %
N (Y or N)
N (Y or N)
N (Y or N)
N (Y or N)
ft
ft
ft
ft
ft
ft/sec
Depth is appropriate.
Ten feet is the minimum level spreader length.
OK
Fick one:
(Y or N)
(Y or N)
Form SW401 - LS-VFS - 27M2011 - Rev 9 page 2 of 2
Permit No.
fro be provided by DW4)
d?'aF wRrE?Qc
A MMA STORMWATER MANAGEMENT PERMIT APPLICATION FORM R
HCDENR 401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Glenwood Avenue/Marvino Lane
Contact person Ken Jesneck, PE
Phone number 919-535-5139
Date 30-Aug-11
Drainage area number FES 1
Site Characteristics
Drainage area 115,870.00 ftz
Impervious area 24,892.00 ft2
% Impervious 0.21
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth in
Rational C, pre-development (unitless)
Rational C, post-development (unitless)
Rainfall intensity: 1-yr, 24-hr storm in/hr
Pre-development 1-yr, 24-hr peak flow ft3lsec
Post-development 1-yr, 24-hr peak flow ft3lsec
Pre/Post 1-yr, 24-hr peak control ft3lsec
Storage Volume: Non-SA Waters
Minimum required volume 6,557.00 ft3
Provided volume 6,557.00 ft3 OK
Sediment storage volume provided 1,640.00 -ft' OK
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Minimum required volume ft3
Provided volume ft3
Sediment storage volume provided ft 3
Basin Design Parameters
Drawdown time 4.00 days OK
SHWT elevation 371.00 fmsl
Basin bottom elevation 373.00 fmsl K
Storage elevation 373.50 fmsl
Basin side slopes 3.0 :1 OK
Top elevation 377.00 fmsl OK
Freeboard provided ft
Basin Bottom Dimensions
Basin length 88.90 ft
Basin width 42.20 ft
Length to width ratio di :1 OK
Form SW401-Dry Extended Detention Basin-Rev 3 Parts I & II. Design Summary, Page 1 of 2
Additional Information
Total runoff volume captured by basin
Forebay provided
is basin in a recorded drainage easement?
Does basin capture all runoff at ultimate build-out?
Is a sediment depth indicator included?
Does the basin include a drain?
1:80 ac-in Forebay is not required
N (Y or N)
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Permit No.
(to be provfWed by OWQ)
Form SW401-Dry Extended Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 2 of 2
Project Name: Glenwood Avenue/Marvino Lane Project #: 02100370
City/State: Raleigh, NC Date: 8/1/2011
Overall
Total Drainage Area = 2.66 ac
Proposed Impervious Surfaces = 1.86 ac
Undisturbed & Managed Open Space = 0.80 ac
% Impervious Surface Area = 69.9 %
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.
Rv = 0.68 in./in. I = Percent impervious
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.151 acre-ft
6559 cu. ft.
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
Variables
WQ Volume: 0.151 Acre-ft 6559.41 cf
Head: 0.5 ft 0.25 ft
Draw down time: 96 hrs 345600 s
Orifice Area = 0.007884 sq. ft 1.135244 sq. in
Orifice Diameter = 1.202264 in
USE 1.25 In DIAMETER ORIFICE
Constants
g = 32.2 fUS2
Cd= 0.6
BMP Sizing 1.xls - BMP Sizing 9/28/2011
CULVERT
SIZING
CALCULATIONS
Glenwood Avenue/Marvino Lane W&R Project oa100311
Stormwater Management Report September 2011
CULVERT SIZING CALCULATIONS
The proposed culvert was evaluated using the rational method to determine the
100-year peak flow for pipe sizing. The lower watershed shed draining to the pipe
crossing is approximately 41.15 acres and is composed of approximately 22.1 acres
of impervious, resulting in a composite "C" factor of 0.70 ( Figure 1 for Drainage
Area Land Use). The corresponding curve numbers assigned to these land uses are
97 for industrial, 75 for low density, 80 for medium residential, and 97 for minor
commercial. The resulting composite curve number for the contributory area is
83.37. The time of concentration was calculated using the Kirpich equation, with
the hydraulic length of the watershed approximately 1,889 feet with an elevation
difference of 96 feet from pipe invert to high point in the watershed. The resulting
time of concentration is 8.2 minutes. Data from the report entitled "Cornerstone
Park/Car Max Stormwater Management Plan, Drainage Basin 3" prepared by
Withers & Ravenel, May 2001, was utilized for the upper watershed.
The peak flow for the 100-year storm event of the both the upper and lower
watersheds were combined. Using the above information, the 100-year storm event
peak flow is 493 cfs. This peak was then used to size the culvert to pass the 100-
year. The results of the Culvert Master model suggest that two 60" RCP pipes will
be required to adequately pass the 100-year storm peak flow. Based on the invert
elevation of 371.50, the resulting headwater elevation is 379.79. This headwater
elevation was selected since this elevation is lower that any of the invert elevations
of pipes discharging into the stream.
C Values
19.06 0.40 pervious
22.09 0.95 impervious
41.15 0.70 composite
Use 0.70
Flow Calcs
1 2 5 10 25 50 100
5 5.10 5.76 6.58 7.22 8.19 8.96 9.72
10 4.20 4.76 5.54 6.13 7.01 7.71 8.40
15 3.50 4.04 4.74 5.25 6.03 6.65 7.24
30 2.38 2.70 3.28 3.71 4.32 4.80 5.28
60 1.50 1.70 2.12 2.41 2.84 3.17 3.50
Area (ac) 41.15 L (ft) 1889 tc (min) 8.2
C Q.7Q H (ft) 9E31
Intensity 5.12 (2-yr) 6.52 (10-yr) 7.44 (25-yr) 8.88 (100-yr)
Flow 146.5 cfs 186.6 cfs 212.7 cfs 253.9 cfs
Add. Flow 60.9 cfs 123.8 cfs 174.3 cfs 239.5 cfs
Total Flow 207.40 cfs 310.42 cfs 387.04 cfs 493.44 cfs
Culvert Design Report
N/A
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 385.00 ft Storm Event Check
Computed Headwater Elevc 379.79 ft Discharge 493.44 cfs
Headwater Depth/Height 1.66 Tailwater Elevation 370.00 ft
Inlet Control HW Elev. 379.79 ft Control Type Inlet Control
Outlet Control HW Elev. 379.29 ft

Grades
Upstream Invert 371.50 ft Downstream Invert 370.50 ft
Length 111.86 ft Constructed Slope 0.008940 ft/ft

Hydraulic Profile
Profile S2 Depth, Downstream 4.15 ft
Slope Type Steep Normal Depth 4.11 ft
Flow Regime Supercritical Critical Depth 4.40 ft
Velocity Downstream 14.15 ft/s Critical Slope 0.008071 ft/ft

Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 5.00 ft
Section Size 60 inch Rise 5.00 ft
Number Sections 2

Outlet Control Properties
Outlet Control HW Elev. 379.29 ft Upstream Velocity Head 2.82 ft
Ke 0.20 Entrance Loss 0.56 ft

Inlet Control Properties
Inlet Control HW Elev. 379.79 ft Flow Control Submerged
Inlet Type Groove end w/headwall Area Full 39.3 ft2
K 0.00180 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 2
C 0.02920 Equation Form 1
Y 0.74000
Title: Water Garden Roadway Improvements Project Engineer: Ken Jesneck
k:\...\h-h\culvert master\culvert.cvm Withers & Ravenel Engineering CulvertMaster v3.1 [03.01.010.00]
09/28/11 09:42:48 AdaBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
HYDRAULIC
GRADE LINE
ANALYIS
Glenwood AVenuelMarvino Lane W&R Project 02100371
Stormwater Management Report September zoii
Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2009 Plan
uuuali
Project File: Glenwood.stm
Number of lines: 6 1 Date: 09-28-2011
Hydraflow Storm Sewers Extension v6 066
Line Inlet Line Drainage Runoff T i Incr Total Capacity ? Line Line Line Line Invert Invert
No. ID ID Area
` Coeff c Inlet Q Runoff Full Size Type Length Slope Up Dn
(ac) (C) (min) 1 (in/hr) (cfs) (cfs) (cfs) (in)
l (ft)
T (%) (ft) (ft)
1 C132 CB2-FES1 0.03 0.75 1.2 7.07 0.16 13-66 56.49 24 Cir 35.586 6.24 375.22 373.00
2 CB3 CB3-CB2 0.04 0.70 1.1 7.07 0.20 13.50 15.99 24 Cir 36-000 0-50 375.50 375.32
3 J65 JB5 0.00 0.00 0.1 0.00 0.00 10.92 15.95 24 Cir 58.289 0.50 378.16 377.87
4 C134 CB4•CB3 0.27 0.80 0.4 7.07 1.53 2.38 4.58 15 Cir 147.102 0.50 381.97 381.23
5 Offsite 1-98 0.78 0.0 7.07 10.92 10.92 11.49 18 Cir 48.507 1.20 379.38 378.80
6 CB5 CB4-CB5 0.15 0.80 0.0 7-07 0.85 0.85 4.57 15 Cir 36.000 0.50 382.25 382.07

a
o?
0
f
0
3
CD
CD
CD
N
m
m
N
O
7
M
[D
0 00 0 0 E o c o
o D
Cp p. ?
C0 rn n
1 a
0 o o ?
0
0 0 4 O O C 7

C. 5ta 0+0000 - Outfall
0
In
^'
G7
en
r
Ln: 1

F
1 Out

cn
0
L
2
n:

-4 Rim El. 387.48
Out

0
.
r
9
cn

CD
47

v

Cri
y
M11
p
O
n: 4
v
Out
Inv. El. 382.07 In

Out

[ 7 O 4 C 7 C 5 b

.
Grnd. El. 372.Q
Inv. El. 373.00
Sta 0+35.586 -
Rim El. 387.87
Inv. El. 375.22
Inv. El. 375.32 I
0+71
S
586
.
ta
-
- Rim EI
48
387
.
.
Inv. El. 375.50
Inv. El. 381.23 I

Sta 2+18.688 -
Rim El. 384.94
Inv. El. 381.97

e?
b Sta 2+54.688 -

w

v

wi co Wc
W A b 6
O b
6 Q

(

! IV

b

O
n
O
n
L
O
Ln: 6
Rim El. 385.26
Inv. El. 382.25 O
o
o to
D)
t7
M
CD
m ca co o
W C is N [[1 U1 W ?
0
0 °
00 o °
(D o
C)

0

In
2
r
N
cn
L
1
n:

Out

cn
a

Ln: 2
Rim El
387
48
-4
v' A .
.
Out

rn
w
o
=

N
L
3
1
29
8
S
n:
+
.
75 -
t.

Out

0
p
ip
4 + + ?l
C" Ln: 5

Out
ti
0
ca
M V co M Eo 6
O 0 C T N [o
W
W

C
C
J
)
O
D
O
C] 0

G7 0
A
d

Sta 0+00.00 - O
w
372.0
Gmd. El.
Inv. El. 373.00
D
S
0
3
86
ta
+
5.5
-

Rim El. 387 .87
Inv. El. 375.22
Inv. El. 375.32 I

'
Sta 0+71.586 -
Rim EI. 387.48
Inv. El. 375.50
Inv. El. 377.87 I

Rim El. 388.00
Inv. El. 378.16
Inv. El. 378.80 I
n
Sta 1+78.382 -
Rim El. 384.88
Inv. El. 379.38
utfall
0

O
n
O
n
O
n
O
Inlet Report
Page 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Gr ate Inlet Gutter Inlet Byp
No CIA carr capt b
p t
e - line
y y yp - - - -
Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 C62 0.13 0.00 0.13 0.00
I Curb 5.0 5.00 2.00 2.00 2.00 0.012 2.00 0.050 1 0.020 0.013 0.08 1.68 0.11 1.06 2.0 6
2 CB3 0.16 0.00 0.16 0.00 Curb 5.0 5.00 2.00 2.00 2.00 0.012 2.00 0.050 0.020 0.013 0.09 1.82 0.12 1-16 2.0 4
3 JB5 0.00 0.00 0.00 0.00 MH 4.0 4.00 2.00 2.00 2.00 Sag 2.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 2
4 CB 4 1.20 0.00 1.20 0.00 Curb 5.0 5.00 2.00 2.00 2.00 Sag 2.00 0.050 0.020 0.013 0.21 7.66 0.32 7.66 2.0 Off
5 Offsite 8.61 0.00 8.61 0.00 Curb 4.0 4.00 2.00 2.00 2.00 Sag 2.00 0.050 0.020 0.013 1.23 58-66 1.23 58.66 0.0 3
6 CB5 0.67 0.00 0.67 0.00 Curb 5.0 5.00 2.00 2.00 2.00 Sag 2.00 0.050 0.020 0.013 0.16 5.17 0.27 5.17 2.0 Off
Project File: Glenwood.stm Number of lines: 6 Run Date: 09-28-2011
NOTES: Inlet N-Values = 0.016 ; Intensity = 68.78 / (Inlet time + 12.70) ^ 0.87; Return period = 2 Yrs. Indicates Known Q added. All curb inlets are Horiz throat.
Hydraflow Storm Sewers Extension v6 066
GRASSED SWALE
CALCULATIONS
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
Permit Number
(to be provided by DWQ)
NCDIENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Glenwood Avenue/Marvino Lane Extension
Contact name Ken Jesneck, PE
Phone number 919-535-5139
Date August 30, 2011
Drainage area number Pipe DA-2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 309,712.00 ftz
Impervious area 177,725.00 ft'
Percent impervious 57.4% %
Design rainfall depth 4.93 inch
Peak Flow Calculations
10-yr storm runoff depth 3.70 in
10-yr storm intensity 7.08 in/hr
Post-development 10-yr storm peak flow 35.60 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 4.50 ft/sec
Soil characteristics (enter 'Y' below)
Sand/silt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda
Tall fescue X
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Conveyance Swale, Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 0.97 ft/sec OK
Side slopes 5.00 :1 OK
Swale length 150.00 ft OK
Form SW401-Grassed Swale-Rev 3 Parts I and 11 Project Design Summary, Page 1 of 2
Permit Number
(to be Wrowded by D WOJ
Swale Characteristics
Swale Shape: Enter an 'x" In the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the swale
Widlh of the lop of the swale
Additional Information
Is the Swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the Swale?
What is the SHWT elevation?
What is the longitudinal slope of the swale?
What is the depth of freeboard?
5.00
37.50
Y (Y or N) OK
Y (Y or N) OK
3.00 it OK
386,00 frnsl
385.00 imsl
382.00 fmsl
0.50% OK
1.00 ft OK
Form $W401.Grassed SWaIa.Rev 3 Parts 1 and II Project Design Summary, Page 2 of 2
Page 1 of 1
N O RI Tensar International Corporation
fl ?C 5401 St. Wendel-Cynthiana Road
HMEF Poseyvil le, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Channel Analysis
SC250 - Class B - Mix (Sod & Bunch) - Good 75-95%
Phase Reach Uischarg Velocity Normal Mannings Permissible Calculated Safety Remarks Staple
Depth N Shear Stress Shear Stress Factor Pattern
SC250 Straight 35.6 cfs 3.01 1.12 ft 0.028 3 lbs/ft2 0.35 lbs/ft2 8.61 STABLE: E
Unve etated ft/s
SC250 Straight 35.6 cfs 0.97 2.25 ft 0.129 10 Ibs/ft2 0.7 Ibs/ft2 14.23 STABLE
F
Reinforced ft/s
Vegetation
Underlying Straight 35.6 cfs 0.97 2.25 ft -- 0.8 Ibs/ft2 0.017 lbs/ft2 47.66 STABLE:1 --
Substrate ft/s
SC250 Bend 35.6 cfs 3.01 1.12 ft 0.03 3 Ibs/ft2 0.64 lbs/ft2 4.67 STABLE E
iJnve etated ft/s
SC250 Bend 35.6 cfs 0.97 2.25 ft 0.13 10 Ibs/ft2 1.29 lbs/ft2 7.72 STABLE E
Reinforced rt/s
VcLretatlon
Underlying Bend 35.6 cfs 0.97 2.25 ft -- 0.8 Ibs/ft2 0.017 Ibs/ft2 1.25 STABLE; --
Substrate ft/s
http://www.ecmds.com/print/analysis/1056/1069 8/30/2011
Page 1 of 3
<_? K) i

Tensar International Corporation
5401 St. Wendel -Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Channel Computations
Project Parameters
Specify Manning's n: 0.13
Discharge: 35.61
Peak Flow Period: 1.5
Channel Slope: 0.005
Bottom Width: 5 j
Left Side Slope:
Right Side Slope:
Existing Channel Bend: 1
Bend Coefficient (Kb):
Channel Radius:
Vegetation Development Phase:
Retardance Class (A - E):
Vegetation Type:
Vegetation Densky:
Soil Ty e:
Channel Lining Options
Protection Type Permanent
Material Type

Mannine's N value for selected Product 0,03
Cross-Sectional Area (A)
A=AL+AB+AR= 91.83
A[. _ (1/2) * De [lie * /.i - 3.12
AB = Bottom Width * De Atli 5.59
Ait (112)*De fl12"ZR 3.12
Wetted Perimeter (P)
P=PL+PB+PR= 16.39
PL=Depth * ZL2+1)05= 5.7
PB = Channel Bottom Width = 5
Pit Death * (ZR2 4. 1)0 5 5.7
Hydraulic Radius (R)
R -- AIP= 0.72
Flow (Q)
Q=1.486/n*A*R2/3*S1/2= 1-5

http://www.ecmds.com/print/computation/I 056/1069 8/30/2011
Page 2 of 3
Velocity (V)
V=Q/A= 3.01
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope
=
0.35
Channel Safety Factor = Tp / Td) 8.61
Effective Stress on Blanket(Tdb)
Te = Td * (1-CF) * (ns/n)2 = 0.35
CF = 0
ns = 0.03
Soil Safety Factor
Allowable Soil Shear (Ta = 0
Soil Safety Factor = Ta / Te = 0
Bend Shear Stress (Tdb)
Tdb = 0.64
Bend Safety Factor
Tdb = 4.67
Effective Stress on Blanket in Bend T(eb)
TO = Tdb * 1-CF) * (ns / n )2 - 0.64
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te = 0
Conclusion: Stability of Mat STABLE
Conclusion: Stability of Underlying soil STABLE
Conclusion: Stability of Mat (Bend) Unstable
Conclusion: Stability ofUnderlyina Soil (Bend)
Material Type
Matting Type
Mannine's N value for selected Product 0.13
Cross-Sectional Area (A)
A=AL+AB+AR= 36.63
AL = (1/2) * De th2 * ZL = 12.69
AB = Bottom Width * Depth = 11.26
AR = 1/2) * De the * ZR = 12.69
Wetted Perimeter (P)
P=PL+PB+PR= 27.97
PL = Depth * (ZL2 + 1)0.5 = 11.49
PB = Channel Bottom Width = 5
PR = Depth * (ZR2 + 1)0.5 11.49
Hydraulic Radius (R)
R=A/P= 1.31
Flow (Q)
Q=1.486/n*A*R2/3*S1/2= 1.5
Velocity (V)
V=Q/A= 0.97
http://www.ecmds.com/print/computation/I 056/1069 8/30/2011
Page 3 of 3
Channel Shear Stress (Te)
Td = 62.4 * Depth * Slope = 0.7
Channel Safety Factor = (Tp / Td) 14.23
Effective Stress on Blanket(Tdb)
Te = Td * 1-CF) * (ns/n 2 = 0.02
CF = 0.75
ns = 0.04
Soil Safety Factor
Allowable Soil Shear (Ta) = 0.8
Soil Safety Factor = Ta / Te = 47.66
Bend Shear Stress (Tdb)
Tdb = 1.29
Bend Safety Factor
Tdb = 7.72
Effective Stress on Blanket in Bend T(eb)
Teb = Tdb * (1-CF) * (ns / n )2 = 0.03
Soil Safety Factor in Bend
Soil Safety Factor = Ta / Te = 1.25
Conclusion: Stability of Mat STABLE
Conclusion: Stability ofUnderl in soil STABLE
Conclusion: Stability of Mat (Bend) Unstable
Conclusion: Stability of Underlying Soil (Bend)
http://www.eemds.com/print/computation/1056/1069 8/30/2011
Job File: K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\Grass Swale\P
Rain Dir: K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\Grass Swale\
JOB TITLE
Project Date: 8/30/2011
Project Engineer: Ken Jesneck
Project Title: Glenwood Avenue/Marvino Lane Pipe DA-2
Project Comments:
Calculating the 10-yr 24 hour storm event
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:07 PM 8/30/2011
i
Table of Contents
**********?* MASTER SUMMARY ***********
Watershed....... Master Network Summary ............. 1.01
********* RAINFALL DATA +******+
RDU NOAA 10yr... 10
Time-Depth Curve ................... 2.01
*kkN h'k iirk***•kh*k**'k •k •M iY TC CAUCOLA`i'IONS s4kkk*•k •kk*Ml•xf*•*i.•yk kf
PIPE DA-2....... Tc Calcs ........................... 3.01
*****+ CN CALCULATIONS
PIPE DA-2....... Runoff CN-Area ..................... 4.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:07 PM 8/30/2011
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\Grass Swale\Pi
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth
Return Event in
10 4.9800
25 5.9000
50 6.6300
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 l0yr
RDU NOAA 25yr
RDU NOAA 50yr
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 Qpeak Qpeak
Node ID Type Event ac-ft Trun hrs cfs
-----
*OUT ----
20 ----- --- ----
JCT ------
10 ----------
2.336 ---------
12.1500 --------
34.60
*OUT 20 JCT 25 2.876 12.1500 39.02
*OUT 20 JCT 50 3.308 12.1500 41.85
*OUT 20 JCT 100 3.747 12.1500 44.76
*OUT 20 JCT 1 1.202 12.0000 19.34
PIPE DA- 2 AREA 10 2.336 12.1500 34.60
PIPE DA- 2 AREA 25 2.876 12.1500 39.02
PIPE DA- 2 AREA 50 3.308 12.1500 41.85
PIPE DA- 2 AREA 100 3.747 12.1500 44.76
PIPE DA- 2 AREA 1 1.202 12.0000 19.34
Max
Max WSEL Pond Storage
ft ac-ft
------------
S /N:
Bentley PondPack (10.00.027.00)
4:07 PM
Bentley Systems, Inc.
8/30/2011
Type.... Time-Depth Curve
Page 2.01
Name.... RDU NOAA 10yr Tag: 10 Event: 10 yr
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\Grass Swale\Pi
Storm... RDU NOAA 10yr Tag: 10
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 f ----------------
.0000 -----------
.0056 ---------
.0113 ---------------
.0169 -__-------
.0225
.4165 1 .0281 .0338 .0394 .0450 .0506
.8330 1 .0563 .0619 .0675 .0731 .0788
1.2495 1 .0844 .0900 .0956 .1013 .1069
1.6660 1 .1125 .1181 .1238 .1294 .1350
2.0825 1 .1406 .1463 .1519 .1575 .1631
2.4990 1 .1688 .1744 .1800 .1856 .1913
2.9155 1 .1969 .2025 .2081 .2138 .2194
3.3320 1 .2250 .2306 .2363 .2419 .2475
3.7485 1 .2531 .2588 .2644 .2700 .2756
4.1650 1 .2813 .2869 .2925 .2981 .3038
4.5815 1 .3094 .3150 .3206 .3263 .3319
4.9980 .3375 .3431 .3488 .3544 .3600
5.4145 1 .3656 .3713 .3769 .3825 .3881
5.8310 1 .3938 .3994 .4050 .4144 .4239
6.2475 1 .4333 .4428 .4522 .4617 .4711
6.6640 1 .4806 .4900 .4994 .5089 .5183
7.0805 J .5278 .5372 .5467 .5561 .5656
7.4970 1 .5750 .5844 .5939 .6033 .6128
7.9135 I .6222 .6317 .6411 .6506 .6600
8.3300 1 .6694 .6789 .6883 .6978 .7072
8.7465 ! .7167 .7261 .7356 .7450 .7619
9.1630 1 .7789 .7958 .8128 .8297 .8467
9.5795 l .8636 .8806 .8975 .9144 .9314
9.9960 1 .9483 .9653 .9822 .9992 1.0161
10.4125 1 1.0331 1.0500 1.0754 1.1008 1.1263
10.8290 J 1.1517 1.1771 1.2025 1.2279 1.2533
11.2455 1 1.2788 1.3042 1.3296 1.3550 1.4417
11.6620 1 1.5283 1.6150 1.7950 1.9750 2.2800
12.0785 1 2.8800 3.1850 3.3650 3.4517 3.5383
12.4950 I 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 1 3.9808 3.9978 4.0147 4.0317 4.0486
14.1610 6 4.0656 4.0825 4.0994 4.1164 4.1333
14.5775 4.1503 4.1672 4.1842 4.2011 4.2181
14.9940 4.2350 4.2444 4.2539 4.2633 4.2728
15.4105 1 4.2822 4.2917 4.3011 4.3106 4.3200
15.8270 J 4.3294 4.3389 4.3483 4.3578 4.3672
16.2435 J 4.3767 4.3861 4.3956 4.4051 4.4144
16.6600 1 4.4239 4.4333 4.4428 4.4522 4.4617
17.0765 1 4.4711 4.4806 4.4900 4.4994 4.5089
17.4930 1 4.5183 4.5278 4.5372 4.5467 4.5561
17.9095 1 4.5656 4.5750 4.5806 4.5862 4.5919
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:07 PM 8/30/2011
'Pypr-s.... Time -Depth Curve E'age 2.02
Name.... RIDU NOAA 10yr Tag. 10 I'.Vent: 10 yr
F'.ile... , K: 110110-0370\100 3"7 7-wr,t:c r Garden-Roadway zmpr0veanelH-H\8MP Design\Grass Swale\Pi
a^torw... RI]U NOAA 10yr T.Ly; _U
SYNTHETIC CLIMU ATfVE RAINF'ALI.(in)
Time I Output Time increment = .0833 hrs
lirs I Time on left represents Lime for first value in each row.
--------- I-
18.3260 1 ----------------
4.5975 -----------
4.6031. ------°-------
4.6067 ---------•--
4.6144 ----------
4.6200
1.8.7425 1 4.0256 4.6312 4.6369 4.6425 4.5481
19.159.0 1 4.6537 4.6594 4-6650 4.6706 4.6762
19.5755 1 4.6819 4.6875 4.6931 4.6987 4.7044
19.9920 1 4.7100 4.7156 4.7213 4.7269 4.7325
20.4085 1 4.7381 4.7438 4.7494 4.7550 4.7606
20.8250 1 4.7663 4.7'119 4.7775 4.7831 4.7888
21.2415 I 4.7944 4.80700 4.8056 4.8113 4.8169
21.6580 1 4.8225 4.8281 4.8338 4.8394 4.8450
22.0745 1 4.8506 4.8563 4.8619 4.8675 4.43731
22.1910 1 4.8788 4.8€344 4.8900 4.8956 4.9013
22.9075 1 4.9069 4.9125 4.9181 4.9238 4.9294
23.3240 1 4.9351 4.9406 4.9463 4.9519 4.9575
23.7405 1 4.9631 4.9688 4.9744 4.9800
S/N:
Bentley PondPar.k (10.00-027.00)
4:0 PI
Bentley Systems, Inc..
8/30/20.11.
Type `fc Calr_s
Maine:.... FBI PI; DA
File, ., , K. \14110-0370\100370-Watc;r Gardon-Roadway Improveme\14-f11f3MP nesignlGrass Swale\Pi
TIME 0: :ALCULA'iOR
Segment. # 1 : Vc:: 5CS Lag
Hydraulic Length
Runoff CN
slope
Avg. Ve1oc:i.t•y
1200.00 ft
90
.065600 ft/ft
1,99 ft/sec
segment 1#1 'Dime: .1679 hrs
------------------------------------------------------------------------
Total Tc: .1679 hrs
S/N- Bentley Systems, Inc:.
Bentley PondPack {14.130.027.00} 4:07 PM 8/3012011
Type.... Tc Calcs
Name.... PIPE DA-2
Page 3.02
File.... K:\10\10-0370\100370-Water Garden-Roadway Improveme\H-H\BMP Design\Grass Swale\Pi
----------------------------------------------- ---------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS Lag =_____________°___°°__=__°__=_--__--_====_=_-
Tc = 0.000877 * (Lf**0.8) * ((1000/CN) - 9)**0.7) * (Sf**-0.5)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
CN = SCS Curve Number
Sf = Slope, ft/ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:07 PM 8/30/2011
T,.3 .... . . . :,-mof f CLN-Area.
Malin c .... I' [PE DA-2
Page 4.01
File.... K.110110-0370\100370-Water Garden-Roadway Improveme\H-11\3MP Design4Grags SwalelPi
............................................................................
impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C WC. CN
-------------------------------- ----
Impervious Areas - Paved; curbs and 98 ---------
4.080 ----- ----- ------
98.00
Open space (Lawns,parks etc.) Fai 80 3.190 80.00
{lp.[F'•i: :[`f'f: Ai{.GA ,. C N
if) viii ti
SIN:
Bentley Pond Pack (10.00.027.4(7)
4 : D'7 F't4
Bentley Systems, Inc.
8/30/2011
Appendix A
Index of Starting Page Numbers for ID Names
----- P -----
PIPE DA-2... 3.01, 4.01
----- R -----
RDU NOAA 10yr 10... 2.01
----- W -----
Watershed... 1.01
SIN:
Bentley PondPack (10.00.027.00)
4 :07 PM
Bentley Systems, Inc.
8/30/2011
Pipe DA-2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.129
Channel Slope 0.00500 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 5.00 ft
Discharge 35.60 ft3/s
Results
Normal Depth 2.25 ft
Flow Area 36.55 ftz
Wetted Perimeter 27.94 ft
Top Width 27.49 ft
Critical Depth 0.87 ft
Critical Slope 0.29329 ft/ft
Velocity 0.97 ft/s
Velocity Head 0.01 ft
Specific Energy 2.26 ft
Froude Number 0.15
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.25 ft
Critical Depth 0.87 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.29329 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
8130/20114:03:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
MISCELLANEOUS
SUPPORT DOCUMENTS
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
Flotation Calculations
Project No: 0210370 Calc. By: KLJ
Project Name: Glenwood/Marvino Lane Date: August, 2011
Compone nts Weights
Wgt. H2O Wgt.Concrete Wgt. Soil (Sat)
(Ibs/cu. ft.) (Ibs/cu. ft.) (Ibs/cu. ft.)
62.40 150.00 120.00
Outlet Structure
Base Diameter Thickness
(ft) (in)
0.00 0.00
Walls Length Width Wall Height
(ft) (ft) (ft)
Outside 3.42 3.42 3.30
Inside 3.00 3.00
Fillet Volume
(cu. ft)
0.00
Weight of Wetwel l = (Outside Volume - Inside Vol ume + Fillet Volume) x Weight of Concrete
Walls Base Fillet Total
Weight 1,334.72 0.00 0.00 1,334.72 (Ibs)
Soil
Soil Weight = ((Base Area - Wetwell OD Area) x Height of Soil) x Weight of Soil
Total Height 0.00 (ft)
Weight 0.00 (Ibs)
Withers and Ravenel, Inc. Page 1 of 2
Flotation Calculations
Project No: 0210370 Calc. By: KLJ
Project Name: Glenwood/Marvino Lane Date: August, 2011
Bottom a
Circular
Diameter Thickness
(ft) (i n) Total
0.00 0.00 0.00 (Ibs)
Rectangular
Width of slab Length of slab Thickness
(ft) (ft) (in) Total
4.00 4.00 6.00 1,200.00 (Ibs)
Hatch enin
Circular
Diameter
(i n) Total
1 0.00 (Ibs)
2 0.00 (Ibs)
3 0.00 (Ibs)
Rectangular
Length Width
(i n) (i n) Total
1 0.00 0.00 0.00 (Ibs)
2 0.00 (Ibs)
3 0.00 (Ibs)
Upward Actin Force
Upward Force Acting on Bottom of Structure = Base Area x Height of Water x Weight of Water
Total Height 3.80 (ft)
Buoyancy Force 711.36 (Ibs)
Factor of Safe
Factor of Safety = Downward Force of Structure and Soil/Upward Force of Water
Total Downward Force 2,534.72 (Ibs)
Total Buoyancy Force 711.36 (Ibs)
Factor of Safety= 3.56
Withers and Ravenel, Inc. Page 2 of 2
Environmental Consultants, PA
Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
September 21, 2011
Job # 11745.51
Withers & Ravenel, Inc.
Attn: Ken Jesneck, PE
111 MacKenan Drive
Cary, NC 27511
Re: Detailed soils evaluation for the proposed storm water dry detention basin and
grassed swale, located near the intersection of Glenwood Ave. and the proposed
extension of Marvino Drive, Raleigh, NC. .
Dear Mr. Jesneck:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil evaluation
within the. targeted area of a potential storm water dry detention basin and grassed swale
area on the site mentioned above. Soil morphological profile descriptions were
performed to determine seasonal high water table elevations at each boring. The purpose
of this evaluation was to provide additional information for the proper design of a
proposed dry detention basin and grassed swale, used to treat the on-site storm water.
The following is a brief report of the methods utilized in this evaluation and the results
obtained.
Soil/Site Evaluation Methodology
The proposed dry detention basin bottom elevation (371' above MSL) and the proposed
grassed swale elevation (385' above MSL) were pre-determined by Withers and Ravenel,
Inc. and provided to S&EC (see Attachment 1 site plan). The site evaluation was
performed by advancing four hand auger borings (SB1-SB4) selected at various points
within the proposed storm water dry detention basin area and grassed swale area and
located by S&EC using a hand-held GPS receiver. Soil morphological conditions were
described at each location using standard techniques outlined in the "Field Book for
Describing and Sampling Soils" published by the Natural Resources Conservation
Service (MRCS, 2002).
SoiUSite Conditions
Field investigation revealed that the soils at the specified boring locations resemble the
Worsham soil series recognized by NRCS. At boring location SB-1, located within the
proposed dry detention basin, seasonal high water table was estimated at the surface.
S&EC noted free standing water in this location when the fieldwork was performed. In
the case of borings SB-2, SB-3, and S134, located within the proposed grassed swale area,
S&EC noted the presence of seasonal high water table at 9 inches from top of ground at
all three of the boring locations.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. If requested, S&EC
can meet on-site with NC-DWQ to discuss our findings and recommendations. Please
feel free to call with any questions or comments.
Sincerely,
Soil & Environmental Consultants, PA
ti' ,,tit` r'• t;? a L
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NC Licensed Soil Scientist #1232
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ATTACHMENT i 7501L BORING I.OCA7ION5 I of
7??
OPERATION AND
MAINTENANCE AGREEMENTS
Glenwood Avenue/Marvino Lane W&R Project 02100371
Stormwater Management Report September 2011
Permit Number:
(to be provided by DWQ)
Drainage Area Number:,
Dry Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet
structure, pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry
extended detention basin.
- Immediately after the dry extended detention basin is established, the vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the dry extended detention pond will be fertilized after the first
initial fertilization that is required to establish the vegetation.
- I will maintain the vegetation in and around the basin at a height of
approximately six inches.
- Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter
and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in
a Coastal County). Records of operation and maintenance will be kept in a known set
location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the dry Areas of bare soil and/or Regrade the soil if necessary to
extended detention erosive gullies have formed. remove the gully, and then plant a
basin ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Form SW401-Dry Detention O&M-Rev.3 Page 1 of 4
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
(see diagram below). dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred or Provide additional erosion
riprap is displaced. protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.
The main treatment area Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
(see diagram below). dispose of it in a location where it
will not cause impacts to streams or
the BMP. Revegetate disturbed
areas immediately with sod
(preferred) or seed protected with
secure! staked erosion mat.
Water is standing more than Check outlet structure for clogging.
5 days after a storm event. If it is a design issue, consult an
appropriate professional.
Weeds and noxious plants are Remove the plants by hand or by
growing in the main wiping them with pesticide (do not
treatment area. spray),
Form SW401-Dry Detention O&M-Rev.3 Page 2 of 4
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs or trees have started Remove shrubs or trees
to row on the embankment. immediately.
Grass cover is unhealthy or Restore the health of the grass cover
eroding. - consult a professional if necessary.
Signs of seepage on the Consult a professional.
downstream face.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
The measuring device used to determine the sediment elevation shall be such that it will
give an accurate depth reading and not readily penetrate into accumulated sediments.
When the basin depth reads 0.4 feet in the main pond, the sediment shall be removed.
When the basin depth reads N A feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Temporary Pool Elevation 375.30
Sediment Removal E N/A Te porai Pool emporary ool
-----------?--- -- olume Sediment Removal Elevation 373.40 Volume
Bottom Elevatia NIA 25% -------------------------------------------- Sediment Bottom Elevation 373.00 25% . ediment
Storage Storage
FOREBAY MAIN POND
Form SW401-Dry Detention O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Glenwood Avenue/Marvino Lane
BMP drainage area numberTES 1
Print name:Carl Dawson
Title:Director of Public Works
Address:City of Raleigh, Post Office Box 590, Raleigh, North Carolina 27602
Phone: [phone]
Signature:
Date: t V
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, a Notary Public for the State of
Ur + h C?? rc?l v c, , County of do hereby certify that
,- i a I ?C. ?- ? `k a `] personally appeared before me this f `I 4
day of - ,3 and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal,
MGDQ
NoTARy"
r
r- PUBLIC C >'
SEAL
My commission expires 4 - L - 2k--)4
r
Form SW401-Dry Detention O&M-Rev.3 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/ debris.
system
The flow splitter device The flow sputter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Glenwood Avenue/Marvino Lane
BMP drainage area number:FES 1
Print name:Carl Dawson
Title:Director of Public Works
Addri
Phon
Signa
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, r=? f .?? Pr c k OY ._lc? , a Notary Public for the State of
L,y i r c„ County of J • k? , do hereby certify that
11).A-) C ?, - personally appeared before me this
day of Lj and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
?pTARY
r PUBO
Old
co\)
My commission expires 4
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Permit Name:
(to be provided by DWQ)
Drainage Area Number:_
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
- After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire length of the Trash/ debris is present. Remove the trash/ debris.
swale
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then re-sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at Remove sediment and dispose in an
the bottom of the swale. area that will not impact streams or
BMPs. Re-sod if necessary.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Glenwood Avenue/Marvino Lane
BMP drainage area number:DA-2
Print name: Carl Dawson
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, / c?i -- , a Notary Public for the State of
1 ted. n c, , County of , do hereby certify that
personally appeared before me this .l Y4
day of C)c?,} r !mot , and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
ur"D
rya Q' V Ji
k1QTARy
E PUBLIC
Q,
GQ,U
My commission expires - - -Lo
Form SW401-Grassed Swale O&M-Rev.3 Page 2 Of 2
Title:Director of Public Works