20052231 Ver 1_Stormwater Info_20060421

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WITHERS
os-aa3~
RAVENEL
STORMWATER MANAGEMENT
REPORT
Glenwood Crossing
Raleigh, North Carolina
Prepared For:
Pulte Homes
801 Corporate Drive
Suite #118
Raleigh. NC 27607
Attn: Mark Farrell
Prepared By:
WITHERS & RAVENEL, INC
i11 MacKenan Drive
Cary, North Carolina 27511
March 2006
W&R Project No. 205274

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DWQ Project No. ! ~' ~ ~ ~~ l ~ I
DIVISION OF WATER QUALITY - 401 EXTENDED WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Glenwood Crossing
Contact Person: KPn .~P~nerk PE Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Elevation 435.00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 437.10 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 21,780 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 23.98 ac. (on-site and off-site drainage to the basin}
Impervious Area 11.62 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 3,500 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 7,990 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 8,490 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 1,875 sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume 50,500 cu. ft. (volume detained on top of the permanent pool)

SAIDA used 2.01 (surface area to drainage area ratio)*
Diameter of Orifice 2.5 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible parry is provided (see
http:/lh2o.eh nr.state. nc. us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

DWQ Project No
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Glenwood Crossing
Contact Person: Ken Jesneck. PE Phone Number: [phone]
Level Spreader ID:. FES 8
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter StriplBuffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter StriplBuffer Vegetation
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
17 ft. (perpendicular to flow)
0.20 ac. (on-site and off-site drainage to the level spreader)
0.18 ac. (on-site and off-site drainage to the level spreader)
3% % (6% for forested, leaf littler cover, 8% for thick ground cover)*
1.31 cfs
1.31 cfs
Thick (thick ground cover or grass, canopied forest with leaf litter
groundcover)
None
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A lica Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers"
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

-}
GLENWOOD CROSSING SUBDIVISION
OPERATION AND MAINTENANCE AGREEMENT
The constructed wetland basin system is defined as the wetland basin, pretreatment including forebays and
the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice on the skimmer of any obstructions such that drawdown of the temporary
pool occurs within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to what is shown in the diagram below. Removed sediment shall be disposed of in an
appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wetland detention basin or stream, etc.).
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 accumulated sediment depth reads 0.5 feet in the main pond, the sediment shall be removed.
If the elevation of the marsh areas exceeds the permanent pool elevation, the sediment should be
removed to design levels. This shall be accomplished by removing and stockpiling the upper 6 inches of
soil. Then the marsh area shall be excavated six inches below design elevations. Afterwards, the
stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than
two weeks.
When the accumulated sediment depth reads 1.0 feet in the forebay and micro-pool, the sediment shall be
removed.
CONSTRUCTED WETLAND DIAGRAM
0 _ Permanent (Normal) Pool Elevation 435.00'
Sediment F~emoval EI.
-- - - Sediment Removal Elevation 434.00'
----- - ----- -
Bottom vation 433.50 --------------------------------------------- ~----- ~
Bottom Elevation 433.50'
FOREBAY & MICRO-POOL MAIN POND
Page 1 of 2

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GLENWOOD CROSSING SUBDIVISION
OPERATION AND MAINTENANCE AGREEMENT
5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as
needed. Wetland plants should be encouraged to grow in the marsh areas.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the eight
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.
Print name: ~~r~~ ~~vc° `{~
Title: `~ : ~ r- ~ ,~ ~ s ~ ~ Q
Address: Pulte Home Corporation 801 Corporate Center Drive, Suite 118, Raleigh, NC 27607
-Phone: [phone]
Signature: ~~~~ ~~ f,~'t~,~
~v
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.
I, ~ ~J~ , a Notary Public for the State of ~ C~
County of ~~,~(~ C(-t , , do hereby certify that
personally appeared before me this ~~ day of ~~(j~, ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
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nloraRY
• PUBLIC -`
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My commission expires ~ ~ -Za ~" Z~~~'
Page 2 of 2

GLENWOOD CROSSING
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
INTRODUCTION
' The purpose of this study is to document pre- and post-development peak stormwater runoff rates
for the 2-year, Zo-year, 5o-year, and ioo-year design storm events as well as document nitrogen
loading rates from the site. The goal is to ensure that the peak outflows from the developed site
1 during the 2-year and so-year storms do not exceed the pre-development outflows during the same
storms.
The site is located in Raleigh, NC, near the intersection of Ebenezer Church Road and Glenwood
Avenue (US-7o). The entire site lies within the Neuse River basin. The existing site is partially
wooded and undeveloped. The proposed site will be developed as a townhome development and
will include one wet pond onsite for peak attenuation and water quality. There natural riparian
buffers around the existing stream, which flows along the western boundary of the site. A proposed
extension of Barefoot Industrial Road runs through the western portion of the site, and the
impervious area has been included in the runoff and nitrogen loading calculations.

APR ~ ? 206
UtOS i~ ST~V~IA1~R i~~~
~~
Glenwood Crossing i W&R Project Zo5274
' stormwater Management Report March Zoo6

1r
GLENWOOD CROSSING
STORMWATER MANAGEMENT REPORT
~ RALEIGH, NORTH CAROLINA
~, METHODOLOGY
_ The stormwater study was conducted using the natural drainage features as depicted by Wake
County LIDAR topography (1-ft contours) and existing field surveys. Proposed drainage areas were
~ based on field survey data and proposed development within the drainage areas.
~ The scope of work included the following analyses:
Hydrology
^ Simulation of the 2-year, to-year, 5o-year, and loo-year rainfall events for the Raligh, NC
"' area
_ ^ Formulation of the 2-year, to-year, 5o-year, and loo-year flood hydrographs for the pre-
and post-development drainage areas
Hydraulic
- ^ Routing the 2-year, so-year, 5o-year, and loo-year flood hydrographs for pre-
development runoff from the site.
^ Routing the 2-year, 1o-year, 5o-year, and loo-year flood hydrographs for post-
_ development runoff through the proposed wet pond.
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
_ requires the development of aotage-storage and stage-discharge function for the proposed
impoundment. The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have
been compiled to create a routing computer simulation model using Haestad Methods PondPack
vio.o software. This PondPack model was then used to assess the peak water surface elevations 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 24-hour duration rainfall curves
using the NOAA Atlas 14 rainfall data for Raleigh-Durham International Airport for the 2-year, io-year,
5o-year and soo-year storm events. This method requires three basic parameters: a curve number
' (CN), time of concentration (t~), and drainage area.
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Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
~-- Survey of Wake County, North Carolina (November i97o). 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 storage area 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 ofthis report.
Glenwood Crossing 2 W&R Project 205274
Stormwater Management Report March 2006

GLENWOOD CROSSING
STORMWATER MANAGEMENT REPORT
RALEIGH, NORTH CAROLINA
DESIGN SUMMARY
PROPOSED CONSTRUCTED WETLANDS
• Normal Pool = 435.0
• 4' Circular Inlet ~a 437.so
• 2.5" diameter drawdown orifice ~a 435.00
• 30"diameter RCP outlet barrel
• Top of dam = 440.0

Storm Event Peak Water
Surface Elevation Freeboard QPeak Outflow
2-Year 437.38 z.62 ft 6.1o cfs
1o-Year 438.io 1.9o ft 39.21 cfs
5o-Year 438.76 i.24 ft 56.0o cfs
soo-Year 439.03 0.97ft 57.44 cfs
Storm Event Pre-Development
Outflow Post-Development
Outflow
2-Year 2i.oo cfs 12.49 cfs
io-Year 56.96 cfs 54.89 cfs
5o-Year 92.72 cfs 94.05 cfs
ioo-Year io8.6 cfs ioo.9 cfs
Glenwood Crossing 4 W&R Project zo5z74
StormwaterManagement Report March zoo6

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Glenwood Crossing
Stormwater Management Report
POND/SITE OUTFLOW
CALCULATIONS
W&R Project 205274
March zoo6

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Job File: K:\05\05-270\05279.0\H&H\GLENWOOD CROSSING.PPW
Rain Dir: K:\05\05-270\05279.0\H&H\
JOB TITLE
Project Date: 3/17/2006
Project Engineer: WR
Project Title: Glenwood Crossing
Project Comments:
S/DI: DOYXYWH3NLBE
PolidPack f10.09.015.G0
b : 0 a Z~M
Withers ~ Ravenel
3,'71., ~_~~[;.

Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
RDU NOAA 19 Desi Design Storms ...................... 2.01
RDU NOAA 19 Desi 2
Design Storms ...................... 2.02
***+**+*n*****++***+** RAINFALL DATA *****~-********+**~+****
RDU NOAA 100yr.. 100
1
1
1
Time -Depth Curve .......... ......... 3.01
RDU NOAA l0yr... 10
Time -Depth Curve .......... .:....... 3.03
RDU NOAA 2yr.... 2
Time- Depth Curve .......... ......... 3.05
RCU NOAA 50yr... 50
Time- Depth Curve .......... ......... 3.07
**********t*********** TC CALCULATIONS *********************
EXISTING DA..... Tc Calcs ........................... 4.01
OFF SITE........ Tc Calcs ........................... 4.03
TO POND......... Tc Calcs ........................... 4.05
S%N: DOYXYWH3NLBE
PonaPack i10.!i4,nl~,.,,r~i
~~7ithers ~~ Ra~~enel
- ~ ~'~

Table of Contents
ii
***********+********** CN CALCULATIONS *********************
EXISTING DA..... Runoff CN -Area ..................... 5.01
OFF SITE........ Runoff CN -Area ..................... 5.02
TO POND......... Runoff CN- Area ..................... 5.03
*********************** POND VOLUMES ***********************
POND............ Vol: Elev-Area ..................... 6.01
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 7.01
Individual Outlet Curves ........... 7.04
Composite Rating Curve ............. 7.13

S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AT1
Withers & Ravenel
3jli/2006

Type.... Master Network Summary
Name.... Watershed
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 1.01
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth Rainfall
Return Event
------------ in
------ Type
-- RNF ID

2
3.4400 --------------
Time-Depth Curve ---
RDU ------
NOAA -------
2yr
10 4.9800 Time-Depth Curve RDU NOAA l0yr
50 6.6300 Time-Depth Curve RDU NOAA 50yr
100 7.3700 Time-Depth Curve RDU NOAA 100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
1
1

1
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
------ Type
-- ---- Event
------ ac-ft Trun
---------- hrs cfs ft ac-ft

EXISTING DA
AREP.
2 --
1.271 ---------
12.1200 -------- -------- ------------
21.00
EXISTING DA AREA 10 3.160 12.1050 56.96
EXISTING DA AREA 50 5.677 12.1050 92.72
EXISTING DA AREA 100 6.920 12.1050 108.64
OFF SITE AREA 2 .637 12.1050 12.28
OFF SITE AREA 10 1.421 12.1050 26.67
OFF SITE AREA 50 2.418 12.1050 40.00
OFF SITE AREA 100 2.900 12.1050 45.90
*OUT EXISTING JCT 2 1.271 12.1200 21.00
*OUT EXISTING JCT 10 3.160 12.1050 56.96
*OUT EXISTING JCT 50 5.677 12.1050 92.72
*OUT EXISTING JCT 100 6.920 12.1050 108.64
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Master Network Summary
Name.... Watershed
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 1.02
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun
- hrs cfs ft ac-ft

*OUT POST-DEVELOP

JCT

2

2.286 -

R ---------

12.1050 --------

12.49
--------
------------
*OUT POST-DEVELOP JCT 10 5.020 R 12.1950 54.89
*OUT POST-DEVELOP JCT 50 8.250 R 12.1050 94.05
*OUT POST-DEVELOP JCT 100 9.762 R 12.1050 100.90
POND IN POND 2 2.598 12.1050 56.33
POND IN POND 10 4.589 12.1050 86.95
POND IN POND 50 6.852 12.1050 110.43
POND IN POND 100 7.891 12.1050 120.99
POND OUT POND 2 1.649 R 12.5550 6.10 437.38 1.409
POND OUT POND 10 3.599 R 12.2400 39.21 438.10 1.894
POND OUT POND 50 5.832 R 12.2250 56.00 438.76 2.362
POND OUT POND 100 6.862 R 12.2400 57.44 439.03 2.559
TO POND AREA 2 2.598 1.2.1050 56.33
TO POND AREA 10 4.589 12.1050 86.95
TO POND AREA 50 6.852 12.1050 110.43
TO POND AREA 100 7.891 12.1050 120.99
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
b:JB ~1
Withers & Ravenel
3/17/2006

Type.... Design Storms Page 2.01
Name.... RDU NOAA 14 Desi
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Title... Project Date: 10/19/2004
Project Engineer: WR
Project Title: Glenwood Crossing
Project Comments:
DESIGN STORMS SUMMARY
' Design Storm File,ID =
Storm Tag Name
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
RDU NOAA 14 Desi
2
Time-Depth Curve RDU NOAA 2yr
2 yr
3.4400 in
1
23.9904 hrs
.0000 hrs Step= .0833 hrs End= 23.9909 hrs
' Storm Tag Name = 10
------------------
Data Type, File, ID = Time-Depth Curve RDU NOAA l0yr
Storm Frequency = 10 yr
Total Rainfall. Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name 50
-------------
Data Type, File, ID = Time-Depth Curve RDU NOAA 50yr
Storm Frequency = 50 yr
' Total Rainfall Depth= 6.6300 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Time-Depth Curve RDU NOAA 100yr
100 yr
7.3700 in
1
23.9990 hrs
.0000 hrs Step= .0833 hrs End= 23.9990 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Design Storms
Name.... RDU NOAA 14 Desi
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA 2yr Tag: 2
Page 2.02
Event: 2 yr
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
. Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier
Resulting Duration
Resulting Start Time=
Storm Tag Name
--------------------
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Time-Depth Curve RDU NOAA 2yr
2 yr
3.4400 in
1
23.9904 hrs
.0000 hrs Step= .0833 hrs End= 23.9904 hrs
10
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 = 50
--------------
Data Type, File, ID = Time-Depth Curve RDU NOAA 50yr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.6300 in
Duration_Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Time-Depth Curve Page 3.01
Name.... RDU NOFLA 100yr Tag: 100 Event: 100 yr
' File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA 100yr Tag: 100
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Outpu t Time increment = .0833 hrs
' hrs I
---------I- Time on left
--------------- represents
---------- time for first value in each row.

.0000 I
.0000 --
.0081 ---------
.0161 ------------
.0242 -------------
.0322
.4167 I .0403 .0483 .0564 .0644 .0725
.8333 I .0806 .0886 .0967 .1047 .1128
1.2500 I .1208 .1289 .1369 .1450 .1531
1.6666 ~ .1611 .1692 .1772 .1853 .1933
2.0833 I .2019 .2094 .2175 .2256 .2336
' 2.4999 I .2417 .2497 .2578 .2658 .2739
2.9166 I .2819 .2900 .2981 .3061 .3142
3.3332 ~ .3222 .3303 .3383 .3464 .3544
3.7499 I .3625 .3706 .3786 .3867 .3947
' 4.1665 I .4028 .4108 .4189 .4269 .4350
4.5832 ~ .4431 .4511 .4592 .4672 .4753
4.9998 I .4833 .4914 .4994 .5075 .5156
5.4165 I .5236 .5317 .5397 .5478 .5558
5.8331 I .5639 .5719 .5800 .5956 .6111
6.2498 I .6267 .6922 .6578 .6733 .6889
6.6664 I .7044 .7200 .7356 .7511 .7667
7.0831 I .7822 .7978 .8133 .8289 .8444
' 7.4997 I .8600 .8756 .8911 .9067 .9222
7.9164 I .9378 .9533 .9689 .9844 1.0000
8.3330 I 1.0156 1.0311 1.0467 1.0622 1.0778
8.749.7 I 1.0933 1.1089 1.1244 1.1400 1.1656
' 9.1663 I 1.1911 1.2167 1.2422 1.2678 1.2933
9.5830 I 1.3189 1.3444 1.3700 1.3956 1.4211
9.9996 I 1.4467 1.4722 1.4978 1.5233 1.5489
10.4163 I 1.5744 1.6000 1.6446 1.6892 1.7338
' 10.8329 I 1.7783 1.8229 1.8675 1.9121 1.9567
11.2496 I 2.0013 2.0458 2.0904 2.1350 2.2767
11.6662 I 2.4183 2.5600 2.8200 3.0800 3.4500
12.0829 ~ 4.1800 4.5500 4.8100 4.9517 5.0933
12.4995 I 5.2350 5.2796 5.3242 5.3688 5.4133
12.9162 I 5.4579 5.5025 5.5471 5.5917 5.6363
13.3328 ~ 5.6808 5.7254 5.7700 5.7956 5.8211
13.7495 I 5.8467 5.8722 5.8978 5.9233 5.9489
14.1661 ~ 5.9744 6.0000 6.0256 6.0511 6.0767
14.5828 I 6.1022 6.1278 6.1533 6.1789 6.2044
14.9994 I 6.2300 6.2456 6.2611 6.2767 6.2922
15.4161 ~ 6.3078 6.3233 6.3389 6.3544 6.3700
15.8327 I 6.3856 6.4011 6.4167 6.4322 6.4478
16.2994 I 6.4633 6.4789 6.4944 6.5100 6.5256
16.6660 I 6.5411 6.5567 6.5722 6.5878 6.6033
17.0827 I 6.6189 6.6344 6.6500 6.6656 6.6811.
17.4993 I 6.6967 6.7122 6.7278 6.7433 6.7589
17.9160 I 6.7744 6.7900 6.7981 6.8061 6.8142
S/N: DOYXYWH3NLBE
Withers & Ravenel
' PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Time-Depth Curve Page 3.02
Name.... RDU NOAA 100yr Tag: 100 Event: 100 yr
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA 100yr Tag: 100
SYNTHETIC CUMULATIVE RAINFALL(in)
Time ~ Output Time increment = .0833 hrs
hrs ~ Time on left represents time for first value in each row.
18.3326 ~ 6.8222 6.8303 6.8383 6.8464 6.8544
18.7493 I 6.8625 6.8706 6.8786 6.8867 6.8947
19.1659 I 6.9028 6.9108 6.9189 6.9269 6.9350
19.5826 ~ 6.9431 6.9511 6.9592 6.9672 6.9753
19.9992 ~ 6.9833 6.9914 6.9994 7.0075 7.0156
20.4159 ~ 7.0236 7.0317 7.0397 7.0478 7.0558
20.8325 I 7.0639 7.0719 7.0800 7.0881 7.0961
21.2492 I 7.1042 7.1122_ 7.1203 7.1283 7.1364
21.6658 ~ 7.1444 7.1525 7.1606 7.1686 7.1767
22.0825 ~ 7.1847 7.1928 7.2008 7.2089 7.2169
22.4991 ~ 7.2250 7.2331 7.2411 7.2492 7.2572
22.9158 ~ 7.2653 7.2733 7.2814 7.2894 7.2975
23.3324 ~ 7.3056 7.3136 7.3217 7.3297 7.3378
23.7491 ~ 7.3458 7.3539 7.3619 7.3700
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6 : 5 B AI~9
Withers & Ravenel
3/17/2006

Type.... Time-Depth Curve Page 3.03
Name.... RDU NOAA 10yr Tag: 10 Event: 10 yr
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA l0yr Tag: 10
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Output Time increment = .0833 hrs
hrs I
---I- Time on left
---------------- represents
-------- time for first value in each row.

.0000 I
.0000 --
.0056 ----------
.0113 ------
.0169 -------------
.0225
.4165 I .0281 .0338 .0394 .0450 .0506
.8330 ~ .0563 .0619 .0675 .0731 .0788
1.2995 I .0844 .0900 ..0956 .1013 .1069
1.6660 ~ .1125 .1181 .1238 .1294 .1350
2.0825 I .1406 .1463 .1519 .1575 .1631
2.4990 I .1688 .1744 .1800 .1856 .1913
2.9155 I .1969 .2025 .2081 .2138 .2194
3.3320 I .2250 .2306 .2363 .2419 .2475
3.7485 I .2531 .2588 .2644 .2700 .2756
4.1650 I .2813 .2869 .2925 .2981 .3038
4.5815 I .3094 .3150 .3206 .3263 .3319
4.9980 ~ .3375 .3431 .3488 .3544 .3600
5.4145 I .3656 .3713 .3769 .3825 .3881
5.8310 I .3938 .3994 .4050 .4144 .4239
6.2475 I .4333 .4428 .4522 .4617 .9711
6.6640 I .4806 .4900 .4994 .5089 .5183
7.0805 I .5278 .5372 .5467 .5561 .5656
7.4970 I .5750 .5844 .5939 .6033 .6128
7.9135 I .6222 .6317 .6411 .6506 .6600
8.3300 I .6694 .6789 .6883 .6978 .7072
8.7465 I .7167 .7261 .7356 .7450 .7619
9.1630 I .7789 .7958 .8128 .8297 .8467
9.5795 I .8636 .8806 .8975 .9144 .9314
9.9960 I .9483 .9653 .9822 .9992 1.0161
10.4125 I 1.0331 1.0500 1.0754 1.1008 1.1263
10.8290 I 1.1517 1.1771 1.2025 1.2279 1.2533
11.2455 I 1.2788 1.3042 1.3296 1.3550 1.4417
11.6620 ~ 1.5283 1.6150 1.7950 1.9750 2.2800
12.0785 I 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 I 3.9808 3.9978 4.0147 4.0317 4.0486
14.1610 ~ 4.0656 4.0825 4.0994 4.1164 4.1333
14.5775 I 4.1503 4.1672 4.1842 4.2011 4.2181
14.9940 I 4.2350 4.2444 4.2539 4.2633 4.2728
15.4105 I 4.2822 4.2917 4.3011 4.3106 4.3200
15.8270 I 4.3294 4.3389 4.3483 4.3578 9.3672
16.2435 I 4.3767 4.3861 4.3956 4.4051 4.4144
16.6600 I 4.4239 4.4333 4.4428 4.4522 4.9617
17.0765 I 4.9711 4.9806 4.4900 4.4994 4.5089
17.4930 I 4.5183 4.5278 4.5372 9.5467 4.5561
17.9095 I 4.5656 4.5750 4.5806 4.5862 4.5919
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.OOj 6:58 AM 3/17/2006

Type.... Time-Depth Curve Page 3.04
Name.... RDU NOAA l0yr Tag: 10 Event: 10 yr
File.... K:\05\05-270\05279.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA l0yr Tag: 10
SYNTHETIC CUMULATIVE RAINFALL(in)
Time ~ Output Time increment = .0833 hrs
hrs ~ Time on left represents time for first value in each row.

18.3260 ~
4.5975
4.6031 -
4.6087 --------
4.6194 -------------
4.6200
18.7425 ~ 4.6256 4.6312 4.6369 4.6425 4.6481
19.1590 ~ 4.6537 4.6594 4.6650 4.6706 4.6762
19.5755 ~ 4.6819 4.6875 4.6931 4.6987 4.7044
19.9920 ~ 4.7100 4.7156 4.7213 9.7269 4.7325
20.4085 I 4.7381 4.7438 4.7494 4.7550 4.7606
20.8250 ~ 4.7663 4.7719 4.7775 4.7831 4.7888
21.2415 ~ 4.7944 4.8000 4.8056 4.8113 4.8169
21.6580 ~ 4.8225 4.8281 4.8338 4.8394 4.8450
22.0745 ~ 4.8506 4.8563 4.8619 4.8675 4.8731
22.4910 I 4.8788 4.8844 4.8900 4.8956 4.9013
22.9075 ~ 4.9069 4.9125 4.9181 4.9238 4.9294
23.3240 ~ 4.9350 4.9406 4.9463 4.9519 4.9575
23.7405 ~ 4.9631 4.9688 4.9744 4.9800
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Time-Depth Curve
Name.... RDU NOAA 2yr Tag: 2
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA 2yr Tag: 2
Page 3.05
Event: 2 yr
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Outpu t Time increment = .0833 hrs
hrs I
---------I- Time on left
--------------- represents
-------- time for first value in each row.

.0000 I
.0000 ----
.0039 ---------
.0078 -----------
.0117 --------------
.0156
.4165 ~ .0194 .0233 .0272 .0311 .0350
'
.8330 ~ .0389 .0428 .0467 .0506 .0544
1.2495 I .0583 .0622 .0661 .0700 .0739
1.6660 I .0778 .0817 .0856 .0894 .0933
2.0825 I .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 I .1750 .1789 .1828 .1867 .1906
'
4.1650 I .1949 .1983 .2022 .2061 .2100
4.5815 I .2139 .2178 .2217 .2256 .2294
4.9980 I .2333 .2372 .2411 .2450 .2489
5.4145 I .2528 .2567 .2606 .2644 .2683
5.8310 ~ .2722 .2761 .2800 .2863 .2925
6.2475 I .2988 .3050 .3113 .3175 .3238
6.6640 I .3300 .3363 .3425 .3488 .3550
7.0805 I .3613 .3675 .3738 .3800 .3862
'
7.4970 I .3925 .3987 .4050 .4112 .4175
7.9135 I .4237 .4300 .4362 .4425 .4487
8.3300 I .4550 .4612 .4675 .4737 .4800
8.7465 I .4862 .4925 .4987 .5050 .5167
9.1630 I .5283 .5400 .5517 .5633 .5750
9.5795 I .5867 .5983 .6100 .6217 .6333
9.9960 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 ~ 1.0150 1.0700 1.1900 1.3100 1.5450
12.0785 I 2.0150 2.2500 2.3700 2.4250 2.4800
12.4950 I 2.5350 2.5508 2.5667 2.5825 2.5983
12.9115 I 2.6142. 2.6300 2.6458 2.6617 2.6775
13.3280 I 2.6933 2.7092 2.7250 2.7367 2.7483
13.7445 I 2.7600 2.7717 2.7833 2.7950 2.8067
1
14.1610 I 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 ~ 2.9663 2.9725 2.9788 2.9850 2.9913
'
15.8270 I 2.9975 3.0038 3.0100 3.0163 3.0225
16.2435 I 3.0288 3.0350 3.0413 3.0475 3.0538
16.6600 I 3.0600 3.0663 3.0725 3.0788 3.0850
17.0765 I 3.0913 3.0975 3.1038 3.1100 3.1163
17.4930 I 3.1225 3.1288 3.1350 3.1413 3.1475
17.9095 I 3.1538 3.1600 3.1639 3.1678 3.1717
S/N: D
OYXYWH3NLBE Withers & Ravenel
' PondPack (10.00.015.00). 6:58 AM 3/17/2006

Type.... Time-Depth Curve
Name.... RDU NOAA 2yr Tag: 2
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA 2yr Tag: 2
Page 3.06
Event: 2 yr
SYNTHETIC CUMULATIVE RAINFALL(in)
Time I Output Time increment = . 0833 hrs
hrs I
---------I Time on left
-- represents
-
- time for first value in each row.

18.3260 I
3.1756 --
-
3.1794 ----
3.1833 - ---
3.1872 ---------
3.1911
18.7425 I 3.1950 3.1989 3.2028 3.2067 3.2106
19.1590 I 3.2144 3.2183 3.2222 3.2261 3.2300
19.5755 I 3.2339 3.2378 3.2417 3.2456 3.2494
19.9920 I 3.2533 3.2572 3.2611 3.2650 3.2689
20.4085 I 3.2728 3.2767 3.2806 3.2844 3.2883
20.8250 I 3.2922 3.2961 3.3000 3.3039 3.3078
21.2415 I 3.3117 3.3156 3.3194 3.3233 3.3272
21.6580 I 3.3311 3.3350 3.3389 3.3428 3.3467
22.0745 I 3.3506 3.3544 3.3583 3.3622 3.3661
22.4910 I 3.3700 3.3739 3.3778 3.3817 3.3856
22.9075 I 3.3894 3.3933 3.3972 3.4011 3.4050
23.3240 I 3.4089 3.4128 3.4167 3.4206 3.4244
23.7405 I 3.4283 3.4322 3.4361 3.4400
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
b" : 5 8 AP9
Withers & Ravenel
3/17/2006

Type.... Time-Depth Curve Page 3.07
Name.... RDU NOAA 50yr Tag: 50 Event: 50 yr
File.... K:\05\05-270\05279.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA 50yr Tag: 50
SYNTHETIC CUMULATIVE RAINFALL(in)

1
Time ~ Output Time increment = .0833 hrs
hrs ~ Time on left represents time for first value in each row.
.0000 ~ .0000 .0074 .0147 ..0221 .0294
.4165 ~ .0368 .0442 .0515 .0589 .0663
.8330 I .0736 .0810 .0883 .0957 .1031
1.2495 I .1104 .1178 .1251 .1325 .1399
1.6660 I .1472 .1596 .1619 .1693 .1767
2.0825 ~ .1840 .1914 .1988 .2061 .2135
2.4990 I .2208 .2282 .2356 .2429 .2503
2.9155 I .2576 .2650 .2724 .2797 .2871
3.3320 I .2944 .3018 .3092 .3165 .3239
3.7485 I .3313 .3386 .3460 .3533 .3607
4.1650 ~ .3681 .3754 .3828 .3901 .3975
4.5815 I .4049 .4122 .4196 .4269 .4343
4.9980 I .4417 .4490 .4564 .4637 .4711
5.4145 ~ .4785 .4858 .4932 .5006 .5079
5.8310 I .5153 .5226 .5300 .5435 .5569
6.2475 ~ .5704 .5839 .5974 .6108 .6243
6.6640 I .6378 .6512 .6647 .6782 .6917
7.0805 ~ ."1051 .7186 .7321 .7456 .7590
7.4970 ~ .7725 :7860 .7994 .8129 .8264
7.9135 I .8399 .8533 .8668 .8803 .8937
8.3300 ~ .9072 .9207 .9342 .9476 .9611
8.7965 ~ .9746 .9881 1.0015 1.0150 1.0378
9.1630 I 1.0606 1.0833 1.1061 1.1289 1.1517
9.5795 ~ 1.1744 1.1972 1..2200 1.247.8 1.2656
9.9960 I 1.2883 1.3111 1.3339 1.3567 1.3794
10.4125 I 1.4022 1.4250 1.4633 1.5017 1.5900
10.8290 I 1.5783 1.6167 1.6550 1.6933 1.7317
11.2455 I 1.7700 1.8083 1.8467 1.8850 2.0100
11.6620 ~ 2.1350 2.2600 2.4967 2.7333 3.0883
12.0785 ~ 3.7783 4.1333 4.3700 4.4950 4.6200
12.4950 ~ 4.7450 4.7833 4.8217 4.8600 4.8983
12.9115 ~ 4.9367 4.9750 5.0133 5.0517 5.0900
13.3280 ~ 5.1283 5.1667 5.2050 5.2278 5.2506
13.7445 ~ 5.2733 5.2961 5.3189 5.3417 5.3644
14.1610 ~ 5.3872 5.4100 5.4328 5.4556 5.4783
14.5775 ~ 5.5011 5.5239 5.5467 5.5694 5.5922
14.9940 ~ 5.6150 5.6285 5.6419 5.6554 5.6689
15.4105 I 5.6824 5.6958 5.7093 5.7228 5.7363
15.8270 I 5.7497 5.7632 5.7767 5.7901 5.8036
16.2435 I 5.8171 5.8306 5.8440 5.8575 5.8710
16.6600 ~ 5.8844 5.8979 5.9114 5.9249 5.9383
17.0765 I 5.9518 5.9653 5.9787 5.9922 6.0057
17.4930 ~ 6.0192 6.0326 6.0461 6.0596 6.0731
17.9095 ~ 6.0865 6.1000 6.1074 6.1147 6.1221
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Time-Depth Curve Page 3.08
Name.... RDU NOAA 50yr Tag: 50 Event: 50 yr
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Storm... RDU NOAA 50yr Tag: 50
SYNTHETIC CUMULATIVE RAINFALL(in)
1
1
1
1
1

Time ~ Output Time increment = .0833 hrs
hrs ~
---------I- Time on left
---------------- represents
----- time for first value in each row.

18.3260 ~
6.1294 ------
6.1368 ---------
6.1442 ------------
6.1515 -------------
6.1589
18.7925 ~ 6.1662 6.1736 6.1810 6.1883 6.1957
19.1590 ~ 6.2031 6.2104 6.2178 6.2251 6.2325
19.5755 I 6.2399 6.2472 6.2546 6.2619 6.2693
19.9920 ~ 6.2767 6.2840 6.2914 6.2987 6.3061
20.4085 I 6.3135 6.3208 6.3282 6.3356 6.3429
20.8250 ~ 6.3503 6.3576 6.3650 6.3724 6.3794
21.2415 I 6.3871 6.3944 6.4018 6.4092 6.4165
21.6580 ~ 6.4239 6.4312 6.4386 6.4460 6.4533
22.0745 I 6.4607 6.4681 6.4754 6.4828 6.4901
22.4910 I 6.4975 6.5049 6.5122 6.5196 6.5269
22.9075 ~ 6.5343 6.5417 6.5490 6.5564 6.5637
23.3240 I 6.5711 6.5785 6.5858 6.5932 6..6006
23.7405 ~ 6.6079 6.6153 6.6226 6.6300
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Tc Calcs
Name.... EXISTING DA
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 4.01
.........................................................::::
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc .0833 hrs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Tc Calcs
Name.... EXISTING DA
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 4.02
--------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Tc Calcs
Name.... OFF SITE
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 9.03
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Tc Calcs
Name.... OFF SITE
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 4.04
------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/IQ: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 ~4
Withers & Ravenel
3/17/2006

Type.... Tc Calcs
Name.... TO POND
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 4.05
........................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
Total 7c: .0830 hrs
Calcula~ed Tc < Min.Tc:
Use Min__mum Tc...
Use Tc = .0833 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Tc Calcs
Name.... TO POND
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 4.06
-----------------------------------
Tc Equations used...
---------------------------------------------------------
___= User Defined _______________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE
PondPack (10.00.015.60)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Runoff CN-Area Page 5.01
Name.... EXISTING DA
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C oUC CN
Open space (Lawns,parks etc.) - Goo 61 27.630 61.00
Existing Impervious 98 .310 98.00
COMPOSITE AREA & WEIGHTED CN ---> 27.940 61.41 (61)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17;2006

Type.... Runoff CN-Area
Name.... OFF SITE
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 5.02
RUNOFF CURVE NUMBER DATA
.....................................
' Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
- ----------------------------
---- -- -- ----- -----
' Open Space 61 8.570 61.00
Impervious 98 1.380 98.00
COMPOSITE AREA & WEIGHTED CN ---> 9.950 66.13 (66)

S/N: DOYXYWH3NLBE
PondPack (10.00.015.OOj
6 : 5 8 AI~1
Withers & Ravenel
3/17/2006

Type.... Runoff CN-Area Page 5.03
Name.... TO POND
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Open Space 61 7.700 61.00
Impervious 98 10.290 98.00
COMPOSITE AREA & WEIGHTED CN ---> 17.990 82.16 (82)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Vol: Elev-Area
Name.... POND
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 6.01
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
435.00 ----- .5015 .0000 .000 .000
436.00 ----- .5934 1.6403 .547 .547
437.00 .6390 1.8481 .616 1.163
438.00 ----- .6859 1.9868 .662 1.825
439.00 ----- .7341 2.1295 .710 2.535
440.00 ----- .7836 2.2760 .759 3.294
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELl) * (Areal + Areal + sq.rt.(Area1*Area2))
where: ELl, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.OOj 6:58 AM 3/17/2006

Type.... Outlet Input Data Page 7.01
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&f:\Glenwood Crossing.ppw
REQUESTED POND :VS ELEVATIONS:
Min. Elev.= 435.00 ft
Increment = .10 ft
Max. Elev.= 440.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (LpStream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse ;3oth Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RO ---> CO 437.100 440.000
Orifice-Circular 00 ---> CO 935.000 440.000
Culvert-Circular CO ---> TW 432.000 440.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 7.02
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type = Inlet Box
# of Openings = 1
Invert Elev. = 437.10 ft
Orifice Area = 12.5666 sq.ft
Orifice Coeff. _ .690
Weir Length = 12.57 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 435.00 ft
Diameter = .2083 ft
Orifice Coeff. _ .690
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
OUTLET STRUCTURE INPUT DATA
1

1

1
1

Structure ID = CO
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 432.00 ft
Dnstream Invert = 422.00 ft
Horiz. Length = 135.00 ft
Barrel Length = 135.37 ft
Barrel Slope = .07407 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss;
Kb = .009217 (per ft of full flow)
Kr = .5000 (reverse entrance loss;
HW Convergence = .001 +/- 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) _ .000
T2 ratio (HW/D) = 1.270
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl 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 = 432.00 ft ---> Flow = 27.16 cfs
At TZ Elev = 435.17 ft ---> Flow = 31.05 cfs
Page 7.03
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .Ol ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .01 cfs
Max. Q tolerance = .O1 cfs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
RATING TABLE FOR ONE OUTLET TYPE

r
1
1
1

1

Structure ID = RO (Inlet Box)
Ups tream ID = ( Pond Water Surface)
DNs tream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft- ft +/-ft +/-cfs ft +/-ft

435.00
.00
...
...
... ... ...
Free ------
Outfall
WS below an invert; no flow.
435.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
435.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
435.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
935.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
435.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
435.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
435.70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
435.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
435.90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
436.70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
Page 7.04
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 7.05
RATING TABLE FOR ONE OUTLET TYPE

1

1

1

Structure ID = RO (Inlet Box)
Upstream ID = ( Pond Water Surface )
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
-- ft cfs ft - ft ft +/-ft + /-cfs ft +/-ft

436.80
.00
...
...
... ------ -
... ----
... ----
Free ---
Outfall
WS below an invert; no flow.
436.90 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
437.00 .00 ... ... ... ... ... Free Outfall
WS below an invert;~ no flow.
437.10 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
437.20 1.23 437.20 Free 432.61 .000 .000 Free Outfall
Weir: H = .10ft
937.30 3.48 437.30 Free 432.98 .000 .000 Free Outfall
Weir: H = .20ft
437.40 6.40 437.40 Free 433.33 .000 .000 Free Outfall
Weir: H = .30ft
437.50 9.85 437.50 Free 433.67 .000 .000 Free Outfall

437.60 13.77 437.60 Free 434.01 .000 .000 Free Outfall
Weir: H = .50ft
437.70 18.10 437.70 Free 434.35 .000 .000 Free Outfall
Weir: H = .60ft
437.80 22.81 437.80 Free 434.71 .000 .000 Free Outfall
Weir: H = .70ft
437.90 27.87 437.90 Free 435.08 .000 .000 Free Outfall
Weir: H = .80ft
438.00 33.26 438.00 Free 435.49 .000 .000 Free Outfall
Weir: H = .90ft
438.10 38.95 438.10 Free 436.12 .000 .000 Free Outfall
Weir: H = 1.OOft
438.20 44.94 438.20 Free 436.95 .000 .000 Free Outfall
Weir: H =1.lOft
438.30 51.21 438.30 437.96 437.96 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1 .20ft
438.40 * 438.40 438.40 438.40 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR.: H =1. 30ft
438.50 * 438.50 438.50 438.50 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1. 40ft
S/N: DOYXYWH3NI~BE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
RATING TABLE FOR ONE OUTLET TYPE

1
1
1
1
Structure ID = RO
-------------------- (Inlet Box)
------
------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert-Cir cular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs ft ft
-------- ------- -------- ft -~-/-ft +/-cfs ft +/-ft
---

438.60
* 438.60 438.60 ---- --
438.60 ---- ------ ------- -------
.000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED T O WEIR: H =1.50ft
438.70 * 438.70 438.70 438.70 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED T O WEIR: H =1.60ft
438.80 * 438.80 438.80 438.80 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED T O WEIR: H =1.70ft
438.90 * 438.90 438.90 438.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
439.00 * 439.00 439.00 439.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
439.10 * 939.10 439.10 439.10 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
439.20 * 439.20 439.20 439.20 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTR-OL: Kev=O. Hev=0.000
439.30 * 439.30 439.30 439.30 .000 .000 Free Outfali
FULLY CHARGED RISER, DOWNSTREAM9 CONTROL: Kev=O. Hev=0.000
439.40 439.40 439.40 439.40 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
439.50 * 439.50 439.50 439.50 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
439.60 * 439.60 439.60 439.60 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
439.70 * 439.70 439.70 439.70 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000.
439.80 * 439.80 439.80 439.80 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
439.90 * 439.90 439.90 439.90 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
440.00 * 440.00 440.00 490.00 .000 .000 Free Outfall
FULLY CHARGED RISER, DOWNSTREAM CONTROL: Kev=O. Hev=0.000
Page 7.06
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6 : 5 8 AP~7
Withers & Ravenel
3/17/2006

Type.... Individual Outlet Curves Page 7.07
Name.... Outlet 1
' File.... K:\05\ 05-270\05274 .0\H&H\G lenwood C rossing.ppw

RATING TABLE FOR ONE OUTLET T YPE
' Structure ID = 00 (Orifice-Circular)
Upstream ID = ( Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
'
-- -ft-- -cfs- ft- ft ft +/-ft + /-cfs ft +/-ft

435.00
.00
... -
... -------
... ------ -
... -----
... ----
Free --- -------
Outfall
WS below an invert; no flow.
'
435.10 .Ol 435.1.0 Free 432.06 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .048ft Dcr= .052ft CRIT.DEPTH Hev=
435.20 .05 935.20 Free 432.10 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .070ft Dcr= .130ft CRIT.DEPTH Hev=
'
435.30 .O8 435.30 Free 432.15 .000 .000 Free Outfal.l
H =.20
435.40 .10 435.40 Free 432.16 .000 .000 Free Outfall
H =.30
'
435.50 .12 435.57 Free 432.17 .000 .000 Free Outfall
H =.40
435.60 .13 435.6) Free 432.18 .000 .000 Free Outfall
H =.50
'
435.70 .15 435.71) Free 432.19 .000 .000 Free Outfall
H =.60
435.80 .16 435.8! Free 432.19 .000 .000 Free Outfall
H =.70
435.90
1 .17 435.9C Free 432.20 .000 .000 Free Outfall
H =.80
436.00 .18 436.00 Free 432.21 .000 .000 Free Outfall
H =.90
'
936.10 .19 436.10 Free 432.21 .000 .000 Free Outfall
H =1.00
436.20 .20 436.20 Free 432.22 .000 .000 Free Outfall
H =1.10
'
436.30 .21 436.30 Free 432.22 .000 .000 Free Outfall
H =1.20
436.40 .21 436.40 Free 432.22 .000 .000 Free Outfall
H =1.30
'
436.50 .22 436.50 Free 432.23 .000 .000 Free Outfall
H =1.40
436.60 .23 436.60 Free 432.24 .000 .000 Free Outfall
H =1.50
436.70 .24 436.70 Free 432.24 .000 .000 Free Outfall
H =1.60
OOft
OOft
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Individual Outlet Curves
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw

1

1
1

RATING TABLE FOR ONE OUTLET TYPE
Structure
---------- ID = 00
--------- (Orifice
------- -Circular)

Upstream
ID = --
(Pond Wat ----------
er Surface)
DNstream ID = CO (Culvert -Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS C han. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs
------- ft
- ------- ft
-------- ft
--- +/-ft + /-cfs ft +/-ft

436.80
.25
436.80
Free ----
432.24 ------ -
.000 -----
.000 ----
Free --- -------
Outfall
H =1.70
436.90 .25 436.90 Free 432.24 .000 .000 Free Outfall
H =1.80
437.00 .26 437.00 Free 432.25 .000 .000 Free Outfall
H =1.90
437.10 .27 437.10 Free 432.25 .000 .000 Free Outfall
H =2.00
437.20 .27 437.20 Free 432.61 .000 .000 Free Outfall
H =2.10
437.30 .28 437.30 Free 932.98 .000 .000 Free Outfall
H =2.20
437.40 .29 437.40 Free 433.33 .000 .000 Free Outfall
H =2.30
437.50 .29 937.50 Free 433.67 .000 .000 Free Outfall
H =2.40
437.60 .30 437.60 Free 434.01 .000 .000 Free Outfall
H =2.50
437.70 .30 437.70 Free 434.35 .000 .000 Free Outfall
H =2.60
437.80 .31 437.80 Free 434.71 .000 .000 Free Outfall
H =2.70
437.90 .32 437.90 435.08 435.08 .000 .000 Free Outfall
H =2.80
438.00 .30 438.00 435.49 435.49 .000 ..000 Free Outfall
H =2.51
438.10 .27 438.10 436.12 436.12 .000 .000 Free Outfall
H =1.98
438.20 .21 438.20 436.95 436.95 .000 .000 Free Outfall
H =1.25
438.30 .11 438.30 437.96 437.96 .000 .000 Free Outfall
H =.34
438.40 * 438.40 438.40 438.40 .000 .000 Free Outfall
FLOW PRECE DENCE SET TO DOWNS TREAM CONT ROLLING STR UCTURE
438.50 * 438.50 438.50 438.50 .000 .000 Free Outfall
FLOW PRECE DENCE SET TO DOWNS TREAM CONT ROLLING STR UCTURE
Page 7.08
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Individual Outlet Curves Page 7.09
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice-Circular)
Upstream ID = ( Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs ft ft
-------- ------- -------- ft +/-ft +/-cfs ft +/-ft
---

438.60
* 438.60 438.60 ---- ------ ------ ------- -------
438.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
438.70 * 438.70 438.70 438.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
438.80 * 438.80 438.80 438.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
438.90 * 438.90 438.90 438.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
.439.00 * 439.00 439.00 439.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.10 * 439.10 439.10 439.10 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.20 * 439.20 439.20 439.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.30 * 439.30 439.30 439.30 .000 .000 Free Outfal]
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.40 * 439.40 439.40 439.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.50 * 439.50 439.50 439.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.60 * 439.60 439.60 439.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.70 * 439.70 439.70 439.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.80 * 439.80 439.80 439.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
439.90 * 439.90 439.90 439.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
440.00 * 440.00 440.00 440.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLING STRUCTURE
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

r Type.... Individual Outlet Curves
Name.... Outlet 1
' File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 7.10
RATING TABLE FOR ONE OUTLET TYPE
' Structure ID = CO (Culvert-Cir cular )
Mannings open channel maximum ca pacity: 120. 08 cfs
UPstream I D's= R0, 00
' DNstream I D = TW (Pond Outfall )
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Er ror Error TW Error
'
ft
-------- cfs
------- ft
- ------- ft
-------- ft +/ -ft +/-cfs ft +/-ft

435.00
.00
...
... ------- --
... ----
... ------
... ------- -------
Free Outfall
WS below a n invert; no flow.
'
435.10 .02 432.06 Free Free .000 .009 Free Outfall
CRIT.DEPTH CONTROL Vh= .013ft Dcr= .039ft CRIT.DEPTH Hev= .OOft
435.20 .05 432.10 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .023ft Dcr= .068ft CRIT.DEPTH Hev= .OOft
435.30 .09 432.15 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .033ft Dcr= .098ft CRIT.DEPTH Hev= .OOft
435.40 .11 432.16 Free Free .000 .005 Free Outfall
CRIT.DEPTH CONTROL Vh= .036ft Dcr= .107ft CRIT.DEPTH Hev= .OOft
435.50 .l?_ 932.17 Free Free .G00 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .036ft Dcr= .107ft CRIT.DEPTH Hev= .OOft
435.60 .13 432.18 Free Free .000 .002 Free 0utfall
CRI'I'.DEPTH CONTROL Vh= .039ft Dcr= .117ft CRIT.DEPTH Hev= .OOft
'
435.70 .16 932.19 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .043ft Dcr= .127ft CRIT.DEPTH Hev= .OOft
435.80 .16 932.19 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .043ft Dcr= .127ft CRIT.DEPTH Hev= .OOft
'
435.90 .17 432.20 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .044ft Dcr= .132ft CRIT.DEPTH Hev= .OOft
436.00 .18 432.21 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .046ft Dcr= .137ft CRIT.DEPTH Hev= .OOft
'
436.10 .19 432.21 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .048ft Dcr= .142ft CRIT.DEPTH Hev= .OOft
436.20 .21 432.22 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .146ft CRIT.DEPTH Hev= .OOft
'
436.30 .21 432.22 Free Free .000 .007 Free Outfal]_
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .146ft CRIT.DEPTH Hev= .OOft
436.40 .21 432.22 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .146ft CRIT.DEPTH Hev= .OOft
436.50 .22 432.23 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .051ft Dcr= .151ft CRIT.DEPTH Hev= .OOft
436.60 .23 432.24 Free Free .000 .002 Free Outfal]_
CRIT.DEPTH CONTROL Vh= .053ft Dcr= .156ft CRIT.DEPTH Hev= .OOft
436.70 .23 432.24 Free Free .000 .006 Free Outfall
CRIT.DEPTH CONTROL Vh= .053ft Dcr= .156ft CRIT.DEPTH Hev= .OOft
S/N: DOYXYWH3NLBE Withers & R
avenel
PondPack (10.00.015.00) 6:58 AM 3/17/2006

Type.... Individual Outlet Curves Page 7.11
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
RATING TABLE FOR ONE OUTLET TYPE

1
1
1

1

Structure ID = CO (Culvert-Circularl
Mannings op en chann el maximum capacit y: 120.08 cfs
UPstream I D's= R0, 00
DNstream I D = TW (Pond Outfall )
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/ -ft +/-cfs ft +/-ft

436.80
.25
432.24
Free
Free
.000 --
.001 --- -------
Free Outfall
CRIT.DEPTH CONTROL Vh= .054ft Dcr= .161ft CRIT.DEPTH Hev= .OOft
436.90 .25 432.24 Free Free .000 .008 Free Outfall
CRIT.DEPTH CONTROL Vh= .054ft Dcr= .161ft CRIT.DEPTH Hev= .OOft
437.00 .27 432.25 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .056ft Dcr= .166ft CRIT.DEPTH Hev= .OOft
437.10 .27 432.25 Free Free .000 .008 Free Outfall
CRIT.DEPTH CONTROL Vh= .056ft Dcr= .166ft CRIT.DEPTH Hev= .OOft
437.20 1.51 432.61 Free Free .000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .138ft Dcr= .400ft CRIT.DEPTH Hev= .OOft
937.30 3.76 432.98 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .226ft Dcr= .637ft CRIT.DEPTH Hev= .OOft
937.40 6.67 433.33 Free Free .000 .016 Free Outfall
CRIT.DEPTH CONTROL Vh= .313ft Dcr= .857ft CRIT.DEPTH Hev= .OOft
437.50 10.15 433.67 Free Free .000 .008 Free Outfall
CRIT.DEPTH CONTROL Vh= .403ft Dcr= 1.065ft CRIT.DEPTH Hev= .OOft
437.60 14.06 434.01 Free Free .000 .009 Free Outfall
CRIT.DEPTH CONTROL Vh= .497ft Dcr= 1.263ft CRIT.DEPTH Hev= .OOft
437.70 18.40 434.35 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .600ft Dcr= 1.454ft CRIT.DEPTH Hev= .OOft
437.80 23.12 434.71 Free Free .000 .003 Free Outfall
CRIT.DEPTH CONTROL Vh= .716ft Dcr= 1.637ft CRIT.DEPTH Hev= .OOft
437.90 28.09 435.08 Free Free .000 .096 Free Outfall
CRIT.DEPTH CONTROL Vh= .849ft Dcr= 1.808ft CRIT.DEPTH Hev= .OOft
438.00 33.48 435.49 Free Free .000 .082 Free Outfall
CRIT.DEPTH CONTROL Vh= 1.013ft Dcr= 1.969ft CRIT.DEPTH Hev = .OOft
438.10 39.17 436.12 Free Free .000 .048 Free Outfall
INLET CONTROL... S ubmerged: HW =9.1 2
438.20 45.13 436.95 Free Free .000 .020 Free Outfall
INLET CONTROL... S ubmerged: HW =4.95
438.30 51.49 437.96 Free Free .000 .171 Free Outfall
INLET CONTROL... S ubmerged: HW =5.96
438.40 54.00 438.40 Free Free .000 3.738 Free Outfall
INLET CONTROL... S ubmerged: HW =6.4 0
438.50 54.56 438.50 Free Free .000 9.966 Free Outfall.
INLET CONTR OL... S ubmerged: HW =6.5 0
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

Type.... Individual Outlet Curves Page 7.12
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 120.08 cfs
UPstream ID's= R0, 00
DNstream ID = TW (Pond Outfall)

Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
------- ft ft
- ------- ------- ft
- +/-ft +/-cfs ft +/-ft

438.60
55.11
438.60 Free -------
Free ------ ------
.000 16.455 -----
Free -- -------
Outfall
INLET CONTROL... Submerged: HW =6.60
438.70 55.66 438.70 Free Free .000 23.180 Free Outfall
INLET CONTROL... Submerged: HW =6.70
438.80 56.21 438.80 Free Free .000 30.135 Free Outfall
INLET CONTROL... Submerged: HW =6.80
438.90 56.74 438.90 Free Free .000 36.576 Free Outfall
INLET CONTROL... Submerged: HW =6.90
439.00 57.27 439.00 Free Free .000 38.608 Free Outfall
INLET CONTROL... Submerged: HW =7.00
439.10 57.79 439.10 Free Free .000 40.575 Free Outfall
INLET CONTROL... Submerged: HW =7.10
439.20 58.32 439.20 Free Free .000 42.479 Free Outfall
INLET CONTROL... Submerged: HW =7.20
439.30 58.83 439.30 Free Free .000 44.338 Free Outfall
INLET CONTROL... Submerged: HW =7.30
439.40 59.34 439.40 Free Free .000 46.145 Free Outfall
INLET CONTROL... Submerged: HW =7.40
439.50 59.85 439.50 Free Free .000 47.901 Free Outfall
INLET CONTROL... Submerged: HW =7.50
439.60 60.36 439.60 Free Free .000 49.623 Free Outfall
INLET CONTROL... Submerged: HW =7.60
439.70 60.86 439.70 Free Free .000 51.299 Free Outfall
INLET CONTROL... Submerged: HW =7.70
439.80 61.36 439.80 Free Free .000 52.935 Free Outfall
INLET CONTROL... Submerged: HW =7.80
439.90 61.85 939.90 Free Free .000 54.544 Free Outfall
INLET CONTROL... Submerged: HW =7.90
440.00 62.33 440.00 Free Free .000 56.115 Free Outfall
INLET CONTROL... Submerged: HW =8.00
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1
6 : 5 8 AP4
Withers & Ravenel
3/17/2006

Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\05\05-270\05274.0\H&H\Glenwood Crossing.ppw
Page 7.13
***** COMPOSITE OUTFLOW SUMMARY ****

1

1
WS Elev, Total Q Notes
-------- --------
-----
---
Converge
----------
---
------------
Elev. Q TW E 1ev Error
ft cfs f t +/-ft Contributi ng Structures

435.00
.00
Free
Outfall
(no Q: RO
,OO -----------
,CO)
435.10 .02 Free Outfall OO,CO (no Q: RO)
435.20 .05 Free Outfall OO,CO (no Q: RO)
435.30 .08 Free Outfall OO,CO (no Q: RO)
435.40 .11 Free Outfall OO,CO (no Q: RO)
435.50 .12 Free Outfall OO,CO (no Q: RO)
435.60 .13 Free Outfall OO,CO (no Q: RO)
435.70 .15 Free Outfall OO,CO (no Q: RO)
435.80 .16 Free Outfall OO,CO (no Q: RO)
435.90 .17 Free Outfall OO,CO (no Q: RO)
436.00 .18 Free Outfall OO,CO (no Q: RO)
436.10 .19 Free Outfall OO,CO (no Q: RO)
436.20 .20 Free Outfall OO,CO (no Q: RO)
436.30 .21 Free Outfall OO,CO (no Q: RO)
436.40 .21 Free Outfall OO,CO (no Q: RO)
436.50 .22 Free Outfall OO,CO (no Q: RO)
936.60 .23 Free Outfall OO,CO (no Q: RO)
436.70 .23 Free Outfall OO,CO (no Q: RO)
436.80 .25 Free Outfall OO,CO (no Q: RO)
436.90 .25 Free Outfall OO,CO (no Q: RO)
937.00 .26 Free Outfall OO,CO (no Q: RO)
437.10 .27 Free Outfall OO,CO (no Q: RO)
437.20 1.51 Free Outfall RO,OO,CO
437.30 3.76 Free Outfall RO,OO,CO
437.40 6.67 Free Outfall RO,OO,CO
437.50 10.15 Free Outfall RO,OO,CO
437.60 14.06 Free Outfall RO,OO,CO
437.70 18.40 Free Outfall RO,OO,CO
437.80 23.12 Free Outfall RO,OO,CO
437.90 28.09 Free Outfall RO,OO,CO
438.00 33.48 Free Outfall RO,OO,CO
438.10 39.17 Free Outfall RO,OO,CO
438.20 45.13 Free Outfall RO,OO,CO
438.30 51.49 Free Outfall RO,OO,CO
438.40 54.00 Free Outfall RO,OO,CO
938.50 54.56 Free Outfall RO,CO (no Q: 00)
438.60 55.11 Free Outfall RO,OO,CO
438.70 55.66 Free Outfall RO,CO (no Q: 00)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

1
1
1
1

1
1
1
Type.... Composite Rating Curve
Name.... Outlet 1
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- --- Converge
Elev. Q TW E lev Error
ft cfs f t +/-ft Contributin g Structures
438.80 56.21 Free Outfall RO,CO (no Q: 00)
438.90 56.74 Free Outfall RO,OO,CO
439.00 57.27 Free Outfall RO,CO (no Q: 00)
439.10 57.79 Free Outfall RO,OO,CO
439.20 58.32 Free Outfall RO,CO (no Q: 00)
439.30 58.83 Free Outfall RO,CO (no Q: 00)
439.40 59.34 Free Outfall RO,OO,CO
439.50 59.85 Free Outfall RO,CO (no Q: 00)
439.60 60.36 Free Outfall RO,OO,CO
439.70 60.86 Free Outfall RO,CO (no Q: 00)
439.80 61.36 Free Outfall RO,CO (no Q: 00)
939.90 61.85 Free Outfall RO,OO,CO
440.00 62.33 Free Outfall RO,CO (no Q: 00)
Page 7.14
S/N: DOYXYWH3NL,BE
PondPack (10.00.015.OG)
E : 5 8 AT~7
Withers & Ravenel
3/17/2006

Appendix A
Index of Starting Page Numbers for ID Names
1
1
1
1
1
1
1

1
----- E -----
EXISTING DA... 4.01, 5.01
----- O -----
OFF SITE... 4.03, 5.02
Outlet 1... 7.01, 7.04, 7.13
----- P -----
POND... 6.01
----- R -----
RDU NOAA 100yr 100... 3.01
RDU NOAA 10yr 10... 3.03
RDU NOAA 14 Desi... 2.01, 2.02
RDU NOAA 2yr 2... 3.05
RDU NOAA 50yr 50... 3.07
----- T -----
TO POND... 4.05, 5.03
----- W -----
Watershed... 1.01
A-1
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
6:58 AM
Withers & Ravenel
3/17/2006

BMP SIZING
CALCULATIONS
Glenwood Crossing W&R Project zo5z74
Stormwater Management Report March zoo6

Project Name: Glenwood Crossing Project #: 205274
City/State: Raleigh, NC Date: 14-Feb-06
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficienr_v in the Pitarlmnnt
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
~~~~~~. iv~.v~rvrvuvv~,t ~wnnwaier west ivianagemen[ rracnces, pg. 5, Apnl 1999
Total Drainage Area = 23.98 ac
Impervious Surfaces = 11.62 ac
Undisturbed & Managed Open Space = 18.03 ac
Impervious Surface Area = 48.5
Surface Area of Permanent Pool:
Assumed depth = 3 feet
SA/DA ratio = 2.01 % From Table 1.1
Minimum pond surface area (SA) _ (DA " SA/DA ratio)/100
SA = 0.481 acres
Normal pool elevation = 435.0 feet
Surface area provided = 0.50 acres
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.49 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.971 acre-ft
42315 cu. ft.
Proposed orifice elevation = 437.1 feet
Runoff storage provided = 1.160 ac-ft
BMP Sizing.xls -BMP Sizing 3/21/2006

Project Name: Glenwood Crossing
City/State: Raleigh, NC
STORMWATER BMP -Constructed Wetland (50% TN Removal)
Orifice Calculator
Variables
WQ Volume:
Head:
Draw down time:
Orifice Area =
Orifice Diameter =
0.971 Acre-ft
1.5 ft
96 hrs
0.02935 sq. ft
2.319748 in
42296.76 cf
0.75 ft
345600 s
4.226404 sq. in
Project #: 205274
Date: 21-Feb-06
Constants
g = 32.2 ft/s2
Cd= 0.6
USE 2.5" DIAMETER ORIFICE

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Glenwood Crossing
Stormwater Management Report
NITROGEN LOADING
CALCULATIONS
W&R Project zo5z74
March zoo6

TN Export TN Export by TN Export
Type of Land Cover Site Area Coeff. Land Use From Site
(ac) (Ibs/ac/yr) (Ibs/yr) (Ibs/ac/yr)
Permanently preserved undistrubed open space
(forest, unmown grass) 2.75 0.6 1.65
Permanently preserved managed open space
(grass, landscaping, etc.) 14.43 1.2 17.32
Impervious surfaces roads, parking lots,

driveways, roofs, paved storage areas, etc.)
10.32
21.2
218.78 _
Total 27.50 237.75
Average for Site 8.65
Buy Down to 3.6 Ibs/ac/year = $45,788
With Constructed Wetland (40%) Removal = 5.19 Ibs/ac/yr
Buy Down w/Constructed Wetland 3.6 Ibs/ac/year = $14,405
WRES Project #205274.0 - GLENWOOD CROSSING
City of Raleigh -Method 2 for Quantifying TN Export from Residential Developments when Footprints of all Impervious surfaces are shown
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ! ~ ~ ~ ~ ~

RIPR4P BASIN DESIGN

Glenwood Crossing W&R Project zo5z74
' Stormwater Management Report March zoo6

1
1
1
1
1
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1
1
1
1
1
1
1
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WITHERS ~' RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
Project / Project No.
~a 1 ~~J lt)Q~ iL~ / ~0~~
Subje
~~ ~~-A~' I3r~~~, ~ - f
Da~ J/~ fD~ By~~ SheetN~
_ / i C"(
~ = ~ ~ ~ < I
_1_

I ~I 7~1 (Alm t
i~ u~ t uo .
.,.'
iii MacKenan Drive iCary, North Carolina 275ii ~ te1:919.469.3340 ~ fax:9i9.g67.6o08 ~ www.withersravenel.com

Project No.
1
1
1

WITHERS ~ RAVENEL Subject
ENGINEERS 1 PLANNERS I SURVEY^RS f ~
_- Dat~ ~t ~ E~~
~~
Sheet No.
111 MacKenan Drive Cary, North Carolina 27511 ~ te1:919.469.3340 ~ fax:[phone] ~ www.withersravenel.com

_ DESIGN DISCHARGE - Q
TED AREA AT BRINK OF CULVERT
rlt
W
J 2
O
2
O
N
LL
Q
H
a
w
O
W
H ~
Q
J
W
D~ ~~
rt SECTION
d
~ Dyj ~
~a
~~
h~
o ~
o~
~ L/
0
r~'~,:
O
Figure 4.5-8 Relative Depth of Scour Hole Versus Froude Number at Brink of Culvert with
Relative Size of Riprap as a Third Variable
(Source: USDOT, FHWA, HEC-14, 1983)
1
Volume 2 (Technical Handbook)
Georgia Stormwater Management Manual 4.5-15
d50 =THE MEDIAN SIZE OF ROCK
BY WEIGHT. ROUNDED ROCK
OR ANGULAR ROCK.
Ye =EQUIVALENT BRINK DEPTH
= BRINK DEPTH FOR BOX CULVERT
=~211~2 FOR NON-RECTANGULAR
/I SECTIONS
1 ~(L~~ ~p_ 2 3
(~ Vave
FROUDE NUMBER =
(32.2)(Ye)

~j G t_ c..j ~ 1 C~ 1'0l ,
TAILWATER CHECK
1`eilwuer, TW
F,quivaknt dcpth, da
TW/dy
TF TW/d~ > 0.73. calculate tiprap
dowattteem
Figure 4.5-10 Riprap Basin Design Form
(Source: USDOT, FHWA, HEC-14, 1983)
4.5-20 Georgia Stormwater Management Manual Volume 2 (Technical Handbook)

tmp#7.txt
Manning Pipe Calculator
Given Input Data:
Shape .. ....................... Circular
solving for ..................... Depth of Flow
Diameter ........................ 3.0000 ft
Flowrate ........................ 39.2000 cfs
slope ........................... 0.0131 ft/ft
Manning's n ..................... 0.0130
Computed Results:
Depth ........................... 1.5238 ft
Area .......................... 7.0686 ft2
wetted Area ..................... 3.6057 ft2
Wetted Perimeter ................ 4.7600 ft
Perimeter ....................... 9.4248 ft
velocity ........................ 10.8717 fps
Hydraulic Radius ................ 0.7575 ft
Percent Full .................... 50.7932
Full flow Flowrate .............. 76.3398 cfs
Full flow velocity .............. 10.7999 fps
critical Informati
Critical depth ..................
Critical slope .................
Critical velocity ...............
critical area ...................
Critical perimeter .. .........
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
on
2.0662 ft
0.0050 ft/ft
7.4913 fps
5.2327 ft2
5.8447 ft
0.8953 ft
3.0000 ft
3.3606 ft
3.0992 ft
1.7483
Supercritical
Page 1

~ ~ I• ~ ~ S ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
Profile
Scenario: FES1, 10-YR STORM
Profile: FES1 - JB4
Scenario: FES'I , 10-YR STORM
~ Label: FES 1
Rim: 428.00 ft
~~~ Sump: 424.50 ft
I
__ r- Label: CB 3
~~ - _- _ -
!~ ~ Rim:j430.47 ft ~_-~ 440.00
Sump: 425.22 ft
~~ %
~~ i
- '' 425.00
420.00
0+00 I_ 1+00 2+00
Label: P-~
Up. Invert: 425.22 ft
Dn. Invert: 424.50 ft
L: 55.00 ft Station (ft)
Size: 36 inch
S: l .31
Label: JB-4
Rim: 435.00 ft
Sump: 430.47 ft
Label: P-2
Up. Invert: 430.47 ft
Dn. Invert: 425.82 ft
L: 70.00 ft
Size: 30 inch
S: 6.64
Elevation (ft)
Title: Glenwood Crossing
k:\...\05274.0\proj\calcs\storm drainage\fesl.stm Project Engineer: Ken Jesneck
WR StormCAD v5.6 [05.06.005.00]
03/20/06 10:20:15 AM ©Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone]
Page 1 of 1