20030710 Ver 2_Stormwater Info_20060811

FILE COPY
03-0'l~o V~
HORVATH
ASSOCIATES
CIVIL ENGINEERS PLANNERS LANDSCAPE ARCHITECTS
Panther Creek Subdivision Phase II & III
DWQ#: 03-0710
Permit Compliance Addendum
Job 0161 E
North Carolina Tennessee
16 Consultant Place, Suite 201 537 Market Street Suite LL20
Durham, NC 27707 Chattanooga, TN 37402
p 919.490.4990 / f 919.490.8953 p 423.266.4990 / f 423.266.5700

R O F T R A N S M I T T A L
PE Date: August 11, 2006
i-1 {,3 ~ \//~TI-I ~'' NC Division of Water Quality Project: Panther Creek -DWQ # 03-0710
1617 Mail Service Center Job#. O1 bl E
Ciwl Engineers
Planners
Landscape Architects Raleigh, NC 27699-1617 CC: John R. Domey
We are sending: Qty: Comments:
Mr. Klimek:
^ Sketch Plans
Induded please find 7 sets of plans and 2 sets of design calculations for your review.
^ CD/Digital AS part of our compliance with the 401 Water Quality Certification and Neuse River
Buffer Rules approval for Panther Creek subdivision (DWQ # 03-0710) dated October
20, 2003, these plans are submitted as construction drawings for Phases II and III.
^ shop ~°`"i"gg Specifically, Condition of Certification #5: "Diffuse Flovd' requires a stormwater
management plan showing discharge points, plan details, and calculations for Phases II
and III once the design was finalized. Copies of the original permits are induded.
^ Rendering
No changes were made to the structural stormwater practices approved for Phase I.
^ Development Plan The Ciry of Durham has reviewed and approved these plans for Phases II and III.
Please call me at 919-490-4990 if you have any questions.
^ Samples
Thanks,
Ben Thayer
^ Specifications
^ Changes/Modfi.
^ Prints / ~ \V\
~~ 4~
~~ p6
^ other 0~ .~ ~.1~
Signature. ~ - ~ v~a~~~~~
~~OS~
North Carolina
16 Consultant Place, Suite 201
Durham, NC 27707
p 919-490-4990 t 919-490-8953
Tennessee
537 Market Sfreet, Suite LL20
Chattanooga, TN 37402
p 423-266-4990 f 423-266-5700

~ INDEX
1: Storm Water Management Plan FlL~ COPY
2: Level Spreader Design Narrative
3: Storm Water Impact Analysis Adendum
4: Inlet Capacity/Spread Calculations Storm Pipe Analysis
Phase I I I
5: Inlet Capacity/Spread Calculations Storm Pipe Analysis
Phase II & III
~ 6: Erosion Control Calculations
7: 84" CMP Pipe Crossing Calculations
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PANTHER CREEK PHASE II & III
STORMWATER MANAGEMENT PLAN
Panther Creek Subdivision
Burton Road
Durham, North Carolina
Horvath Associates Project #:0161
August 10, 2006
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Prepared for: Cimland, LLC
2330 Operations Drive
Durham, North Carolina 27705
[phone]
Prepared by: Horvath Associates, P.A.
Engineers -Planners -Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
[phone]

C,
PANTHER CREEK PHASE II & III
STORM WATER MANAGEMENT PLAN
General Description
The site is approximately 161.16 acres and located on Burton Road. The
site is bordered to the north and south by a residential area, to the east by
a wooded area, and to the west by Burton Road. The site is located inside
the Urban Growth Area, inside the Durham City Limits, and inside of the
F/J-B watershed protection overlay. The site is located in the Neuse River
Basin; therefore, nitrogen export calculations are required.
A rezoning has previously been approved for this site allowing fewer than
300 total lots. This submittal includes construction drawings and design
calculations for Phases II and III. Phase I was previously approved and is
now built. Condition #5 of the DWQ 401 permit (DWQ # 03-0710) requires
a stormwater management plan specifying, "All stormwater discharge
points, plan details, and calculations to indicate that diffuse flow through
the protected buffers ...will be achieved." This submission is a follow-up
to the original permit approval in the interest of compliance.
• Table 1: Summary of Relevant Reports
Report Issue Date
stormwater Impact Analysis January 7, 2003
(included with SIA Addendum)
84" CMP Pipe Crossing Calculations June 25, 2003
Approval of 401 Water Quality October 20
2003
Certification and Neuse Buffer Rules ,
Isolated Wetland Impact -Deemed November 16
2003
Permitted Approved ,
Erosion Control Calculations
.................................... May 27, 2004
Phase II Storm Pipe Analysis November 1 1, 2004
stormwater Impact Analysis (SIA) December 28
2005
Addendum ,
__
Phase III Storm Pipe Analysis May 10, 2006
Level Spreader Design June 7, 2006
Level Spreader Operations and August 3, 2006
Maintenance Agreement

• Summary of Discharge Points
Phase II and III use storm sewer networks to collect and convey
stormwater to the discharge points. For Phase II, the storm drains outlet
into level spreaders with bypass designs. These are designed to route the
runoff from the 1 " NRCS Type II rainfall into level spreaders and bypass
larger storms into plunge pool velocity dissipators. The level spreaders
discharge the diffuse flow directly into the adjacent floodplain of Panther
Creek.
The Phase III storm drains outlet at three locations. At each location, the
runoff is diffused by a plunge pool velocity dissipator. The discharge then
flows downhill through a wetland and proceeds into the existing pond.
The existing pond was retrofitted with a concrete spillway, and serves to
detain the runoff from the 1-year storm. The pond discharges into Panther
Creek. The combination of velocity dissipators, level spreaders, and the
retrofitted pond serve to diffuse flow before it enters Panther Creek.
It is important to note that a detention basin for control of the 1-year storm
event runoff was previously proposed. A study was submitted to and
approved by the City of Durham that demonstrates 1-year peak flow
• detention would have no appreciable benefit (stormwater Impact
Analysis Addendum). First off, the Phase II drainage areas relative to the
tributary area flowing into Panther Creek are so small that the proposed
development has no effect. Secondly, control of the 1-year rainfall is used
to prevent erosive velocities from damaging streambeds. The proposed
level spreaders will discharge the runoff at the flood fringe boundary and
diffuse the flows at harmless velocities. Please refer to the SIA Addendum
and the Level Spreader Design for calculations and drainage area maps.
Design calculations, methodologies, and required checklists are included
in the reports listed above as part of this submittal. Please refer to the
construction drawings for all plan details.
•

Oljo1 ~~'i'NER ~x ' f~L~PnIGyAp~o,,
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Panther Creek of Durham, LLC
C/o S. Craig Morrison
2330 Operations Drive
Durham, NC 27705
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
November 16, 2003
Subject Property: Panther Creek Subdivision
Isolated Wetland Impact -Deemed Permitted approval
DWQ Project Number 03-0710
Durham County
Dear Mr. Morrison:
Alan W. Klimek, P. E. Duector
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
„~ ,
You have our approval, in accordance with the attached conditions, to place fill material
in up to one-tenth (1/10) acre of isolated wetlands in order to construct the Panther Creek
subdivision in Durham County as described in your application date June 20, 2003 with revisions
sent on July 11, 2003, July 29, 2003 and August 15, 2003. This application was complete on
• October 23, 2003 when we received notification that you had paid for the Public Notice for this
project.
This approval is only valid for the purpose and design that your described in your
application. If you change your project, you must notify us and send anew application upon
request. If the property is sold or transferred to a new owner, the new owner must be given a
copy of this approval. If wetland fills (now or in the future) exceed one acre, then compensatory
mitigation may be required. For this approval to be valid, you must follow the conditions listed
below.
1. Appropriate sediment and erosion control practices which equal or
exceed those outlined in the most recent version of two manuals,
either the "North Carolina Sediment and Erosion Control Planning and
Design Manual" or the "North Carolina Surface Mining Manual"
(available from the Division of Land Resources in the DEHNR
Regional or Central Offices). The control practices shall be utilized to
prevent exceedances of the appropriate turbidity water quality
standard;
2. All sediment and erosion control measures placed' in wetlands or
waters shall be removed and the natural grade restored after the
Division of Land Resources has released the project;
3. Measures shall be taken to prevent live or fresh concrete from coming
into contact with waters of the state until the concrete has hardened;
4. Measures shall be taken to ensure that the hydrology of any remaining
wetland or isolated classified surface waters is not affected by the
. discharge.
~~0~
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone] Customer Service
1-877-623-6748

5. Arry additional impact to isolated wetlands k~Gyond the one-tenth of an
acre approved herein must be accompanied with a revised site plan which
will minimize the impact on the larger isolated wetland area. As noted in
. our October 20, 2003 approval, a plan which reconfigures the lot layout
and open space layout would be needed for this additional approval.
6. All conditions of the October 20, 2003 401 Water Quality Certification and
Neuse River Buffer Rules approval from DWO are hereby incorporated by
reference and must be complied with.
Violations of any condition herein set forth may result in revocation of this approval and
may result in criminal and/or civil penalties. if you do not accept any of the conditions of this
approval, you may ask for an adjudicatory hea"ring. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter
150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box
27447, Raleigh, N.C. 27611-7447. This approval and its conditions are final and binding unless
you ask for a hearing.
This letter completes the review of the Division of Water Quality under the Isolated
Wetland Rules (15A NCAC 2H .1300). If you have any questions, please telephone John
Dorney at 919-733-9646 or Bob Zarzecki at 919-733-9726.
Sincerely,
•
JRD/bs
Attachments: Certificate of Completion
Cc: Andrea Wade, USACE Raleigh Regulatory Field Office
Steve Mitchell, DWQ Raleigh Regional Office
Todd Prueninger; Soil and Environmental Consultants, 11010 Raven Ridge Road,
Raleigh, NC 27614
Jeff Lecky; RL Horvath Associates, P.O. Box 51806, Durham, NC 27717
File Copy
Central Files

N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Cazolina 27699-1617 [phone]
Customer Service
1-877-623-6748

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APpRO~'L PIW4N~~(
O~O~ W AT ~9QG
October 20, 2003
Durham County
DWQ Project # 03-0710
Panther Creek of Durham, LLC
C/o S. Craig Morrison
2330 Operations Drive
Durham, NC 27705
Subject Property: Panther Creek subdivision
APPROVAL of 401 Water Quality Certification and Neuse River Buffer Rules
Dear Mr. Morrison:
You have our approval, in accordance. with the attached conditions, to impact less than one- tenth of an
acre of isolated wetlands, 0.03 acres of non-isolated wetlands, 188 linear feet (117 feet of permanent
impacts) of streams and 0.47 acres of protected stream buffers or waters for the purpose of
constructing a road crossing and utility crossings at the proposed Panther Creek Parkway as you
described in your application dated June 20, 2003 with revisions sent on July 11, 2003 and July 29,
2003. After reviewing your application we have decided, this fill is covered by General Water Quality
• Certification Number 3402. This Certification allows you to use Nationwide Permit Number 39 when the
Corps of Engineers issues it. This approval is also valid for the Neuse River buffer rules (15A NCAC
2B .0233). In addition, you should get any other federal, state or local permits before you go ahead
with your project including (but not limited to) Sediment and Erosion Control, Coastal Stormwater, Non-
Discharge and Water Supply Watershed regulations. Also this approval will expire when the
accompanying 404 or CAMA permit expires unless otherwise specified in the General
Certification.
This approval is only valid for the purpose and design that you described in your application..lf you
change your project, you must notify us and send us a new application. If the property is sold, the new
owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. This approval shall expire when the corresponding Nationwide Permit
expires or as otherwise provided in the General Certification. If total wetland fills for this project (now or
in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC
2H .0506 (h). For this approval to be valid, you must follow the conditions listed in the attached
certification and those listed below.
Conditions of Certification:
l.) No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the Preconstruction Notice Application. All construction activities,
including the design, installation, operation, and maintenance of sediment and erosion control Best
Management Practices, shall be performed so that no violations of state water quality standards,
statutes, or rules occur.
_ - . ~ m _ -,--,
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Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Cazolina Department of Environment and Natural Resources
#~~.
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N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)

•
2.) Erosion and sediment control practices must be in full compliance with all specifications governing the
proper design, installation and operation and maintenance of such Best Management Practices:
a. The erosion and sediment control measures for the project must be designed, installed, operated,
and maintained in accordance with the most recent version of the North Carolina Sediment and
Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control measures
must be such that they equal, or exceed, the requirements specified in the most recent version of
the North Carolina Sediment and Erosion Control Manual. The devices shall be maintained on all
construction sites, borrow sites, and waste pile (spoil) projects, including contractor-owned or
leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina Surface
Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in accordance
with the requirements of the Sedimentation Pollution Control Act.
3. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade'•restored within six months of the date that
the Division of Land Resources has released the project. `
4. stormwater Management Plan (Phase I - No Further Approval Needed)
The final, written stormwater management plans dated June 12, 2003;Imust be implemented and the
stormwater management facilities shall be constructed and operational before any permanent building
is occupied at the subject site. The structural stormwater practices as approved ~by this Office as well as
drainage patterns must be maintained in perpetuity. No changes to the structural stormwater practices
shall be made without written authorization from the Division of-Water Quality.
5. Diffuse Flow (Review Phases II, and III)
An additional condition is that all constructed stormwater conveyance outlets shall be directed to flow in
a diffuse manner at non-erosive velocities through the entire protected stream buffers without re-
concentrating. If this is not possible it may be necessary to provide stormwater facilities that are
considered to remove nitrogen. Additionally, a stormwater management plan for this project shall be
provided to this Office before any development activities begin in Phase II and III are conducted. The
plan shall specify all stormwater discharge points, plan details, and calculations to indicate that diffuse
flow through the protected buffers or nitrogen removal as described above will be achieved.
6. Culvert Installation:
The culverts required for this project shall be installed in such a manner that the original stream profiles
are not altered. Existing stream dimensions (including the~cross section dimensions, pattern, and
longitudinal profile) are to be maintained above and below locations of each culvert. The culverts shall
be designed and installed to allow for aquatic life movement as well as to prevent head cutting of the
streams. If any of the existing pipes are or become perched, the appropriate stream grade shall be re-

•
established or, if the pipes installed in a perched manner, the pipes shall be removed and re-installed
correctly.
The culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the
stream up or down stream of 'the culvert(s). Existing stream dimensions (including the cross section
dimensions, pattern and longitudinal profile) are to be maintained above and below locations of each
culvert. As such, it is required that you provide~the plans with adequate details that indicate that the
current stability of the stream will be maintained or enhanced. You must receive written approval from
this Office for the above plans .before the culvert(s) is installed. The culvert(s) must be installed
according to the approved plans.
The establishment of native, woody vegetation and other soft stream bank stabilization techniques must
be used where practicable instead of rip rap or other bank hardening methods; If rip-rap is necessary, it
shall not be placed in the stream bed, unless specifically approved by the Division of Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed to
adequately accommodate high water or flood conditions.
7. Isolated Wetlands:
Additional written approval is required from DWQ for any additional impact to isolated wetlands
beyond those needed for this road crossing. The.applicant is hereby notified that DWQ may not
approve any impact to isolated wetlands beyond the one-tenth acre for deemed permitted activities
for this project. Therefore, reconfiguration of the lot layout and open space layout may be needed
for this subdivision if minimization of the impact on the isolated wetland'is needed.
The impact on these isolated wetlands for this road crossing is "deemed permitted" since the impact
is less than one-tenth of an acre. Therefore the following conditions must be met for this impact to
continue to be considered as "deemed permitted:
a. Appropriate sediment and erosion control practices which equal or exceed those
outlined in the most recent version of two manuals, either the "North Carolina Sediment and
Erosion Control Planning and Design Manual" or the "North Carolina Surface Mining
Manual" (available from the Division of Land Resources in the DEHNR Regional or Central
Offices). The control practices shall be utilized to prevent exceedances of the appropriate
turbidity water quality standard;
b. All sediment and erosion control measures placed in wetlands or waters shall be
removed and the natural grade restored after the Division of Land Resources has released
the project;
c. Measures shall be taken to prevent live or fresh concrete from coming into contact
with waters of the state until the concrete has hardened;
d. Measures shall be taken to ensure that the hydrology of any remaining wetland or
isolated classified surface waters is not affected by the discharge.
8. Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules,
and any subsequent modifications, the applicant is required to return the attached certificate of completion
• to the 401/Wetlands Unit, North Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC,
27699-1650.

•

Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. This Certification shall become null and void unless the above conditions
are made conditions of the Federal 404 and/or coastal Area Management Act Permit.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing.
You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written
petition, which conforms to Chapter 1506 of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its
conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone John Dorney at 919-733-9646 or Bob
Zarzecki at 919-733-.9726.
JRD/bs
Attachments: Certificate of Completion
.E.,

Cc: Andrea Wade, USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
Todd Prueninger; Soil and Environmental Consultants, 1..1010 Raven Ridge Road, Raleigh, NC
27614
Jeff Lecky; RL Horvath Associates, P.O. Box 51806, Durham, NC 27717
File Copy
Central Files
DWQ # 03-0710
Date: October 20, 2003
•
Sincerely,

HORVATH
,, S S O C I A i E 5
Civil Engineers
Planners
Landscape Architects
PANTHER CREEK PHASE II & III
LEVEL SPREADER DESIGN NARRATIVE
Panther Creek Subdivision
Burton Road
Durham, North Carolina
Horvath Associates Project #: Ol 61
June 7, 2006

:Q ~.
1
61 ~l zoai~
Prepared for: Cimland, LLC
2330 Operations Drive
Durham, North Carolina 27705
[phone]
Prepared by: Horvath Associates, P.A.
Engineers -Planners -Landscape Architects
P.O. Box 51806
Durham, North Carolina 27717
[phone]
North Carolina
16 Consultant Plaoe, Suite 201
Durham, NC 27707
p 919.490.4990 / f 919.490.8953
Tennessee
537 Market Sheet Suite LL20
Chattanooga, TN 37402
p 423.266.4990 / f 423.266.5700

PANTHER CREEK PHASE II & III
LEVEL SPREADER DESIGN NARRATIVE
General Description
The Panther Creek project is approximately 161.16 acres and located on
Burton Road. The site is bordered to the north and south by a residential
area, to the east by a wooded area, and to the west by Burton Road. The
site is located inside the Urban Growth Area, inside the Durham City Limits,
and inside of the F/J-B watershed protection overlay. The site is located in
the Neuse River Basin; therefore, nitrogen export calculations are required.
A rezoning has previously been approved for this site allowing fewer than
300 total lots. This submittal is part of a construction document-level design
package. This narrative includes Level Spreaders 1, 2, and 3, which are
part of Phase II.
Site Hydrolo
The drainage area of Panther Creek near the DPs is 2.68 square miles, or
• approximately 1720 acres. Documentation of this drainage area is
provided from Page 28, Table 3 of "Flood Insurance Study, Volume 1 of 2,
Durham County, North Carolina," (FEMA, March 21, 2000). The total site
area is less than 10 percent of the overall drainage area, so 2- and 10-
yeardetention is not required.
For the 1-year storm events, analysis is conducted at points where small
stream channels enter the 100-year floodplain. Three drainage points (DP)
are present in the post-development condition. The drainage area at
each drainage point is very small relative to the drainage area of Panther
Creek near the drainage points. The flow at each drainage point is
insignificant compared to the overall flow of Panther Creek near the
drainage points. For these reasons, it has been determined that best
management practices that release stormwater as sheet flow into the
buffer shall be sufficient. The peak flows resulting from rainfall events to
each DP were determined using TR-20 hydrologic analyses; flows are
summarized in Table 1.
•

• Table 1: Summary of Specific Drainage Points
Flow
Flow Resulting Resulting Level
Level Drainage from 1-Year from 1" Spreader
Spreader Area Rainfall Event Storm Length
ID (acres) (cfs) (cfs) (feet)
LS 1 1.66 5.48 0.75 80
LS 2 1.38 4.22 0.47 50
LS 3 1.89 6.71 1. l 1 1 15
These level spreaders are designed according to North Carolina Division
of Water Quality's Draft Level Spreader Design Options Version 1.0,
released October 10, 2001. They incorporate an alternative design to
utilize a level spreader with a bypass. The level spreader will handle the
runoff resulting from the 1 "rainfall, which is the water-quality design event.
Additional flow will be diverted using a bypass structure; the overflow will
pass through a plunge pool velocity dissipator and into the Panther Creek
buffer. Though it is not possible to characterize precisely, the level
spreader and buffer system could potentially provide better water quality
treatment than a 1-year detention basin that infringes on the 100-year
floodplain, which could potentially serve to cause erosive flows of a
smaller magnitude that last for a longer period. In addition, the level
spreaders will mitigate thermal pollution better than a detention basin.
Level Spreader Design
Two level spreaders (LS 1 S~ 3) are located at the end of curb and gutter
storm drain networks, and LS 2 is at the end of a grassed swale. Each level
spreader will utilize a bypass structure with aloes-flow orifice and ahigh-
flow weir. The high-flow weir will pass lower-frequency storm events into a
velocity dissipator, which will discharge into the 100-year floodplain. The
low-flow orifice will route the 1 "water quality storm through a ductile iron
pipe section and into a conventional level spreader, with a concrete lip
set at a constant elevation to distribute and disperse the flow. LS 1 8~ 3 will
utilize a 48"-diameter 1'-high precast manhole section as a bypass
structure, while LS 2 will use a 1'-high concrete wall.
The bypass structures are designed to avoid ponding water. The low-flow
orifices have been sized to pass storm events up to and greater than the
. 25-year rainfall with zero detention time.

• Soil tests were not performed at the proposed level spreader locations, so
infiltration has not been incorporated into design flow ca-culations.
Methodology
The "Draft Level Spreader Design Options" specifies a level spreader
length of 100' per 1 cfs of discharge resulting from the 1 " storm event.
Peak flows resulting from the 1 " NRCS Type II storm are summarized in
Table 1. The peak flows were derived using HydroCAD v7.1 software,
which uses NRCS TR-20 methodology. Curve numbers were determined
according to NRCS TR-55, and a time of concentration of 5 minutes was
assumed in all cases. Soils are all HSG `D' soils, according to the NRCS Soil
Survey Atlas of Durham County. Routing was performed with HydroCAD
using the storage indication function.
•
•

DWOProjectNo.VJ~'~~~V R~~~NQR ~~~'"®51
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Q0.rl-i~n1LC
Contact Person: ~d1w- S G1n.r~ r~ _ PE Phone Number: (g(9) 490 - q 99x7
Level Spreader ID: _ L S i
Level Spreader Length 1 ~ o ft. (perpendicular to flow)
Drainage Area ~ (o(D ac. (on-site and off-site drainage to the level spreader)
Impervious Area 6 ~ ~-4 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter StriplBuffer Slope 4 • % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm ~ ~ •~q cfs
Max. Discharge to Level Spreader 0 ~ ~S cfs +\ t`` KA~n~ FAt,(,
Filter Strip/Buffer Vegetation ___ Fo KEST' (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method ~ 1 P/~~$S
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.
Aoolicants Initials
~F`r 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.
gF'T Pre-Form Scour Holes are on flat slopes only
Q3~Y No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
gf T' Bypass method is specified (if applicable) and plan details and calculations are provided
~T Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
~~'T No structures are located in protected buffers.
T Plan details for the bypass and outlets are provided.
F The operation and maintenance agreement includes annual erosion and vegetation repair.
1~F"( 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.
r:

DWQProjectNo. ~3'~~~0 ~~d~N~~ '~®.3'ac5)
• DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Qarlx~2r C.~~2K
Contact Person: ~"o1nv~ Sdn~vrv~, P!r Phone Number: (919) ~¢~' 0 - 4890
Level Spreader ID: _ ~ S 2.
Level Spreader Length 5 ~ ft. (perpendicular to flow)
Drainage Area (~ 38 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.4$ ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 4. 3 % (li% for forested, leaf littler cover, 8% for thick ground cover)"
grass
Max. Discharge from a 10 Year Storm ~ ~(0, cfs l~ p
Max. Discharge to Level Spreader (~ ,4 2 cfs ~ ~ ~~lN FF}LL,
Filter StriplBuffer Vegetation ~•Of.EsT (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method ~ ~~sS
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 mef, 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.
Aoolicants Initials
Q FT 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
$,FT No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
F~F~ __Bypass method is specified (if applicable) and plan details and calculations are provided
FT Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
p discharge.
pF i No structures are located in protected buffers.
8 ~ T Plan details for the bypass and outlets are provided.
S~ 7 The operation and maintenance agreement includes annual erosion and vegetation repair.
f~ F'r 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.
•

DWQ Project No. b~J' a~-I ~ -ZKo-Ng~ ~ 03- b5 C
• DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Pan~O~r' creek
Contact Person: ~o1~h Sck~vm~ PE Phone Number: (`~(9) 4q 0 4`40
Level SpreaderlD:_ LS

Level Spreader Length ~ ~ S ft. (perpendicular to flow)
Drainage Area ~ , $q ac. (on-site and off-site drainage to the level spreader)
Impervious Area ~, ~3 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter StriplBufter Slope S . ~ % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader ~ Z • $ ~
~ ~ t i cfs
cfs
~ In (~~liN FAu.~
Filter StriplBuffer Vegetation ~OtZ~ST (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method l7 1 ~~SS
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.
Applicants Initials
(~ FT 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.
aF~ 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
QSFT Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
g~ No structures are located in protected buffers.
~r Plan details for the bypass and outlets are provided.
g~'f The operation and maintenance agreement includes annual erosion and vegetation repair.
~f='f 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.
•

r1
LJ
•
3S
Stone Fence Court
cB
S1
5S
Level Spreader 1 w/
Bypass
Alley 5 9R
7~ cB
Alley 5 Swale S2
4S
~~ cB
Tulip Poplar Circle S3
Level Spreader 2 w/
Bypass
Level Spreader 3 w/
Bypass
Subca Reach on Lin k

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
. Phase 2 Pipe Outlets Type ll 24-hr 1 Inch Rainfall=1.00"
Prepared by Horvath Associates, P.A. Page 2
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/7/2006
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method -Pond routing by Stor-Ind method
•
Subcatchment 3S: Stone Fence Court
Subcatchment 4S: Tulip Poplar Circle
Subcatchment 5S: Alley 5
Runoff Area=1.656 ac Runoff Depth>0.25"
Tc=5.0 min CN=88 Runoff=0.75 cfs 0.035 of
Runoff Area=1.885 ac Runoff Depth>0.32"
Tc=5.0 min CN=90 Runoff=1.11 cfs 0.050 of
Runoff Area=1.381 ac Runoff Depth>0.20"
Tc=5.0 min CN=86 Runoff=0.47 cfs 0.023 of
Reach 9R: Alley 5 Swale Peak Depth=0.05' Max Vet=1.9 fps Inflow=0.47 cfs 0.023 of
n=0.025 L=326.0' S=0.0537 '/' Capacity=311.25 cfs Outflow=0.42 cfs 0.023 of
Pond LS1: Level Spreader 1 w/ Bypass Peak Elev=286.71' Inflow=0.75 cfs 0.035 of
Primary=0.75 cfs 0.035 of Secondary=0.00 cfs 0.000 of Outflow=0.75 cfs 0.035 of
Pond LS2: Level Spreader 2 w/ Bypass Peak Elev=285.13' Inflow=0.42 cfs 0.023 of
Primary=0.42 cfs 0.023 of Secondary=0.00 cfs 0.000 of Outflow=0.42 cfs 0.023 of
Pond LS3: Level Spreader 3 w/ Bypass Peak Elev=287.93' Inflow=1.11 cfs 0.050 of
Primary=1.11 cfs 0.050 of Secondary=0.00 cfs 0.000 of Outflow=1.11 cfs 0.050 of
•

S:\@STORMWATER DEPT1@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 3
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/7/2006
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method -Pond routing by Stor-Ind method

Subcatchment 3S: Stone Fence Court
Subcatchment 4S: Tulip Poplar Circle
Subcatchment 5S: Alley 5
Runoff Area=1.656 ac Runoff Depth>1.82"
Tc=5.0 min CN=88 Runoff=5.48 cfs 0.251 of
Runoff Area=1.885 ac Runoff Depth>1.98"
Tc=5.0 min CN=90 Runoff=6.71 cfs 0.311 of
Runoff Area=1.381 ac Runoff Depth>1.66"
Tc=5.0 min CN=86 Runoff=4.22 cfs 0.191 of
Reach 9R: Alley 5 Swale Peak Depth=0.21' Max Vet=4.4 fps Inflow=4.22 cfs 0.191 of
n=0.025 L=326.0' S=0.0537'/' Capacity=311.25 cfs Outflow=4.15 cfs 0.191 of
Pond LS1: Level Spreader 1 w/ Bypass Peak Elev=286.94' Inflow=5.48 cfs 0.251 of
Primary=0.91 cfs 0.176 of Secondary=4.56 cfs 0.075 of Outflow=5.48 cfs 0.251 of
Pond LS2: Level Spreader 2 w/ Bypass Peak Elev=285.63' Inflow=4.15 cfs 0.191 of
Primary=0.85 cfs 0.141 of Secondary=3.29 cfs 0.050 of Outflow=4.15 cfs 0.191 of
Pond LS3: Level Spreader 3 w/ Bypass Peak Elev=288.20' Inflow=6.71 cfs 0.311 of
Primary=1.53 cfs 0.231 of Secondary=5.18 cfs 0.081 of Outflow=6.71 cfs 0.311 of
•

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type 11 24-hr 10-Year Rainfall=5.10"
Prepared by Horvath Associates, P.A. Page 4
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/7/2006
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method -Pond routing by Stor-Ind method
•
Subcatchment 3S: Stone Fence Court
Subcatchment 4S: Tulip Poplar Circle
Subcatchment 5S: Alley 5
Runoff Area=1.656 ac Runoff Depth>3.76"
Tc=5.0 min CN=88 Runoff=10.89 cfs 0.519 of
Runoff Area=1.885 ac Runoff Depth>3.97"
Tc=5.0 min CN=90 Runoff=12.86 cfs 0.623 of
Runoff Area=1.381 ac Runoff Depth>3.56"
Tc=5.0 min CN=86 Runoff=8.72 cfs 0.409 of
Reach 9R: Alley 5 Swale Peak Depth=0.31' Max Vet=5.6 fps Inflow=8.72 cfs 0.409 of
n=0.025 L=326.0' S=0.0537 '/' Capacity=311.25 cfs Outflow=8.61 cfs 0.409 of
Pond LS1: Level Spreader 1 w/ Bypass Peak Elev=287.10' Inflow=10.89 cfs 0.519 of
Primary=1.01 cfs 0.319 of Secondary=9.89 cfs 0.200 of Outflow=10.89 cfs 0.519 of
Pond LS2: Level Spreader 2 w/ Bypass Peak Elev=285.74' Inflow=8.61 cfs 0.409 of
Primary=0.92 cfs 0.260 of Secondary=7.70 cfs 0.149 of Outflow=8.61 cfs 0.409 of
Pond LS3: Level Spreader 3 w/ Bypass Peak Elev=288.37' Inflow=12.86 cfs 0.623 of
Primary=1.74 cfs 0.412 of Secondary=11.13 cfs 0.212 of Outflow=12.86 cfs 0.623 of
•

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type II 24-hr 1 Inch Rainfall=1.00"
Prepared by Horvath Associates, P.A. Page 1
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/7/2006
Subcatchment 3S: Stone Fence Court
Runoff = 0.75 cfs @ 11.97 hrs, Volume= 0.035 af, Depth> 0.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Inch Rainfall=1.00"
Area (ac) CN Description
0.268 98 Paved roads w/curbs & sewers
0.142 80 >75% Grass cover, Good, HSG D
1.246 87 1/4 acre lots, 38% imp, HSG D
1.656 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Tulip Poplar Circle
•
Runoff = 1.11 cfs @ 11.97 hrs, Volume= 0.050 af, Depth> 0.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Inch Rainfall=1.00"
Area (ac) CN Description
0.588 98 Paved roads w/curbs & sewers
0.146 80 >75% Grass cover, Good, HSG D
1.151 87 1/4 acre lots, 38% imp, HSG D
885 90 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Alley 5
Runoff = 0.47 cfs @ 11.98 hrs, Volume= 0.023 af, Depth> 0.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Inch Rainfall=1.00"
Area (ac) CN Description
0.112 80 >75% Grass cover, Good, HSG D
1.269 87 1/4 acre lots, 38% imp, HSG D
1.381 86 Weighted Average
•

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type ll 24-hr 1 Inch Rainfall=1.00"
Prepared by Horvath Associates, P.A. Page 2
HydroCAD® 7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 6/7/2006
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Reach 9R: Alley 5 Swale
Inflow Area = 1.381 ac, Inflow Depth > 0.20" for 1 Inch event
Inflow = 0.47 cfs @ 11.98 hrs, Volume= 0.023 of
Outflow = 0.42 cfs @ 12.00 hrs, Volume= 0.023 af, Atten= 9%, Lag= 1.7 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 2
Max. Velocity= 1.9 fps, Min. Travel Time= 2.8 min
Avg. Velocity = 1.0 fps, Avg. Travel Time= 5.3 min
Peak Depth= 0.05' @ 12.00 hrs
Capacity at bank full= 311.25 cfs
Inlet Invert= 302.00', Outlet Invert= 284.50'
4.00' x 2.00' deep channel, n= 0.025 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 16.00'
Length= 326.0' Slope= 0.0537 '/'
Pond LS1: Level Spreader 1 w/ Bypass
Inflow Area = 1.656 ac, Inflow Depth > 0.25" for 1 Inch event
Inflow = 0.75 cfs @ 11.97 hrs, Volume= 0.035 of
Outflow = 0.75 cfs @ 11.97 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min
Primary = 0.75 cfs @ 11.97 hrs, Volume= 0.035 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 286.71' @ 11.97 hrs
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.0 min (872.1 - 872.1 )
Device Routing Invert Outlet Devices
#1 Primary 285.71' 6.0" x 10.0' long DIP to Level Spreader
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 285.71' S= 0.0000 '/' Cc= 0.900 n= 0.012 Steel, smooth
#2 Secondary 286.71' 48.0" Horiz. Riser Crest Limited to weir flow C= 0.600
Primary OutFlow Max=0.75 cfs @ 11.97 hrs HW=286.71' (Free Discharge)
t-1=DIP to Level Spreader (Barrel Controls 0.75 cfs @ 3.8 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=285.71' (Free Discharge)
L2=Riser Crest (Controls 0.00 cfs)
•

S:\@STORMWATER DEPTI@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type ll 24-hr 1 Inch Rainfall=1.00"
Prepared by Horvath Associates, P.A. Page 3
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 6/7/2006
Pond LS2: Level Spreader 2 w/ Bypass
Inflow Area = 1.381 ac, Inflow Depth > 0.20" for 1 Inch event
Inflow = 0.42 cfs @ 12.00 hrs, Volume= 0.023 of
Outflow = 0.42 cfs @ 12.00 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min
Primary = 0.42 cfs @ 12.00 hrs, Volume= 0.023 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 285.13' @ 12.00 hrs
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.0 min (891.0 - 891.0 )
Device Routing Invert Outlet Devices
#1 Primary 284.50' 6.0" x 10.0' long DIP to Level Spreader
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 284.50' S= 0.0000'/' Cc= 0.900 n= 0.012 Steel, smooth
#2 Secondary 285.50' 20.0' long x 1.0' high Sharp-Crested Rectangular Weir
2 End Contraction(s)
Primary OutFlow Max=0.42 cfs @ 12.00 hrs HW=285.12' (Free Discharge)
L1=DIP to Level Spreader (Barrel Controls 0.42 cfs @ 2.2 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=284.50' (Free Discharge)
L2=Sharp-Crested Rectangular Weir (Controls 0.00 cfs)
Pond LS3: Level Spreader 3 w/ Bypass
Inflow Area = 1.885 ac, Inflow Depth > 0.32" for 1 Inch event
Inflow = 1.11 cfs @ 11.97 hrs, Volume= 0.050 of
Outflow = 1.11 cfs @ 11.97 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min
Primary = 1.11 cfs @ 11.97 hrs, Volume= 0.050 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 287.93' @ 11.97 hrs
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= (not calculated: outflow precedes inflow)
Device Routing Invert Outlet Devices
#1 Primary 286.95' 8.0" x 10.0' long DIP to Level Spreader
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 286.95' S= 0.0000'/' Cc= 0.900 n= 0.012 Steel, smooth
#2 Secondary 287.95' 48.0" Horiz. Riser Crest Limited to weir flow C= 0.600
Primary OutFlow Max=1.11 cfs @ 11.97 hrs HW=287.93' (Free Discharge)
t--1=DIP to Level Spreader (Barrel Controls 1.11 cfs @ 3.2 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=286.95' (Free Discharge)
L2=Riser Crest (Controls 0.00 cfs)

0161 Ph II Velocity Dissipator Design Designer: Ben Thayer
Stone Fence Court Checker: John Schrum, PE
6/8/2006
Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section -Pipe Design
Entering the following values will provide yov with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 10.89 Flow Depth (ft.) 0.89
Slope, S (%) = 2.44 Velocity, V (ft/s) 9.93
Pipe Dia., D (in.) = 18
Mannings nValue = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 1.50
Outlet Velocity, Vo (fps) = 9.93
Apron Length, LA (ft.) = 9.0
Average Dia. Stone Thickness
(inches) Class (inches)
4 A 9
» 8 B 18
10 B or 1 26
14 2 35
Width,W = LA + Do Thickness = 1.5 * Dnna,x
Width, W = 10.5 ft.
SAY: 11.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 9.0
Width, W (ft.) = 11.0
Depth, D (in.) = 18
Stone Class = B (NCDOT Std. § 1042)
*Cells in red denote required inputs from PIPES.exe outputs

0161 Ph II Velocity Dissipator Design Designer: Ben Thayer
Alley 5 Checker: John Schrum, PE
6/8/2006
Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section -Pipe Design
Entering the following valves will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 8.61 Flow Depth (ft.) 0.31
Slope, S (%) = 2.44 Velocity, V (ft/s) 5.60
Pipe Dia., D (in.) = 24 (2' deep x 4' wide channel)
Mannings nValue = 0.025
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 2.00
Outlet Velocity, Vo (fps) = 5.60
Apron Length, LA (ft.) = 12.0
. Average Dia. Stone Thickness
(inches) Class (inches)
4 A 9
» 8 B 18
10 Borl 26
14 2 35
Width,W = LA + Do Thickness = 1.5 * DMAX
Width, W = 14.0 ft.
SAY: 14.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 12.0
Width, W (ft.) = 14.0
Depth, D (in.) = 18
Stone Class = B (NCDOT Std. § 1042)

• *Cells in red denote required inputs from PIPES.exe outputs

0161 Ph II Velocity Dissipator Design Designer: Ben Thayer
Tulip Poplar Circle Checker: John Schrum, PE
6/8/2006
• Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section -Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 12.86 Flow Depth (ft.) 1.04
Slope, S (%) = 2.20 Velocity, V (ft/s) 9.85
Pipe Dia., D (in.) = 18
Mannings nValue = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 1.50
Outlet Velocity, Vo (fps) = 9.85
Apron Length, LA (ft.) = 9.0
• Average Dia. Stone Thickness
(inches) Class (inches)
4 A 9
» 8 B 18
10 B or 1 26
14 2 35
Width,W = LA + Do Thickness = 1.5 * DMAX
Width, W = 10.5 ft.
SAY: 11.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 9.0
Width, W (ft.) = 11.0
Depth, D (in.) = 18
Stone Class = B (NCDOT Std. §1042)
• *Cells in red denote required inputs from PIPES.exe outputs

N
^ ^ ~ al ~ m m ! ~, ,
,~ ,. ~
To LS 1 ~ - -
X05 ~ ! ! /
1.66 ACRES ~~ - - ~' N ' ' / /
CN 88 _
~° ° ~~ ~ , ~
,,: .~ __
/ ~
6 ~ ~ / _~
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/
m ~ / /~
o ~ '~ /
M ~ OM c0 M ~ \ / <
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\ 7
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a ///
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ToLS2 ~' ~
,~ 3~3 I ~ ~ N ~ / / ;e /
1.38 AC R ES ' ~'
- ~ ~ i ~~~ ~
CN-86 oz - ~ / ,,,~~`
_ ~ / S/ ~ 100-YEAR
I / ~ / z~ ~ FLOOD PLAIN
/ f P.
I N I / /~
_ _ N / /' EASEMENT
W _
I W t. N / /,/ I
g I • / ~
i M I // / ~~/ / I
DRAINAGE AREA m I /• ~/ I I
I ti I
BOUNDARY ~ ~'
P ~ ~Y f // I
~ j ~~ SPREP,DeR L_J
302
y - r
~ 9ti 2g ~- ~ ~~ , 0 25 50 100
ti ~ ,l I
\~ ~~s ~r - --- s I /
1 ,~ ~ Oj '/o ~ ~ +s.r4'/ I ----mot SCALE: 1" = 50'
o -~
X09 ~ - ~ ~ ~ ~~ i
.~
M i
/ ! ,
~° - ~~ ~~ ~! ,' _ Panther Creek Phase II
~ ~ ;.P/~ ~~ !' ~ DRAINAGE MAP
M ~ ToLS3 A •~' ~
N '~ ~ !
~ ~
1.89 ACRES w /` 1 ~ Prepared by Horvath Associates, P.A.
~ _ r°~ ~ I! ! ~ HA Project Number 0161 E
1 CN-9o ,f ~ ! ! ~ June 8, 2006
~° / ! -

PANTHER CREEK PHASE III LEVEL SPREADERS #1, #2, AND #3
OPERATION AND MAINTENANCE AGREEMENT
~e level spreader system is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreaders shall be inspected after every rainfall.
Thereafter, level spreader(s) shall be inspected annually and after heavy rainfall events (greater or equal to the
magnitude of the two-year storm event).
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and concentrated flows
downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times. Repair or replace the
level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the level spreader
surface. Grass in all swales shall be maintained.
e. Repair eroded areas and replace or replant dead or damaged vegetation. North Carolina Division of Water Quality
must be notified prior to any work in protected buffers.
2. The contractor should avoid placement of any material on and prevent construction traffic across the structure. If the
structure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year to maintain
proper functioning.
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 North Carolina Division of Water Quality (DWQ) of any problems with the system or prior
to any changes to the system or responsible party.
Print name: ~ . G,2~I/G /I~G~22i5a~
itle: Panther Creek of Durham c. L L G
~ddress: 2330 Operations Drive, Durham, NC 27705
Phone: [phone]
Signature:
,a ,w GF2
Date: ~- 3 -0.6 ,
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, ~~,~ Q,~(`,~. w . (~ t `So,~ , a Notary Public for the State of /y p~(-{-~ ('~~C71 i-~A , County of
~C'~Sc~~ , do hereby certify that 5 . C.r0.i Q ~(V~ afyjSU~1 personally appeared
before me this 3 day of ~ Qy 5-{- ZbD (p ,and acknowledge the due execution of the forgoing operation
and maintenance requirements. Witness my hand and official seal,/~ ~ ,~~
~c.i v ~ 1 ~-~-
SEAL
• ~ l.~~CJ~ v ~-'
My commission expires ~ ~ 31 ~ Z o l l
Pa uP 1 of 1

`\M
M~~ r
't
HORVATH
ASSOCIP,TES
Civil Engineers
Planners
Landscape Architects
PANTHER CREEK PHASE II
STORMWATER IMPACT ANALYSIS ADDENDUM
Panther Creek Subdivision
Burton Road
Durham, North Carolina
Horvath Associates Project #: 0161
October 8, 2002
Revised November 11, 2002
Revised January 7, 2003
Revised December 13, 2005

Prepared for: Cunland, LLC
2330 Operations Drive
Durham, North Carolina 27705
[phone]
Prepared by: Horvath Associates, P.A.
Engineers -Planners -Landscape Architects
P.O. Box 51806
Durham, North Carolina 27717
[phone]
•
North Carolina
I6 Consultant Place, Suite 201
Durham, NC 27707
p 919.490.4990 / fi 919.490.8953
Tennessee
537 Market Street Suite LL20
Chattanooga, TN 37402
p 423.2bb.4990 / f 423.26b.5700

QURHAM
•
1 8 b 4
fXiY OF MmICIhE
Stormwater Services Divisions
City of Durham
Public Works Department
101 City Hall Plaza, Durham, North Carolina, 27701
Telephone [phone] FAX [phone]
Stormwater Services Site Plan and Preliminary Plat Submittal Checklist
,., ,
~~ ~,.
°;~
~ .,
,\
4~ p (~
11.~t~~
Design Profess nays Signature and Seal
For each review submittal the entire study must be submitted. This includes re-submittals. Partial study packages will
not be reviewed. Incomplete Stormwater Site Plan Submittals will be returned with NO REVIEW PERFORMED.
Contact Stormwater Services concerning redevelopment, expansion or projects which result in a decrease in
impervious area for modified submittal requirements. This submittal checklist is to be submitted with each plan
submittal.
I. PROJECT INFORMATION tt
Project Name: P~-~ ULV~- c~vbdt~~Siari Phase:
Previous Project Name, if applicable: /~`/~
PIN: ~~i;~ ~~Q,~W ~ Tax Map Number C~ ~~, Planning Case Number:
Project Comment Contact Person: ~y(,~, t~, ~. SC[~,N~~ PE Phone number ( / 9) Q 4`I~0
Fax number: (`~ jq') g9s3 Company Name: '}p~/~{-'j~.f ~~SS(~U~1~5, f~. f}-,
P~NlS. ~g53-04- (~f~~S~~o, o8s3-o~-~z- ~6q~, 083'3- r74-si- sd4q
• II. REQUIRED ITEMS CHECKLIST ~~~L ,y,~-P ~# ~s ; '~d ¢ _ f~1 ~ D 3 2, ~~ Zz- (J! - 002 ~ ~1 ¢.-Q ~ - a 31
The following checklist outlines submittal requirements. Initial in the space provided to indicate the following
submittal requirements have been met and supporting documentation is attached.
A. General Requirements
Applicant's initials
a. Stormwater Impact Analysis (SIA) including narrative report and drainage calculations sealed and
signed by North Carolina Professional Engineer. (see Section 8.1 for requirements)
b. Cape Fear Neuse Basin (circle one).
(If Neuse Bas>n clrc e completion of Section D. below is required)
gF~ c. INSIDE /OUTSIDE (circle one) Water Supply Watershed.
(If INSIDE Water Supply Watershed completion of Section E. below is required)
~~ d. Show all City of Durham and Neuse Basin Stream Buffers on the plan. Diffuse flow into stream
buffers is required.
~~ e. Floodplain located on site: Yes No (circle one). A copy of floodplain map with site boundary
shown is required and the 100-year floodplain with base flood elevations (if applicable) must be
shown on the site plan.
B. 10%Stormwater Rule Requirements
V ~ ~ a. Durham County Soils map with site boundary shown.
~~ b. USGS 7.5 Minute Quadrangle with site boundary shown.

'~ ~~ c. Introduction narrative describing the site conditions in pre- and post-development conditions
~~--~ including a description of site improvement changes.
t' ~ d. Drainage area map including:
/ Site area delineated, scale and north arrow.
/ Sub-basins delineated for pre- and post-development conditions
with area in acres indicated.
/Analysis points clearly identified and labeled.
_/Segmented TR-55 time of concentration flow paths showing each segment.
~~ e. Methodologies and procedures described.
~ f. Site plan or grading plan identifying pre- and post-development drainage patterns.
[~sF-~ g. Pre- and post-development times of concentration calculated using the TR-55 segmented approach.
~ ~~ h. Calculations for the pre- and post-development discharges for the 2- and 10-year 24-hour storm
using TR-55, TR-20, HEC-HMS, HEC-1 or Rational Method.
i. Summary of Results provided in the following format (see Example below).

BASIN
NAME Pre-
Developed
2 year
disclrar a Post-
Developed
2 year
disc!:are

%
Increase Pre-
Developed
10 year
disclrar a Post-
Developed
10 year
discliar a

%
Increase
Detention
Required
(Yes/No

emarks

~~ j. Conclusion providing detailed findings.
~'r k. BMP provided (indicate quantity): Wet Pond -Sand Filter
Detention Other
Bioretention -Dry
Qr ~ 1. BMP benefits: -control 2- and 10-year discharge
-Other
;~ Not required
/Not required
~~ m. Downstream Analysis Provided /Not required
~ n. Downstream Improvements Proposed with a signed notarized agreement with downstream property
owner(s) Y / N
C. City of Durham Stream Buffers
~~ a. A copy of the Durham County Soils map and the USGS 7.5 Minute Quadrangle with the site
indicated has been provided. Diffuse flow into buffers is required.
~~~ b. All City of Durham stream buffers are shown on the plan for intermittent and perennial streams
shown on the Durham County Soils map or the USGS 7.5 Minute Quad. Diffuse flow into buffers
is required.
D. Neuse Basin Requirements3
Note: If a single family, duplex, or recreational development disturbs < 1 acre or amulti-family, office,
institutional, commercial or industrial development disturbs < 0.5 acres then all items below are N/A except
3 See Neuse Performance Standard Section 8.2 of the Reference Guide for Development for additional details.

item a and f. Additionally, new residential development may be exempt from the 1-year peak runoff control
requirement if the impervious area does not exceed 15% and swales and other natural stormwater conveyances
• are used to the maximum extent practicable. Items a and f are still applicable for this case.
~~ a. Clearly label all Neuse Basin Buffers and describe any impact to the buffer. (Note that there is no
acreage limit for Neuse buffered streams.) Contact NCDENR for evaluation of impacts on buffers.
b. Pre- and post-development discharge calculations for the 1-year 24-hour storm usingTR-55, TR-20,
HEC-HMS or HEC-l. (1-year 24-hour storm rainfall is 3 inches)
~~ c. Summary of Results provided in the following format (see Example below).

BASIN
NAME Pre-
Developed
I year
dischar a Post-
Developed
1 year
dischar a

%
Increase
Detention
Required
Yes/No

emarks

~~ d. BMP provided (indicate quantity): -Wet Pond -Sand Filter _Bioretention -Dry
Detention Other LTV CL s P 2 EA-AE2S _ Not required
F ~ e. BMP benefits: -control 1-year discharge -Other c~Not required
(~ ~~ f. Pre- and post-development nitrogen calculations using City of Durham Nitrogen Calculation
~~ Tables.
g. Nitrogen biry-down calculations (if necessary). Site plan will not be approved until WRF payment

~ ~ a. Indicate the water supply watershed overlay district(s) the project is located. (Circle all that apply)
(F/J-A, /J-B E-A, E-B, M/LR-A, M/LR-B)
~~ b. Provided BMP for 85%TSS removal or narrative explaining why it is not provided. Additional
checklists are available for Sand Filters, Bioretention Areas, Wet Ponds and Dry Detention Ponds.
These checklists are required with construction plan submittal.
Less -;-~its~ 2~°~ i rk,~er~;~~
E. Water Supply Watershed Requirements a
~~
•
gar
c. BMP provided: -Wet Pond Sand Filter Bioretention
Dry Detention
/Not required
Not required
is verified.
Other
d. BMP benefits: _85%TSS Removal -Other
Note: Executed stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee ($2, 000 per facility) and payment of surety are required prior to construction drawing approval.
a See City of Durham BMP Design Summaries and the NCDENR BMP Manual (latest edition) for additional details and BMP
design requirements.

r~
u
PANTHER CREEK PHASE II
STORMWATER IMPACT ANALYSIS ADDENDUM
General Description
The site is approximately 161.16 acres and located on Burton Road. The site is bordered
to the north and south by a residential area, to the east by a wooded area, and to the west
by Burton Road. The site is located inside the Urban Growth Area, inside the Durham
City Limits, and inside of the F/J-B watershed protection overlay. The site is located in
the Neuse River Basin; therefore, nitrogen export calculations are required.
A rezoning has previously been approved for this site allowing fewer than 300 total lots.
This submittal is an addendum to the most recent approved stormwater impact analysis.
The addendum will cover only the area of Phase II in the post-development condition that
drains into the previously proposed Detention Basin #3 (DB #3).
Detention Basin Removal
Three drainage points (DP) are present in the post-development condition. Each drainage
point is the proposed location of a flared end section (FES), specifically FES 30A, FES
31A, and FES 35A. Each FES is located at the downstream end of a short storm sewer
network that collects runoff from a small, developed area. Each FES drains into DB #3
and eventually into the buffer of Panther Creek. The drainage area at each drainage point
is very small relative to the drainage area of Panther Creek near the drainage points. The
flow at each drainage point is insignificant compared to the overall flow of Panther Creek
near the drainage points. For these reasons, it has been determined that best management
practices that release stormwater as sheet flow into the buffer shall be sufficient.
The peak flows resulting from rainfall events to each DP were determined using TR-20
hydrologic analyses; flows are summarized in Table 1. Peak flows of less than 5 cubic
feet per second (cfs) are considered insignificant, and the peak flows discharged from the
flared end sections are all less than that threshold. The drainage area of Panther Creek
near the DPs is 2.68 square miles, or approximately 1720 acres. Documentation of this
drainage area is provided from Page 28, Table 3 of "Flood Insurance Study, Volume 1 of
2, Durham County, North Carolina," (FEMA, March 21, 2000). The drainage areas
discharging to the flared end sections are less than 1 percent of the overall drainage area.
•

•
Table 1: Summary of Specific Drainage Points
Flared End Drainage Flow Resulting from Flow Resulting Level Spreader
Section ID Area 1-Year Rainfall Event from 1" Storm Length
(acres) (cfs) (cfs) (feet)
FES 30A 1.21 4.31 0.72 80
FES 31A 1.09 3.73 0.56 60
FES 35A 1.07 3.94 0.71 80
The removal of DB #3 is facilitated by the addition of three level spreaders, one at each
flared end section. These level spreaders will be designed according to North Carolina
Division of Water Quality's Draft Level Spreader Design Options Version 1.0, released
October 10, 2001. An alternative design will utilize a level spreader with a bypass. Due to
the nature of the site, final level spreader designs will be submitted with construction
documents. The level spreader will handle the runoff resulting from the 1" storm, the
water-quality design event. Additional flow will be diverted using a bypass structure; the
overflow will pass through a plunge pool velocity dissipator and into the Panther Creek
buffer. Though it is not possible to characterize, the level spreader and wetland system
could potentially provide better water quality treatment than a 1-year detention basin,
which could potentially serve to cause erosive flows of a smaller magnitude that last for a
longer period.
Level Spreader Design
Each level spreader will utilize a 15"-diameter corrugated high-density polyethylene pipe
transected longitudinally with a slotted drain. The slotted drain will be placed level for its
entire length, with a concrete apron to stabilize the slotted drain. The level spreader pipe
will be perforated and installed in a gravel bed. Geotextile fabric will be wrapped around
the perforated pipes to promote infiltration from the pipe into the gravel bed. Soil tests
were not performed at the proposed level spreader locations, so infiltration has not been
incorporated into design flow calculations. The end of each slotted drain will connect to a
cleanout with a removable end cap, constructed of UV-resistant material.
Methodology
The "Draft Level Spreader Design Options" specifies a level spreader length of 100' per
1 cfs of discharge resulting from the 1" stone event. Peak flows resulting from the 1"
NRCS Type II stone are summarized in Table 1. The peak flows were derived using
HydroCAD v7.1 software, which uses NRCS TR-20 methodology. Curve numbers were
determined according to NRCS TR-55, and a time of concentration of 5 minutes was
assumed in all cases. Soils were predominantly HSG `D' soils according to the NRCS
• Soil Survey Atlas of Durham County.

FLOW CALCULATIONS
C]
•

•
•
•
1S 2S 3S
To FES 30A To FES 31 A To FES 35A
Subca Reach. on Link Drainage Diagram for Phase 2 Pipe Outlets
Prepared by Horvath Associates, P.A. 12/12/2005
HydroCAD®7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
• Phase 2 Pipe Outlets Type 11 24-hr 1 Inch Rainfall=1.00"
Prepared by Horvath Associates, P.A. Page 2
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 12/12/2005
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method -Pond routing by Stor-Ind method
Subcatchment 1S: To FES 30A
Runoff Area=52,792 sf Runoff Depth>0.32"
Tc=5.0 min CN=90 Runoff=0.72 cfs 0.032 of
Subcatchment 2S: To FES 31A
Subcatchment 3S: To FES 35A
•
Runoff Area=47,300 sf Runoff Depth>0.28"
Tc=5.0 min CN=89 Runoff=0.56 cfs 0.026 of
Runoff Area=46,629 sf Runoff Depth>0.36"
Tc=5.0 min CN=91 Runoff=0.71 cfs 0.032 of
•

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type ll 24-hr 1 Inch Rainfall=1.00"
Prepared by Horvath Associates, P.A. Page 3
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 12/12/2005
Subcatchment 1 S: To FES 30A
Runoff = 0.72 cfs @ 11.97 hrs, Volume= 0.032 af, Depth> 0.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Inch Rainfall=1.00"
Area (sf) CN Description
7,790 98 Paved roads w/curbs & sewers
22,501 98 Paved parking & roofs
22,501 80 >75% Grass cover, Good. HSG D
52,792 90 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: To FES 31A
Runoff = 0.56 cfs @ 11.97 hrs, Volume= 0.026 af, Depth> 0.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Inch Rainfall=1.00"
Area (sf) CN Description
23,650 98 Paved parking & roofs
23,650 80 >75% Grass cover, Good, HSG D
47,300 89 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: To FES 35A
Runoff = 0.71 cfs @ 11.97 hrs, Volume= 0.032 af, Depth> 0.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1 Inch Rainfall=1.00"
Area (sf) CN Description
•
11,956 98 Paved roads w/curbs & sewers
17,336 98 Paved parking & roofs
17,337 80 >75% Grass cover, Good, HSG D
46,629 91 Weighted Average

•
•
S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type 1124-hr 1 Inch Rainfall=1.00"
Prepared by Horvath Associates, P.A. Page 4
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 12/12/2005
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creek\
Phase 2 Pipe Outlets Type 11 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 5
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 12/12/2005
Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points,
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method -Pond routing by Stor-Ind method
Subcatchment 1S: To FES 30A
Runoff Area=52,792 sf Runoff Depth>1.98"
Tc=5.0 min CN=90 Runoff=4.31 cfs 0.200 of
Subcatchment 2S: To FES 31A
Subcatchment 3S: To FES 35A

Runoff Area=47,300 sf Runoff Depth>1.90"
Tc=5.0 min CN=89 Runoff=3.73 cfs 0.172 of
Runoff Area=46,629 sf Runoff Depth>2.07"
Tc=5.0 min CN=91 Runoff=3.94 cfs 0.185 of
•

S:\@STORMWATER DEPT\@PROJECTS\01\0161 Panther Creekl
Phase 2 Pipe Outlets Type 11 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 6
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 12/12/2005
Subcatchment 1S: To FES 30A
Runoff = 4.31 cfs @ 11.96 hrs, Volume= 0.200 af, Depth> 1.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (sf) CN Descriotion
7,790 98 Paved roads w/curbs & sewers
22,501 98 Paved parking & roofs
22,501 80 >75% Grass cover, Good, HSG D
52,792 90 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: To FES 31A
Runoff = 3.73 cfs @ 11.96 hrs, Volume= 0.172 af, Depth> 1.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (sf) CN Description
23,650 98 Paved parking & roofs
23,650 80 >75% Grass cover, Good, HSG D
47,300 89 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fbsec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: To FES 35A
Runoff = 3.94 cfs @ 11.96 hrs, Volume= 0.185 af, Depth> 2.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (sf) CN Description
11,956 98 Paved roads w/curbs & sewers
17,336 98 Paved parking & roofs
17,337 80 >75% Grass cover, Good, HSG D
46,629 91 Weighted Average
•

S:\@STORMWATER DEPT1@PROJECTS\01\0161 Panther Creek\
• Phase 2 Pipe Outlets Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 7
HydroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 12/12/2005
Tc Length Slope Velocity Capacity Description
Amin) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

F~.c~n~ `' F~®oD ~r~s~r~Nc.~ sTVD~_ ~/ot,~MG c o~ z 1 DURtf~l-w- c,o~nr~~ N6~TH
C~P..6-1,~Np, ~-rv® tNC~~P6~-r~~ ~~~," fEr~lA ~M~4fZ~H 2-, 2~a~ -
• TABLE 3 -SUMMARY OF DISCHARGES -continued
FLOODING SOURCE DRAIN AGE AREA PEAK DISCHARGES (cfs)
AND LOCATION (s,~. miles) 10-YEAR 50-YEAR 100-YEAR 500-YEAR
NORTHEAST CREEK
NORTH PRONG
(continued) _
Approximately 1,600 feet
downstream of State
Route 55 0.58 548 800 930 1,319
NORTHEAST CREEK NORTH
PRONG TRIBUTARY A
At confluence with
Northeast Creek North
Prong 0.97 895 1,301 1,513 2,148
At State Route 1121 0.36 420 608 704 990
NORTHEAST CREEK NORTH
PRONG TRIBUTARY
At confluence with
Northeast Creek North
Prong 0.35 407 579 667 926
•
PANTHER CREEK
Approximately 1,100 feet
downstream of State Route
1818 2.68 2 759 3,889 4,463 6,144
Approximately 3,300 feet
downstream of State
Route 1822 2.00 2,396 3,389 3,894 5,376
At State Route 1822 0.93 1,164 1,650 1,897 2,623
ROCKY CREEK
Upstream of confluence with
Third Fork Creek 3.89 1,767 2,647 2,892 3,551
At Elmira Road 2.96 1,512 2,285 2,499 3,076
At State Route 55
(Apex Highway) 2.72 1,434 2,176 2,381 2,935
At Alston Avenue 1.96 1,168 1,800 1,974 2,447
At Bacon Street 1.33 862 1,372 1,516 1,912
Approximately 1, 815 feet
downstream of Briggs Avenue 0.52 484 802 892 1,142
•
28

o ^ ~ / / _ ~
\ ~ ~
-~ ~~~'~ /
A a
LMJ
•
~~
C
~ B 37, ~, .~ • ~ /, ~
~ ry /
To FES 30A 3 0~, ~~~~ J
1.21 ACRES ary ~~~~ / ~~ ~
• (29°~ /
0`0 ~- ~ ~ $ FES ~ 35A ' ~ ~
~' ~ ,,- ' (2e ~INVT. 28.50 ~ ,
To FES 31A - ~ /
/
\ 302 ~ o ~ • /
1.09 ACRES ~ ~- o, 31 /~ ~'
i ~L ~~ ~; =
CN=89 ~ ~~ - ~ ,~ ~ /- ~~
II'~ is ~ - _ , ~ "~ ~~' ~ ~ ,
~3pp f / ~ ,~, / ~ ~!
(3p2~,~ ~ ~ ~ ~ DI 33 ';.~s.~, . ,
~.,~ ~ ~ '~ ~ DI 32 F,ES~31A y ~ ~ ~ ~ ~
-(soo) INVT. 288.50 ~ ~,~
"-~ ~ ; ~ .
'/~ ~ ~~~6~ ~~~ ~ /
~~~ , l 9k1/ ~ 1~ / ~ t
~ ~ ~'~ ~ i/
~ 29 294 ' 1 / ~ ~ / / ~ f
To FES 35A ~ --~ - ~~ - ~; ~ •/ ~' LEVEI.
- / ~:
1 ,~~ A DEC ~~ zs8 ~ ,~~ SPREADER
9BJ / ~ _ ~ - _ ~ ; - ~f FES 30A
INVT. 288.50
~.~ Cg _,~ _ ;, 0 25 so ioo
~'~ -+b - - ~- ~ SCALE: 1"= 50'
m
\ N J
`~ • ~ ``
~( ~ ~ ~ ~ ~ / ~~:f/
1 w • ~ / j F j'
~.~ Panther Creek Phase II
~. ~ '~ •~ ~ ;r.
1 ~ ,, ~ ~ ;
~ ;- ~ '~ ~ ~~ ,' ~/ ~~ DRAINAGE MAP
~ ~~
1 I ~~ • i ~ ~;~ ~
1 ~ ~ ~ ~ ~ ~~ , ~ ; ,~~ `' ~ Prepared by Horvath Associates, P.A.
1 ~ ~ / ~ ~ ' ~ ~, ~Q' HA Project Number0161
.~ ~ ' ~ ' ,% % ~ i Q December 13, 2005
1 ~
1. ~ ~ ~-„ ;, ,, n

• • •
APPROXIMATE SCALE
500 0 500 FEET
~`` II~~~ NATIONAL FLOOD INSURANCE PROGRAM
<c W L
~rr ~.
~~nD'`~ FIRM
~~ ~ I ~ ~ FLOOD INSURANCE RATE MAP
~ II
~ ~~ ~ i~ DURHAM COUNTY,
G9TO 'I I NORTH CAROLINA
ti I I i ~ I AND INCORPORATED AREAS
PANEL 8T OF 2B0
'i~ ISEE MAP INDEX FOR PANELS NOT PRINTED)
CONTNNS:
S~ I COMMUNITY NUMBER PANEL SUFFIX
~(/` I UNINCOflPORATE- ARFAS 3]0085 OBB] G
`~ I
c~ ~~' ZONE X iaTa ~ i ,
ACCESS RD III
'I
I Natty ro User the MAP NUMBER htrwn bdo+v b ba uae0
ren Dle<nB mro dera, the fAMMUNItt NUMBER ah
vbave should M used on mumee eDDfeeoorb for she eublen
RM 132 ~ i i I ~aemam„.
~~ / ~~~? /; ' ~ , ~ MAP NUMBER
~ ~~~~''~,~`~~ ~~ , ~~ li ~ ~ N 3706300081 G
ZONE A \ ~~3k'~~. ~,,/,~ ,~,~ ~ ~ FEBRUARY 2,N19 6
N
r- / i U
in
Z®NE X 2~ , ,~".. ,/ ~/ ~~' ~ ~ / ~% Federal Emergency Management Agenry
/~ < ,
l .,-~,~~ ` % / ZONE X
~ ' .`~ .
r .r" This is an official copy of a portion of the above referenced flood map. It
~~/ _~__ _._, 36° OI' S2. 5" ~.~,as extracted using F-MIT On-Line. This map does not reflect changes
78 ° 48' 45 " or amendments which may have been made subsequent [o the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov

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FIRM
FLOOD INSURANCE RATE MAP
DURHAM COUNTY,
NORTH CAROLINA
AND INCORPORATED AREAS
PANEL 91 Of 280
(SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTAINS:
COMMUNftt NUMBER PANEL SUFEI%
UNINC011DORAJED AREAS 9JW85 0081 G
Not ce to Uaei The MpR NUMBER ahown bebw elwuEd be ufetl
when Ixrig o nNera Ue CDMMUNfrV NUNRER shown
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communlry.
MAP NUMBER
3706300091E
°~" "'"' EFFECTIVE DATE
r"° e
FEBRUARY 2,1996
,k
Federal Emergenry Management Agency
This is an official copy of a portion of the above referenced flood map. tt
was extracted using F-MIT On-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at vvww.msc.fema.gov

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Nitroge~Export • John E. Schru•P.E.
Pre-development 12/29/2005
Method A: For Quantifying TN Export from Residential /Industrial /Commercial
Developments when Footprints of all Impervious Surfaces are Shown
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at "Total Area =".
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (col 3)
Step 4: Using the impervious surface fraction in step 3 as "I",
calculate (0.426+7.67 I) and enter in Column (5).
Step 5: For each row, multiply columns (2) (4) and (5) and enter in column (6).
Step 6: Sum the rows of column (6) and enter at the bottom as total loading.
(1) (2) (3) (4) (5) (6)
Land Cover
Tvpe of Land Cover Area Fraction of Total Concentration (0.426 + 07.6711 Product of
(acres) Area Coefficient (2), (3), and
(4)
Impervious surfaces
0.00 0.00 2.60 0.43 0.00
Managed open space
0.00 1.36 0.43 0.00
Undisturbed open space
161.16 0.95 0.43 65.22
Total Area = 161.16 Total Loadin Ib/ r) = 65.22
Total Loadin (lb/ac/ r) = 0.40

Nitrogen'Export r John E. Scluur~i'P.E.
Post-development 12/29/2005
Method A: For Quantifying TN Export from Residential /Industrial /Commercial
Developments when Footprints of all Impervious Surfaces are Shown
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2) at "Total Area =".
Step 3: Calculate the fraction of the total area that is impervious area and enter in space provided (co13)
Step 4: Using the impervious surface fraction in step 3 as "I",
calculate (0.426+7.67 I) and enter in Column (5).
Step 5: For each row, multiply columns (2) (4) and (5) and enter in column (6).
Step 6: Sum the rows of column (6) and enter at the bottom as total loading.
(1) (2) (3) (4) (5) (6)
Land Cover
Tvpe of Land Cover Area Fraction of Total Concentration (0.426 + 07.67 I) Product of
(acres) Area Coefficient (2), (4), and
(5)
Impervious surfaces
16.57 0.10 2.60 1.21 52.33
Managed open space
126. SS 1.36 1.21 209.04
Undisturbed open space
18.04 0.95 1.21 20.82
Total Area = 161.16 Total Loadin b/ r) = 282.19
Total Loadin lb/ad r) = 1.75
Required Payment to Wetland Restoration Fund =

•
City of Durham
Storm Water Analysis
Preliminary Plat Submittal
Panther Creek Subdivision
Durham, NC
RLH Project No.: 0161
October 8, 2002
2j cV ISE~ ti1DU ~M"+~R. 11, Z(>t72r

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Prepared for: Cimland, LLC
2330 Operations Drive
Durham, NC 27705
[phone]
Prepared by: RL Horvath Associates, Inc.
Engineers • Planners
P. O. Box 51806
Durham, NC 27717
[phone]

City of Durham -Storm Water Analysis
Panther Creek Subdivision
RLH Project #0161
Burton Road -Durham, NC
October 8, 2002
The subject site is approximately 161.16 acres located on Burton Road. The site is
bordered to the north and south by a residential area, to the east by a wooded area, and to
the west by Burton Road. The site is located inside the Urban Growth Area, inside the
Durham City Limits, and inside of the F/J-B watershed. The site is located in the Neuse
River Basin; therefore, nitrogen calculations are required (included in separate set of
calculations).
A Rezoning has previously been approved for this site allowing just under 300 total lots.
This submittal is for Phases 1-3, all located on the northern side of Panther Creek. These
phases consist of three drainage areas (see attached map at end of all calculations). The
site is currently totally wooded, with new development consisting of 149 single-family
residences. The percent increase in stormwater runoff for the three basins ranges from
100-200%; however, all drainage basins enter into Panther Creek prior to exiting the site.
Because the ratio of the total site area to the drainage basin area for Panther Creek is
<10%, the study ends at the downstream property line. For this reason, no channels or
. structures are analyzed downstream.
•

RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
4~ - l0, ~'~ A~~..

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JOB (1I ~ r ~~c(; " _ Y ~'tr~±}11 P. ~~^,.._r
SHEET NO. OF
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CALCULATED BY ~~^^- DATE '" (-
CHECKED BY DATE
SCAt"E e- vA~~~

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RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]

JOB ~~`-~~ - ~°~Lb M~~~. ~n ;[. ~' ~6 n~~ :€~°~~t ~..
SHEET NO. OF
CALCULATED BY ~~~. DATE ~ `~ ~f ~"` ` ~~'~
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r~
-.._J
RL Horvath Associates
Project 0161 -Panther Creek Subdivision
By Jarrod B. Edens
Date 10/8/2002
Basin Site Area #1
Area (Pre) 10.37 Acres
Surface Woods Grass Impervious Graded
c 0.2 0.3 0.95 0.3
n 0.6 0.15 0.011 0.2
Pre-developement Post-developement
100 % Woods 58 % Woods
Grass 20 % Grass
Impervious 22 % Impervious
Graded % Graded
C = 0.20 C = 0.39
T° = 22.6 minutes T~ = 9.9 minutes
IZ = 3.25 in/hr 12 = 4.73 in/hr
110 = 4.37 in/hr 110 = 6.11 in/hr
Q2 = CIZA Qz = CIzA
= 6.74 cfs = 18.89 cfs
Q10 = CI10A Q10 = CI1aA
= 9.06 cfs = 24.41 cfs
Percent Increase
Qz => Post QZ -Pre Qz
Pre QZ
= 180
Q1o => Post Q10 -Pre Qio
Pre Q1o
= 169
The study must continue to the next point of interest
Storm Water Impact Analysis

•
RL Horvath Associates
Time of Concentration Worksheet
Project 0161 -Panther Creek Subdivision
By Jarrod B. Edens
Date 10/8/2002
Basin Site Area #1
Sheet Flow Pre Post
Surface Description woods grass
Mannings "n" 0.60 0.15
Flow Length (<?00 ft) 100 100 ft
Two Year Rainfall 3.5 3.5 in
Slope 0.05 0.05 fdft
T 0.328 0.108 hours
Shallow Concentrated Flow Pre Post
Surface Description unpaved unpaved
Flow Length 220 120 ft
Slope 0.10 0.04 ft/ft
Average Velocity 5.0 3.2 fps
T 0.012 0.010 hours
Channel Flow Pre Post
Velocity 3 3 fps
Flow Length 400 500 ft
T 0.037 0.046 hours
Time of Concentration, T~ 0.377 0.165 hours
22.6 9.9 minutes
Storm Water Impact Analysis
•

•
•
•
RL Horvath Associates
Project 0161 -Panther Creek Subdivision
By Jarrod B. Edens
Date 10/8/2002
Basin Site Area #2
Area (Pre) 28.50 Acres
Surface Woods Grass Impervious Graded
c 0.2 0.3 0.95 0.3
n 0.6 0.15 0.011 0.2
Pre-develogement Post-developement
100 % Woods 42 % Woods
Grass 28 % Grass
Impervious 30 % Impervious
Graded % Graded
C = 0.20 C = 0.45
T~ = 33.3 minutes T~ = 19.9 minutes
IZ = 2.57 in/hr IZ = 3.48 in/hr
Igo = 3.52 in/hr lio = 4.66 in/hr
QZ = CIZA Q2 = CIzA
= 14.66 cfs = 44.99 cfs
Quo = CI~oA Quo = CI~oA
= 20.09 cfs = 60.12 cfs
Percent Increase
QZ => Post Qz -Pre QZ
Pre Q2
= 207
Quo => Post Quo -Pre Quo
Pre Quo
= 199
The study must continue to the next point of interest
Storm Water Impact Analysis

•
•
RL Horvath Associates
Time of Concentration Worksheet
Project 0161 -Panther Creek Subdivision
By Jarrod B. Edens
Date 10/8/2002
Basin Site Area #2
Sheet Flow Pre Post
Surface Description woods grass
Mannings "n" 0.60 0.15
Flow Length (<900 ft) 100 100 ft
Two Year Rainfall 3.5 3.5 in
Slope 0.04 0.04 ft/ft
T 0.359 0.118 hours
Shallow Concentrated Flow Pre Post
Surface Description unpaved unpaved
Flow Length 750 140 ft
Slope 0.05 0.03 ft/ft
Average Velocity 3.6 2.8 fps
T 0.058 0.014 hours
Channel Flow Pre Post
Velocity 3 3 fps
Flow Length 1500 2150 ft
T 0.139 0.199 hours
Time of Concentration, T~ 0.555 0.331 hours
33.3 19.9 minutes
Storm Water Impact Analysis
•

•

•
RL Horvath Associates
Project 0161 -Panther Creek Subdivision
gy Jarrod B. Edens
Date 10/8/2002
Basin Site Area #3
Area (Pre 14.24 Acres
Surface Woods Grass Impervious Graded
c 0.2 0.3 0.95 0.3
n 0.6 0.15 0.011 0.2
Pre-developement Post-developement
100 % Woods 48 % Woods
Grass 25 % Grass
Impervious 27 % Impervious
Graded % Graded
C = 0.20 C = 0.43
T~ = 28.8 minutes T~ = 21.2 minutes
IZ = 2.82 in/hr 12 = 3.36 in/hr
Igo = 3.84 in/hr Igo = 4.51 in/hr
QZ = C12A Q2 = CIZA
= 8.03 cfs = 20.47 cfs
Quo = CI~oA Q10 - CI,pA
= 10.92 cfs = 27.45 cfs
Percent Increase
QZ => Post QZ -Pre QZ
Pre QZ
= 155
Quo => Post Quo -Pre Quo
Pre Quo
= 151
The study must continue to the next point of interest
Storm Water Impact Analysis

•
•
RL Horvath Associates
Time of Concentration Worksheet
Project 0161 -Panther Creek Subdivision
By Jarrod B. Edens
Date 10/8/2002
Basin Site Area #3
Sheet Flow Pre Post
Surface Description woods grass/woods
Mannings 'n" 0.60 0.38
Flow Length (<900 ft) 100 100 ft
Two Year Rainfall 3.5 3.5 in
Slope 0.04 0.04 ft/ft
T 0.359 0.249 hours
Shallow Concentrated Flow Pre Post
Sun`ace Description unpaved unpaved
Flow Length 1230 100 ft
Slope 0.03 0.02 ft/ft
Average Velocity 2.8 2.2 fps
T 0.122 0.013 hours
Channel Flow Pre Post
Velocity 3 3 fps
Flow Length 0 1000 ft
T 0.000 0.093 hours
Time of Concentration, T~ 0.481 0.354 hours
28.8 21.2 minutes
Storm Water Impact Analysis
n
U

Storm Water Impact Analysis
RL Horvath Associates
•
Project 0161 -Panther Creek Subdivision
By Jarrod B. Edens
Date 10/8/2002
• Basin Total Project Area
Area 53.29 Acres
Site Area = 3 0
Basin Area
The study is complete due to the ratio of site to basin area.
U

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0 ~--~, /: ~~ '~~ ~ I ~ 300 ~~, ~~ ~~~ /~ ~~ ~~~ ~„ i
i / ~ '~,~ i \~ s~~ _ ~ ~ ,~- ~ ~ , ~ II ~-/'~,,; ; ~; is
~ ~s ~ / "~ o ~
- V ~~ • ~ Iv ~~ 350 ~ , ~ pp0 . ~ o ~~i - ~ . ~ =A ~'
,II - - ~ II I ~y-
,,. ~~ - - „DSO ~- ., 1 `~~\ -- ~ -/~~ ' ,I~ i _.
~ ~ ;~ ~, 'o~~;j ~~ ~ ~~ ~ ° ~ )~ i (~_~~ ARQR Gorm ` .`' ' ~~ ~~ V/ ` ~ o ,-J ~,~/J~
~~
/ ~/ l/ ~ / .-`\~J~ ~ ~~~ \ 3 II~ ~ ,\`~\\ '!/(l'~1 ~. C ~ \~ Ce .I/Ltil12'~ Ili ~,~ ..\ ~ \`~~') 1~~ pp'~",Cl
/ \ \~~(~. I ~~ ~~~ II ~~ ~ ~~^~"~ \ .fir ~ ~ ~ ~~~'~_
,-.~ -_~ ~ / « a II , ~/ ~ ~ I r~
\ 1819 365 I / ~ \ ~
_ ~r ~, t
,j~o ~ //\~1, 57 ~~ ~u 3 0 ~% I/~ (\ -` ~M IL~~` :..~ r~ ~: ~ _ _,- I ~ _ 1 ) o ~ ~~ \~,~1 ~~`
`` ~~ ~ . { _ .-
1 . "~, Fieldcrest \ 1 ~\,C~ ~' `1 • ~ ~ ~. •''Fo ~~ \ • ... ~., ~ _i- ~~~~ )/ r ;~\ 1.
~~,~: (Ch ~ - ~~~\\ - ^ ~ hem J ~ I~ ~~ ~ ~ ~ ~~~ ~(~ l~. \il ~Jr: ' l / ,
r ~ ~ ~ 7 ~ 6th ~-Glen i ~+. .~ 3gp / 1 ~~ ~r~ :~~~• i~~
~ ~ c.~~0 389 `ts a~/ +,. ~/• ~ i~~~ ~~~ -~ ~~ l/ :,~ - ~-.\•;~-3! ~,
~Subst Ion - e i. I~,r_ ° ~ (•' / / .` 4 , ~ (~..'`~~.~~ ` :~~ .~~, (~ / ~•
~ \ r In II _
n _ ~ - eater 1 ~ I )•l,~ / ~ y ~~2 I ~ ,~ Imo. _- 1 ~ i ~~ ~~~; I~'l/; `. 1 (]~ ~ ~ r / 1~ -
I -l,li G• I• I 3•~/ I l~~~l~ ~~ / \I 822/ ~~\JII\ \ ~`.+)~~~~~ SF'OI 'a• •\ ;~/(/`
/ ~11~ ~ ~ ~~~~- •1~ o l--' 1~~~~~ ``; ~l ~~% `, ~.A ~ •1 ;'~ ~ 1. ~ ~ /~
_ .; J,
~ IJ~~,\`\ /5,~ I 8 ~ ~ 1J \\OJ/ /,//~N \ ~\\ ~\~' R \ ~~ll )~~~~~ll~ /~~ \ I I /~~ ~~1_ "-~/i _ • l.~ i~h ~ ,j1 \
j~ ~ .~' ~J li ~ ~ ~ ~ ~ J ~J t8 C ~~
~-~"• ~ ~ ~ ~ ~,~~ \ Cam-, -0 ` • ~• d ,+ ~ \ ~ ~-„~~ ~ / `-. ~
/' ` ~, ~ t ,~ ,-'rJ ~ ~ - ~ j ~ t `~ ~ - ~ti , i/ a i -
\ c i
~ ++
l,~ . / r- ~r~/_ -RJR ~Grav~ s ~~~~~.- ~ ~ ,~~ ~ n ~`~ ~ ~, -~ ~ ~`V'•~-•„ ~ ~ -~~~ ~~~~. ~ ~~~.~, :~frF=, ~1. ~. -

~~
Nitrogen and Preliminary
Pond Calculations
•

. City of Durham -Nitrogen Calculations
Panther Creek Subdivision
RLH Project #0161
Burton Road -Durham, NC
October 8, 2002
Revised January 8, 2003
The subject site is approximately 161.16 acres located on Burton Road. The site is
bordered to the north and south by a residential area, to the east by a wooded area, and to
the west by Burton Road. The site is located inside the Urban Growth Area, inside the
Durham City Limits, and inside of the F/J-B watershed. The site is located in the Neuse
River Basin; therefore, nitrogen calculations are required.
This submittal for Phase 1-3 is for 1491ots. The attached nitrogen calculations are for the
entire 161.16 acres. As future phases are developed, the calculations will be revised.
The resultant loading for this development is 1.43 lb/ac/year, which is less than the
allowed 3.61b/ac/yr, and does not require any buy-down payment.
Preliminary pond calculations are also attached. Site Areas 1 and 3 will employ new dry
detention ponds. The existing pond in the middle of the site will be modeled to detain
Site Area 2. Modifications to the existing outlet structure for this pond will most likely
• be necessary, with a more detailed design provided at Construction Drawings.
Standard Site Plan Note: The tabular hydrograph method is only adequate for site plan
purposes. Final design calculations for the storm water detention/water quality structure
will require the use of storage indication routing methodology such as TR-20 or HEC-1
models. The Chain Saw routing methodology is sufficient for sites smaller than 10 acres.
An executed Storm Water Facility Operation and Maintenance Permit Agreement,
payment of storm water facility permit fee ($2,000 per detention pond/ water quality
pond /device), and perpetual surety for the continued operation and maintenance of the
facility is required prior to construction plan approval for all storm water control
facilities. An as-built certification provided by the design engineer is required prior to
issuance of a Certificate of Occupancy for any storm water facility constructed.
•

•
•
Nitrogen Loading Calculation Worksheet
Project Name: ~c'It7~f1Or Gt'P.O~t ~U~?t~1V%SIC3fl Pre-development
Date: IVO10@t1'77~?eJ' ~, ZQQZ
By: KG'lI~/ A. ;E//%Off Checked By:
Method B for Quantifying TN Export from Residential Developments
When Building and Driveway Footprints are Not Known
Step 1: Determine area for each type of land use and enter in column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2).
Step 3: Determine the TN export coefficient associated with right-of-way using Graph 1 and enter in Col.(1).
Step 4: Determine the TN export coefficient associated with lots using Graph 2 and enter in Column (3).
Step 5: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
Step 6: Sum the TN exports for each type of land use and enter the Total N Loading at the bottom of Col. (4).
Step 7: Divide the Total N Loading calculated in Step 6 by the total area calculated in Step 2 to determine
the Unit Nitrogen Loading in Ibs/acre/yr.
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
acres) fb/ac/ r Ib/ r
Undisturbed o en space 161.16 0.41 66.08

Mana ed o ens ace 0.00 0.58 0.00
Right-of-wa (read TN export from Graph 1) 0 6.67 0.00

Lots (read TN export from Graph 2) 0 1.8 0.00
Total TN Loading
TOTAL 161.16 (Ib/yr) = 66.08
Unit Nitrogen Loading (Ib/acre/yr)= 0.41
Managed open space includes lawns and landscaped areas.
Right-of-way includes the area dedicated for streets and roads.
•

•
•
Nitrogen Loading Calculation Worksheet
Project Name: ai/t/761' Cry@/( ~C/ (~%V%5%C?t7 Pre-development
Date: Januat~o $, 2003
By: Kelly A. ElllOtt Checked By:
Method B for Quantifying TN Export from Residential Developments
When Building and Driveway Footprints are Not Known
Step 1: Determine area for each type of land use and enter in column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2).
Step 3: Determine the TN export coefficient associated with right-of-way using Graph 1 and enter in Col.(1).
Step 4: Determine the TN export coefficient associated with lots using Graph 2 and enter in Column (3).
Step 5: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter in Column (4).
Step 6: Sum the TN exports for each type of land use and enter the Total N Loading at the bottom of Col. (4).
Step 7: Divide the Total N Loading calculated in Step 6 by the total area calculated in Step 2 to determine
the Unit Nitrogen Loading in Ibs/acre/yr.
11) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
acres Ib/ac/ r Ib/ r
Undisturbed open space 133.58 0.41 54.77

Mana ed o en space 2.16 0.58 1.25

Right-of-way (read TN export from Gra h 1) 7.27 8.5 61.80

Lots (read TN export from Graph 2) 18.15 6.2 112.53
Total TN Loading
TOTAL 161.16 (Ib/yr) = 230.35
Unit Nitrogen Loading (Ib/acretyr)= 1.43
Managed open space includes lawns and landscaped areas.
Right-of-way includes the area dedicated for streets and roads.
:~

RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
~.~.,..
._ ,~~
JOB ~~ ~ I ~ ~,'-*.~ ,~! ~~ F~ C. ~,t ~,^- t
SHEET NO. OF
CALCULATED BY J -~d-'" DATE //
CHECKED BY DATE
~,. "`
~~~, ~ ~ ~~
r
t
r
~~ f~~.
-p
~_~. _ _
_,
~1 -k
P y
.a Yr~ V ( R
~... ~~ ii
..,..~.~u.,...~..~a.-.+.r. cwx~.at

V ~ ~~ .21 "."C4. t 1~-+~3d~~ ^~ l W ~ ' !~ '~ F ' '4 t,a~ '° f+- ~ r ,~k~f es 7 ~ e i .~
3 ... -. ,.
ff

r~
~~
n
LJ
Percentage of Right-of-Way that is Pavement
Graph 2
Nitrogen Export from Lots
•
20.0 --- --i- ~ ---~--
i j
~ ~ i ~ I i
U ' ~ i j
f4 I ~ i / ~
N 15.0 - ---- ~ --- '
i i ~ ~~
~ ~ ~ I,
a 10.0 --------- - - - - - ` - ~ _ ~ ! ~ __
w ~ ~ ~ ' ~ ~ ~
~- ~ ~ -----; i~ '
5.0 - --- ------ ~' ---+-- '
_,- ' ~ i ~
/" ~
~; - i ~ I i
0.0 -. ' i
0% 10% 20% 30% 40% ~50% 60% 70% 80% 90% 100%
Graph 1
Total Nitrogen Export from Right-of-Way
r-----
I 25.0 .
i
I ; i ~ i
7
~, 6
5
N
~ 4
c
0 3
a
w 2
z
~ 1
0
u
ti- =(.0.2
I L J '+ J u i ~
Number of Dwelling Units per Acre ~~R
I~~ - `~
- 8.21
Page 9

OLINA — SHEET NUMBER 18
C•.B g He6 �_, r. i2 055UOu - Cr MuC
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J \
FLOOD
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Kk-)P 'ice ne r?A , r7z.1 VO , r 2 1 � i - v J .I,ti7G�1

48
SOIL SURVEY
TABLE 6.-Estimates of soil properties
.asterisk in the first column indicates that at least one mapping unit in this series is made up of two or more kinds of soil which may have
in the first column. The symbol >
Depth to Classification
seasonal Depth Depth from
Soil name and Flood hazard high to surface of USDA texture
map symbols water bedrock representa-
table tive profile Unified I AASHO

Altavista: AIA, AIB______
_ Infrequent; Feel
2% Feet
>5 Inches
0-11
Silt loam____________
_ ML
CL-D4L
A-4
brief. 11-41 Silty clay loam, clay ,
CL A-4 A-6
loam.
41-60 Fine sandy loam _ _ _ _ _ _ SM, ML, CL-ML A-4
SM-SC
Appling: ApB, ApC______ _ None_______ _ >6 >5 0-8 Sandy loam__________ _ SM, SM SC A-2, A~
8-58 Clay, clay loam_ _ _ _ _ _ _ CH, CL A-7, A-6
58-84 Silty clay loam_ _ _ _ _ _ _ _ CL A-6, A-4, A-7
*Cartecay: Cc____________
For Chewacla part, see Verv freauent
very beef ; 1% >5 0-10
10
18 ~Sil 1 ____________
Z CL-ML, ML A-4

Chewacla series. . -
18-50 oa
m________________
Loamy sand, sandy MI,
ML, SM, SM-SC A~
A-2
loam.
50-80 Fine sandy clay loam_ _ ML, SM, CL-ML, A-4
SM-SC
Cecil: CfB, CfC, CfE______ None________ >6 >5 0-5 Fine sandy loam______ SM~C, SM, ML, A-4
CL-ML
5-51 Clay, clay loam _ _ _ _ _ _ _ CL, CH A-6, A-7
51-60 Silt loam _ _ _ _ _ _ _ _ _ _ _ _ _ ML, CL-D4L A~1
*Chewacla: Ch___________
I'or Weha~ee part, see Verv frequent;
very brief. 1% 5 0-17
17-60 Silt loam_____________
i tr
clay loa ML CL-ML
CL ~ A-I

~'Vehadkee series. y
m_ _ _ _ _ _ _ _ A-6, A-4, A-7
Congaree: Cp____________ Frequent; 2% 5 0-52 Silt loam_____________ ML
CL-ML A-~
very brief. 52-6o Silty clay loam__ _ _ _ _ _ _ ,
CL Ate, A-6, A-7
Creedmore: CrB, CrC_____ I~TOne________ l;Z 5 0-8 Sandy loam___________ SIVI, SM~C A-2, A-1
8-19 Sandy clay loam_ _ _ _ _ _ SC, CL Ate, A-6
19-56 Clay, silty clay__ _ _ _ _ _ _ CL-ML, MH-CH A-7
56-77 Very fine sandy loam___ CL-ML, CL, ML A-4, A-6
Davidson: DaB, DaC_____ None________ >6 >5 0-6 Clay loam____________ CL A-6
6-57 Clay_________________ CL, CH A-7
57-91 Silty clay loam_ _ _ _ _ _ _ _ CL A-7, A-4
Georgeville: GeB, GeC,
GeD None________ >6 >5 0-6 Silt loam_____________ ML, CL-ML A-4
. 6-34 Silty clay_____________ MH A-7
34-44 Silty clay loam__ _ _ _ _ _ _ CL A-4, A-6, A-7
44-60 Silt loam_____________ ML, CL-ML A-4
Goldston:3 GIE,GIF______ None________ >6 >2 0-25 Slaty siltloam________ GM, ML,CL-ML A-4
25 Slate.
Granville: GrB, GrC______ None________ >6 >5 0-16 Sandy loam___________ SM, SM-SC A-2, A-4
16-60 Sandy clay loam _ _ _ _ _ _ CL, SC A-4, A-6
Gullied land: Gu.
No valid estimates.
Properties too
vanable.
Helena: HeB, HeC_______ None________ >1% >5 0-12 Sandy loam___________ SM A-2, A-4
12-19 Sandy clay loam _ _ _ _ _ _ CL Ate, A-6
19-46 Clay__.______ ________ CH, CL A-7
46-60 Coarse sandy loam _ _ _ _ SC, CL A-4, A-6

JU
SOIL SURVEY
Depth to
. Soil name and seasonal Depth Depth from
Flood hazard high to surface of
map symbols water bedrock represents- USDA texture
table tive profile
Herndon: Hr6, HrC, Hs(
Iredell: Ir6, IrC, IuB, IuC
No valid estimates of
Urban land part of
Iu6 and IuC.
Lignum: Lg6___________
Feet Feel
~- None-------- >6 >5
_ None--____-- >1j >3?
_ None--____-- >1j >5
Mayodan: MfB, MfC, None_______
MfD, MfE, MrC, MrD.
No valid estimates of
Urban land part of
M rC and M rD.
DZecklenburg: MuB, MuC_ None_______
Nason: NaD, NaE, NoD___ None_______.
•Pinkston: PfC, PfE_______
None________
Roanoke: Ro_____________I Frequent;
brief.
Tatum:b TaE____________I None--______I
Urban land: Ur.
No valid estimates.
Properties too
vanable.
Wahee, alkaline subsoil Infrequent;
variant: Wh. very brief.
Wedowee: WmD, WmE___ None________
Wehadkee: Wn___________I Very fr
brief.
•
- >6 >5
>6 >4
>6 >3/
>6 >2/
~') > 5
>6 >3/
Inches
0-f
8-]
12-~
34-9
44-E
z 0-7
7-3
36-6
0-9
9-1'.
17-3s
34-4f
4f
0-1L
12-47
47-60
0-5
5-24
24-60
0-8
8-33
33-47
47
0-21
21-35
35
0-7
7-42
42-51
51-60
0-6
6-34
34-50
50
>1j >5 0-10
10-16
16-48
48-65 '
> 6 > 4 0-9 ~
9-36 f
36-60 ,~.
~') > 5 0-7 S
7-46 S
46-60 C
TABLE 6.-Estimates of soil properties
Classification
Unified
Silt loam__________
2 Silty clay loam ___ ML, CL-ML
_____
4 Silty clay----------- ___ CL
-- MH
4 Silty clay loam______ _
CL
0 Silt loam___________ _
__ ML, CL-ML
Loam--------------
i Clay -- ML
---------------
Sandy loam_________ -- CH
__ SM
Silt loam___________
Silty clay loam __ ML, CL-ML
______
Clay, silty clay______
Saprolite. __ CL
__ CL, ML, MH, CH
Slate.
Sandy loam__________
Sandy clay loam, _ SM, SM~C
SC CL
sandy clay. '
Sandstone.
Loam---------------
1 - ML

Ciav loam, loam_____
--~.._ - _ CH, CL
_ CL
Si]tloam____________
Silty clay loam, silty _ ML, CL-ML
]12L
MH
clay. ,
Silt loam_____________
Schist. ML, CL-ML
Fine sandy loam _ _ _ _ _ _ SM~SC
SM
MI,

Weathered sandstone ,
,
,
CIrML
.
Sandstone.
Silt loam-------------
Clay ML, CL-ML
___________ _
Silty clay loam_ _ _ _ ... CL, CH
CL
_
Sand and silt.
Gravelly silt loam _ _ _ _ _
Silty clay loam, silty SM, SM~SC
MH ML
clay. '
Weathered rock.
Slate.
Goam_________
sandy clay loam _ _ _ _ ML
_ _ _ SC CL
play-----------
Tandy clay loam _ _ _ - CL, CH
_ . _ SC, CL
iandyloam________
;lay, clay loam _ _ _ _ ___ SM
_ _ _ CL
CH
,ilt loam---------- ,
--- ML, CL-ML
iltloam___________
iltyclayloam______ __ ML, CL-ML
_
CL
]ay loam------____ _
-- CL
E
a
AASHO
A-4
A-4, A-6, A-7
A-7
A-4' Ate' A-7
A-4
A-7
A-4, A-6
I A-4
A-4, A-6, A-7
A-?
A-2, A-4
A-4, A-7, A-6
A-4
A-7
A-4, A-7, A-6
A-4
A-7
A-4
A-4
A-4
A-?
A-7, A-6
A-2, A-4
A-7
~~
A--4, A-6
~-7
1-4, A-6
~-2, A-4
~-6, A-7
~-4
.-4
-4, A-6, A-7
-7, A-6
,~
. ~~

J `~
SOIL SURI'EY
TABLL 6.-Fsti~nates of soil ~n•operta~es
Depth to

Soil name and

Flood hazard
seasonal
high
Depth
to
Depth from
surface of

USDA te
t Classification

map symbols
t
b
d x
ure
wa
er e
rock representa-
table tive profile Unified AASHO

1'i'hiteStore: WSB W~
WsE, 1~(y~2, WvE2•
None________ Feet
>1% Feet
>4 Inches
0-0
Sandy loam_________.._
517-,SDZ~C
A~ A-2
'
WwC, WwE.
Urban land part of 6-35
35-GO .1av to m -----------
Weathered sandstone CH, CL A-7
WwC and WwE too and shale.
variable to estunate.
1j'ilkes: WxE__________-- I~TOne______-- >g >2 0-6 Sandy loam-----____-- SI\2, SM-SC A-2
A-4
G-13 Clay, clay loam _ _ _ _ _ _ _ CH, CL ,
A-~
13--40 Silt loam_____________ ML, CL-ML A-~
40 Bedrock.
' Rating applies to all layers of soil.
"- NP is nonp]astic.
' Coarse fraction more than 3 inches in diameter is 30 percent.
difficulty of layout and construction a.nd also the hazard of
erosion, lateral seepage, and do~~-nslope flow of effiucnt.
Large rocks or boulders increase construction costs.
Se~~-age lagoons are shallo~~- ponds constructed to hold
se«-age ~~-ithin a depth of ~ to 5 feet long enough for bacteria
to decompose the solids. A lagoon has a neat°ly level floor
and sides, or embankments, of compacted soil material.
Tl sumption is made that t11c embankment is compacted
to ium density and the pond is protected from flooding.
Properties are considered that affect the pond floor and the
embanlanent. Those that affect the pond floor arc permc-
ability, organic-matter content, a.nd slope; and if the floor
needs to be leveled, depth to bedrocl: becomes important.
The soil properties that affect embankments are the engineer-
ing properties of the embankment material as interpreted
From the Unified Soil Classification and the amounts of
~~tones, if an_y, that influence the ease of excavation and com-
paction of the embankment material.
Shallo«• excavations are those that require digging or
!reaching to a. depth of less than 6 feet, as for example, cx-
~avations for pipelines, se«-er lines, phone and po~~-er trans-
~nission lines, basements, open ditches, and cemeteries.
Desirable soil properties are good «-orkability, moderate
•esistance to sloughing, gentle slopes, absence of rock out-
rops or big stones, and freedom from flooding or a high water
able.
D~~-ellings, as rated in table 7, are not more than three
tones high and are supported by foundation footings placed
n undisturbed soil. The features that affect the rating of a
uil for d~~•ellings are those that relate to capacity to support
gad and resist settlement under load and those that relate
~~ case of excavation. Soil properties that affect capacity to
rapport load are wetness, susceptibility to flooding, density,
plasticity, textw•e, and shrink-swell potential Those that
ffect excavation are «-etness, slope, depth to bedrock, and
untent of stones and rocks.
Sanitary landfills are areas of dug trenches for disposing
f r. The ~~-aste is spread in thin layers, compacted, and
~~~' ~~~ith soil throughout the disposal period. Landfill
areas are subject to heavy vehicular traffic. Some soil proper-
ties that affect suitability for landfill are ease of excavation,
hazard of polluting ground «-ater, and trafficability. The best
soils have moderately slow permeability, ~~~ithstand heavy
traffic, and are friable and easy to excavate. Unless otherwise
stated, the ratings in table 7 apply only to a depth of about
6 feet, and therefore ]imitation ratings of slz'~ht or ~modea•ate
may not be valid if trenches arc much deeper than that. For
some soils, reliable predictions can be made to a depth of 10
or 15 feet, but every site should be investigated before it is
selected.
Local roads and streets, as rated in table i, have an all-
~~-cather surface expected to carry automobile traffic all year.
They have a subgrade of underlying soil material; a base
consisting of gravel, crushed rock, or soil material stabilized
~~-ith lime or cement; and a flexible or rigid surface, commonly
asphalt or concrete. These roads are graded to shed 1~-ater
and have ordinary provisions for drainage. The}r are built
mainly from soil at hand, and most cuts and fills are less
than 6 feet deep. Soil properties that most affect design
and construction of roads and streets are load-supporting
capacity and stability of the subgrade and the ~~•orkability
and quantity of cut and fill material available. The AASHO
and Unified classifications of the soil material and also the
slu•ink-s«-ell potential indicate load-supporting capacity.
~Vctness and flooding affect stability of the material. Slope,
depth to hard rock, content of stones and rocks, and «-etness
affect ease of excavation and amount of cut and fill needed
to reach an even grade.
Ratings for light industry are for the undisturbed soils that
are used to support building foundations. Emphasis is on
foundations, ease of excavation for underground utilities,
and corrosion potential of uncoated steel prpe. The undis-
turbed soil is rated for spread footing foundations for build-
ings less than three stories high or foundation loads not in
excess of that weight. Properties affecting load-supporting
capacity and settlement tinder load are wetness, flooding,
texture, plasticity, density, and shrink-swell behavior.
Properties affecting excavation are ~~•etness, flooding, slope,

0
•
•
L._J
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soll Group
A B C D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
Poor condition 68 79 86 89
lair condition 49 69 79 84
good condition - -• 39 61 74 80
Meadow
good condition 30 58 71 78
Wood or forest land
Thin stand -poor cover, no mulch
45
66
~ 77
83 --~
Good stand -good cover 25 55 ~
70 ~
Open spaces, lawns, parks, golf courses, cemeteries, etc . uSE ~4 '(,tS~ SO ~~n ~
good condition: l5 ~~ r W ~~
grass cover on 75%
or more of the area 39 61 74 80
fair condition:
grass cover on 50
to 75% of the area 49 69 79 84
Commercial and business
areas (85% impervious) 89 92 94 95
Industrial districts
(72% impervious) 81 88 91 93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
92 (,LS~8~1
1 /4 acre 38 61 75 83 8 LC ~ ~ ~~ ,
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways, etc. g8 gg gg gg
Streets and roads
paved with curbs and
storm sewers g8 gg gg gg
gravel 76 85 89 91
dirt 72 82 87 89
Newly graded area 81 89 93 95 •
Residential: Development underway and no vegetation
-
Lot sizes of 1/4 acre 88 93 95 97
Lot sizes of 1/2 acre 85 91 94 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
8.03.10
Rev 12/^3

rIGSi~

Ilo ,AG,
C

RL HORVATH ASSOCIATES, INC
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
JOB
SHEET NO. OF
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ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
SHEET NO.
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Quick TR-55 Version: 5.46 S/N: Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 11-11-2002 13:21:11
Watershed file: --> 0161PRE1.WSD
Hydrograph file: --> 0161PRE1.HYD
PANTHER CREEK SUBDIVISION
POND #1
ONE-YEAR P~,RE DEVELOPMENT
11/11/02
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p
Description (acres)
----- (hrs)
-------- (hrs)
-------- {in)
---------- (in)
-------- input/used
-----------
---------------
POND #1 --------------
10.37 80.0 0.40 0.00 3.00 ~ 1.25 .17 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 10.37 acres or 0.01620 sq.mi
Peak discharge = 12 cfs
• » » Computer Modifications of Input Parameters « «<
-------------------
--------------- ---------------------------------
Input Values Rounded Values ------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description
--- {hr} (hr} (hr)
------------------------ (hr)
--------- {Yes/No) Messages
-------------------------------
------------
POND #1 0.38 0.00 0.40 0.00 No --
----------------------
--------------
* Travel time -------------------------
from subarea outfall to ---------
composite ---------
watershed outfall point.
C7

Quick TR-55 Version: 5.46 S/N: Page 1
• TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 01-08-2003 12:12:04
Watershed file: --> 0161POS1.WSD
Hydrograph file: --> 0161POS1.HYD
PANTHER CREEK SUBDIVISION
POND #1
ONE-YEAR POST DEVELOPMENT
O1 0 %03
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description
------------ (acres)
------------------- (hrs)
-------- (hrs)
-------- I
(in)
---------- (in)
--------- input/used
----------
---
POND #1 10.37 82.0 0.20 0.00 3.00 ~ 1.38 .15 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 10.37 acres or 0.01620 sq.mi
Peak discharge = 18 cfs
_-----.
» » Computer Modifications of Input Parameters « «<
--------------- ------------------------
Input Values Rounde ---------
d Values -------------------------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description
------------ (hr) (hr) (hr)
------------------------ (hr)
--------- (Yes/No) Messages
-------------------------------
---
POND #1 0.17 0.00 0.20 0.00 No --
------
---------------
* Travel time ------------------------
from subarea outfall to ---------
composite -------------------------
watershed outfall point.
•

POND-2 Version: 5.21 S/N:
» »> OUTFLOW HYDROGRAPH ESTIMATOR « «<
Inflow Hydrograph: 0161POS1.HYD
Qpeak = 18.0 cfs
Estimated Outflow: ESTIMATE.EST
Qpeak = 12.0 cfs
Approximate Storage Volume
(computed from t= 11.70 to 12.29 hrs)
5,700 cubic-ft
•
•

Quick TR-55 Version: 5.46 S/N: Page 1
• TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 11-11-2002 13:25:43
Watershed file: --> 0161PRE2.WSD
Hydrograph file: --> 0161PRE2.HYD
PANTHER CREEK SUBDIVISION
POND #2
ONE-YEAR PRE DEVELOPMENT
11/11/02
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description
--------------- (acres)
----------------- (hrs)
--
- (hrs)
- I
(in) (in) input/used

POND ##2 --
28.50 80.0 -----
0.50 -------
0.00 ----------
3.00 ~ --------
1.25 -----------
.17 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 28.50 acres or 0.04453 sq.mi
Peak discharge = 29 cfs
M
difi
ti
C
t f I
t P
t
ompu
er
ons
» »
o
ca npu
o arame
ers « «<
--------------- ------------------------
Input Values Rounde ---------
d values -------------------------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description
--------------- (hr) (hr) (hr)
------------------------ (hr)
--------- (Yes/No} Messages
-------------------------------
POND #2 0.56 0.00 0.50 0.00 No --
---------------
* Travel time ------------------------
from subarea outfall to ---------
composite -------------------------------
watershed outfall point.
•

Quick TR-55 Version: 5.46 S/N: Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: i1-i1-2002 13:30:46
Watershed file: --> 0161POS2.WSD
Hydrograph file: --> 0161POS2.HYD
PANTHER CREEK SUBDIVISION
POND #2
ONE-YEAR POST DEVELOPMENT
11/11 02
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description (acres)
-------------- (hrs)
-------- (hrs)
-------- I
(in)
---------- (in)
-------- input/used
-----------
---------------
POND #2 -----
28.50 86.0 0.30 0.00 3.00 ~ 1.66 .11 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 28.50 acres or 0.04453 sq.mi
Peak discharge = 50 cfs
• » » Computer Modifications of Input Parameters « «<
---
-----
--------------- ------------------------
Input Values Rounde ---------
d Values -
----------------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description
--------- (hr) (hr) {hr)
------------------------ (hr)
--------- (Yes/No) Messages
-------------------------------
------
POND #2 0.33 0.00 0.30 0.00 No --
---------------------
---------------
* Travel time ------------------------
from subarea outfall to ---------
composite ----------
watershed outfall point.
•

POND-2 Version: 5.21 S/N:
» »> OUTFLOW HYDROGRAPH ESTIMATOR « «<
Inflow Hydrograph: 0161POS2.HYD
Qpeak = 50.0 cfs
Estimated Outflow: ESTIMATE.EST
Qpeak = 29.0 cfs
Approximate Storage Volume
(computed from t= 11.90 to 12.44 hrs)
27,800 cubic-ft
•
U

Quick TR-55 Version: 5.46 S/N: Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: i1-11-2002 13:32:46
Watershed file: --> 0161PRE3.WSD
Hydrograph file: --> 0161PRE3.HYD
PANTHER CREEK SUBDIVISION
POND #3
ONE-YEAR PRE DEVELOPMENT
11/11/02
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description
--------------- (acres)
------------------- (hrs)
-------- (hrs)
-------- I
(in}
---------- (in)
--------- input/used
----------
POND #3 14.24 80.0 0.50 0.00 3.00 ~ 1.25 .17 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 14.24 acres or 0.02225 sq.mi
Peak discharge = 15 cfs
._-~.
» » Computer Modifications of Input Parameters « «<
--------------- ------------------------
Input Values Rounde ---------
d Values -------------------------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr}
------------------- (hr)
--------- (Yes/No) Messages
-------------------------------
---------------
POND #3 -----
0.48 0.00 0.50 0.00 No --
---------------
* Travel time ------------------------
from subarea outfall to ---------
composite -------------------------------
watershed outfall point.

Quick TR-55 Version: 5.46 S/N: Page 1
• TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 01-08-2003 12:24:20
Watershed file: --> 0161POS3.WSD
Hydrograph file: --> 0161POS3.HYD
PANTHER CREEK SUBDIVISION
POND #3
ONE-YEAR POSE DEVELOPMENT
01/07/03
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip. Runoff Ia/p
Description
--------------- (acres)
------------------- (hrs)
-------- (hrs)
-------- I
(in)
---------- (in)
--------- input/used
----------
POND #3 14.24 84.0 0.40 0.00 3.00 ~ 1.52 .13 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 14.24 acres or 0.02225 sq.mi
Peak discharge = 20 cfs
-----
» » Computer Modifications of Input Parameters « «<
--------------- ------------------------
Input Values Rounde ---------
d Values -------------------------------
Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description
-
--------- (hr) (hr) (hr)
------------------------ (hr)
--------- (Yes/No) Messages
-------------------------------
---
--
POND #3 0.35 0.00 0.40 0.00 No --
---------------
* Travel time ------------------------
from subarea outfall to ---------
composite -------------------------------
watershed outfall point.
•

POND-2 Version: 5.21 S/N:
• » »> OUTFLOW HYDROGRAPH ESTIMATOR « «<
Inflow Hydrograph: 0161POS3.HYD
Qpeak = 20 .0 cf s
Estimated Outflow: ESTIMATE.EST
Qpeak = 15.0 cfs
Approximate Storage Volume
(computed from t= 12.00 to 12.50 hrs)
7,900 cubic-ft
•
•

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• • •

r1
L. _J
City of Durham
Inlet Capacity/Spread Calculations
Storm. Pipe Analysis
Panther Creek Phase III
Burton Road
Durham,. NC
Horvath Associates Project No.: O l 61 E
May 10, 2006
•
Prepared by:
``o~~seraHetp~j~
`,`~~~N CAR4~~~.,
L
• yCl v
Horvath Associates, PA
Civil Engineers • Planners• Landscape Architects
P. O. Box 51806
Durham, NC 27717
[phone]
[phone] (FAX)
•

Table of Contents
r~
U
SUMMARY
MAP IDENTIFYING PHASE II REVISIONS ONLY*
MAP IDENTIFYING 3 DIFFERENT INLET SERIES*
*Notice the system is broken into S sections (200, 300, 400 series, plus Stone Fence
Court and Tulip Poplar Circle) and each series has their own map, 2 Year, 10 Year,
and 25 Year routings. A larger map is located at the end of this report for
reference.
PHASE II REVISIONS ONLY
STONE FENCE COURT
• 2 YEAR INLET REPORT/SPREAD SUMMARY
CHART
• 10 YEAR STORM SEWER TABULATION &HGL
CHARTS
• 25 YEAR STORM SEWER TABULATION &HGL
CHARTS
• TULIP POPLAR CIRCLE
• 2 YEAR INLET REPORT/SPREAD SUMMARY
CHART
• 10 YEAR STORM SEWER TABULATION &HGL
CHARTS
• 25 YEAR STORM SEWER TABULATION &HGL
CHARTS
PHASE III
200 SERIES
• 2 YEAR INLET REPORT/SPREAD SUMMARY
CHART
• 10 YEAR STORM SEWER TABULATION &HGL
CHARTS
• 25 YEAR STORM SEWER TABULATION &HGL
CHARTS
300 SERIES
• 2 YEAR INLET REPORT/SPREAD SUMMARY
CHART
• 10 YEAR STORM SEWER TABULATION &HGL
• CHARTS

• 25 YEAR STORM SEWER TABULATION &HGL
• CHARTS
400 SERIES
• 2 YEAR INLET REPORT/SPREAD SUMMARY
CHART
• 10 YEAR STORM SEWER TABULATION &HGL
CHARTS
• 25 YEAR STORM SEWER TABULATION &HGL
CHARTS
CALCULATIONS FOR "C"
STREET WIDTH CHART FOR GUTTER SPREAD
RIP RAP CALCULATIONS
• HW 201
• HW 301
• HW 401
• Stone Fence Court
• Tulip Poplar Circle
CULVERT CALCULATIONS**
• **Note that these are copies of the previously approved culvert calculations
that were just signed off in March 2006.
DRAINAGE MAP (Large)
•

r1
L_J
SUMMARY
•

Panther Creek Phase III
. Burton Road
Durham, NC
Horvath Associates Project No.: 0161E
June 9, 2006
This report is a revision to the previously approved Panther Creek Report titled Panther Creek
Phase II and III. The overall subject site being developed is approximately 161 acres located
between Burton Road and Cooksbury Road. The site is bordered to the north and south by a
residential area, to the east by a wooded area, and to the west by Burton Road. The site is located
inside the Urban Growth Area, inside the Durham City Limits, and inside of the F/J-B watershed.
The site is located in the Neuse River Basin; therefore nitrogen calculations are required. These
calculations are a part of the approved Stormwater Impact Analysis from the Site Plan with the
latest revision date of December 28, 2005 for case #DOS-998.
The major revision is that the alleys have been removed and Phase III has lowered in elevation by
several feet. The storm pipe system has been revised to reflect the new layout. The previously
approved off site drainage areas have been included in the report for reference.
The 2 year, 10 year and 25 year storm routings were designed on this project as required by the City
of Durham. For clarity the system has been broken down into five (5) sections. Each section is
separate from the others and is identified by the inlet numbers as 200, 300, 400 series, Stone Fence
Court, or Tulip Poplar Circle.
• 2 YEAR INLET REPORT -SPREAD CALCULATIONS
The purpose of the spread calculations is to ensure that 'h of the travel lane remains open during the
2 year storm event. The Hydraflow Design program was utilized to calculate gutter spread at all the
inlets. Gutter spread at each inlet is less than the 7.5' and 9.0' maximum allowable spread for the
27' and 33' BOC-BOC lanes, respectively. Therefore, all inlets analyzed comply with the
guidelines of the City of Durham. A 50% clogging factor has been assumed for inlets in a sag
condition.
10 YEAR PIPE AND HYDRAULIC GRADE LINE (HGL) ANALYSIS
The 10 year storm event is routed through the pipe network to ensure none of the pipes are flowing
in a surcharged condition. The crown of pipe (assuming a submerged discharge point) was used to
ensure proper routing of the system. The HGL for all pipes was calculated using the Hydraflow
program. The 10-Yr Storm Sewer Summary Report shows that the HGL does not exceed the crown
of pipe for any line in the system. Profiles of the pipes and associated HGL's reinforce that all of
the lines comply with the guidelines of the City of Durham.
25 YEAR PIPE AND HGL ANALYSIS
The 25 year storm event is routed through the pipe network to ensure none of the inlets are
surcharging out of their basins. The 25 year tailwater level of the pond (from SIA) was used to
ensure proper routing of the system. The HGL for all pipes was calculated using the Hydraflow
program. Profiles of the pipes and associated HGL's indicate all of the lines comply with the
guidelines of the City of Durham.
This design complies with the current City of Durham Stormwater guidelines.
•

•
MAP
IDENTIFYING
Phase II
~ Revisions Only
•

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IDENTIFYING
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• 200, 300, 400
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Project file: 0161 hydra1 10 year.stm No. Lines: 3 06-08-2006
Hydraflow Storm Sewers 2003

Inlet~eport
Page 1

Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
line
No CIA

(cfs) carry

(cfs) capt

(cfs) byp

(cfs) type
Ht
(in)
L
(ft)
area
(sgft)
L
(ft)
W
(ft)
So
(ftlft)
W
(ft)
Sw
(ft/ft)
Sx
(ftlft)
n
depth
(ft)
spread
(ft)
depth
(ft)
spread
(ft)
Dep
(in)
No

1
2
3 DI35
C636
CB37 1.53
0.27
1.21 0.00
0.00
0.00 1.53
0.27
1.21 0.00
0.00
0.00 Comb
Comb
Comb 6.0
6.0
6.0 3.00
3.00
3.00 1.60
0.00
0.00 3.00
3.00
3.00 2.00
2.00
2.00 Sag
0.050
0.050 2.00
2.00
2.00 0.100
0.100
0.100 0.020
0.020
0.020 0.000
0.013
0.013 0.17
0.12
0.20 1.73
1.20
2.00 ,/'
~- 0.18
0.11
0.20 1.74
1.09
1.91 2.00
2.00
2.00 Off
1
1

Proje ct File: 0161 hydra 2 year.st I-D-F F ile: sam pleFHA .IDF Numbe r of line s: 3 R un Date : 06-08-2 006

ninr GC~ i„ior ~i_vai~~p~ = n n~a • I ntensity = 69.87 / (Inlet time + 1 3.10) ^ 0 .87; eturn pe riod = 2 Yrs. ; 'Indica tes Kno wn Q ad ded
Hydraflow Slorm Sewers 2003

Stormewer Tabulation
• • Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1 End 68.8 0.34 0.66 0.79 0.27 0.53 5.0 7.5 6.6 3.49 24.97 4.44 18 5.66 289.60 285.71 290.31 286.37 292.16 0.00 DI35-LS-1
2 1 201.2 0.05 0.32 0.95 0.05 0.26 5.0 5.3 7.2 1.87 10.73 3.27 15 2.76 295.41 289.86 295.96 290.51 298.70 292.16 CB36-DI35
3 2 20.1 0.27 0.27 0.79 0.21 0.21 5.0 5.0 7.2 1.54 7.05 2.89 15 1.19 295.85 295.61 296.35 296.26 298.70 298.70 CB37-CB36
Project File: 0161 hydra1 10 year.stm Number of lines: 3 Run Date: 06-08-2006
NOTES: Intensity = 88.24 / (Inlet time + 15.50) " 0.83; Return period = 10 Yrs.
~..~__a~_... c.,..... c....,,.... annz

Hydraflow Storm Sewers 2003

Stormewer Tabulation ~ ~ Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 68.8 0.34 0.66 0.86 0.29 0.58 5.0 7.0 7.7 4.45 24.97 5.27 18 5.66 289.60 285.71 290.41 286.37 292.16 0.00 DI35-LS-1
2 1 201.2 0.05 0.32 1.05 0.05 0.29 5.0 5.2 8.2 2.35 10.73 3.43 15 2.76 295.41 289.86 296.02 290.64 298.70 292.16 CB36-DI35
3 2 20.1 0.27 0.27 0.87 0.23 0.23 5.0 5.0 8.2 1.94 7.05 3.05 15 1.19 295.85 295.61 296.41 296.38 298.70 298.70 CB37-CB36
Project File: 0161 hydra1 25 year.stm Number of lines: 3 Run Date: 06-08-2006
NOTES: Intensity = 102.61 / (Inlet time + 16.50) ^ 0.82; Return period = 25 Yrs.
Hydraflow Storm Sewers 2003

StOr~SeWer Profile ~ Proj. file: 0161 hydr~ year.stm
Elev. (ft)
316.0(
309.0(
302.0(
295.0(
288.0(
281 00
I
_ 15 (in) 15 (in)__
I
__
Ln: 1
18 (in)
~_ .
0 25 50 75 100 125 150 175 200 225 250 275 300
Reach (ft)
~~
Nydrarlow Storm Sewers ~~~a

•
Tulip Poplar ~~r~~e
• MAP O!E TULIP P~IPLAR
CIRCLE
• 2 YEAR INLET
REPCIRT/SPREAD SUMMARY
CHART
• 1Q YEAR STQRM SEWER
•
TABUI.ATIQN & HGL CHARTS
• 25 YEAR STQRM SEWER
TAIIULATIaN 8~ HGL CIIARTS
•

Hydra~w Plan View
~--- ~ C B29
- - - C~~-~
t`°=5
- CB26
~_ 4
3 ~-`---
-__-._ ~
CB25A ,_
~-.
~.
C B317 ~`
1`
~ Outfall
2- ~R ~ ~ ~ 2 5
Project file: 01 hydra2.st No. Lines: 6 06-08-2006
Hydraflow Storm Sewers 2003

Inlet~eport
Page 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
line
No CIA carry capt byp type Ht L area L W So W Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ftlft) (ft) (ft) (ft) (ft) (in)
1 CB30 0.92 0.00 0.92 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.010 0.020 0.000 -0.06 * 5.67 J' 0.13 1.26 2.00 Off
2 CB25A 0.24 0.00 0.24 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.010 0.020 0.013 0.06 4.00 / 0.12 1.14 2.00 1
3 C625 0.37 0.00 0.37 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.044 2.00 0.010 0.020 0.013 0.06 4.00 0.13 1.25 2.00 2
4 CB26 0.52 0.00 0.52 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.044 2.00 0.010 0.020 0.013 0.07 4.50 0.15 1.42 Z.00 5
5 CB27 3.42 0.00 3.42 0.00 Comb 6.0 3.00 1.20 3.00 2.00 Sag 2.00 0.010 0.020 0.000 0.11 6.67 0.30 6.67 2.00 Off

6 C629 0.71 0.00 0.71 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.010 0.020 0.000 -0.08 -7.67 0.11 1.06 2.00 Off
C {3 3 0 , c 13 ~ A L yv ~ L PR E~

s
~-

~
5
v~
CB 5, C13 2(o G 2~, G13 29 ~L O A L S r~L p - j .5' SS
~ -rHF NE ~~ Yt= SY 6 LS AR Dd T A l.ZT ~+ N E Rc~ IAA p D
~tlt>7' R E ~E T l4 P tr u i E S ~ p, J
Project File: 0161 hydra2 2 year.stm I-D-F File: sampleFHA.IDF Number of lines: 6 Run Date: 06-08-2006
NOTES: Inlet N-Values = 0.016 ;Intensity = 69.87 / (Inlet time + 13.10) ^ 0.87; Return period = 2 Yrs * Indicates Known O added
hyaranow worm aewers ~uw

Storn~ewer Tabulation
Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 79.6 0.20 1.57 0.81 0.16 1.09 5.0 7.4 6.5 7.11 19.90 4.80 18 3.59 289.81 286.95 290.83 288.45 292.66 286.95 CB30-FES30A
2 1 147.6 0.05 1.37 0.84 0.04 0.92 5.0 6.7 6.7 6.23 18.36 4.57 18 3.06 294.30 289.79 295.25 291.07 300.57 292.66 CB25A-CB30
3 2 112.7 0.08 1.32 0.81 0.06 0.88 5.0 6.1 6.9 6.09 10.56 4.73 18 1.01 295.56 294.42 296.50 295.55 304.27 300.57 CB25-CB25A
4 3 35.3 0.16 1.24 0.57 0.09 0.82 5.0 6.0 7.0 5.69 10.75 3.61 18 1.05 296.03 295.66 297.16 297.14 303.22 304.27 CB26-CB25
5 4 40.7 0.94 1.08 0.64 0.60 0.73 5.0 5.7 7.0 5.11 10.42 3.98 18 0.98 296.43 296.03 297.30 297.33 300.70 303.22 C627-CB26
6 5 32.2 0.14 0.14 0.89 0.12 0.12 5.0 5.0 7.3 0.91 6.44 1.16 15 0.99 297.05 296.73 297.69 297.70 300.20 300.70 CB29-C627
Project File: 0161 hydra2 10 year.stm Number of lines: 6 Run Date: 06-08-2006
NOTES: Intensity = 67.92 / (Inlet time + 11.60) ^ 0.79; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Stor~SeWer Profile ~ Proj. file: 0161 hydr~ year.stm
- - - ~.
Elev. (ft)

304.00

300.00 B30-FE5 OA i
im: 292. 6 (ft) ~
p Inv: 28 .81. (ft)
n lnv: 28 X95 (ft)
296.00 en: 79:63
i g (!n)
i
292.00
i
288.00

284.00
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)

Hydraflow Storm Sewers 1uu;i

Stor~Sewer Profile ~ Proj. file: 0161 hydr~ year.stm
Elev. (ft)
313.00
309.00
305.00
301.00
297.00
293.00
0
C 26-CB25 _ _ ._
{ U Inv: -296. 3 (ft)
i D Lnv: 295. 6 (ft)
L n;~..35;30 ( )
___
__
-- i
10 20 30 40
50 60 70 80
Reach (ft)

Stormewer Tabulation ~ ~ Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 79.6 0.20 1.57 0.89 0.18 1.19 5.0 7.0 7.3 8.65 19.90 5.50 18 3.59 289.81 286.95 290.93 288.45 292.66 286.95 C630-FES30A
2 1 147.6 0.05 1.37 0.92 0.05 1.01 5.0 6.4 7.4 7.53 18.36 5.02 18 3.06 294.30 289.79 295.35 291.22 300.57 292.66 CB25A-C630
3 2 112.7 0.08 1.32 0.89 0.07 0.97 5.0 6.0 7.6 7.32 10.56 5.10 18 1.01 295.56 294.42 296.59 295.70 304.27 300.57 C625-CB25A
4 3 35.3 0.16 1.24 0.63 0.10 0.90 5.0 5.8 7.6 6.83 10.75 3.89 18 1.05 296.03 295.66 297.47 297.34 303.22 304.27 C626-CB25
5 4 40.7 0.94 1.08 0.70 0.66 0.80 5.0 5.6 7.7 6.11 10.42 3.60 18 0.98 296.43 296.03 297.74 297.64 300.70 303.22 CB27-CB26
6 5 32.2 0.14 0.14 0.98 0.14 0.14 5.0 5.0 7.9 1.08 6.44 1.00 15 0.99 297.05 296.73 297.98 297.98 300.20 300.70 CB29-CB27
Project File: 0161 hydra2 25 year.stm Number of lines: 6 Run Date: 06-08-2006
NOTES: Intensity = 74.91 / (Inlet time + 12.70) ^ 0.78; Return period = 25 Yrs.
HydraFlow Storm Sewers 2003

Stor~Sewer Profile
Elev. (ft)
317.0
310.00
303.00
296.00
289.00
282.00 -
0
50 100 150 200 250 300 350 400
Reach (ft)
450
year. stm
G~
Hydraflow Storm Sewers 2003
Proj. file: 0161

•
PHASE III
•
•

200 SERIES
•
• MAP OF 200 SERIFS
• 2 YEAR INLET REPORT/SPREAD
SUIVIMARY CHART
• 10 YEAR STORM SEWER
TABULATION &HGL CHARTS
• 25 YEAR STORM SEWER
TABULATION &HGL CHARTS
n
~J

Hvdra~w Plan View
• •
ea2~ o
c
c
b
.j l: Q1UJL
1~`I X02 ~ °._,~
G~utfall

SAm~ r~1A~
Project file: 0161 Hydraflow 200 ries 10 Year.stm > I No. Lines: 12 ~ ~~ 7 ~ ~ 05-08-2006
Hvdraflow Storm Sewers 2003

Inlet port
• ~ Page 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
line
No CIA carry capt byp type
Ht L area L W So W Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ftlft) (ft) (ftlft) (ft/ft) (ft) (ft) (ft) (ft) (in)
~
1 YI 202 0.15 0.00 0.15 0.00 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.100 0.020 0.000 0.30 7.00 0.30 7.00 0.00 Off
/
2 CB203L 0.18 0.00 0.18 0.00 Comb 6.0 3.00 0.00 3.00 2.00 1.000 2.00 0.100 0.020 0.013 0.06 0.60 0.05 0.55 0.00 Off
~
3 C6204L 0.97 0.00 0.97 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.100 0.020 0.000 0.13 1.30 0.13 1.30 0.00 Off
4 C6203R 0.80 0.00 0.80 0.00 Comb 6.0 3.00 0.00 3.00 2.00 1.000 2.00 0.100 0.020 0.013 0.10 1.00 / 0.10 0.95 0.00 Off
5 CB204R 4.04 0.00 4.04 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.100 0.020 0.000 0.34 9.00 0.34 9.00 0.00 Off
6 CB205 0.56 0.00 0.56 0.00 Comb 6.0 3.00 0.00 3.00 2.00 2.500 2.00 0.100 0.020 0.013 0.07 0.70 / 0.07 0.70 0.00 3
7 CB206 1.88 0.00 1.88 0.00 Comb 6.0 3.00 0.00 3.00 2.00 4.600 2.00 0.100 0.020 0.013 0.10 1.00 / 0.10 0.99 0.00 5
8 CB207 2.38 0.00 2.38 0.00 Comb 6.0 3.00 0.00 3.00 2.00 4.600 2.00 0.100 0.020 0.013 0.11 1.10 ~ 0.11 1.08 0.00 6
~
9 CB208 1.34 0.00 1.34 0.00 Comb 6.0 3.00 0.00 3.00 2.00 4.600 2.00 0.100 0.020 0.013 0.09 0.90 0.09 0.87 0.00 8
10 C6209 0.62 0.00 0.62 0.00 Comb 6.0 3.00 0.00 3.00 2.00 4.600 2.00 0.100 0.020 0.013 0.07 0.70 ~ 0.06 0.65 0.00 7
~
11 C6210 1.02 0.00 1.02 0.00 Comb 6.0 3.00 0.00 3.00 2.00 2.000 2.00 0.100 0.020 0.013 0.10 1.00 0.09 0.92 0.00 9
12 C6211 1.53 0.00 1.53 0.00 Comb 6.0 3.00 0.00 3.00 2.00 2.000 2.00 0.100 0.020 0.013 0.11 1.10 0.11 1.07 0.00 Off

Q /
"'~ ~.
1~
.
, A
-
Project File: 0161 Hydraflow 200 Series 10 Year.stm I-D-F File: RALEIGH-DURHAM-FHA.IDF Number of lines: 12 Run Date: 05-04-2006
NOTES: Inlet N-Values = 0.016 ;Intensity = 74.06 / (Inlet time + 13.30) " 0.88; Return period = 2 Yrs. ; * Indicates Known Q added
Hydraflow Storm Sewers 2003

Stormewer Tabulation ~ ~ Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
I fl f
ll
coeff )
( ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1 End 50.0 0.07 4.51 0.36 0.03 2.69 5.0 8.9 6.3 16.81 22.62 5.71 24 1.00 302.70 302.20 304.35 304.20 308.25 0.00 YI 202 to HW 201
2 1 130.0 0.04 4.44 0.78 0.03 2.66 5.0 8.4 6.4 16.91 22.62 7.20 24 1.00 304.70 303.40 306.16 304.75 311.92 308.25 CB 203E to YI 20
3 2 130.0 0.28 4.22 0.60 0.17 2.49 5.0 8.0 6.5 16.08 23.47 5.94 24 1.08 306.70 305.30 308.12 307.27 311.72 311.92 CB 204E to CB 2
4 2 33.0 0.18 0.18 0.77 0.14 0.14 5.0 5.0 7.2 1.00 6.46 3.38 15 1.00 308.18 307.85 308.58 308.18 311.92 311.92 CB 203R to CB 2
5 3 33.0 1.19 1.19 0.59 0.70 0.70 5.0 5.0 7.2 5.07 6.46 4.84 15 1.00 308.38 308.05 309.28 309.18 311.72 311.72 CB 204R to CB 2
6 3 165.0 0.12 2.75 0.81 0.10 1.62 5.0 7.5 6.6 10.64 12.26 6.52 18 1.36 310.05 307.80 311.29 309.18 314.76 311.72 CB 205 to CB 20
7 6 100.0 0.64 2.63 0.51 0.33 1.52 5.0 7.2 6.6 10.11 14.85 6.20 18 2.00 312.75 310.75 313.96 312.19 318.54 314.76 CB 206 to CB 20
8 7 45.0 0.81 1.99 0.51 0.41 1.20 5.0 7.1 6.7 7.98 9.38 7.21 15 2.11 314.65 313.70 315.77 314.71 319.27 318.54 CB 207 to CB 20
9 8 200.0 0.37 1.18 0.63 0.23 0.78 5.0 6.3 6.9 5.37 12.59 5.21 15 3.80 323.25 315.65 324.18 316.69 328.67 319.27 CB 208 to CB 20
10 9 55.0 0.17 0.81 0.63 0.11 0.55 5.0 6.0 6.9 3.82 10.84 6.39 15 2.82 326.40 324.85 327.18 325.36 330.50 328.67 CB 209 to CB 20
11 10 95.0 0.23 0.64 0.77 0.18 0.44 5.0 5.4 7.1 3.15 9.01 3.56 15 1.95 328.45 326.60 329.16 327.70 333.17 330.50 CB 210 to CB 20
12 11 40.0 0.41 0.41 0.65 0.27 0.27 5.0 5.0 7.2 1.92 6.46 3.07 15 1.00 329.25 328.85 329.81 329.61 332.99 333.17 CB 211 to CB 21
Project File: 0161 Hydraflow 200 Series 10 Year.stm Number of lines: 12 Run Date: 05-08-2006
NOTES: Intensity = 105.70 / (Inlet time + 16.80) ^ .87; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

Stor~Sewer Profile
Elev. (ft)
320.00
313.00
306.00
Proj. file: 0161 Hydraflow 200
299.00 ~
0

B

- -
03L to Y

-
202

-- - -

C
- -
--
204_ L_to

B 203E

_ _
Rim 31 T.92 ( t) - - - Ri 1.7
:3
1 (ft)

-
-- - Up 1
v: 304:7
(ft)
- _ _
-
-- _ -- U .
.
--Inv: 306
70 (ft) __- -
- _ - - ---
_- Dn l
v:-303.4
(ft}-
-_ - _ _
_ -
_ _ D
_ I nv:305
30 (ft} _
__ __ - -_ _
-- 1-202 to W 20.1__ _ _ ---Len. --1.30.00. ( t)--__ _ __ __ -- L n: 130.0 (ft}___ _
im308. 5(ft}-- --
n_Inv: 3
--- _2.2.0_..(ft)_ - - - _ ._

_

.. --_ _ - . - ____ - -- - -- -
-- n: 50.0
e (ft)
-

_-

- -
-- -
_
4 (in)
--
25 50 75
100 125 150 175 200 225 250 275 300 325
Reach (ft)
Year.stm
Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2UU;i

Stor~Sewer Profile i Proj. file: 0161 Hydraflow 200 Seri Year.stm
Elev. (ft)
329.00
CB 206 td CB-2015
315.00
301.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
R m: 318 54 (ft)
__ __
U
Inv: 3
2.75 (f
)
CB 05 to B 204 D Inv: 3 0.75 (f )
Rim : 314.7 (ft) L n: 100. 00 (ft)
CB 204E t CB 20 L Up I nv: 310 .05 (ft) 1 (in)--
Ri :311. 2 (ft) Dn I nv: 307 .80 (ft)
__ - _ - Up- Inv: 30 :70 (ft) _ __
Len
_165-0
-(ft)
__
_
__ --
Dn Inv: 30 .30 (ft) 18 ( n)
24 in)

Hydraflow Storm Sewers 2003

Stor~Sewer Profile
• Proj. file: 0161 Hydraflow 200 Seri Year.stm
Elev. (ft)
341.00
326.00
311.00 ~--
0
25 50 75 100 125 150 175 200 225 250 275
Reach (ft)
CB209_to B 208..._.
Rim: 330. 0 (ft)
B 208 to B 207 Up Inv: 32 .40 (ft)

_
-_ -_
_ _ -
- im: 328.6 (ft)-- -_ - -_ _ __ __ ___ Dn-Inv: 32 .85 (ft)
p Inv: 323 25 (ft) Len: 55.0 (ft)
n Inv: 315 65 (ft)
_ --- 15 (in)
-_ _ _ _ _ - - en: 200:0 (ft)
5 (in)
Hydraflow Storm Sewers 2003

Stor~Sewer Profile
Elev. (ft)
Proj. file: 0161 Hydraflow 200 Series Year.stm
338.00
C 210 to B 209 CB 11 to C 210
Ri :333.1 (ft) Rim 332.99 ft)
U Inv: 32 .45 (ft) Up I v: 329. 5 (ft)
D Inv: 32 .60 (ft) Dn I v: 328. 5 (ft)
- - _ _. _ - _ - - -- L n; 95.00 (ft) --- - _ -_ __ _ _ Len: -40:00 (f) - _
1 (in) 15 (in)
324.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Tabulation ~ ~ Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap
f
ll Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line tD
coeff (I) flow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 50.0 0.07 4.51 0.40 0.03 2.96 5.0 8.1 7.3 21.44 22.62 6.91 24 1.00 302.70 302.20 304.58 304.20 308.25 0.00 YI 202 to HW 201
2 1 130.0 0.04 4.44 0.86 0.03 2.93 5.0 7.8 7.3 21.51 22.62 7.65 24 1.00 304.70 303.40 306.34 305.12 311.92 308.25 CB 203E to YI 20
3 2 130.0 0.28 4.22 0.66 0.18 2.74 5.0 7.4 7.4 20.40 23.47 6.50 24 1.08 306.70 305.30 308.82 307.76 311.72 311.92 CB 204E to CB 2
4 2 33.0 0.18 0.18 0.85 0.15 0.15 5.0 5.0 8.2 1.25 6.46 3.60 15 1.00 308.18 307.85 308.63 308.23 311.92 311.92 CB 203R to CB 2
5 3 33.0 1.19 1.19 0.65 0.77 0.77 5.0 5.0 8.2 6.33 6.46 5.16 15 1.00 308.38 308.05 310.12 309.80 311.72 311.72 CB 204R to CB 2
6 3 165.0 0.12 2.75 0.89 0.11 1.78 5.0 7.0 7.6 13.46 12.26 7.62 18 1.36 310.05 307.80 312.51 309.80 314.76 311.72 CB 205 to CB 20
7 6 100.0 0.64 2.63 0.56 0.36 1.68 5.0 6.8 7.6 12.77 14.85 7.23 18 2.00 312.75 310.75 315.12 313.64 318.54 314.76 CB 206 to CB 20
8 7 45.0 0.81 1.99 0.56 0.45 1.32 5.0 6.7 7.7 10.08 9.38 8.21 15 2.11 314.65 313.70 317.11 316.01 319.27 318.54 CB 207 to CB 20
9 8 200.0 0.37 1.18 0.69 0.26 0.86 5.0 6.1 7.8 6.77 12.59 5.86 15 3.80 323.25 315.65 324.29 318.42 328.67 319.27 CB 208 to CB 20
10 9 55.0 0.17 0.81 0.69 0.12 0.61 5.0 5.8 7.9 4.81 10.84 6.89 15 2.82 326.40 324.85 327.28 325.43 330.50 328.67 CB 209 to CB 20
11 10 95.0 0.23 0.64 0.85 0.20 0.49 5.0 5.3 8.1 3.96 9.01 4.01 15 1.95 328.45 326.60 329.25 327.91 332.31 330.50 CB 210 to CB 20
12 11 40.0 0.41 0.41 0.72 0.30 0.30 5.0 5.0 8.2 2.42 6.46 3.21 15 1.00 329.25 328.85 329.87 329.78 333.27 332.31 CB 211 to CB 21
Project File: 0161 Hydraflow 200 Series 25 Year.stm Number of lines: 12 Run Date: 05-04-2006
NOTES: Intensity = 69.83 / (Inlet time + 12.60) " 0.75• Return period = 25 Yrs.

Stor~Sewer Profile
Elev. (ft)
355.C
- Ln: 11 L : 12
__
-- -_
__ ---
Ln: 10 15 (in) 1 (in)
Ln: 9 15 (in) ~ ~n--~
324.00
Proj. file: 0161 Hydraflow 200
293.00 L
0
100 200 300 400 500 600 700 800 900 1000 1100
Reach (ft)
Year.stm
~5 YR VF_2AL~. fl-=
,ZQt!7 S E /Z~ FS Hydraflow Storm Se~"ers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Stor~Sewer Profile
Elev. (ft)
346.0(
5 (in)
328.00
Ln: 11
-- _ _ _. __
15 (in)
12
inl- --
310.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
Proj. fife: 0161 Hydraflow 200
Year.stm
Hydraflow Storm Sewers 2003

•
300 SERIES

MAP QF MO SERIES
• 2 YEAR INLET REPQRT/SPREAI)
SUMMARY CHART
~ 10 YEAR STORM SEWER
TAIiULATTQN &HGL CHARTS
• 25 YEAR STORM SEWER
TABULATION &HGL CHARTS

Hydra~w Plan View
FMJ 308 ~i
I
I
11
~6 3078 9 ; 8rB 3068 7 %B 305F~
CB 307E CB 308E ~-_^~ CB-_-._.-_--~
I
i
5
YI 304 '~
4' I~~
S
~[
`FI 303 ~~
CB 302L~ ~
CB 302RI
Outfall
Project file: 0161 Hydraflo 300 Series 25 Year.stm No. Lines: 11 05-04-2006
Hydraflow Storm Sewers 2003

Inlet port
Page 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
b t line
No CIA carry capt yp ype
Ht L area L W So W Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ftlft) (ft/ft) (ft) (ft) (ft) (ft) (in)
~
1 CB 302R 1.04 0.00 1.04 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.100 0.020 0.000 0.14 1.40 0.14 1.40 0.00 Off
r
2 CB 302E 3.03 0.00 3.03 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.100 0.020 0.000 0.28 6.00 0.28 6.00 0.00 Off
~
3 YI 303 0.70 0.00 0.70 0.00 Curb 6.0 6.00 0.00 0.00 0.00 Sag 2.00 0.100 0.030 0.000 0.24 3.30 0.24 3.30 0.00 Off
~
4 YI 304 3.04 0.00 3.04 0.00 Curb 6.0 6.00 0.00 0.00 0.00 Sag 2.00 0.100 0.030 0.000 0.40 8.83 0.40 8.83 0.00 Off
/
5 CB 305E 1.92 0.00 1.92 0.00 Comb 6.0 3.00 0.00 3.00 2.00 5.000 2.00 0.100 0.020 0.013 0.10 1.00 0.10 0.98 ` 0.00 Off
/
6 CB 305R 2.21 0.00 2.21 0.00 Comb 6.0 3.00 0.00 3.00 2.00 5.000 2.00 0.100 0.020 0.013 0.11 1.10 0.10 1.03 ' 0.00 Off
f
7 CB 306E 1.39 0.00 1.39 0.00 Comb 6.0 3.00 0.00 3.00 2.00 5.000 2.00 0.100 0.020 0.013 0.09 0.90 0.09 0.87 0.00 5
~
8 CB 306R 2.18 0.00 2.18 0.00 Comb 6.0 3.00 0.00 3.00 2.00 5.000 2.00 0.100 0.020 0.013 0.11 1.10 0.10 1.03 0.00 6
~
9 CB 307E 0.81 0.00 0.81 0.00 Comb 6.0 3.00 0.00 3.00 2.00 5.000 2.00 0.100 0.020 0.013 0.08 0.80 0.07 0.71 ' 0.00 7
~
10 CB 307R 2.63 0.00 2.63 0.00 Comb 6.0 3.00 0.00 3.00 2.00 5.000 2.00 0.100 0.020 0.013 0.11 1.10 0.11 1.10 0.00 8
11 HW 308 19.83` 0.00 19.83 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off

"l ~.`J
e
r
+

Project File: 0161 Hydraflow 300 Series 10 Year.stm I-D-F File: RALEIGH-DURHAM-FHA.IDF Number of lines: 11 Run Date: OS-04-2006
NOTES: Inlet N-Values = 0.016 ;Intensity = 74.06 / (Inlet time + 13.30) ^ 0.8 Return period = 2 Yrs. 'Indicates Known Q added
riydranow atorm sewers zuus

Storn~ewer Tabulation
Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
I fl ll
f
coeff )
( ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 25.0 0.22 5.75 0.82 0.18 3.29 5.0 7.6 6.5 41.36 66.69 6.46 36 1.00 300.95 300.70 303.38 303.40 306.20 302.00 HW301 to CB302
2 1 33.0 0.85 5.53 0.62 0.53 3.11 5.0 7.5 6.6 40.25 41.86 6.07 36 0.39 301.18 301.05 303.83 303.73 306.20 306.20 C6302R to C630
3 2 40.0 0.21 4.68 0.58 0.12 2.58 5.0 7.4 6.6 36.85 41.01 8.05 30 1.00 302.48 302.08 304.55 304.46 308.90 306.20 CB302L to YI303
4 3 130.0 1.32 4.47 0.40 0.53 2.46 5.0 7.1 6.7 36.23 41.01 8.02 30 1.00 304.68 303.38 306.69 305.78 311.00 308.90 YI303 to YI 304
5 4 150.0 0.52 3.15 0.64 0.33 1.93 5.0 6.7 6.8 32.89 79.95 8.02 30 3.80 310.98 305.28 312.90 307.26 318.22 311.00 YI304 to C6305L
6 5 33.0 0.62 0.62 0.62 0.38 0.38 5.0 5.0 7.2 2.77 6.46 4.59 15 1.00 314.86 314.53 315.53 315.10 318.22 318.22 C6305L to C830
7 5 170.0 0.39 2.01 0.62 0.24 1.22 5.0 6.2 6.9 28.21 58.00 7.19 30 2.00 315.88 312.48 317.65 314.44 322.86 318.22 CB305L to CB30
8 7 33.0 0.62 0.62 0.61 0.38 0.38 5.0 5.0 7.2 2.73 6.46 4.57 15 1.00 319.36 319.03 320.02 319.60 322.86 322.86 CB306L to CB30
9 7 170.0 0.17 1.00 0.83 0.14 0.60 5.0 5.7 7.0 24.03 61.32 6.06 30 2.24 320.48 316.68 322.12 318.99 327.34 322.86 CB306L to CB30
10 9 33.0 0.83 0.83 0.55 0.46 0.46 5.0 5.5 7.1 23.06 41.01 7.28 30 1.00 322.71 322.38 324.55 323.72 327.34 327.34 CB307L to CB30
11 10 130.0 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 19.83 27.86 4.98 30 0.46 323.31 322.71 325.04 324.82 327.50 327.34 CB307R to HW3
Project File: 0161 Hydraflow 300 Series 10 Year.stm Number of lines: 11 Run Date: 05-04-2006
NOTES: Intensity = 105.70 / (Inlet time + 16.80) " 0.87; Return period = 10 Yrs.
Hydraflow Storm Sewers 2003

Stor~Sewer Profile

Proj. file: 0161 Hydraflow 300
Elev. (ft)
315.00

- -

W301 t
Rim: 306
_Up lnv: 3
Dn Inv: 3
Len: 25.0
36 (in)

6302R
20 (ft)
0.95 (ft)- - -
0.70 (ft)
(ft)

- -

_-

B302R t
Rim: 306.
_Up inv:-30
Dn Inv: 30
Len: 33.00
36 (in)

B302L
0 (ft)
.1 g-(ft) __ _ _
.05 (ft)
(ft)

_

_
Ri
U
D
Le
- -- 30
:308.90 (ft
Inv: 302.48
Inv: 302.08
n: 40.00 (ft)
(in)--- -

(ft)
(ft)

- _ __ .

298.00
0 10 20 30
40 50 60
Reach (ft)
70 80 90 100
S~ri~ Year.stm ~~
Hydraflow Storm Sewers 2003

Stor~Sewer Profile
Proj. file: 0161 Hydraflow 300 Seri Year.stm
Elev. (ft)
329.OC
314.00
299.00 ~
0
Reach (ft)
YI304 to C6305L
- ----- ---- - _ - _.._.__ ____ ---- - - --- - --- ---.__ _. _ - - Rim: 31 .2~ (ft)-
Up Inv: 10.98 (ft)
Dn Inv: 05.28 (ft)
- Len: 15 .00 (ft)
30 (in)
- _-_ ----- - YI3 to YI 30 - --- --_- - - - __ -
Rim 311.00 (ft
Up I v: 304.68 (ft)
_
---
--- - - -
_- _
- -
_ - ___ _ _ _ _ .. __ _ __ Dn I v 303.38 (ft) ---_ __ _._ __ -
Len: 130.00 (ft
Hydraflow Storm Sewers 2003

Stor~Sewer Profile
Elev. (ft)
321.00
317.00
Proj. file: 0161 Hydraflow 300 Seri Year.stm
C6305L to CB305R
313.00 ~
0
Kim :3~~.11 t t
Up nv:314.8 (ft)
- __ __--Dn nv: 314.-5 (ft) _ _- _ __ _-_ __ _-_ - -- _ _ _ _ _ __ _
- Le :-33:00 (ft} __ _ _ -_ _ _ - - ---- _. - - --__- _ ----- - -_ - _ -- -_ - _
- -- 15 n)_ -

10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

StorrSewer Profile
Elev. (ft)
336.00
Proj. file: 0161 Hydraflow 300 Seri Year.stm
CB306L to CB306L
__
im: 22.86 (ft
Up In :315.88 (ft)
_ _ _ _ ---Dn In :-392.48 (ft)---_ __
Len: 70.00 (ft
30-(in -- ___ --
318.00
300.00 -'-
0
__._.__ _ -_-- _- ___ _ _ _x304-to- B305L --
im: 318 22 (ft)
- _ _-- - - - - -p I_nv; 3 0.9.8__(ft)
_.
- -- -
n Inv: 3 5.28 (ft)
en: 150. 0 (ft)
Reach (ft)
Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Stor~Sewer Profile • Proj. file: 0161 Hydraflow 300 Seri Year.stm
Elev. (ft)
338.00
323.00
___ . _ _ --- -_ - _-- __--CB3 SL-to G 306E _-
Rim: 22.86 ( )
Up_In_.315.8 (ft)
Dn In :312.4 (ft)
Len: 70.00 (f )
-- ----- 30-(i ) _---- --- - _ _ _
CB306 to CB3 7L
- -- - _ __ _ - _ _ _ Rim:_3 7_.34_ (ft) ----_ -
Up Inv: 320.48 t)
Dn Inv: 316.68 t)
-___ _ _-
_--- -
en:
30 (in)
i t l V I I I
308.00 ~-
0
25 50 75 100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
Hydraflow Storm Sewers 2003

Store Sewer Profile
Elev. (ft)
332.00
C6307L to C6307R
C6307R to HW308
Proj. file: 0161 Hydraflow 300 Seri Year.stm
326.00
320.00 J-
0
t
Up In :322.71 (ft) p Inv: 323.31 (ft)
- -Dn In :322.38 (ft) _ _ _ _ - _ -_ n lnv 322.71_(ft)
__
Len: 3.00 (ft) L n: 130.00 (ft)
- _ - 30-(in - _ - _ --- _ _ -- - - 3- (in)
_._
25 50 75 100 125
Reach (ft)
150 175
Hydraflow Storm Sewers 2003

Storn~ewer Tabulation
• , Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coeff (I) flow full

Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 25.0 0.22 5.75 0.90 0.20 3.63 5.0 7.2 7.5 50.37 66.69 7.99 36 1.00 300.95 300.70 303.31 303.40 306.20 302.00 HW301 to CB302
2 1 33.0 0.85 5.53 0.69 0.59 3.43 5.0 7.1 7.5 48.97 41.86 6.93 36 0.39 301.18 301.05 304.18 304.05 306.20 306.20 CB302R to C630
3 2 40.0 0.21 4.68 0.64 0.13 2.84 5.0 7.0 7.5 44.62 41.01 9.09 30 1.00 302.48 302.08 305.47 305.00 308.90 306.20 CB302L to YI303
4 3 130.0 1.32 4.47 0.44 0.58 2.71 5.0 6.8 7.6 43.80 41.01 8.92 30 1.00 304.68 303.38 308.37 306.89 311.00 308.90 YI303 to YI 304
5 4 150.0 0.52 3.15 0.70 0.36 2.13 5.0 6.5 7.7 39.58 79.95 8.52 30 3.80 310.98 305.28 313.08 308.99 318.22 311.00 YI304 to CB305L
6 5 33.0 0.62 0.62 0.68 0.42 0.42 5.0 5.0 8.2 3.45 6.46 4.92 15 1.00 314.86 314.53 315.61 315.18 318.22 318.22 C6305L to C630
7 5 170.0 0.39 2.01 0.68 0.27 1.34 5.0 6.0 7.8 33.69 58.00 7.56 30 2.00 315.88 312.48 317.82 314.96 322.86 318.22 C6305L to CB30
8 7 33.0 0.62 0.62 0.67 0.42 0.42 5.0 5.0 8.2 3.40 6.46 4.90 15 1.00 319.36 319.03 320.10 319.68 322.86 322.86 CB306L to CB30
9 7 170.0 0.17 1.00 0.92 0.16 0.66 5.0 5.6 8.0 28.46 61.32 6.70 30 2.24 320.48 316.68 322.26 319.40 327.34 322.86 CB306L to C630
10 9 33.0 0.83 0.83 0.61 0.51 0.51 5.0 5.5 8.0 27.23 41.01 7.74 30 1.00 322.71 322.38 324.68 323.87 327.34 327.34 CB307L to C630
11 10 130.0 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 23.16 27.86 5.19 30 0.46 323.31 322.71 325.32 325.02 327.50 327.34 CB307R to HW3
Project File: 0161 Hydraflow 300 Series 25 Year.stm
a Number of lines: 11 Run Date: 05-04-2006
NOTES: Intensity = 69.83 / (Inlet time + 12.60) ^ 0.7 Return period = 25 Yrs.
Hydraflow Storm Sewers 2003

Stor~Sewer Profile • Proj. file: 0161 Hydraflow 300 Seri Year.stm
Elev. (ft)
331.00

319.00
307.00
295.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Stor~Sewer Profile
Elev. (ft)
338.0(
T ~ ~a ~,o
328.00
318.00
•
Proj. file: 0161 Hydraflow 300 Series Year.stm
308.00 ~-
0
50 100 150 200 250 300 350 400 450 500 550
Reach (ft)
Hydraflow Storm Sewers 2003

•
400 SERIES
~~
MAP OF 40Q SERIES
• 2 YEAR INLET REPORT/SPREAD
SUMMARY CHART
• 1Q YEAR STORM SEWER
TABULATION & HOL CHARTS
• 25 YEAR. STORM SEWER
TABULATION & HGL CHARTS
•

Hydra~w Plan View
~ ~405R
Outfall

Project file: 0161 Hydraflow 400 Series 10 Year.stm I No. Lines: 8 105-08-2006
Hydraflow Storm Sewers 2003

Inlet~eport ~ • Page 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
line
No CIA carry capt byp type Ht L area L W So W Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ftlft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 CB 402 0.40 0.00 0.40 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.100 0.020 0.013 0.16 1.60
~ 0.15 1.52 0.00 Off
2 CB 403 0.26 0.00 0.26 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.100 0.020 0.013 0.13 1.30 0.13 1.29 0.00 1
3 CB 404 0.49 0.00 0.49 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.100 0.020 0.013 0.17 1.70
~ 0.17 1.65 0.00 Off
4 CB 405E 1.84 0.17 2.01 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.100 0.020 0.000 0.21 2.50
~ 0.21 2.50 0.00 Off
5 CB 405R 1.11 0.33 1.44 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.100 0.020 0.000 0.17 1.70 0.17 1.70 0.00 Off
~
6 CB 406E 2.07 0.00 1.90 0.17 Comb 6.0 3.00 0.00 3.00 2.00 0.026 2.00 0.100 0.020 0.013 0.27 5.50 0.26 5.05 0.00 4
/
7 CB 406R 2.56 0.00 2.23 0.33 Comb 6.0 3.00 0.00 3.00 2.00 0.026 2.00 0.100 0.020 0.013 0.28 6.00 a 0.28 5.90 0.00 5
8 HW 407 29.46* 0.00 29.46 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off

~

® ~~ ~
~
~~

G ~
G ~ A ~
~
a~~

~'
~,
!•
~~

Project File: 0161 Hydraflow 400 Series 10 Year.stm I-D-F File: RALEIGH-DURHAM-FHA.IDF Number of lines: 8 Run Date: 05-08-2006
NOTES: Inlet N-Values = 0.016 ;Intensity = 74.06 / (Inlet time + 13.30) ^ Return perio = 2 Yrs. ; * Indicates Known Q added
rtyaranow a[orm aewers cvw

Stormewer Tabulation i , Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total
fl Cap
ll
f Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
coeff (I) ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 60.0 0.08 2.39 0.86 0.07 1.52 5.0 6.8 6.7 39.68 47.16 5.65 36 0.50 300.65 300.35 303.54 303.35 307.62 302.00 HW401 to C6402
2 1 185.0 0.05 2.31 0.89 0.04 1.45 5.0 6.2 6.9 39.42 45.21 5.80 36 0.46 302.05 301.20 304.68 304.16 311.52 307.62 CB402 to CB403
3 2 33.0 0.11 2.26 0.78 0.09 1.40 5.0 6.1 6.9 39.15 41.86 5.56 36 0.39 302.68 302.55 305.62 305.52 311.52 311.52 CB 403 to CB40
4 3 125.0 0.47 2.15 0.68 0.32 1.32 5.0 5.7 7.0 38.69 40.02 5.50 36 0.36 303.33 302.88 306.23 305.86 309.16 311.52 CB 404 to CB 40
5 4 33.0 0.28 0.28 0.69 0.19 0.19 5.0 5.0 7.2 1.39 6.46 1.39 15 1.00 306.11 305.78 306.95 306.94 309.16 309.16 CB 405E to CB40
6 4 60.0 0.62 1.40 0.58 0.36 0.80 5.0 5.5 7.1 35.14 47.16 5.11 36 0.50 304.33 304.03 307.06 306.94 311.30 309.16 CB 405E to CB 4
7 6 33.0 0.78 0.78 0.57 0.44 0.44 5.0 5.4 7.1 32.62 41.86 4.70 36 0.39 304.76 304.63 307.58 307.52 311.30 311.30 CB 406E to CB 4
8 7 105.0 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 29.46 81.03 5.61 36 1.48 306.45 304.90 308.18 307.76 308.50 311.30 CB 406R to HW
Project File: 0161 Hydraflow 400 Series 10 Year.stm Number of lines: 8 Run Date: 05-08-2006
NOTES: Intensity = 105.70 / (Inlet time + 16.80) ^ 0.8 Return period = 10 Yrs.

Hydr~ic Grade Line Computations
• Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
MATG yJJ~
1 36 39.68 300.35 303.35 3.00 7.07 5.61 0.49 303.84 0.354 60.0 300.65 303.54 2.89 6.98 5.68 0.50 304.04 0.309 0.332 0.199 1.25 0.63
Les -r HA 3 ,
2 36 39.42 301.20 304.16 2.96 7.0 5.59 0.49 304.65 0.320 185 302.05 304.68 2.63 6.56 6.01 0.56 305.24 0.316 0.318 0.588 1.50 0.84
p
3 36 39.15 302.55 305.52 2.97 7.06 5.55 0.48 306.00 0.317 33.0 302.68 305.62 2.94 7.03 5.57 0.48 306.10 0.308 0.313 0.103 0.50 0.24
It
4 36 38.69 302.88 305.86 2.98/ 7.06 5.48 0.47 306.33 0.315 125 303.33 306.23 2.90 7.00 5.53 0.48 306.71 0.295 0.305 0.381 1.50 0.71
v~sS i1 -•
5 15 1.39 305.78 306.94 1.16 1.19 1.17 0.02 306.97 0.040 33.0 306.11 306.95 0.84 0.87 1.60 0.04 306.99 0.075 0.058 0.019 1.00 0.04
L~ s T}J ~
~
6 36 35.14 304.03 306.94 2.91 7.01 5.01 0. 307.34 0.245 60.0 304.33 307.06 2.73 6.76 5.20 0.42 307.48 0.242 0.244 0.146 1.10 0.46
~~
7 36 32.62 304.63 307.52 2.89 6.99 4.67 0.34 307.86 0.209 33.0 304.76 307.58 2.82 6.90 4.73 0.35 307.93 0.207 0.208 0.069 0.50 0.17
8 36 29.46 304.90 307.76 2.86 6.g5 4.24 0.28 308.04 0.169 105 306.45 308.18 1.73" 4.22 6.98 0.76 308.94 0.489 0.329 n/a 1.00 0.76
~ CX ~L ~ L 1 n~' T~ ~ ~ N ~' ~
,~„~ XG ~ N !~ ~!~'/

Project File: 0161 Hydraflow 400 Series 10 Year.stm Number of lines: 8 Run Date: 05-08-2006
NOTES: "Normal depth assumed., "` Critical depth assumed.
nyoranow storm sewers euua

Stor~Sewer Profile
Elev. (ft)
319.00
Proj. file: 0161 Hydraflow 400
297.00 ~-
0
Ln:2 Ln:3 Ln: Ln:7
_ _ _ -_ 36_(in) _ _ _ _ __ 36 in _ _ __ _ _ _ _36 (i) 36 (in ___
_ ___
Ln 4
36 (in) n~ S
36.(1) _ 16 (in) _ -
Year.stm

Hydratlow Storm sewers zuus

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Stor~Sewer Profile
Elev. (ft)
Proj. file: 0161 Hydraflow 400 Series Year.stm
Hydraflow Storm Sewers 2003

Stormewer Tabulation ~ ~ Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
I fl f
ll
coeff )
( ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 60.0 0.08 2.39 0.95 0.08 1.67 5.0 6.7 7.6 42.18 47.16 5.99 36 0.50 300.65 300.35 303.57 303.35 307.62 302.00 HW401 to C6402
2 1 185.0 0.05 2.31 0.95 0.05 1.59 5.0 6.2 7.8 41.86 45.21 5.96 36 0.46 302.05 301.20 304.94 304.27 311.52 307.62 CB402 to CB403
3 2 33.0 0.11 2.26 0.86 0.09 1.54 5.0 6.1 7.8 41.53 41.86 5.88 36 0.39 302.68 302.55 305.91 305.78 311.52 311.52 CB 403 to CB40
4 3 125.0 0.47 2.15 0.75 0.35 1.45 5.0 5.7 7.9 40.96 40.02 5.79 36 0.36 303.33 302.88 306.65 306.18 309.16 311.52 CB 404 to CB 40
5 4 33.0 0.28 0.28 0.76 0.21 0.21 5.0 5.0 8.2 1.74 6.46 1.42 15 1.00 306.11 305.78 307.45 307.43 309.16 309.16 CB 405E to C640
6 4 60.0 0.62 1.40 0.63 0.39 0.88 5.0 5.5 8.0 36.52 47.16 5.17 36 0.50 304.33 304.03 307.61 307.43 311.30 309.16 CB 405E to CB 4
7 6 33.0 0.78 0.78 0.63 0.49 0.49 5.0 5.4 8.0 33.41 41.86 4.73 36 0.39 304.76 304.63 308.15 308.07 311.30 311.30 CB 406E to CB 4
8 7 105.0 0.00 0.00 0.00 0.00 0.00 5.0 5.0 0.0 29.46 81.03 5.49 36 1.48 306.45 304.90 308.22 308.32 308.50 311.30 CB 406R to HW
Project File: 0161 Hydraflow 400 Series 25 Year.stm Number of lines: 8 Run Date: 05-08-2006
NOTES: Intensity = 69.83 ! (Inlet time + 12.60) ^ 0.7 eturn period = 25 Yrs.
Hydraflow Storm Sewers 2003

Stor~Sewer Profile ~ Proj. file: 0161 Hydraflow 400 Serie•Year.stm
Elev. (ft)
319.00
297.00 ~
0
Ln:2 Ln:3 Ln: Ln:7
- _ _ 36 (in) - - -_ _ 36 (in) - _ _. --- - 36 (i) -36 (in
__ -
Ln 4
36 (in) n~ $
Ln: 1 6 (in)
36 (i )
50 100 150 200 250 300 350
Reach (ft)
~~ ~ Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

Hydraflow Storm Sewers 2003

•
CALCULATIONS
FOR "C"

•

• COMPOSITE RATIONAL C-VALUE CALCULATIONS
C]
Phase III
Drainage
Area Line # Total Area
(Sq. Ft) Open Space
Area (Sq. Ft) Impervious
Area (Sq. Ft) Area
(Acres) Composite C
Value (10-Yr) Composite C Value (25-Yr)
(1.1 Multiplier)
YI 202 3,200 3,150 50 0.07 0.36 0.40
C B 203 L 1,800 500 1,300 0.04 0.78 0.86
CB 203 R 12,000 7,000 5,000 0.28 0.60 0.66
CB 204 L 7,800 2,300 5,500 0.18 0.77 0.85
C B 204 R 52,000 31,000 21,000 1.19 0.59 0.65
CB 205 5,400 1,300 4,100 0.12 0.81 0.89
CB 206 28,000 20,500 7,500 0.64 0.51 0.56
CB 207 35,200 25,700 9,500 0.81 0.51 0.56
CB 208 16,000 8,500 7,500 0.37 0.63 0.69
CB 209 7,200 3,900 3,300 0.17 0.63 0.69
CB 210 10,000 3,000 7,000 0.23 0.77 0.85
CB 21 1 18,000 9,000 9,000 0.41 0.65 0.72

CB 302 R 9,600 2,100 7,500 0.22 0.82 0.90
CB 302 L 37,200 20,200 17,000 0.85 0.62 0.69
Y 1303 9,100 5, 600 3, 500 0.21 0.58 0.64
YI304 57,600 52,600 5,000 1.32 0.40 0.44
CB 305 L 22,800 1 1,800 1 1,000 0.52 0.64 0.70
CB 305 R 27,000 15,000 12,000 0.62 0.62 0.68
CB 306 L 16,800 9,300 7,500 0.39 0.62 0.68
CB 306 R 27,000 15,500 1 1,500 0.62 0.61 0.67
CB 307 L 7,200 1,400 5,800 0.17 0.83 0.92
CB 307 R 36,000 24,000 12,000 0.83 0.55 0.61

CB 402 3,300 500 2,800 0.08 0.86 0.95
CB 403 R 2,100 300 1,800 0.05 0.86 0.95
CB 403 L 5,000 1,400 3,600 0.11 0.78 0.86
CB 404 L 20,400 9,200 11,200 0.47 0.68 0.75
CB 404 R 12,000 5,200 6,800 0.28 0.69 0.76
CB 405 L 27,000 16,800 10,200 0.62 0.58 0.63
CB 405 R 33,800 21,300 12,500 0.78 0.57 0.63

CB30 8,712 1,996 6,716 0.20 0.81 0.89
C 625A 2,178 412 1, 766 0.05 0.84 0.92
C825 3,485 828 2,657 0.08 0.81 0.89
CB26 6,970 4,420 2,550 0.16 0.57 0.63
C627 40,946 21,329 19,617 0.94 0.64 0.70
CB29 6,098 644 5,454 0.14 0.89 0.98

D135 14,810 4,066 10,744 0.34 0.79 0.86
CB 36 2,178 - 2,178 0.05 0.95 1.05
CB 37 7,405 1,922 5,483 0.17 0.79 0.87

Condition *'C' Value
Open Area 0.35
Imp. Area 0.95
• *HSG Type 'D' Soils (City of Durham Reference Guide for Development)

r1
~J
STREET WIDTH
CHART
FOR GUTTER SPREAD
•
•

Street Width for Gutter Spread:
Panther Creek Phase III
RLH # 0161A
9-Jun-06
STREET NAME BIB (ft) Less 5' C&G Pavement 1/2 Pvm'nt 112 Lane + 2.5' C&G Allowable Spread (ft)
Panther Creek Parkway 33 5 28 14 7 2.5 9.5
Tulip Poplar Circle 33 5 28 14 7 2.5 9.5
Cherry Bark Drive 33 5 28 14 7 2.5 9.5
Tulip Poplar (Lower) 23 5 18 9 4.5 2.5 7
Stone Fence Court 23 5 18 9 4.5 2.5 7
Broomstraw Court 33 5 28 14 7 2.5 9.5
• • •

RIP RAP

CALCULATIONS
• HW 201
• HW 301
• HW 401
• Stone Fence Court
• Tulip Poplar Circle
•

Panther Creek Phase 3 Designer: Leigh Jaworoski
HW 201 5/10/2006
Velocity Disslaat®r C®Icul®tl®ns vv/ PIPES.EXE
NRCD Land Qvaiity Section -Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 16.81 Flow Depth (ft.) 1.28
Slope, S (%) = 1.00 Velocity, V (ft/s) 7'.9
Pipe Dia., D (in.) = 24
Mannings nValue = 0.013
NRCD Land Quality Section
NYDOT Dissipater Design Results
Pipe Dia., Do (ft.) = 3.00
Outlet Velocity, Vo (fps) = 7.90
Apron Length, LA (ft.) = 12.
•
Average Dia. Stone Thickness
(inches) Class (inches)
3 A 9
6 B 22
13 B or 1 22
23 2 27
Width,W = LA + Do
Width, W = 15.0 ft.
SAY: 15.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 12.0
Width, W (ft.) = 15.0
Depth, D (in.) = 22
Stone Class = B
*Cells in red denote required inputs from PIPES.exe outputs

•

Panther Creek Phase 3 Designer: Leigh Jaworoski
HW 301 5/10/2006
• Velocity Dissipator Calculations w/ PIPES.E%E
NRCD Land Quality Section -Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 41.36 Flow Depth (ft.) 1.71
Slope, S (%) = 1.00 Velocity, V (ft/s) 9.93
Pipe Dia., D (in.) = 36
Mannings nValue = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 3.00
Outlet Velocity, Vo (fps) = 9.93
Apron Length, LA (ft.) = 2 .

Average Dia. Stone Thickness
(inches) Class (inches)
3 A 9
6 B 22
» 13 Borl 22
23 2 27
Width,W = LA + Do
Width, W = 27.0 ft.
SAY: 27.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 24.0
Width, W (ft.) = 27.0
Depth, D (in.) = 22
Stone Class = B
*Cells in red denote required inputs from PIPES.exe outputs

L,J
Panther Creek Phase 3 Designer: Leigh Jaworoski
HW 401 5/10!2006
i/elocity Dissipater C®Iculatiorts w/ PIPES.EXE
NRCD Land Quality Section -Pipe Design
Entering the following valves will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 39.68 Flow Depth (ft.) 2. t
Slope, S (%) = 0.50 Velocity, V (ft/s) 7.8
Pipe Dia., D (in.) = 36
Mannings nValue = 0.013
NRCD Land Quality Section
NYDOT Dissipater Design Results
r_1
U
Pipe Dia., Da (ff.) = 3.00
Outlet Velocity, Vo (fps) = 7.48
Apron Length, LA (ft.) = 1 ,0
Average Dia. Stone Thickness
(inches) Class (inches)
3 A 9
» 6 ~ 22
13 B or 1 22
23 2 27
Width,W = LA + Do
Width, W = 21.0 ft.
SAY: 21.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 18.0
Width, W (ft.) = 21.0
Depth, D (in.) = 22
Stone Class = B
*Cells in red denote required inputs from PIPES.exe outputs

r~
U

0161 Ph II Velocity Dissipator Design Designer: Ben Thayer
Stone Fence Court Checker: John Schrum, PE
6/8/2006
• Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section -Pipe Design
Entering the following valves will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 10.89 Flow Depth (ft.) 0.89
Slope, S (%) = 2.44 Velocity, V (ft/s) 9.93
Pipe Dia., D (in.) = 18
Mannings nValue = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 1.50
Outlet Velocity, Vo (fps) = 9.93
Apron Length, LA (ft.) = 9.0
. Average Dia. Stone Thickness
(inches) Class (inches)
4 A 9
» 8 B 18
10 B or 1 26
14 2 35
Width,W = LA + Do Thickness = 1.5 * DMAX
Width, W = 10.5 ft.
SAY: 11.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 9.0
Width, W (ft.) = 11.0
Depth, D (in.) = 18
Stone Class = B (NCDOT Std. § 1042)
• *Cells in red denote required inputs from PIPES.exe outputs

0161 Ph II Velocity Dissipator Design Designer: Ben Thayer
Tulip Poplar Circle Checker: John Schrum, PE
6/8/2006
• Velocity Dissipator Calculations w/ PIPES.EXE
NRCD Land Quality Section -Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 12.86 Flow Depth (ft.) 1.04
Slope, S (%) = 2.20 Velocity, V (ft/s) 9.85
Pipe Dia., D (in.) = 18
Mannings nValue = 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Dia., Do (ft.) = 1.50
Outlet Velocity, Vo (fps) = 9.85
Apron Length, LA (ft.) = 9.0
Average Dia. Stone Thickness
(inches) Class (inches)
4 A 9
» 8 B 18
10 B or 1 26
14 2 35
Width,W = LA + Do Thickness = 1.5 * DMAX
Width, W = 10.5 ft.
SAY: 11.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 9.0
Width, W (ft.) = 11.0
Depth, D (in.) = 18
Stone Class = B (NCDOT Std. §1042)
• *Cells in red denote required inputs from PIPES.exe outputs

•
CULVERT
CALCULATIONS
**Note that these are copies of the previously approved culvert calculations
that were just signed off in March 2006
•
•

•
City of Durham
Inlet Capacity/Spread Calculations
Storm Pipe Analysis
Panther Creek Phase II and III
Burton Road
Durham, NC
RLH Project No.: OI61B
12 April 2004
28 July 2004
November 11, 2004
•

Prepared by:
RL Horvath Associates, Inc.
Civil Engineers • Planners• Landscape Architects
P. O. Box 51806
Durham, NC 27717
[phone]
[phone] (FAX)

•
DRAINAGE MAP

•
~i,

r~
L.J
J Lecky
Offsite Drainage Near Cooksbury Road
~,~
~~ Durham County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak F low and Peak Time (hr) by Rainfall Return Period
or Reach 10-Yr 25-Yr 100-Yr
Identifier (cfs) (cfs) (cfs)

----------- (hr)
----------- (hr) (hr)
------------------------------------------------------------
SUBAREAS
Area 1
19.83
3.16 29.75
11.93 1 1.93 11.93
Area 2 29.46 4.41 44.19
11.9 1 1.9 11.93

Area 3
16.30 (~
18.82~~ 23.84 "`~'t~
11.9 1 1.-~• 11.

REACHES ~~+
OUTLET 65.58 76.38 97.76
• WinTR-55, Version 1.00.00 Page 1 4/12/2004 4:54:57 PM

• J Lecky
Offsite Drainage Near Cooksbury Road
Durham County, North Caroli na
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
-----------
-
----------
Area 1 ------------------------------------------
Open space; grass cover < 50s (poor) -----------
D 2.6 89
Paved parking lots, roofs, driveways D .5 98
Total Area / Weighted Curve Number 3.1 90
Area 2 Open space; grass cover < 50°s (poor) D 4 89
98
Paved parking lots, roofs, driveways D .6
Total Area / Weighted Curve Number 4.6 90
Area 3 Open space; grass cover < 50% (poor) D 1.2 89
Paved parking lots, roofs, driveways D 1.2 98
Total Area / Weighted Curve Number 2.4 94

• WinTR-55, Version 1.00.00 Page 1 4/12/2004 4:52:11 PM

•
•
J Lecky
Offsite Drainage Near Cooksbury Road
Durham County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
(ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
Area 1
User-provided 0.100
Time of Concentration 0.100
Area 2
User-provided
0.100
Time of Concentration 0.100
Area 3
User-provided
• WinTR-55, Version 1.00.00 Page 1
0.100
Time of Concentration 0.100
4/12/2004 4:52:11 PM

•
J Lecky
Offsite Drainage Near Cooksbury Road
Durham County, North Carolina
Sub-Area Summary Table
•
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac)
- (hr)
---------------
--------
------------------------------------
-----------
Area 1 ---------
3.10 0.100 90 Outlet
Area 2 4.60 0.100 90 Outlet
Area 3 2.40 0.100 94 Outlet
Total Area: 10.10 (ac)
WinTR-55, Version 1.00.00 Page 1 4/12/2004 4:52:11 PM

•
r~
~_J
J Lecky
Offsite Drainage Near Cooksbury Road
Durham County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.5 4.7 5.5 6.3 7.1 7.9 3.0
Storm Data Source: Durham County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
• WinTR-55, Version 1.00.00 Page 1 4/12/2004 4:52:11 PM

. WinTR-55 Current Data Description
--- Identification Data ---
User: J Lecky Date: 4/12/2004
Project: Units: English
SubTitle: Offsite Drainage Near Cooksbury Road Areal Units: Acres
State: North Carolina
County: Durham
Filename: S:\Email\JLecky\Design\Storm Water\Projects\2001\0161 Panther Creek\Offsite Drainage alc
--- Sub-Area Data ---
Name Description Reach
---- Area(ac)
-------------- RCN
-------- Tc
-------
---------------------------------
Area 1 ------------
Outlet 3.1 90 0.100
Area 2 Outlet 4.6 90 0.100
Area 3 Outlet 2.4 94 0.100
Total area: 10.10 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
• ---(in)--------(in)--------(in)--------(in)--------(in)--------(in)--------(in)-
3.5 4.7 5.5 6.3 7.1 7.9 3.0
Storm Data Source:
Rainfall Distribution Type:
Dimensionless Unit Hydrograph
Durham County, NC (NRCS)
Type II
<standard>
WinTR-55, Version 1.00.00 Page 1
4/12/2004 4:52:11 PM

FIGURES
FIGURE 29
• HEADWATER DEPTH FOR CIRCULAR CONCRETE
PIPE CULVERTS WITH INLET CONTROL
180 10000

168 (1) (
8000 EXAMPLE 2) ( 3)
156 6000 D = 36 inches (3.0 reel) 6.0 6.0
--
144 5000 Q = 66 crs _ 5 0

132 4000 6.0
HW• NW 5.0
3000 D -reef 5 0 4.0
4.0
120 2000 (1) 1.8 5.a 4
0
108 l2J 1.ss a.7 .
3'0
102 l3) 1.6 a.8 3.0
96 1000 `D in feet ~• ~3.0
90 800 rr
84 2
0
600 0 . 2.0
78 500 - ~ 2
0
__ 72 ~ - 400 = _
.
v
66 ~ 300 1.5 1.5
U ~
z 60 z ~ 200 ~ / w 1.5
~ _ ~
Q.-
~
_ -
-
--
-
w 48 ~ $~ ~
o
~~ ~ U 42 = 60 AR~A `~ _ ~ 1.0 1.0
(~=~(o `! p / ~ 40 ~~ To use scale (21 or t31 1'0
t ° draw a straight tine ``' •9 .9
~
W
33 through kn ~
srze and discharge --.
w
~~~~ ~ ~r'~ to intersect scale (I ).. - - ' -Q
l
i
c
~ F
"
'
~ ,g :8
Q rom pg
nt~on s
a
e (I1 ~
(
~
ro $
11 ~ 27 ~j~,~,c~) --prolecf hori1ontalty to Q
~= 3C -- = '10 solution on e~tner scare Q
w
(2) or (3) 7
-24 .
8 = 7 .
~ .7
6
21 5
4 HW/D ENTRANCE
6
3 SCALE TYPE 6 . •6
18 (1) Square edge
2 (21 Groove end witn
- headwall
1 5 (3) Groove Pn y
207
`~~~' < 1
Ia
pro~ecti~g( 5 .5 .5
1.0 -
• ~- 12
BUREAU OF PUBLIC ROADS JAN. 1963
HEADWATER SCALES 2&3
REVISEI ~ AY 1964 , ~~
~~ ~' ~
~j -o ~

FIGURES
FIGURE 29
• HEADWATER DEPTH FOR CIRCULAR CONCRETE
PIPE CULVERTS WITH INLET CONTROL
•
~t'I Q
~1~
•
180
168
156
144
132
120
108
102
96
90
84
78

_- 72

66
z 60
54
~-
w ~ 48

~ 42
U
w
0
36

~ 33
W
~
Q
_
0
. t 27
r~
`" -
. 24
21
18
15
12
to ~nfersect scale 11 ). _-
rom ppint on state f l )
--~
_--pro/ecf horizontaNy ro
" ~~ solution on either scale
(2) or (31.
1.0
HW/D ENTRANCE
SCALE TYPE
(1) Square edge
(2) Groove end with
headwall
(3) Groove Pnd
projecting
BUREAU OF PUBLIC ROADS JAN. 1963
~~~~ ~~r~G~.~
~.~~
~~~~
10000
8000 EXAMPLE
6000 D = 36 inches (3.0 (eet)
5000 O = 66 cls _
4000 HW• Hw
3000 D -feet
2000 (1) 1.8 5.4
(2) 1.55 4.7
(3) 1.6 4.8

1000 n
ee
D
800
600
500 -
- 400
~ 300 ~
U
z
~ 200
~~ /
c ~PM~
~ E
w 100 /
~ 80 ~ .
60

50 f
i
t
•
40 To use ) or (31
~ w a straight tine
30~ through known values
20 of size and discharge
8
6
5
4
3
2
207
( 1) ( 2) ( 3)
6.0 6.0
5.0
6.0 5.0
5 0 4.0 4.0
0
4
. 3.0
3.0
• ~ 3.0
o ,----
2.0
2.0
_ 2.0
._
: 1.5 1.5
~
w 1.5
-- -
w-

Q~.
o.
z -
_ , _
~ 1:G _
a -1
0
~'.' . .9 9
.
_
~ 9 _

_~ -$
o .8

Q
= 7
• .7
7
.6 6
6 .

.5 .5 .5
HEADWATER SCALES 2&3
REVISED MAY 1964
Q, o ~ ~, ~~ ~~~ X13
~~ ~, ~
. ~ ~;
.~-
~~p~'1

•
•

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~.5`~id ~.~,~'ti ~ w A =`~' u ,..1 ' - "~ % A\ -~~ \ ~ .-C~{.k V , . _ A ~~~i I ~, I i t ~a ~, A~ \ ~, .., , 4~ i ~ ' „~r ~ 11
,_
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,_
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•
DRAINAGE MAP
•
•

•
City of Durham
Inlet. Capacity/Spread Calculations
Storm Pipe Analysis
Panther Creek Phase II and III
Durham, NC
RLH Project No.: 0161
April 12, 2004
November 11, 2004
•
RLH
RL Horvath Associates, Inc.
PO Box 51806
Durham, NC
Durham, NC 27717
[phone]
•

•
•
DURHAM
1 8 6 9
Cf1Y OF MmIC~E
City of Durham
Public Works Department
Stormwater Services Divisions
101 City Hall Plaza, Durham, North Carolina, 27701
Telephone [phone] FAX [phone]
Dry Detention Basin Design Summary
Stormwater Mana>?ement Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each water
quality/quantity device (wet pond, sand filter, etc.), design calculations, plans and specifications showing basin, inlet
and outlet structure details.
I. PROJECT INFORMATION ,
Project Name: ~Ati'fl•1 E 1~ C RE E I< Phase 2 c
Tax Map Number: 7 ~ `~ - 1- 3 2 PIN: OS 53' O`{-b I - 8876 Case #: DO 2 - lv 3 I
Design Contact Person: = Phone #: (~) ~- y~ o
Legal name of owner: F~•a..arN~R CREEK OF RFtAM~ ~.~
Owner contact: GRAf G~ 1`~Iot2Rt50~ Phone #: (9~.) ~~~
Owner Address: 2330 ~PNRATt©N5 DR11/C l7J~Z1-lAt1~ N~, 277c?~"
Deed Book Page # or Plat Book l Lco Page# 2g~ for sw basin property
For projects with multiple basins, specify which pond this worksheet applies to: ~O -~ D
Detention provided for: ~ 1-year _ 2-year _ 10-year _ other
Elevations
Basin bottom elevation 28 2 • ~ ft.
1-year storm orifice/weir elevation 28 2. ~ ft.
1-year storm water surface elevation 28 3.9 ( ft.
2-year storm orifice/weir elevation nl,~ ft.
2-year storm water surface elevation ft.
10-year storm orifice/weir elevation ft.
10-year storm water surface elev. ft.
Emergency spillway elevation
Top of embankmenbdam
Maximum water surface elevation
Depth from design storm to
Lowest orifice elevation
Areas
Design storm surface area
Drainage area
Volumes
Total Storage volume provided
281.0 ft.
Z . O ft.
28y. ft.
~.~ ~ ft.
(floor of the pond)
(invert elevation)
PEA k
(invert elevation)
(invert elevation)
(invert of emergency spillway)
(elevation)
(from max. storm pond can safely pass)
~ ~ f ~ ~~ "' sq. ft. (Specify frequency event:____'_ year)
S • S ac. (on-site and off-site drainage to the pond)
~ ~t ~~ ~ cu. ft. (volume detained at design storm)
~SEc
FQi? TM -#'s
•

Hydraulic Depth ; 5s 7~s If G~1 ~~
Volume of design storm divided by surface area of design storm ~ • °"~ 3 ft. ~~,
I t ~ OC,® 5q'1-f'
.Discharges (Specify only applicable frequency events 1/2/10)
1-year 2-year 10-y ar
Predevelopment I( cfs N A cfs N A cfs
Post-development w/o detention r7 cfs cfs cfs
With detention ~~• I cfs cfs cfs
Riser/Principal and Emergency Spillway Information 2
1-year storm orifice ei 1/-n1ar~Ndi ter O- Z`I in. length _~ft. S ~= ~ De'rA~ t, ..-_
2-year storm orifice/weir diameter N q in. length ft. C 1 y9
10-year storm orifice/weir diameter in. length ft.
_- year storm orifice/weir diameter in. length ft.
Principal spillway diameter in.
Emergency spillway width I ~ ft. side slopes ~:1 slope~.~%
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. In the space provided to indicate the following design
requirements have been met and supporting documentation is attached.
Aynlicant's initials
,-1ff i-. a. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide calculations).
~}~1~-- b. The basin side slopes are no steeper than 3:1.
~~'E.It. c. Vegetative cover for the basin is specified. No woody vegetation is permitted on the embankment
A d. A trash rack or similar device is provided for both the overflow and orifice. Flat top trash racks are
not acceptable.
~~~- e. A recorded drainage easement is provided for each basin including access to the nearest right-of-
way.
~l t f. If the basin is used for sediment and erosion control during construction, a note requiring clean out
and vegetative cover being established prior to use as a dry detention basin shall be provided on the
construction plan.
~~ g. Anti-floatation calculations are provided for riser structure.
TNL h. A plan view of the pond with grading shown is provided
S~/t- i. A profile through the forebay, main pond and spillway is provided. Water surface elevations are
shown on the profile.
_ N A j. Riser structure details are provided.
~~ k. Compaction specifications for the embankment are provided on the plan.
JN1_ 1. A minimum of 10 feet has been provided for the pond embankment top width.
Consideration should be given to the use of anti-seep collars, filter diaphragms, anti-vortex devices, watertight
joints, clay core and cutoff trench.
Note: Executed Stormwater Facility Operation and Maintenance. Permit Agreement, payment of permit fee
($2,000 per facility) and payment of surety are required prior to construction drawing approval.
•

DURHAM
1 8 6 9
C!!Y OF IAmICrE
City of Durham
Public Works Department
Storm water Services Divisions
!01 City Hall Playa, Durham, North Carolina, 27701
Telephone (9I9) 560-4326 FAX (9l9) 560-4316
Dry Detention Basin Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each water
quality/quantity device (wet pond, sand filter, etc.), design calculations, plans and specifications showing basin, inlet
and outlet structure details.
I. PROJECT INFORMATION 2 ,
r 3
Ph
C R
E
~
Aw)?la,~
Project Name: ase
E
I<
~
Tax Map Number: '7~`I'1-32 PIN: 0~353'O'i-bf-B8~6 Case#: 1]OZ-~o3~
$E~
Design Contact Person: Phone #: (~) y~o- y~ o ~ 1TAG-~E ~
Legal name of owner. PAn/THFR LRIFeK OF RH~1M (..(.~ FO!? 'TM t~ ~
s
Owner contact: GRAIG~ N1o? BISON Phone #: 9(~ X82 2888
Owner Address: 2330 OPF_nA'7"101V5 DRryE , L7J~ZHArn. N~, Z~~OS
Deed Book Page # or Plat Book 1100 Page# 289 for sw basin property
F~/'J D #~
For projects with multiple basins, sp ecify which pond this worksheet applies to:
Detention provided for: ~ 1-year _ 2-year _ 10-year ~ other
• Elevations ~~yr.0
Basin bottom elevation ~~~~3 ft (floor of the pond) - E3Cl $T (~TFIZ F LE V
-
1-yeaz storm orifice/weir elevation ft.~~ >!nvert elevation)
1-yeaz storm water surface elevation -z °~i-~' ft. 2 9 y , I +{
2-yeaz storm orifice/weir elevation N A ft. invert elevation)
2-yeaz storm water surface elevation ft.
10-year storm orif~ce/weir elevation ft. (invert elevation)
10-yeaz storm water surface elev. ft. y
ZQ
Emer enc s illwa elevation
g Y P Y inve o emer en s illwa
T: '':'~ ^.
( .r 8 cY P Y)
Top of embankment/dam ~1-6:-1as ft. (elevation) 2el(0, $'
Maximum water surface elevation ?-~:~:'~'ft. (from max. storm pond can safely pass)
~S
Depth from design storm to
Lowest orifice elevation ft. (L 1'`~' l"Z'~TZ `',/

Areas
Design storm surface area fi J
~ ~ CyQO sq. ft. (Sped frequency event: ~ vear)
Drainage area 1,2 b , ac. (on-site and off-site drainage to the pond)
volumes
Total Storage volume provided '-~ cu. ft. (volume detained at design storm)
IQ9, 201

Hydraulic Depth
Volume of design storm divided by surface area of design storm , ' ~ ` ft
~• ~ I f
Discharges (Sped only applicable frequency events 1/2/10)
1-year 2-year
redevelopment 109 cfs cfs
Post-development w/o detention 20 fo cfs -~-- cfs
~
With detention cfs cfs
v
9 ~. 2 ,.
Riser/Principal and Emergency Spillway Information
1
if
I ,ZNZ•y
3 3 ~ ft
-year storm or
i weir er
in.
~~ .
length
2-year storm orifice/weir"rRA~~ ~dneter NL in. length ft.
10-year storm orifice/weir diameter in. length ft.
_- year storm orifice/weir diameter in. length ft.
Principal spillway diameter in.
Emergency spillway width 50 ft. side slopes ~:1
II. REQUIRED ITEMS CHECKLIST
slope S
The following checklist outlines design requirements. In the space provided to indicate the following design
requirements have been met and supporting documentation is attached.
applicant's initials
-SQL a. Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide calculations).
JHL b, The basin side slopes are no steeper than 3:1.
~~/i- c. Vegetative cover for the basin is specified. No woody vegetation is permitted on the embankment
d. A trash rack or similar device is provided for both the overflow and orifice. Flat top trash racks are
not acceptable.
`~~1-- e. A recorded drainage easement is provided for each basin including access to the nearest right-of-
way.
~~ f. If the basin is used for sediment and erosion control during construction, a note requiring clean out
and vegetative cover being established prior to use as a dry detention basin shall be provided on the
construction plan.
^~ A g. Anti-floatation calculations are provided for riser structure.
~Z1 ~- h, A plan view of the pond with grading shown is provided
~ l~ i. A profile through the forebay, main pond and spillway is provided. Water surface elevations are
shown on the profile.
^~/~A j. Riser structure details are provided.
7'f-14 k. Compaction specifications for the embankment are provided on the plan.
-Tf/ i 1. A minimum of 10 feet has been provided for the pond embankment top width.
Consideration should be given to the use of anti-seep collars, filter diaphragms, anti-vortez devices, watertight
joints, clay core and cutoff trench.
Note: Ezecuted Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit fee
($2,000 per facility) and payment of surety are required prior to construction drawing approval.
i99,~~1
10-ye
N A cfs
cfs
cfs

•
•
Table of Contents
SUMMARY
MAP IDENTIFYING INLET NUMBERS
INLET REPORT/SPREAD SUMMARY CHART
10 YEAR STORM SEWER TABULATION &HGL CHARTS
25 YEAR STORM SEWER TABULATION &HGL CHARTS
CALCULATIONS FOR "C"
DRAINAGE MAP
•

SUMMARY
~~
•

•
Panther Creek Phase II and III
Burton Road
Durham, NC
RLH Project No.: 0161 B
12 Apri12004
28 July 2004
November 11, 2004
The subject site being developed is approximately 161 acres located between
Burton Road and Cooksbury Road. The site is bordered to the north and south by a
residential area, to the east by a wooded area, and to the west by Burton Road. The
site is located inside the Urban Growth Area, inside the Durham City Limits, and
inside of the F/J-B watershed. The site is located in the Neuse River Basin;
therefore nitrogen calculations are required. These calculations are a part of the
approved Stormwater Impact Analysis from the Site Plan with the latest revision
date of January 7, 2003.
The November 11, 2004 revision included a breakdown of the "C" quantities and
• "blow-ups" of the Hydraulic Grade Line in areas that apparently were too difficult
to read on the previous submittal.
Since the site is below the 24% impervious limits, only nitrogen ponds needed to be
addressed. The pond reports are a separate report.
The tabulation chart for the spread flow indicates either a "S", "A" or a "number
followed by a check mark". These indicate;
"S"= an inlet in a sag (50% blockage assumed)
"A"= an inlet in an alley
"number with acheck"=the allowable spread `passes'
It should be noted that for the spread chart that the width in the alleys were just
checked to make sure that capacity remained within the alley. The primary access
for all the dwellings with alleys behind them is the street that they front on. All of
the streets meet the spread chart calculations.
There are two storm pipes (CB 23, CB29) that do not appear to maintain the desired
minimum velocity however the pipes do maintain greater than the minimum slope
of 1 %. The tail water is the design constraint in both of these cases. Changing the
• slope to increase the velocity does not help since the HGL for both of these pipes
are slowing the water down. The pipes downstream can not be dropped because the

• FES discharge elevation is the controlling factor. Even though these are not ideal
conditions the smaller event storms and when the design storms recede they will
have a reduced HGL backwater which will allow these pipes to purge themselves
since they are laid at greater than 1 % slope. Other than these situations, this design
complies with the current City of Durham Stormwater guidelines.
•
•

•
MAP
IDENTIFYING
INLET NUMBERS
•
•

Hydraf~ Plan View
Project file: 0161 hydroflow25.stm No. Lines: 40 05-07-2004
Hydrailow Storm Sewers 2003

H draf~ Plan View
y
Hydraflow Storm Sewers 2003

H draf~w Plan View
Y
• •
Project file: 0161 hydroflow25.stm No. Lines: 40 05-07-2004 1
Hydraflow Storm Sewers 2003

r~
INLET REPORT/SPREAD
SUMMARY CHART

~~
~~

Stormewer Inventory Report ~ image 1
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 138.0 -56.4 Comb 0.00 0.28 0.90 5.0 302.00 1.07 303.48 36 Cir 0.013 1.50 311.23 FES 1A TO CB 1
2 1 36.0 1.5 Grate 0.00 0.88 0.70 5.0 304.40 1.50 304.94 36 Cir 0.013 0.50 310.54 CB 1 TO DI 2
3 2 137.0 -3.7 Grate 0.00 0.21 0.70 5.0 305.74 7.76 316.37 24 Cir 0.013 0.50 320.97 DI 2 TO DI 3 li
4 3 69.0 0.8 Grate 0.00 0.46 0.70 5.0 317.07 4.39 320.10 24 Cir 0.013 0.50 325.70 DI 3 TO DI 4
5 4 188.0 4.6 Comb 0.00 0.78 0.70 5.0 320.90 1.44 323.61 24 Cir 0.013 0.50 330.60 DI 4 TO CB 5
6 5 137.0 -1.2 Hdwl 23.16 3.10 0.00 5.0 323.71 1.09 325.20 30 Cir 0.013 1.00 325.00 CB 5 TO HW 6
7 1 137.0 -92.2 Comb 0.00 0.27 0.50 5.0 306.60 1.49 308.64 15 Cir 0.013 1.25 314.47 CB 1 TO CB 7
8 7 89.0 69.5 Comb 0.00 0.62 0.60 5.0 309.60 4.92 313.98 15 Cir 0.013 1.25 319.64 CB 7 TO CB 8
9 8 25.0 -54.8 Comb 0.00 0.88 0.60 5.0 314.68 1.00 314.93 15 Cir 0.013 1.00 320.00 CB 8 TO CB 9
10 End 85.0 -81.8 Comb 0.00 0.21 0.80 5.0 299.00 1.52 300.29 24 Cir 0.013 1.50 307.59 FES 10A TO CB 10
11 10 44.0 13.9 Grate 0.00 0.97 0.70 5.0 302.20 1.00 302.64 24 Cir 0.013 0.50 307.89 CB 10 TO DI 11
12 11 71.0 0.8 Grate 0.00 1.08 0.60 5.0 302.80 1.17 303.63 24 Cir 0.013 1.50 311.42 DI 11 TO DI 12
13 12 249.0 -77.8 Grate 0.00 0.99 0.60 5.0 305.82 1.95 310.67 18 Cir 0.013 1.50 320.57 DI 12 TO DI 13
14 13 162.0 90.7 Comb 0.00 0.65 0.65 5.0 312.42 1.80 315.33 15 Cir 0.013 0.50 320.14 DI 13 TO CB 14
15 14 26.0 -0.6 Comb 0.00 1.15 0.60 5.0 315.83 1.77 316.29 15 Cir 0.013 1.00 320.14 CB 14 TO CB 15
16 10 90.0 -88.6 Comb 0.00 0.50 0.75 5.0 301.85 1.00 302.75 24 Cir 0.013 1.50 306.20 CB 16 TO CB 10
17 16 30.0 92.3 Comb 0.00 0.28 0.70 5.0 303.15 1.00 303.45 15 Cir 0.013 1.00 306.20 CB 16 TO CB 17
18 End 128.0 -84.3 Comb 0.00 0.40 0.75 5.0 299.36 1.00 300.64 36 Cir 0.013 1.10 311.13 FES 18A TO CB 18
19 18 46.0 -49.7 Comb 0.00 0.10 0.80 5.0 300.94 1.02 301.41 36 Cir 0.013 1.50 311.52 CB 18 TO CB 19
20 19 127.0 80.5 Comb 0.00 0.26 0.80 5.0 302.01 1.06 303.36 36 Cir 0.013 1.50 309.57 CB 19 TO CB 20
21 20 64.0 -61.2 Comb 0.00 0.24 0.80 5.0 303.95 2.05 305.26 36 Cir 0.013 1.10 311.32 CB 20 TO CB 21
Project File: 0161 hydro 10 year.stm Number of lines: 40 Date: 11-18-2004
Hydreflow Storm Sewers 2003

Stormewer Inventory Report ~ age z
Line Alignment Flow Data Physical Data Line ID
No
.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss InIeU
line length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rlm EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
22 21 155.0 -30.0 Comb 0.00 0.09 0.90 5.0 307.91 3.46 313.28 15 Cir 0.013 1.00 318.88 CB 21 TO CB 22
23 20 25.0 89.5 Comb 0.00 0.02 0.50 5.0 305.70 1.04 305.96 15 Cir 0.013 1.00 309.57 CB 20 TO CB 23
24 21 24.6 49.7 Comb 0.00 0.99 0.45 5.0 305.85 2.65 306.50 36 Cir 0.013 0.50 311.32 CB 21 TO CB 24
25 24 109.5 10.5 Hdwl 34.41 4.60 0.00 5.0 306.60 25.03 334.00 36 Cir 0.013 1.00 334.00 CB 24 TO HW 41
26 End 130.0 67.8 Comb 0.00 0.08 0.80 5.0 294.26 1.00 295.56 18 Cir 0.013 0.70 303.22 FES 25A to CB 25
27 26 37.0 32.7 Comb 0.00 0.34 0.65 5.0 295.86 1.00 296.23 18 Cir 0.013 0.50 300.70 CB 25 TO CB 26
28 27 39.0 8.9 Comb 0.00 0.34 0.90 5.0 296.23 1.03 296.63 18 Cir 0.013 1.10 300.70 CB 26 TO CB 27
29 28 143.0 -33.7 Grate 0.00 0.99 0.50 5.0 297.03 1.02 298.49 15 Cir 0.013 1.00 300.20 CB 27 TO DI 28
30 28 32.0 42.1 Comb 0.00 0.23 0.95 5.0 297.13 1.00 297.45 15 Cir 0.013 1.00 300.20 CB 27 TO CB 29
31 End 85.0 -149.2 Comb 0.00 1.02 0.55 5.0 286.25 2.26 288.17 15 Cir 0.013 1.00 290.42 FES 30A TO CB 30
32 End 39.0 -114.7 Grate 0.00 0.27 0.60 5.0 288.50 1.15 288.95 15 Cir 0.013 1.25 291.50 FES 31 A TO DI 31
33 32 43.0 -62.2 Grate 0.00 0.31 0.45 5.0 288.95 1.14 289.44 15 Cir 0.013 1.10 292.44 DI 31 TO DI 32
34 33 109.0 40.7 Grate 0.00 0.61 0.45 5.0 289.34 2.19 291.73 15 Cir 0.013 1.00 296.28 DI 32 TO DI 33
35 End 73.0 -111.3 Comb 0.00 1.09 0.55 5.0 288.50 1.10 289.30 18 Cir 0.013 0.70 292.00 FES 35A TO CB 35
36 35 202.0 -26.9 Comb 0.00 0.26 0.60 5.0 289.86 2.20 294.31 15 Cir 0.013 1.50 298.70 CB 35 TO CB 36
37 36 22.0 83.5 Comb 0.00 0.50 0.70 5.0 294.61 2.00 295.05 15 Cir 0.013 1.00 298.70 CB 36 TO CB 37
38 End 26.5 -146.3 Comb 0.00 0.20 0.95 5.0 293.25 1.89 293.75 15 Cir 0.013 0.50 297.40 FES 38A TO CB 38
39 38 24.2 1.5 Comb 0.00 0.50 0.95 5.0 293.85 1.24 294.15 15 Cir 0.013 1.00 297.40 CB 38 to CB 39
40 End 100.0 -148.5 Grate 16.30 0.00 0.00 0.0 294.00 1.00 295.00 30 Cir 0.013 1.00 300.50 FES40A TO DI 40
Project File: 0161hydro 10 year.stm Number of lines: 40 Date: 11-18-2004
Hydraflow Storm Sewers 2003

Inlet I~port
. ~ge 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp

No
CIA
carry
capt
byp
type i
line
Ht L area L W So W Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 CB 1 1.45 0.00 1.45 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.04 1.08 0.17 1.65 2.00 Off
2 D12 3.55 0.00 3.55 0.00 Grate 0.0 0.00 1.60 3.00 2.00 Sag
•,~.,~. 2.00 0.040 0.020 0.000 0.01 0.30 0.31 1.64 4.00 Off
3 DI3 0.85 0.00 0.85 0.00 Grate 0.0 0.00 0.00 3.00 2.00 0.090 2.00 0.040 0.020 0.013 0.11 3.50 0.15 1.49 2.00 2
4 DI4 1.85 0.00 1.85 0.00 Grate 0.0 0.00 0.00 3.00 2.00 0.090 2.00 0.040 0.020 0.013 0.14 5.00 0.21 2.02 2.00 3
5 DI5 3.14 0.00 3.14 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.900 2.00 0.040 0.020 0.013 0.12 4.00 0.16 1.59 2.00 4
6 HW 6 23.16' 0.00 23.16 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
7 CB 7 0.78 0.05 0.82 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.12 4.00 0.12 4.00 0.00 Off
8 CB 8 2.14 0.00 2.10 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.052 2.00 0.040 0.020 0.013 0.17 6.50 0.24 3.67 2.00 7
9 CB 9 3.04 0.00 3.04 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.052 2.00 0.040 0.020 0.013 0.18 .00 0.34 1.84 4.00 8
10 CB 10 0.97 0.00 0.97 0.00 Comb 6.0 3.00 0.00 3.00 2.00 5.500 2.00 0.040 0.020 0.013 0.06 1.50 0.07 0.73 2.00 Off
11 DI 11 3.91 0.16 4.07 0.00 Grate 0.0 0.00 1.60 3.00 2.00 Sag
,~ 2.00 0.040 0.020 0.000 0.21 8.40 0.33 8.40 2.00 Off
12 DI 12 3.73 0.00 3.57 0.16 Grate 0.0 0.00 0.00 3.00 2.00 ...~
0.020 2.00 0.040 0.020 0.013 0.23 9.50 0.44 5.18 4.00 11
13 DI 13 3.42 0.00 3.42 0.00 Grate 0.0 0.00 0.00 3.00 2.00 0.070 2.00 0.040 0.020 0.013 0.18 7.00 0.34 1.82 4.00 12
14 CB 14 2.43 0.00 2.43 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.11 3.67 0.24 3.67 2.00 Off
15 CB 15 3.97 0.00 3.97 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag
.~. 2.00 0.040 0.020 0.000 0.04 0.92 0.33 1.77 4.00 Off
16 CB 16 2.16 0.00 2.16 0.00 Comb 6.0 3.00 1.60 3.00 2.00 ..
~ 2.00 0.040 0.020 0.000 0.09 2.67 0.22 2.67 2.00 Off
17 CB 17 1.13 0.00 1.13 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.02 0.58 0.15 1.45 2.00 Off
18 CB 18 1.73 0.00 1.51 0.22 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.040 0.020 0.013 0.20 8.00 0.29 6.12 2.00 Off
19 CB 19 0.46 0.00 0.46 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.040 0.020 0.013 0.13 .50 0.19 1.79 2.00 18
20 CB 20 1.20 0.00 1.20 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag
~~ 2.00 0.040 0.020 0.000 0.02 0.58 0.15 1.45 2.00 Off
21 CB 21 1.11 0.00 1.11 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag
~.~~ 2.00 0.040 0.020 0.000 0.02 0.58 0.15 1.45 2.00 Off
22 CB 22 0.47 0.00 0.47 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.040 0.020 0.013 0.10 3.00 0.14 1.34 2.00 21
Project File: 0161 hydro 10 year.stm I-D-F File: RALEIGH-DURHAM-FHA.IDF Number of lines: 40 Run Date: 11-18-2004
NOTES: Inlet N-Values = 0.016 ;Intensity = 74.06 / (Inlet time + 13.30) ^ 0. Retum period = 2 Yrs. ; ndicates Known O added
~4e .,,..-..--
_,._ _.~_ _,....,_._._.. I~
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5
'S
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Hydraflow Storm Sewers 2003

Inlet port
~ge 2
Line Inlet ID Q = q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt byp type

Ht
L
area
L
W
So
W
Sw
Sx
n
depth
spread
depth
spread
Dep line
No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ftlft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
23 CB 23 0.06 0.00 0.06 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.02 0.50 0.02 0.50 0.00 Off
24 CB 24 2.56 0.00 2.56 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.12 4.17 0.25 4.17 2.00 Off
25 HW 41 34.41 * 0.00 34.41 0.00 Hdwl 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
26 CB 25 0.37 0.00 0.37 0.00 Comb 6.0 4.00 3.00 4.00 2.00 Sag
..® 2.00 0.100 0.030 0.000 0.04 0.43 0.07 0.62 2.00 Off

27
CB 26
1.27
0.00
1.27
0.00
Comb
6.0
3.00
0.00
3.00
2.00 .~
0.700
2.00
0.040
0.020
0.013
0.09
2.50
0.12
1.19
2.00
33
28 CB 27 1.76 0.00 1.76 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.07 1.83 0.20 1.94 2.00 Off
29 DI 28 2.85 0.00 2.85 0.00 Grate 0.0 0.00 0.97 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.01 0.14 0.30 1.60 4.00 Off
30 CB 29 1.26 0.00 1.26 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.03 0.83 0.16 1.55 2.00 Off
31 CB 30 3.23 0.00 3.23 0.00 Comb 6.0 3.00 1.14 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.16 6.17 0.29 6.17 2.00 Off
32 DI 31 0.93 0.00 0.93 0.00 Grate 0.0 0.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.13 4.26 0.13 4.26 0.00 Off
33 DI 32 0.80 0.00 0.80 0.00 Grate 0.0 0.00 0.00 3.00 2.00 0.065 2.00 0.040 0.020 0.013 0.12 4.00 0.16 1.56 2.00 32
34 DI 33 1.58 0.00 1.58 0.00 Grate 0.0 0.00 0.00 3.00 2.00 0.065 2.00 0.040 0.020 0.013 0.14 5.00 0.21 2.02 2.00 33
35 CB 35 3.45 0.00 3.45 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag
.A 2.00 0.040 0.020 0.000 0.01 0.17 0.30 1.61 4.00 Off
36 CB 36 0.90 0.03 0.92 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.040 0.020 0.013 0.13 4.50 0.18 1.72 2.00 Off
37 CB 37 2.01 0.00 1.99 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.040 0.020 0.013 0.16 6.00 0.24 3.52 2.00 36
38 CB 38 1.09 0.00 1.09 0.00 Comb 6.0 3.00 1.60 3.00 2.00 Sag 2.00 0.040 0.020 0.000 0.01 0.33 0.14 1.35 2.00 Off
39 2.73 0.00 2.73 0.00 Comb 6.0 4.00 3.00 4.00 2.00 Sag 2.00 0.100 0.030 0.000 0.05 0.47 0.24 1.22 4.00 Off
40 16.30* 0.00 16.30 0.00 Grate 6.0 4.00 3.00 4.00 2.00 Sag
-•~ 2.00 0.100 0.030 0.013 1.00 28.53 1.02 28.53 2.00 39
Project File: 0161hydro 10 year.stm I-D-F File: RALEIGH-DURHAIII_-FHA.IDF Number of lines: 40 Run Date: 11-18-2004
NOTES: Inlet N-Values = 0.016 ;Intensity = 74.06 / (Inlet time + 13.3 ) ^ 0.88; Return period = 2 Yrs. * Indicates Known Q added

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Hydraflow Storm Sewers 2003

•
10 YEAR
STORM SEWER
TABULATION
AND HGL CHARTS
r~
•

Storm~wer Tabulation
age 1
Station Len Drng Area Rnoff
ff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
coe (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (In) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 138.0 0.28 7.48 0.90 0.25 2.92 5.0 6.3 6.9 43.15 69.07 7.73 36 1.07 i 303.48 302.00 305.57 304.35 311.23 302.00 FES 1A TO CB 1
2 1 36.0 0.88 5.43 0.70 0.62 1.63 5.0 6.2 6.9 34.39 81.68 6.09 36 1.50 304.94 304.40 306.88 307.14 310.54 311.23 CB 1 TO DI 2
3 2 137.0 0.21 4.55 0.70 0.15 1.02 5.0 6.0 6.9 30.21 63.00 10.79 24 7.76 316.37 305.74 318.24 307.27 320.97 310.54 DI 2 TO DI 3
4 3 69.0 0.46 4.34 0.70 0.32 0.87 5.0 5.8 7.0 29.22 47.40 9.51 24 4.39 320.10 317.07 321.95 319.00 325.70 320.97 DI 3 TO DI 4
5 4 188.0 0.78 3.88 0.70 0.55 0.55 5.0 5.5 7.1 27.03 27.16 9.11 24 1.44 323.61 320.90 325.42 322.67 330.60 325.70 DI 4 TO CB 5
6 5 137.0 3.10 3.10 0.00 0.00 0.00 5.0 5.0 0.0 23.16 42.77 5.89 30 1.09 325.20 323.71 326.81 326.06 325.00 330.60 CB 5 TO HW 6
7 1 137.0 0.27 1.77 0.50 0.14 1.04 5.0 5.4 7.1 7.35 7.88 6.90 15 1.49 308.64 306.60 309.72 307.56 314.47 311.23 CB 1 TO CB 7
8 7 89.0 0.62 1.50 O.6D 0.37 0.90 5.0 5.1 7.2 6.46 14.33 6.27 15 4.92 313.98 309.60 315.00 310.55 319.64 314.47 CB 7 TO CB 8
9 8 25.0 0.88 0.88 0.6D 0.53 0.53 5.0 5.0 7.2 3.81 6.46 4.12 15 1.00 314.93 314.68 315.71 315.71 320.00 319.64 CB 8 TO CB 9
10 End 85.0 0.21 5.83 0.8D 0.17 3.77 5.0 6.6 6.8 25.61 27.86 8.60 24 1.52 300.29 299.00 302.07 300.82 307.59 299.00 FES 10A TO CB
11 10 44.0 0.97 4.84 0.70 0.68 3.03 5.0 6.4 6.8 20.74 22.62 7.62 24 1.00 302.64 302.20 304.25 303.82 307.89 307.59 CB 10 TO DI 11
12 11 71.0 1.08 3.87 0.6D 0.65 2.35 5.0 6.1 6.9 16.25 24.45 6.02 24 1.17 303.63 302.80 305.06 304.71 311.42 307.89 DI 11 TO DI 12
13 12 249.0 0.99 2.79 O.6D 0.59 1.71 5.0 5.5 7.1 12.06 14.66 8.28 18 1.95 310.67 305.82 311.99 306.86 320.57 311.42 DI 12 TO DI 13
14 13 162.0 0.65 1.80 0.65 0.42 1.11 5.0 5.1 7.2 7.99 8.65 7.46 15 1.80 315.33 312.42 316.45 313.37 320.14 320.57 DI 13 TO CB 14
15 14 26.0 1.15 1.15 0.60 0.69 0.69 5.0 5.0 7.2 4.98 8.59 5.05 15 1.77 316.29 315.83 317.18 316.82 320.14 320.14 CB 14 TO CB 15
b
16 10 90.0 0.50 0.78 0.75 0.38 0.57 5.0 5.4 7.1 4.05 22.62 83~ 24 1.00 302.75 301.85 303.82 303.82 306.20 307.59 CB 16 TO CB 10
17 16 30.0 0.28 0.28 0.70 0.20 0.20 5.0 5.0 7.2 1.41 6.46 2.48 15 1.00 303.45 303.15 303.93 303.95 306.20 306.20 CB 16 TO CB 17
18 End 128.0 0.40 6.70 0.75 0.30 1.32 5.0 12.6 5.6 41.74 66.69 8.07 36 1.00 300.64 299.36 302.70 301.42 311.13 299.36 FES 18A TO CB
19 18 46.0 0.10 6.30 0.80 0.08 1.02 5.0 12.5 5.6 40.09 67.41 6.19 36 1.02 301.41 300.94 303.80 303.81 311.52 311.13 CB 18 TO CB 19
20 19 127.0 0.26 6.20 0.80 0.21 0.94 5.0 12.1 5.6 39.70 68.76 6.83 36 1.06 303.36 302.01 305.37 304.83 309.57 311.52 CB 19 TO CB 20
21 20 64.0 0.24 5.92 0.8D 0.19 0.72 5.0 10.4 5.9 38.68 95.42 6,68 36 2.05 305.26 303.95 307.24 306.82 311.32 309.57 CB 20 TO CB 21
Project File: 0161 hydro 10 year.stm Number of lines: 40 Run Date: 11-18-2004
NOTES: Intensity = 105.70 / (Inlet time + 16.80) ^ 0.87 Return period = 10 Yrs.
a.~.a„~-,~~
<, '° Hydraflow Storm Sewers 2003

Storm~wer Tabulation
S age 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
ff I fl f
ll
coe (
) ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
22 21 155.0 0.09 0.09 0.90 0.08 0.08 5.0 5.0 7.2 0.58 12.02 2.20 15 3.46 313.28 307.91 313.59 308.28 318.88 311.32 CB 21 TO CB 22

23
20
25.0
0.02
0.02
0.50
0.01
0.01
5.0
5.0
7.2
0.07
6.59
0.07 fi r--~..
15
1 0 ?
305.96
305.70
306.82
306.82
309.57
309.57
CB 20 TO CB 23
24 21 24.6 0.99 5.59 0.45 0.45 0.45 5.0 5.4 7.1 37.58 108.5 6.91 36 2.65 306.50 305.85 308.45 308.28 311.32 311.32 CB 21 TO CB 24
25 24 109.5 4.60 4.60 0.00 0.00 0.00 5.0 5.0 0.0 34.41 333.7 6.65 36 25.03 334.00 306.60 335.87 308.92 334.00 311.32 CB 24 TO HW 4
26 End 130.0 0.08 1.98 0.80 0.06 1.30 5.0 6.1 6.9 9.02 10.50 6.21 18 1.00 295.56 294.26 296.71 295.41 303.22 294.26 FES 25A to CB 2
27 26 37.0 0.34 1.90 0.65 0.22 1.24 5.0 6.0 6.9 8.62 10.50 5.75 18 1.00 296.23 295.86 297.35 297.13 300.70 303.22 CB 25 TO CB 26
28 27 39.0 0.34 1.56 0.90 0.31 1.02 5.0 5.8 7.0 7.13 10.63 4.84 18 1.03 296.63 296.23 297.65 297.64 300.70 300.70 CB 26 TO CB 27
29 28 143.0 0.99 0.99 0.50 0.50 0.50 5.0 5.0 7.2 3.57 6.52 3.81 15 1.
02 298.49 297.03 299.25 298.18 300.20 300.70 CB 27 TO DI 28
--
30 28 32.0 0.23 0.23 0.95 0.22 0.22 5.0 5.0 7.2 1.58 6.46 1.79 ,
~.~. 15 <1`00~ 297.45 297.13 298.17 298.18 300.20 300.70 CB 27 TO CB 29
31 End 85.0 1.02 1.02 0.55 0.56 0.56 5.0 5.0 7.2 4.05 9.71 4.83 15 2.26 288.17 286.25 288.98 287.06 290.42 288.50 FES 30A TO CB
32 End 39.0 0.27 1.19 0.60 0.16 0.58 5.0 6.4 6.8 3.93 6.94 4.50 15 1.15 288.95 288.50 289.74 289.39 291.50 288.50 FES 31 A TO DI
33 32 43.0 0.31 0.92 0.45 0.14 0.41 5.0 6.1 6.9 2.86 6.89 3.02 15 1.14 289.44 288.95 290.19 290.19 292.44 291.50 DI 31 TO DI 32
34 33 109.0 0.61 0.61 0.45 0.27 0.27 5.0 5.0 7.2 1.98 9.56 2.72 15 2.19 291.73 289.34 292.29 290.43 296.28 292.44 DI 32 TO DI 33
35 End 73.0 1.09 1.85 0.55 0.60 1.11 5.0 6.3 6.9 7.58 10.99 5.73 18 1.10 289.30 288.50 290.35 289.55 292.00 288.50 FES 35A TO CB
36 35 202.0 0.26 0.76 0.60 0.16 0.51 5.0 5.2 7.2 3.63 9.58 4.36 15 2.20 294.31 289.86 295.07 290.71 298.70 292.00 CB 35 TO CB 36
37 36 22.0 0.50 0.50 0.70 0.35 0.35 5.0 5.0 7.2 2.53 9.13 3.26 15 2.00 295.05 294.61 295.69 295.57 298.70 298.70 CB 36 TO CB 37
38 End 26.5 0.20 0.70 0.95 0.19 0.67 5.0 5.1 7.2 4.77 8.88 5.21 15 1.89 293.75 293.25 294.62 294.12 297.40 293.35 FES 38A TO CB
39 38 24.2 0.50 0.50 0.95 0.48 0.48 5.0 5.0 7.2 3.43 7.19 3.91 15 1.24 294.15 293.85 294.89 294.83 297.40 297.40 CB 38 to CB 39
40 End 100.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 16.30 41.01 6.03 30 1.00 295.00 294.00 296.35 295.35 300.50 294.00 FES40A TO DI 4
Project File: 0161 hydro 10 year.stm Number of lines: 40 Run Date: 11-18-2004
NOTES: Intensity = 105.70 / (Inlet time + 16.80) ^ 0.87; urn period = 10 Yrs.
Y' ' - - / Hydraflow Storm Sewers 2003

Storr~5ewer Profile ~ Proj. file: 0161 hydro 10 ~stm
Elev. (ft)
319.00
315.00
311.00
307.00
303.00
299 00
FES 1A TO CB 1
im: 311.23 O -
p Inv: 303:48 (ft)
---- n-Inv: 302.00 (ft)
en: 13~00_(ft
m
~ i
I
~=
_----
__ ~ __~ -
~~'
_ ~ -
_~
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10 ~.stm
Elev. (ft)
319
00
.
315
00
.

311
00
.

307
00
.

303
00
.

299
00
.
0 25 50 75 100 125 150 175
Reach (ft)
Ln: 1
36 in) n:
36 (in)
~/ __,___
i'
i ~

~~
~~ }}
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10 ~stm
Elev. (ft)
331.00
j~
..,~
325.00
4 (in) I 1.3
J
319.00 --
i _-
__-
`- ,~
313.00 ~~`"l~~
~--- ,~
_-- .~.-
307.00
~Q'{ __~ ~
I
301.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Reach (ft)
L~3~
l,~ I
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10 ~stm
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10 ~stm
Elev. (ft)

334.00
D13 ODI4
Rim: 25.70 (ft)
Up In :320.10 ( )

330.00
__
Len:
9.00 (ft)
24 (in

326.00
` t
~----
322.00

318.

314.00
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~.stm
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10 ~stm
Elev. (ft)

342.00

337.00

332.00

327.00

322.00

317.00
0 25 50 75 100 125 150 175 200
Reach (ft)
DI
Ri TQ_CB__5
:330.60 (ft)
Dn
Le
24 Inv: 320.90
:188.00 (ft)
in) ~ ft)
--

_-
_
___
_-_-

>~ O
~P1
_____---
O

-E

_____.._.______

-

Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10 ~.stm
Elev. (ft)
336.00
I
I
333.00
I
330.00 _ -
in)
327.00
~.
__ _-__
324.00
Y ~1~'1
321.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~.stm
Elev. (ft)
316
00
.
312
00
.
Ln: 10
24 (in)
~

308
00
~ _.
.
~__
,.
304
00 = i
. -
,~'" --
300
00
. ~-

296
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Storr~5ewer Profile ~ Proj. file: 0161 hydro 10 ~.strr,
Elev. (ft)
315
00
.
312
00 I
.

309
00 Ln: 11
24 (in)
.
306
00
.
00
303
.
300
00 _~O_'1~1Z - _~L1~--
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Storr~5ewer Profile ~ Proj. file: 0161 hydro 10~.stm
Elev. (ft)
320
00
.
316
00 _:
.

312
00 Ln:
24 (i 2
)
.

308
00

-~
_~ --- _._
~
. -
304
00
.

300
00 ~~ . ~-~>
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~.stm
Elev. (ft)
331.00
325.00
319.00
313.00
307.00
301 00
n: 13
8 (in)
f--
''- _.~
-~,~~
__
_-
~---
0 25 50 75 100 125 150 175 200 225 250
Reach (ft)
Hydraflow Storm Sewers 2003

Stor~Sewer Profile ! Proj. file: 0161hydro 101-.stm
Elev. (ftj
329
00
.

325
00
.

321
00
.
317
00 ~-U~'
SEE 13(
. ,
313
00
.

309
00
.
0 25 50 75 100 125 150 175
Reach (ft)
L.1~1!® 1
_: Df 1.3_TfJ__ B 14
Rim: 320.1- (ft)
nv: _ _ .
Dn Inv: 31 42 (ft}
ten: 162.0 , (ft)
15 (in)

--------

Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~r.stm
~B 1~
~~~. ~~
--~--~_____i-__-_-_-r-------t-------i-----__-~______--i--------~-------~_ __---
o~ o~ ~n~
~~ ~. a~
~~ ~. ~~
1 ~ ~irr~ 1. ~~
~o`~HG
~1 ~. ~~
LQ1~J- V yo
~~~~ ~~
Hydraflow Storm Sewers 2003

Stormewer Profile . Proj. file: 0161 hydro 10~~.stm
Elev [Ft)
324.00
Elev. (ftj
322.00
15 (inJ
320.00
318.00
316.00
314.00
0 10 20 30 40 50 60 70 80
Its YR N~?~.
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~.stm
Hydraflow Storm Sewers 2003

Stormewer Profile , Proj. file: 0161 hydro 10~.stm
Hydraflow Storm Sewers 2003

Stor~ewer Profile • Proj. file: 0161 hydro 10~-.stm
Elev [fk]
311.00
Elev. (ft)
309.00
Ln:17
15 (inJ
307.00
305.00
303.00
301.00
0 10 20 30 40 50 60
lo`fR WL'L
Reach (ft)
Hydraflow Storm Sewers 2003

Storr~5ewer Profile . Proj. file: 0161 hydro 10~.stm
Elev. (ft)
320.00
315.00
310.00
305.00
300.00
295.00
Ln: 8
i
~--_
~,'
_-
i
__ -I C~- __ ~Ly L
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Reach (ft)
Hydraflow Storm Sewers 2003

Storr~5ewer Profile ! Proj. file: 0161 hydro 10~.stm
Elev [Fk]
~~~ ~~
i u I rti rlc~,l...
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~.stm
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev. (ft)
319.00
315.00
311.00
307.00
303.00
299.00
i
Ln: 0 _.
36 (i )
i _.
1C3=Y~2 _~~.c.-
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile i Proj. file: 0161 hydro 10~.stm
Hydraflow Storm Sewers 2003

Stormsewer Profile • Proj. file: 0161 hydro 10~-.Stm
Hydraflow Storm Sewers 2003

Stor~ewer Profile i Proj. file: 0161 hydro 10~.stm
Elev. (ft)
329.00
324.00
Ln: 22
15 (in)
319.00
_--
314.00
309.00 _ -10 L
304.00
0 25 50 75 100 125 150 175
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev [fk]
314.00
Elev. (ft)
312.00
Ln: 23
15 (in)
310.00
308.00
306.00
304.00
0 10 20 30 40 50 60
fflY~ ~~L
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev [ft)
318.00
Elev. (ft) 315 00 Lr~: 24
36 (inJ
312.Oa
309.00
306.00
303.00
0 10 20 30 40 50 60
1 t~YR NL~ L
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev. (ft)
311
00
.

307
00 i
.
Ln: 6
18 ( n)

303
00 i
.

' _=
_- ,.

299
00 ~- ~
. ._-'
295
00
. _,
i YR hL
291
00
.
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~.stm
313.00
309.00
Elev. -00
Ln: 27
7 d in)
301-00
z9z.oa
293-na
0 10 20 30 40 50 60 70
tOYR ~L~~
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev (ft)
309.OD
30Fa.00
Elev. (ft)
303.00
18 (inJ
30D.00
297.00
294.00
0 10 20 30 40 50 fi0 70 f30
Co ~ R N~~-
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ! Proj. file: 0161 hydro 10~.stm
Elev. (ft)
305.00
303.00
301.00
299.00
297.00
295.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Reach (ft)
Ln: 24
15 (in
`lR
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161 hydro 10~.stm
Elev [fk]
305_ Qa
Elev.~ft~
a .ao
Ln: 30
15 (inj
301. QO
299. a0
zs7.aa
zs5_ao
a y o zo 3o as 5o so 7a
I O YR I~l~ L-
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile i Proj. file: 0161 hydro 10~.stm
Elev. (ft)
294
00
.
292
00 -- tn: 31
.
290
00 --- -~---- - --
.

288
00 ~---- __ -
_._.__-_
.
28s
oo to ~ NG
.
284
ao
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev [ft)
297.00
Elev~~~0
n: 32
293.00
291.00
289.00
287_ao
0 10 20 30 40 50 GO 70 80
to Yf~ N~7L
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elegy [Ft)
297.OD
Elev. (ft)
295.00
1,, ~ ~ ~ Ln: 33
15 (in)
293.00
291. 0
289.OD
287.00
D 10 20 30 40 50 60 70 80 90
I ~oY~ ILL?~-
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile , Proj. file: 0161 hydro 10~.stm
~~~. ~~
~~~.~~
~~~.~~
~~~. ~~
~~~ v~
Hydraflow Storm Sewers 2003
~~ ~ ~ ~L~~ ~~ -.~

Stormsewer Profile • Proj. file: 0161 hydro 10~-.stm
Elev. (ft)
302.00
299.00
Ln: 4
15 (i )
296.00 ~ --
__----
293.00
290.00
1 YR _N ~L
287.00
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev. (ft)

297.00

295.00
Ln: 35
18 in) ~

293.00

291.00
__
`

289.00
'~ /'
4 `~ L

287.00
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev. (ft)
307.00
__
303.00
Ln: 36
15 (in)
299.00
___ _--
295.00
291.00
~ YR ~~
2a7.oa -
0 25 50 75 100 125 150 175 200 225
Reach (ft)
Hydraflow Storrrt Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev [ft]
303.00
Elev. (ft)
301.00
Ln: 37
15 (inJ
299.00
297.00
295.00
293.00
0 10 20 30 40 50
~ O Y~ ~~L
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10~.stm
Elev (Ft]
301.00
Elev. (ft)
Ln: 38
299.00
297.00
295.00
293.00
291.00
0 10 20 30 40 50 60
~o~ ~7L
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile • Proj. file: 0161 hydro 10i,-.Stm
Elea [fkJ
3D2.D0
Elev. (ft)
~DD_oo
Ln: 39
15 (inJ
z9s.Da
296. DD
294_ DO
292_ DD
D 10 2D 30 4D 5D 60
~6y~ ~C7L
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ` Proj. file: 0161 hydro 10~.stm
Elev. (ft)
306
00
.
303
00 Ln: 40
30 in
.
300
00
.

97
00

'

~_
~--= "
~,_ _-
. ~,_ _,
4 ~" .
.00
29 _~ _ YQ.__F~G L
291.00
0
10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

25 YEAR
STORM SEWER
TABULATION
AND HGL CHARTS
~~
~~

Stormewer Profile
• Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
349.00
338.00
327.00
316.00
305.00
294.00
0
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
Reach (ft)

Ln: 5
24 (in
4 Ln: 6

L : 3 - -~
2 (in)
i

Ln: 1
36 (in) 36.(in)
~/

/
~~ 4~

Hydraflow Storm Sewers 2003

Storm~wer Tabulation
• age 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd i Rim Elev Line ID
coeff (I) flow full

Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (G) (min) (min) (in/hr) (cfs) (cfs) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 138.0 0.28 7.48 0.99 0.28 3.28 5.0 6.3 7.8 48.63 69.07 8.42 36 1.07 303.48 302.00 305.70 304.35 311.23 302.00 FES 1A TO CB 1
2 1 36.0 0.88 5.43 0.80 0.70 1.86 5.0 6.2 7.8 37.70 81.68 5.64 36 1.50 304.94 304.40 307.46 307.45 310.54 311.23 CB 1 TO DI 2
3 2 137.0 0.21 4.55 0.80 0.17 1.16 5.0 6.0 7.9 32.29 63.00 10.39 24 7.76 316.37 305.74 318.27 307.73 320.97 310.54 DI 2 TO DI 3
4 3 69.0 0.46 4.34 0.80 0.37 0.99 5.0 5.8 7.9 31.01 47.40 10.00 24 4.39 320.10 317.07 321.98 319.12 325.70 320.97 DI 3 TO DI 4
5 4 188.0 0.78 3.88 0.80 0.62 0.62 5.0 5.5 8.0 28.17 27.16 9.27 24 1.44 323.61 320.90 325.45 322.78 330.60 325.70 DI 4 TO CB 5
6 5 137.0 3.10 3.10 0.00 0.00 0.00 5.0 5.0 0.0 23.16 42.77 5.85 30 1.09 325.20 323.71 326.81 326.12 325.00 330.60 CB 5 TO HW 6
7 1 137.0 0.27 1.77 0.55 0.15 1.14 5.0 5.3 8.1 9.19 7.88 7.49 15 1.49 308.64 306.60 310.63 307.85 314.47 311.23 CB 1 TO CB 7
8 7 89.0 0.62 1.50 0.66 0.41 0.99 5.0 5.1 8.2 8.07 14.33 6.77 15 4.92 313.98 309.60 315.10 311.72 319.64 314.47 CB 7 TO CB 8
9 8 25.0 0.88 0.88 0.66 0.58 0.58 5.0 5.0 8.2 4.76 6.46 3.88 15 1.00 314.93 314.68 316.17 316.04 320.00 319.64 CB 8 TO CB 9
10 End 85.0 0.21 5.83 0.88 0.18 4.16 5.0 6.3 7.8 32.31 27.86 10.39 24 1.52 300.29 299.00 302.58 300.90 307.59 299.00 FES 10A TO CB
11 10 44.0 0.97 4.84 0.77 0.75 3.34 5.0 6.1 7.8 26.12 22.62 8.32 24 1.00 302.64 302.20 305.63 305.05 307.89 307.59 CB 10 TO DI 11
12 11 71.0 1.08 3.87 0.66 0.71 2.59 5.0 5.9 7.9 20.44 24.45 6.51 24 1.17 303.63 302.80 306.75 306.17 311.42 307.89 DI 11 TO DI 12
13 12 249.0 0.99 2.79 0.66 0.65 1.88 5.0 5.4 8.0 15.13 14.66 8.56 18 1.95 310.67 305.82 312.91 307.74 320.57 311.42 DI 12 TO DI 13
14 13 162.0 0.65 1.80 0.72 0.47 1.23 5.0 5.1 8.2 10.01 8.65 8.16 15 1.80 315.33 312.42 318.52 314.62 320.14 320.57 DI 13 TO CB 14
15 14 26.0 1.15 1.15 0.66 0.76 0.76 5.0 5.0 8.2 6.22 8.59 5.07 15 1.77 316.29 315.83 319.27 319.03 320.14 320.14 CB 14 TO CB 15
16 10 90.0 0.50 0.78 0.83 0.42 0.63 5.0 5.3 8.1 5.09 22.62 1.62 24 1.00 302.75 301.85 305.09 305.05 306.20 307.59 CB 16 TO CB 10
17 16 30.0 0.28 0.28 0.77 0.22 0.22 5.0 5.0 8.2 1.77 6.46 1.44 15 1.00 303.45 303.15 305.18 305.15 306.20 306.20 CB 16 TO C8 17
18 End 128.0 0.40 6.70 0.83 0.33 1.46 5.0 11.1 6.6 43.96 66.69 8.26 36 1.00 300.64 299.36 302.75 301.47 311.13 299.36 FES 18A TO CB
19 18 46.0 0.10 6.30 0.88 0.09 1.12 5.0 10.9 6.6 41.81 67.41 6.20 36 1.02 301.41 300.94 303.98 303.92 311.52 311.13 CB 18 TO CB 19
20 19 127.0 0.26 6.20 0.88 0.23 1.04 5.0 10.6 6.7 41.31 68.76 6.95 36 1.06 303.36 302.01 305.41 304.96 309.57 311.52 CB 19 TO CB 20
21 20 64.0 0.24 5.92 0.88 0.21 0.80 5.0 9.3 6.9 39.93 95.42 6.79 36 2.05 305.26 303.95 307.27 306.91 311.32 309.57 CB 20 TO CB 21
Project File: 0161hydroflow 25 year November 18 2004.stm Number of lines: 40 Run Date: 11-18-2004
NOTES: Intensity = 69.83 / (Inlet time + 12.60) ^ 0.75; Return period = 25 Yrs.
Hydraflow Storm Sewers 2003

Storm~wer Tabulation
age 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd /Rim Elev Line ID
I fl f
ll
coeff )
( ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
22 21 155.0 0.09 0.09 0.99 0.09 0.09 5.0 5.0 8.2 D.73 12.02 2.30 15 3.46 313.28 307.91 313.62 308.35 318.88 311.32 CB 21 TO CB 22
23 20 25.0 0.02 0.02 0.56 0.01 0.01 5.0 5.0 8.2 0.09 6.59 0.08 15 1.04 305.96 305.70 306.91 306.91 309.57 309.57 CB 20 TO CB 23
24 21 24.6 0.99 5.59 0.50 0.50 0.50 5.0 5.4 8.1 38.40 108.5 6.95 36 2.65 306.50 305.85 308.48 308.35 311.32 311.32 CB 21 TO CB 24
25 24 109.5 4.60 4.60 0.00 0.00 0.00 5.0 5.0 0.0 34.41 333.7 6.62 36 25.03 334.00 306.60 335.87 308.95 334.00 311.32 CB 24 TO HW 4
26 End 130.0 0.08 1.98 0.88 0.07 1.43 5.0 5.9 7.9 11.26 10.50 6.71 18 1.00 295.56 294.26 297.01 295.55 303.22 294.26 FES 25A to CB 2
27 26 37.0 0.34 1.90 0.72 0.24 1.36 5.0 5.8 7.9 10.75 10.50 6.08 18 1.00 296.23 295.86 297.85 297.46 300.70 303.22 CB 25 TO CB 26
28 27 39.0 0.34 1.56 0.99 0.34 1.11 5.0 5.7 8.0 8.85 10.63 5.01 18 1.03 296.63 296.23 298.41 298.14 300.70 300.70 CB 26 TO CB 27
29 28 143.0 0.99 0.99 0.55 0.54 0.54 5.0 5.0 8.2 4.46 6.52 3.98 15 1.02 298.49 297.03 299.47 298.84 300.20 300.70 CB 27 TO DI 28
30 28 32.0 0.23 0.23 1.00 0.23 0.23 5.0 5.0 8.2 1.88 6.46 1.53 15 1.00 297.45 297.13 298.87 298.84 300.20 300.70 CB 27 TO CB 29
31 End 85.0 1.02 1.02 0.61 0.62 0.62 5.0 5.0 8.2 5.10 9.71 5.37 15 2.26 288.17 286.25 289.07 287.15 290.42 288.50 FES 30A TO CB
32 End 39.0 0.27 1.19 0.66 0.18 0.64 5.0 6.1 7.8 4.99 6.94 5.31 15 1.15 288.95 288.50 289.84 289.39 291.50 288.50 FES 31 A TO D1
33 32 43.0 0.31 0.92 0.50 0.16 0.46 5.0 5.9 7.9 3.63 6.89 3.13 15 1.14 289.44 288.95 290.49 290.39 292.44 291.50 DI 31 TO DI 32
34 33 109.0 D.61 0.61 0.50 0.31 0.31 5.0 5.0 8.2 2.50 9.56 3.02 15 2.19 291.73 289.34 292.36 290.68 296.28 292.44 DI 32 TO DI 33
35 End 73.0 1.09 1.85 0.61 0.66 1.22 5.0 6.1 7.8 9.58 10.99 6.42 18 1.10 289.30 288.50 290.48 289.68 292.00 288.50 FES 35A TO CB
36 35 202.0 0.26 0.76 0.66 0.17 0.56 5.0 5.1 8.1 4.53 9.58 4.57 15 2.20 294.31 289.86 295.16 290.93 298.70 292.00 CB 35 TO CB 36
37 36 22.0 0.50 0.50 0.77 0.39 0.39 5.0 5.0 8.2 3.15 9.13 3.52 15 2.00 295.05 294.61 295.76 295.77 298.70 298.70 CB 36 TO CB 37
38 End 26.5 0.20 0.70 1,00 0.20 0.70 5.0 5.1 8.1 5.70 8.88 5.66 15 1.89 293.75 293.25 294.71 294.21 297.40 293.35 FES 38A TO CB
39 38 24.2 0.50 0.50 1.00 0.50 0.50 5.0 5.0 8.2 4.09 7.19 4.21 15 1.24 294.15 293.85 294.96 294.96 297.40 297.40 CB 38 to CB 39
40 End 100.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 16.30 41.01 6.03 30 1.00 295.00 294.00 296.35 295.35 300.50 294.00 FES40A TO D14
Project File: 0161 hydroflow 25 year November 18 2004.stm Number of lines: 40 Run Date: 11-18-2004
NOTES: Intensity = 69.83 / (Inlet time + 12.60) ^ 0.75; Return period = 25 Yrs.
Hydraflow Storm Sewers 2003

Storr*iewer Profile
• Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
332.00
325.00
318.00
311.00
304.00
297.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile
• Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
338.0
329.00
320.00
311.00
302.00
293 00
_~~ __
fi~ ~ ~? v
r
Ln:1 Ln:14 Ln:1
_~
P--„"``
24 (in) ~--~
2 (in) in
i
_. __
0 50 100 150 200 250 300 350 400 450 500 550 600 650
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile ~ Proj. file: 0161hydroflow 25 year November 18 ~.stm
Elev. (ft)
316
00
.
312
00
.
Ln: 0
24 (i ) ~°,°~
Ln:-16
308
00 •
' ` 24 (in) Ln: 1
. ~

~ __--
_
___
----

304
00
. ~-

300
00
.
29
6.00
0 25 50 75 100 125 150 175 200 225
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile
i Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
333.00
325.00
,~•~~~ L :-22
J 1 (in)
~'
317.00 n:
36 (in) (~) Ln 20 36 (~n)
36 (in)
y.-
309.00 ----____-- --- _
~.
301.00 ~-
293.00
0 50 100 150 200 250 300 350 400 450 500 550
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile i Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)

364.00
00
350
.

33
0
6.0

322
00
.

30
00
8.
29
4.00
0 25 50 75 100 125 150 175 200
Reach (ft)

Ln:
36( 5
n)
__
~

%"
,%
~_.
Ln: 21
36 (in) Ln: 24
36 (in}

Hydraflow Storm Sewers 2003

Stormewer Profile
Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
311.00
307.00
303.00
299.00
295.00
291.00
0
25 50 75 100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
I
Ln: 26 _
18 in) ~

~ ~
n: 27 -_ -in: 8 _ _.

~ ,,
15 (in)
~ ~,

Hydraflow Storm Sewers 2003

Storrsewer Profile
Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
313
00
.
309
00
.
305
00 ~ ;
.

L
:27
,~
" s'
`
tn:
8
301
00 ----~ ,
~
. -
3
f
297
00
.
293
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile
S Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
309.00
306.00
_,~,~
~~ L
303.00

0
300
8 (in)

ti
Ln: 3
15 (in
----

~ ~~
.0
7
.00
29
294.00
0
10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Stormsewer Profile
Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)

294.00
Ln: 31
292
00
.
290
00 -- _ ---~--
. __ _--

288
00 -"
.
286
00
.
~'1 ~=f
284
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2003

Stormewer Profile
Proj. file: 0161hydroflow 25 year November 18 ~.stm
Elev. (ft)
306.00
302.00
Ln: 34
298.00
Ln:33 'J '
294.00
15 in) _ _ _ _ _ - _.
i _
290.00
/~
286.00
0 25 50 75 100 125 150 175 200
Reach (ft)
Hydraflow Storm Sewers 2003

Stor~ewer Profile
Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
310.00
305.00
300.00
295.00
290.00
285 00
n: 36
5 in
18 (in) --_ ~ ~_
~„ _._---
____
~~'
__ .
2~ N L~
0 25 50 75 100 125 150 175 200 225 250 275
Reach (ft)
Hydraflow Storm Sewers 2003

Storrsewer Profile
Proj. file: 0161 hydroflow 25 year November 18 ~.stm
Elev. (ft)
310.00
305.00
300.00
295.00
290.00
285 00
n: 36 Ln: 3
5 in 15 in
. _. .
18(i) -'
'/` , ,
'--~' ~ _
Z-~Y~~_
0 25 50 75 100 125 150 175 200 225 250 275 300
Reach (ft)
Hydraflow Storm Sewers 2003

•
CALCULATIONS
FOR "C"
•

Project: Panther Creek
Date: 11/18/04
• Calculations for Runoff Coefficients
Note: Lots that are located on the low side of tlae road will drain through open Swale channels
at the back of the lots to the ponds below. This is the reason for the difference in the
amount of impervious surfaces draining to the high side of the road boxes compared to
the low side of the road boxes.
Note: Type D Soils were used for the calculations. The following runoff coefficients are for
the 2 and 10 year storms. Multiply by a factor of 1. l to obtain the 25 year coefficients.
Runoff Coefficient = 0.95 x (Impervious Area SF /Drainage Area SF) +
0.35 x (Pervious Area SF /Drainage Area SF)
Example CB 1 = D. 9S x (11, 200 SF / 12,197 SF) + 0.35 x (997 / 12,197) = 0.90
Imperv. Area= 0.95 Pervious Area = 0.35
Inlet # Drainage Draina a Im ervious Im ervious Im ervious Pervious Pervious Pervious Runoff Runoff
Area Area SF Surface Surface Surface Surface Surface Surface Coefficient Coefficient
Acres Area SF Area % =0.95 * % Area SF Area % =0.35 * % Imp+ Perv. 25 YR
CB 1 0.28 12,197 11,200 92% 0.87 997 8% 0.03 0.90 0.99
DI2 0.88 38,333 22,500 S9% O.S6 1S 833 41% 0.14 0.70 0.77
DI3 0.46 20,038 11,750 S9% O.S6 8,288 41% 0.14 0.70 0.77
DI4 0.78 33,977 20,000 S9% 0.56 13,977 41% 0.14 0.70 0.77
CB7 0.27 11,761 3,000 26% 0.24 8,761 74% 0.26 O.SO O.SS
8 0.62 27,007 11,250 42% 0.40 1S,7S7 S8% 0.20 0.60 0.66
9 0.88 38,333 16,000 42% 0.40 22,333 S8% 0.20 0.60 0.66
CB 10 0.21 9,148 6,900 7S% 0.72 2,248 2S% 0.09 0.80 0.88
DI11 0.97 42,253 24,500 S8% O:SS 17,753 42% O.1S 0.70 0.77
DI12 1.08 47,045 19,500 41% 0.39 27,S4S S9% 0.20 0.60 0.66
DI13 0.99 43,124 18,000 42% 0.40 25,124 S8% 0.20 0.60 0.66
CB 14 0.65 28,314 14,000 49% 0.47 14,314 S 1 % 0.18 0.65 0.71
CB1S 1.15 50,094 21,000 42% 0.40 29,094 S8% 0.20 0.60 0.66
CB 16 0.28 12,197 8,100 66% 0.63 4,097 34% 0..12 0.75 0.82
CB 17 0.28 12,197 7,100 S 8% O.SS 5,097 42% 0.1 S 0.70 0.77
CB18 0.4 17,424 11,500 66% 0.63 5,924 34% 0.12 0.75 0.82
CB19 0.1 4,356 3,250 7S% 0.71 1106 2S% 0.09 0.80 0.88
CB20 0.26 11,326 8,500 7S% 0.71 2,826 2S% 0.09 0.80 0.88
CB21 0.24 10,454 7,900 76% 0.72 2,SS4 24% 0.09 0.80 0.88
CB22 0.09 3,920 3,600 92% 0.87 320 8% .0.03 0.90 0.99
CB23 0.02 871 22S 26% 0.25 646 74% 0.26 O.SO O.S6
CB24 0.99 43,124 7,500 17% 0.17 35,624 83% 0.29 0.45 O.SO
CB2S 0.08 3,485 2,600 7S% 0.71 88S 2S% 0.09 0.80 0.88
CB26 0.34 14,810 7,500 S1% 0.48 7,310 49% 0.17 0.65 0.72
CB27 0.34 14,810 13,500 91% 0.87 1,310 9% 0.03 0.90 0.99
CB28 0.99 43,124 11,000 26% 0.24 32,124 74% 0.26 O.SO O.SS
CB29 0.23 10,019 10,000 100% 0.95 19 0% 0.00 0.95 1
CB30 1.02 44,431 15,000 34% 0.32 29,431 66% 0.23 O.SS 0.61
DI31 0.27 11 761 4 900 42% .0.40 6,861 S8% 0.20. 0.60 0.66
DI32 0.31 13,504 2,350 17% 0.17 11,154 83% 0.29 0.45 O.SO
33 0.61 26,572 4,600 17% 0.16 21,972 83% 0.29 0.45 O.SO
3S 1.09 47,480 16 000 34% 0.32 31,480 66% 0.23 O.SS 0.61
B36 0.26 11,326 4,800 42% 0.40 6,526 S8% 0.20 0.60 0.66
CB37 O.S 21,780 12 7S0 S9% O.S6 9 030 41% O.1S 0.70 0.77
CB38 0.2 8,712 8,700 100% 0.95 12 0% 0.00 0.95 )
01339 O.S 21 780 21 750 100% 0.95 30 0% 0.00 0.95 ..1-0~

•
City/County of Durham
Erosion Control Calculations
Panther Creek Phase II & III
Burton Drive
Durham, NC
RLH Project No.: 0161b
Apri126, 2004
~.•`~t~
.,
•~~,'
L._.J
"= ~~+ f', f rye'" :''~-~
•, F,r •.....•• ~, .~
,,
.~
RY k1. •
~~i3 0~ ~~ S 2z
Prepared for: Panther Creek of Durham, LLC
2330 Operations Drive
Durham, NC 27705
[phone]
Prepared by: RL Horvath Associates, Inc.
Engineers • Planners
P. O. Box 51806
Durham, NC 27717
[phone]
•

•
1~' Pa»ther Creek Phase 2 ~ 3
tA.l
Data: 4!22/2804
FES # 1 A
C~fl= 8J.43 cfs
Pipe i)ata: l~ 36 "
n= Q.013 Q~ _ $+8.87 cfs
Slope= ~
Q1fl~Qmmc= 8.7x4
YIi~= Q.640Q - AAax. Tail
A/D2= Q.:,308 -From Table 111-2
A= 4.78 '('~
~/~a= 18.56 ft/sec
C
From Figure 4: Zone ~
Use Class I Rip Rap:
~s'~ x 2rw x zz°~
FES # ? OA
G2~a= 2 0.14 Cfs

Pipe Data: ©= 36
»= Q.09 3 4„~,~ = 68.87 cfs
slope= i %~
Q,~= 8.316
Y/I~ 0.34QQ -11Ai». Tail
A/D~= 0.235 -1=r©»'~ Table 111-2
A= 2.12 ft~
V9~= 9.97 ftfseC
From Figure 4: Zone L
Use Class I Rip Rap: 18' L x 21' W x 22 " D

FES # '€ 8d~,
Q1a= ?3.0~ cfs
Pipe Data: D= 3a"
l3.0 i 3 t3~ = SB.87 Cfs
slope= 1 iDh
Qac~= 0.d94
Y1D= ~.5t3Q0 -Min. Tail
A/D2= J.3~27 -From Table 111-2
A= 3.53 ft
~sn= 9.35 f#Jsec
•
From Figure d: Zone 2
Use Class l Rip Rap:
18' L x 29' V11 x 22 " D
i=ES # 25A
Q~p= ~j.~3 CfS
Pipe Data: D= i 8 "
n= f3.t~13 = 10.53 cfs
slope= ~ %
S1~,~1+Q,,~ 0.857
YID= ~.7~(}0 -Max. Tail
AID2= 4.5872 -From Table IH-2
A= '1.32 ft~
Y.~a= 6.$3 ft/seC
From F'~gnre d: Zo~ae ~
Use Class 1 Rip Rap: S' L x 8' W x 22 " D
•

r~
u
ft=s # ~ts~
Q~~= 4.21 cfis
Pape Data: [}= 15
n= ~. ~ 13 Q,,,~ = 8.48 cfs
slope= 1 %
'Qt~Q~- 0.6,ri0
YID= ~.5~i~3E~ -Max. Tait
A/D2= x.4724 -From Table tii-2
A= 11.74 ~
Via= .5.70 fl/sec
•
From F~ure 4; Zone ~
Ilse Class I Rip Rap:

Ff:.«7 f! J E P6
Q3~= 3.r~~ cs•S
Pipe Data; D= 15
n= ~. Q 13 Q,~ = 6.48 Cf'S
Slflt)e= 1
Qa~Q, 0.463
Y/D= x.450® -Min. Tail
A/D~= 0.342 -f=rom Table ffi-2
A= 0.54 '>~
V~~= 5.60 ft/5e+c
From t=ire 4: Zone
Use Class !Rip Rap; 5' L x 6' Y1i x 22 " D
•

• FES # 34f~
Q'~= X3.17 cfs
Pipe Data: ~ 1 ~
n= ~.Q13 Q = 30.53 cfs
slope= ~ %
Ct~.o/Q= 0.871
Y/~ 0.110 - ~Aax. Tai!
Af{32= X3.5964 -From Table 111-2
A= 3.34 ft
1/~~= 8.83 ftlsec
From Figure 4: Zone 3
Usc Class 1 'Rip Rap: 6' L x 4' W x 22 " D
FES # 3~~,
~~~= 30.4 Cfs
Pipe Dais: D= 3Ct "
n= 0.013 Q,,,~ = 43.12 cfs
slope= ~
Q,.~+'Q,~= 0.743
Y/t~ 0.6300 -Max. Tao!
AlD2= 0.5212 -From Table 111-2
A= 3.28 fie
Vaa= 9.35 filsec
From F~r~e 4: Zone 2
Use Class !Rip Rap; 15' ~ x 7 E' V11 x 22 " D
•

~ ,'
,eye ~; ~,y ~°~s"
{4
~ ^~ f F
Sediment Trap Calculations
•
Project: Panther Creek Phase 2 8~ 3
Sediment Trap` # 4
Surface Area (ac) = 4.90
Qepth of Basin (ff.) = 3.00
flofume Required (ff3 j = 8,894
Surtace Area Required= (Qio*0.01)acre
Qua = CiA

e = o-~
I~Q= 7.2 for the 10 year storm
A = 4.90 acres
Quo- = 17_fi4 cfs
Surface area Required~)= U.'t8 acre
7, 684 sf
Try: '; '-?_::-'-'
CHECK: Basin Volume (ft s) = 23, 438 > 8, 894 ft s
Basin is adequate
Surface Area (ft2~ = 7, 313 > 7, 684 sf
Basin is adequate
Project: Panther Creek Phase 2 ~ 3
Sediment Trap # 2
Surface Area (ac) = 4.80
Depth of Basin (ft) = 3._00
VfJ/ufli@Regtltred(f~3J= 8,~f2
Surtace Area Required= (Q,o*0.01)acre
Quo =CIA
•
C = 0.5
I~o= 7.2 for the 1F} year storm
A = 4.8Q acres
~ Qio = 17.28 cfs
Surface Area. Required(ft2)= 0..17 acre
7,527
..........:..................................................................
CHECK: Basin Volume (ft3) = 23,064 > 8,712 ft3
Basin is adequate
Surtace Area (ftZJ = 7,688 > 7,527 sf
Basin is ade ate

~ /,
t ~:
!j ;
~`
Project: Panther Creek Phase 2 8~ 3
Sediment Trap # 3
•
Surface Area (ac) = 3.50
Depth of Basin (ft) = 3.00
Volume Required (ft3j = 6,353
Surface area Required= (02,o*U.U1)acre
Q,o =CIA
C =0.50
i,o= 7.2 for the 10 year storm
A = 3.5t1 acres
Q, o = 12.60 cfs
Surface Area Required(ft2)= 0_t3 acre
~' 5,489
'CHECK: Basin Volume (ft3) = 76,538 >
Basin is adequate
Sun`ace Area (tt 2~ = 5,513 >
Basin. is adequate
6, 353 tt 3
5,489 sf
Project: Panther Creek Phase 2 ~ 3
Sediment Trap # 4
•
Surface Area (ac) = 4.60
Depth of Basin (ft) = 3.00
Volume Required (ft3) _ 8,345
Surface area Required= (Q,o"`Q.Q?)acre
Q,o =CIA
c = a5a
I,o= 7.2 for the 10-year sto+rfl-
A = 4.6U acres
Quo = 16.56 cfs
Surface Area Required(ft2)= 0.1.7 acre
7,244
Try:........'">~< .............: ~>>>>-~~.......
CHECK: Basin Volume (ff s) = 22, 326 > 8, 349 ft s
Basin is adequate
Surface Area (ft2~ = 7,442 > 7x214 sf
Basin is ade uate
•

Sediment Trap Calculations
•
Project: Panther Creek Phase 2 8 3
Sediment Trap # 1
Surface Area (ac) = 4.75
Depth of Basin (ft) = 3.00
Volume Required (ft3) = 8,621
Surface Area Required= (Q~o"0.01)acre
Quo =CIA
•
C = 0.5
I,o= 7.2 for the 10 year storm
A = 4.75 acres
Quo = 17.10 cfs
Surface Area Required(ft2)= 0.17 acre
7,449 sf
Try: '#'~' >>~'<'S1`<>~<»<~'>
CHECK: Basin Volume (ft3) = 23,438 > 8,621 ft3
Basin is adequate
Surface Area (ft2) = 7,813 > 7,449 sf
Basin is adequate
Project: Panther Creek Phase 2 ~ 3
Sediment Trap # 2
Surface Area (ac) = 4.80
Depth of Basin (ft} = 3.00
Volume Required (ft3) = 8,712
Surface Area Required= (Q~o"'0.01)acre
Quo =CIA
•
G = 0.5
I~o= 7.2 for the 10 year storm
A = 4.80 acres
Quo = 17.28 cfs
Surface Area Required(ft2)= 0.17 acre
7, 527 sf

ry ..:::.::.::.................:...:.....:.:..:...........::...:...:..:..:.::::.

CHECK: Basin Volume (ft3) = 23,064 > 8,712 ft3
Basin is adequate
Surtace Area (ft2) = 7,688 > 7,527 sf
Basin is ade uate

Project: Panther Creek Phase 2 ~ 3
Sediment Trap # 3
•
Surface Area (ac) = 3.50
Depth of Basin (ft} = 3.00
Volume Required (ft3) = 6,33
Surface Area Required= (Q,o*0.01)acre
Quo =CIA
C = 0.50
I~o= 7.2 for the 10 year storm
A = 3.50 acres
Quo = 12.60 cfs
Surface Area Required(ft2)= 0.13 acre
5,489 sf
Try:
•
I, CHECK: Basin Volume (ft 3) = 16, 538 > 8, 353 ft s
Basin is adequate
Surface Area (ft2) = 5,513 > 5,489 sf
Basin is adequate

•
City of Durham
84" CMP Pipe Crossing Calculations
Construction Documents Submittal
Panther Creek Subdivision
Burton Road
Durham, NC
RLH Project No.: 0161
March 19, 2003
'~~V~SE~ ~,~E 2 S,Z~o3
•
2003
Prepared for: Cimland, LLC
2330 Operations Drive
Durham, NC 27705
[phone]
Prepared by: RL Horvath Associates, Inc.
Engineers • Planners
P. O. Box 51806
Durham, NC 27717
[phone]

City of Durham Culvert Crossing Summary
• Construction Documents Submittal
Panther Creek Subdivision
RLH Project #0161
Burton Road - Durham, NC
June 25, 2003
The theoretical calculations are included herein detailing the headwater and tailwater for
the 10, 25 and 100 year storms. With these calculations, the tailwater controls. When the
100 year storm is routed through the existing pond (Pond #2), the 100 year storm
elevation is 295.98 which is less than the headwater elevation of 299.70. Therefore
headwater controls. The 100 year storm will not overtop the road or the pond.
•
r1
U

Panther Creek
Pipe Crossing
Durham, NC
• March 19, 2A03
RLH #016
For 14 Year Storm.
Area = 105 acres (see drainage map)
G = 0.4 (see Appendix 20.A-Runoff Coefficient)
Intensity= 5.8 inlhr (see Rainfall Intensity Duration Frequency Gurves)
Q,o = 244 cfs
For 25 Year Storm
Area = 105 acres (see drainage map)
C = 0.4 (see Append'a 20.A-Runoff Coefficient)
Intensity= 6.7 in/hr (see Rainfall intensity Duration Frequency Curves)
Qzs = 281 Cfs
For 100 Year Storm
Area = 105 acres (see drainage map)
C = 0.4 (see Appendix 20.A-Runoff Coefficient)
Intensity= 8.0 in/hr (see Rainfall Intensity Duration Frequency Curves)
400= 336 cfs
PIPE CAPACITY DATA
• Pipe Data:
Number of Pipes: 1
Pipe Diameter: 84 "CMP
Coefficient of Friction, n: 0.020 Paved Invert (see sheet titled Appends 17.F)
Slope: 0.007 fl/ft
Pipe Capacity Calculations:
Equation: Pipe Diameter =
C Q* sra
16 * S~
348.29 cfs
348 cfs
336 cfs
Capacity, Q (per pipe) _
Total Pipe Capacity, Q
Post Devebpment, Q~~
* Pipe OK
Use an 84" CMP asphalt coated with paved inverts.
•
0161 Pipe Crossing.xls

Panther Creek
P'rpe Crossing
Durham, NC
• March 19, 2003
RLH #0161
DETERMINE IF HEADWATER OR TAlLWATER CONTROLS
For 10 Year Storm:
HW = 298.0 elevation
TW = 298.7 elevation
Tailwater controls for 10 year storm
For 25 Year Storm:
HW = 298.8 elevation
TW = 299.6 elevation
Tailwater controls for 25 year storm
For 100 Year Storm:
HW = 299:7 elevation
TW = 300.4 elevation
.Tailwater controls for 100 year storm
DETERMINE HEADWATER
Using 1 84 " CMP asphalt coated with paved inverts and headwalls:
Using Chart 5; Headwater depth for CM Culverts with inlet control
'ipe Inv.= 292 etevation on upstream side.
For 10 Year Storm:. of drainage area is LESS than 320 acres
Q10= 244 cfs
HW/D= 0.85 must be 1 or less
H1N = 6.0 feet
HW = 298.0 elevation
For 25 Year Storm: fif drainage area is MORE than 320 acres
Q25= 281 cfs
HWID= 0.97
HW = 6.8 feet
HW = 298.8 elevation
For 100 Year Storm: check for road tonpina on ali culverts
Q100= 336 cfs
HW/D= 1.10
HW = 7.7 feet
HW = 299.7 elevation
:7
0161 Pipe Crossing.xls

Panther Creek
Pipe Crossing
Durham, NC
March 19, 2003
RLH #0161
DETERMINE T'AILWATER
HWoc= ho+H-LL
Where:
ho =tail water or (dc+D)/2, whichever is greater
(where do is critical depth & D is diameter in ft}
H =Head loss in pipe = [1.0 + Ke + (29n"2L)/R^1:33] ` V^2/2g (charts 8-12)
L L =length of pipe x slope of pipe (if unknown assume 0)
L L =pipe Length * slope
104 ft * 0.007 ft/ft
L L = 0.728 feet
Using 1 84 " CMP asphalt coated with paved inverts and headwalls:
'ipe Inv.= 292 elevation on upstream side.
For 10 Year Storm:
Q10= 244 cfs {from above}
~V1/oc10= ho + 1=t - L L
ho =tail water is unknown
ha =
H=
LL=
-IVI/oc10=
_levation=
so use (dc+D)/2=
dc= 4.1 ft (from chart 16)
D= 7 ft
5.55 ft
1.85 ft (from chart 11)
0.728 ft
6.672 ft
298.672 Tailwater height
- -
For 2;~ Ysar Storm:
Q25= 281 cfs {from above)
-iWoc25= ho + H - L L
ho =tail water is unknown
so use (dc+D)/2=
dc= 4.4 ft (from chart 16)
D= 7 ff:
ho = 5.7 ft
H = 2.5 ft (from chart 11}
L L = 0.728 ft
-iWoc25= 7.572 ft
aevation= 299.572 Tailwater height
•
0161 Pipe Crossing.xls

For 100 Year Storm:
Q100= 336 cfs (from above)
Woc100= ho+H-LL
ho =tail water is unknown
so use (dc+D)/2=
dc= 4.8 ft (from chart 16)
D= 7 ft
ho = 5.9 ft
H = 3.2 ft (from chart 11)
L L = 0.728 ft
Woc100= 8.372 ft
levation= 300.372 Tailwater height
•
•
Panther Creek
Pipe Crossing
Durham, NC
March 19, 2003
RLH #01fi1
0161 Pipe Crossing.xls

APPENDICES A41

•
APPENDIX 20.A
Rational Method Runoff C-Coefficients
categorized by surface
forested 0.059-0.2
asphalt 0.7-0.95
brick 0.7-0.85
concrete - 0.8-0.95
shingle roof 0.75-0.95
lawns, well-drained (sandy soil)
up to 2% slope 0.05-0.1
2% to 7% slope 0.10-0.15
over 7% slope 0.15-0.2
. lawns, poor drainage (clay soil)
up to 2% slope 0.13-0.17
2% to 7% slope 0.18-0.22
over 7% slope 0.25-0.35
driveways, walkways 0.75-0.85
categorized by use
farmland 0.05-0.3
pasture 0.05-0.3
unimproved 0.1-0.3
parks 0.1-0.25
cemeteries 0.1-0.25
railroad yards 0.2-0.35
playgrounds (except asphalt or concrete) 0.2-0.35
business districts
neighborhood 0.5-0.7
city (downtown) 0.7-0.95
residential ~-~ tAS~ l7 9 ~
single family 0.3-0.5
multiplexes, detached 0.4-0.6
multiplexes, attached 0.6-0.75
suburban 0.25-0.4
apartments, condominiums 0.5-0.7
industrial
light 0.5-0.8
heavy 0.6-0.9
P R O F E S S I O N A L P U B L I C A T I O N S . I N C.

•
RL Horvath Associates
Time of Concentration Worksheet
Project 0161 -Panther Creek
gy Kelly A. Elliott
Date 2/18/2003
Basin Tc Flow ath for Pi a Crossin
Channel Flow Post
Velocit 3 f s
Flow Len th 2500 ft
T 0.231 hours
Time of Concentration, T~ 0.231 hours
13.9 minutes

Tc Flowpath Calculations
•

~ S pEPARTMENT OF COMMERCE WEATHER BUF;EAU COOPERATIVE STUDIES SECTION
20.0
15.0
10.0
8.0
6.0
4.0
,r
2.0
~:
._
'~
0.8
0.6
w 0.4
J
<I
0.2
0.1
OS
06
•
~2
~.
RAINFALL INTENSITY-DURATION-FREQUENCY CURVES..~~~o-~~
~i t~ r-t~-I ~2. C~ ~,
RALEIGH, NORTH CAROLINA ~,~~ G2o~l-~l~
1903-1943, 1945-1951

NOTE -
FREQU.ENCY ANALYSIS 6Y METHOD OF
AFTER GUMBEL
EXTREME VALUES
,

j I ~ I ~$.~ W

i i I =5 I~
I
. j ~~`
O~ T~ I _
. S2 i
S A~~~O
~

s ~

i ~; ~rF
~S
l -

-NOTE-
THESE CURVE ARE BASED ON ANNUAL SERIES DATA.;
ANALYSIS OF PARTIAL SERIES DATA YIELDS HIGHER
ANO
TURN PERIODS UP TO 10 YEARS
VALUES FOR
IS GENERALL
A
THE 2
5 ,
E
FAVORED BY ENGINEERS. TO ADJUST
0 10-YEAR CURVES TO PARTIAL' SERIES
,
,
MULTIPLY INO
RESPECTIVELY.
LONGER RETU CATED INTENSITIES 8Y 1.13, 1.04, ANO 1.01,
NO ADJUSTMENT IS REQUIRED FOR
N PERIODS.

- -
--
i
I5, (.sue ~ wu;~-~ta~r~i a _ _

~~~ -2t-N ~ Dl(, l
25 I
~,ao~ 331oc.-~'S NW~,~o=~°~"r~ 1.10=`1,~~' SUPPL.
~'~ CHART 3
190 10,000
` 168 8,000 EXAMPLE (I
156 6,000 o•as loco.. (3.0 h.t) 6 ~2~
3,000 0.66 et.
laa a,ooo (3)
6.
-Iw' liw S.
132 3 000 0 (t..r)
~ 3. 6.
120 ~ ~ (I) 1.8 3.4 ,
~ 2,000 (21 2.1 8.3 5.
wa d r~) z.r es ~ a. - .
.~ •o In t.a 3. 4.
a
96 ~ I,000 3
--
~ 800 -3.
~-
84 ar 600
300 ~+ 2'
72 400 / 2 2.
w 0 ~ o
= Q ~ 3 1.3
2 tNi, r uo : ~ S
~ o y> ~ ~
~ w
F' w f 0 0 / ~ / ~
w 4e ~ ~ $ 0,9
80 • ~ 7 0
. 42 /~ N 30 I.0 I.0
~ p F-
a
~ ~ 40
~ a 1.0
` .. Iw- 36 30 HW ENTRANCE
w p SCALE TYPE `~
Q 33 20 a .9
O (I) H.ad.all ~ .8 .8
~ 30 (ZJ Mit.r.d to eontorm W
ij to slob. _ .8
0 2T IO (3) Praj.otlnq
o:
o e •7 .T
24 .7
w 6
3 To u.. wal. (2) or (3) proj.et
21 a Aoriiontalil to .ealr (I), tMn
•.~ .troight inclln.d Lin. through .6 .6
3 0 o.d 0 aaN., or revert. a• 6 -
18 Illoarat.d. • ~
2
13
.3
LO .3
'? ~ HEADWATER DEPTH FOR
C. M. PIPE CULVERTS
9UItEAU OF PUBLIC 170A03 ,1aK 19f1D WITH INLET CONTROL
5-25
~\-i
~\

,~
w,.
APPENDIX 17.F
Corrugated Metal Pipe
APPENDICES A-35
Corrugated metal pipe (CMP, also known as corrugated steel pipe) is frequently used for culverts. Pipe is made from
corrugated sheets of galvanized steel that are rolled and riveted together along a longitudinal seam. Aluminized
steel may also be used in certain ranges of soil pH. Standard round pipe diameters range from 8 to 96 in (200 to
2450 mm). Metric dimensions of standazd diameters are usually rounded to the neazest 25 or 50 mm (e.g., a 42 in
culvert would be specified as a 1050 mm culvert, not 1067 mm).
Larger and noncirculaz culverts ca.n be created out of curved steel plate. Standard section lengths are 10 to 20 ft (3
to 6 m). Though most corrugations are transverse (i.e., annular), helical corrugations are also used. Metal gages of
8, 10, 12, 14, and 16 are commonly used, depending on the depth of burial.
The most common corrugated steel pipe has transverse corrugations that aze 1/z in (13 mm) deep and 2z/a in (68 mm)
from crest to crest. These are referred to as " 21/z inch" or "68 x 13" corrugations. For lazger culverts, corrugations
with a 2 in (25 mm) depth and 3, 5., and 6 in (76, 125, or 152 mm) pitches are used. Plate-based products using 6 in
by 2 in (152 mm by 51 mm) corrugations are known as structural plate corrugated steel pipe (SPCSP) and multiplate
after the trade-named product "Multi-PlateTM."
The flow area for circular culverts iS based on the nominal culvert diameter, regardless of the gage of the plate metal
used to construct the pipe. Flow area is calculated to (at most) three significant digits. _
A Hazen-Williams coefficient, C, of 60 is typically used with all sizes of corrugated pipe. Values of C and Manning's
constant, n, for corrugated pipe are generally not affected by age. Design Charts for Open Channel Flow (U.S. Depart-
ment of Transportation, 1979) recommends a Manning constant of n = 0.024 for all cases. The U.5`'. Department of
the Interior recommends the following values. For standard (2'-/s in by 1/z in or 68 mm by 13 mm) corrugated pipe
with the diameters given: 12 in (457 mm), 0.027; 24 in (610 mm), 0.025; 36 to 48 in (914 to 1219 mm), 0.024; 60
to 84 in (1524 to 2134 mm), 0.023; 96 in (2438 mm), 0.022. For (6 in by 2 in or 152 mm by 51 mm) multiplate
construction with the diameters given: 5 to 6 ft (1.5 to 1.8 m), 0.034; 7 to 8 ft (2.1 to 2.4 m), 0.33; 9 to 11 ft (2.7
to 3.3 m), 0.32; 12 to 13 ft (3.6 to 3.9 m), 0.31; 14 to 15 (4.2 to 4.5 m), 0.030; 16 to 18 ft (4.8 to 5.4 m), 0.029; 19
to 20 ft (5.8 to 6.0 m), 0.028; 21. to 22 ft (6.3 to 6.6 m), 0.027.
If the inside of the corru ated pi e has been asphalted com let ooth 360° circumferentially, Manning's n ranges
from 0.009 to 0.011. For culverts with 40 o as halted inverts, n = 0.019. For other percentages of paved invert, the
resulting value is proportional to the percentage and the values normally corresponding to that diameter pipe. For
field-bolted corrugated metal pipe arches, n = 0.025.
It is also possible to calculate the Darcy friction loss if the corrugation depth, 0.5 in (13 mm) for standard corrugations
and 2.0 in (51 mm) for multiplate, is taken as the specific roughness.
W it ~ l,.l S-c (1= O• ° Z o
_ _
i
=;
PROFESSIONAL PUBLICATIONS , I N C .

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1 2.
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I
I.0' DI A. I
I
00 10 20 30 40 50 60 70 80 90 100
DISCHARGE-Q-CFS
6
F-
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w 4
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~ 0 100 200 00 400 500 600 700 800 900 1000 U
DISGHARGE-Q-CFS ~
U V
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12
•
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to
8
6
4~
0
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9' DIA.
I I I I I ~ I
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1000
BUREAU OF PUBLIC ROADS
JAN. 1964
2000 3000 4000
DISCHARGE- Q -CFS
CRITfCAL DEPTH
5_~o CIRCULAR PIPE
G1 ~ L-~1~; ~k..

~,A~ ~ r2 G~L~ K~
I~..LN #OI(,o ~
CHART I1
~- 2000
1 ~ I H 4
1 0 0 0 O z ~.,
$IOD~ $o ---•
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•
NATIONAL FLOOD INSURANCE PROGRAM
1636
•
•
FIRM
fL00D INSURANCE RATE MAP
DURHAM COUNTY,
NORTH CAROLINA
AND INCORPORATED .AREAS
PANEL 81 OF 280
(SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTAINS:
COM_ MUNfTY NUMBER PANEL SUFFIX
UNINCORPORATED AREAS 370085 OOg7 G
Nopce to User. The MAP NUMBER shown below should be used I
when Placing map orders; the COMMUNITY NUMBER shown
above should be used on Insurance epplicatlons for the subject
community. -
MAN NUMBER
3705300081 G
EFFECTIVE DATE
FEBRUARY 1,1996
Federal Emergency Management Agency
~F~
38.01' S2. S • 1---
78.50' 37.5"

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RL HORVATH ASSOCIATES, INC.
ENGINEERS * PLANNERS
P.O. Box 51806
DURHAM, NORTH CAROLINA 27717
[phone]
I // rr // r'.
~~
I,/,,
--i0 - _~ ~,~V ~h-~
"~ ^^77 ~`~~
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SHEET NO. OF_
CALCULATED BY ~~~ DATE
CHECKED BY DATE
SCALE
f1 .. <<~t

~;

METEOROLOGY, CLIMATOLOGY, AND HYDROLOGY 2,Q.5
intervals or over the entire storm duration. Average in-
tensity will be low for most storms, but it can be high
for some. These high-intensity storms can be expected
infrequently, say, every 20, 50, or 100 years. The aver-
age number of years between storms of a given intensity
is known as the frequency of occurrence or recurrence
interval.
In general, the design storm may be specified by its
recurrence interval (e.g., "100-year storm" ), its annual
probability of occurrence (e.g., "1% storm"), or a nick-
name (e.g., "century storm" ). A 1% storm is a storm
that would be exceeded in severity only once every hun-
dred years on the average.
The average intensity of a storm over a time period t can
be calculated from Eq. 20.13 (and similar correlations).
(When using the rational method described in Sec. 15,
t is the time of concentration.) In the United States,
it is understood that the units of intensity calculated
using Eq. 20.13 will be in in/hr.
_ K'Fa
I (t + b)~ 20. rs
K', F, a, b, and c are constants that depend on the
conditions, recurrence interval, and location of a storm.
For many reasons, these constants may be unavailable.
The Steel formula is a simplifi f Eq. 20.13.
I = tcK b 2o.1a
Values of the constants K and b in Eq. 20.14 are not
difficult to obtain once the intensity-duration-frequency
curve is established. Although a logarithmic transfor-
mation could be used to convert the data to straight-line
form, an easier method exists. This method starts by
taking the reciprocal of Eq. 20.14 and converting the
equation to a straight line.
1 _ t~+b
I K
_ t~ b
K+K
=C1t~+C„ 20.15
Once Cl and C2 have been found, K and 6 can be cal-
culated.
K = Cl 20.16
The total rainfall can be calculated from the duration.
P=It 2o.1s
Table 20.2 Steel Formula Coefficients (for intensities of in/hr)
frequency
in years
coefficients
1 2 region
3 4
5
6 7
2 K 206 140 106 70 70 68 32
b 30 21 17 13 16 14 11
4 K 247 190 131 97 81 75 48
b 29 25 19 16 13 12 12
10 K 300 230 170 111 111 122 60
b 36 29 23 16 17 23 13
25 K 327 260 230 170 130 155 67
b 33 32 30 27 17 26 10
50 K 315 350 250 187 187 160 65
b 28 38 27 24 25 21 8
100 K 367 375 290 220 240 210 77
b 33 36 31 28 29 26 10
(Multiply in/hr by 2.54 to obtain cm/h.)
Rainfall data can be compiled into intensity-duration-
frequency curves (IDF curves) similar to those in
Fig. 20.6.
10
8
c
Y 6
.y
c
a~
Y
C
4
c
.~
b = C1 20.17
Published values of K and b can be obtained from com-
pilations, but these values are suitable only for very
rough estimates. Table 20.2 is typical of some of this
general data.
2
u yr tequency
50 yr frequency _
20 yr frequency
10 yr frequency
~ 5 yr frequency
20 40 60 80 100 120
~ duration (min) ? ?
i~
Figure 20.6 Typical Intensity-Duration-Frequency Curves
PROFESSIONAL PUBLICATIONS, INC.
Figure 20.5 Steel Formula Rainfall Regions

• APPENDIX 20.A
Rational Method Runoff C-Coefficients
categorized by surface
APPENDICES A 4Z
forested 0.059-0.2
asphalt 0.7-0.95
brick 0.7-0.85
concrete ~ 0.8-0.95
shingle roof 0.75-0.95
lawns, well-drained (sandy soil)
up to 2% slope 0.05-0.1
2% to 7% slope 0.10-0.15
over 7% slope 0.15-0.2
lawns, poor drainage (clay soil)
up to 2% slope 0.13-0.17
2% to 7% slope 0.18-0.22
over 7% slope 0.25-0.35
driveways, walkways 0.75-0.85
categorized by-use .
farmland 0.05-0.3
pasture 0.05-0.3
unimproved 0.1-0.3
parks 0.1-0.25
cemeteries 0.1-0.25
railroad yards 0.2-0.35
playgrounds (except asphalt or concrete) 0.2-0.35
•
business districts
neighborhood 0.5-0.7
city (downtown)
residential 0.7-0.95
ItiSt
single family 0.3-0.5 '~
multiplexes, detached 0.4-0.6
multiplexes, attached 0.6-0.75
suburban 0.25-0.4
apartments, condominiums 0.5-0.7
industrial
light 0.5-0.8
heavy 0.6-0.9
P R O F E S S I O N A L P U B L I C A T I O N S , I N C

Quick TR-55 Version: 5.46 S/N:
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: -->
Hydrograph file: -->
06-25-2003 13:33:04
0161P100.WSD
0161P100.HYD
PANTHER CREEK SUBDIVISION
POND #2 PRE-DEVELOPMENT
100 - YEAR STORM
06/24/03
Page 1
loo-~~~Q`~ s~~t
rjZ ~L~ i -i r~ ~~( r~i7 K-
-~ l L 1/~ Q~ i ~~'
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip.
I Runoff Ia/p
Description (acres) (hrs)
----- (hrs)
-------- (in)
--- (in)- -input/used
--------
AREA TO POND 2 -----------------
125.80 81.0 ---
0.75 0.00 8.00 ~ 5.74 .06 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 125.80 acres or 0.1966 sq.mi
Peak discharge = 478 cfs
» » Computer Modifications of Input
-- Parameters « «<
-----
--------------- ------------------------
Input Values Rounde -------
d Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr)
-------- (Yes/No} Messages
---------

---
------------
AREA TO POND 2
------------------------
0.66 0.00 0.75
-
0.00
.1
No Computed Ia/p <
-----
* Travel time ------------------------
from subarea outfall to ---
composite
watershed outfall point.

Quick TR-55 Version: 5.46 S/N: Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 06-25-2003 13:33:27
Watershed file: --> 0161P101.WSD
Hydrograph file: --> 0161P101.HYD
PANTHER CREEK SUBDIVISION
POND #2 POST DEVELOPMENT
100 YEAR STORM
06/24/03
» » Input Parameters Used to Compute Hydrograph « «
Subarea AREA CN Tc * Tt Precip. ~ Runoff Ia/p
Description (acres)
- (hrs)
-------- (hrs)
-------- (in)
---------- (in)
-------- input/used
--------
-----------------
AREA TO POND #2 ----------------
125.80 82.0 0.75 0.00 8.00 ~ 5.86 .05 .10
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 125.80 acres or 0.1966 sq.mi
Peak discharge = 488 cfs
» » Computer Modifications of Input
------------------------------------------------
Input Values Rounded Values
Subarea Tc * Tt Tc * Tt
Description (hr) (hr) (hr) (hr)
------------------------------------------------
AREA TO POND #2 0.66 0.00 0.75 0.00
------------------------------------------------
* Travel time from subarea outfall to composite
Parameters « «<
------------------------------
Ia/p
Interpolated Ia/p
(Yes/No) Messages
------------------------------
No Computed Ia/p < .1
------------------------------
watershed outfall point.
•

POND-2 Version:
S/N:
5.21
PANTHER CREEK SUBDIVISION
POND #2
CALCULATED 06-25-2003 15:06:13
DISK FILE: 0161PON2.VOL
Planimeter scale: 1 inch = 1 ft.
*
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in.) (sq.ft) (sq.ft)
----------- (cubic-f t) (cubic-ft)
----------
292.50
294.00 -------------
89,325.00
103,744.00 ---------
89,325
103,744 -------
0
289,334 0
144,667 0
144,667
296.00 116,895.00 116,895 330,762 220,508 365,175
* Incremental volume computed by the Conic Method for Reservoir Volumes.
•
•

POND-2 Version: 5.21 S/N:
EXECUTED: 06-25-2003 15:06:39
i ********************************************
* *
* PANTHER CREEK SUBDIVISION
* POND #2 *
* 100 YEAR STORM FOR TAILWATER ELEVATION
* 06/25/03
*
*
********************************************

Inflow Hydrograph: 0161P101.HYD
Rating Table file: 0161PON2.PND
----INITIAL CONDITIONS----
Elevation = 292.50 ft
Outflow = 0.00 cfs
Storage = 0 cu-ft
GIVEN POND DATA
ELEVATIONI OUTFLOW ~ STORAGE
(ft) ~ {cfs) ~ (cu-ft)
292.50 0.0 0
292.75 0.0 22,622
293.00 0.0 45,829
293.25 0.0 69,630
293,50 0.0 94,032
293.75 0.0 119,041
294.00 0.0 144,667
294.25 20.8 170,803
294.50 58.8 197,340
294.75 107.9 224,283
295.00 166.0 251,633
295.25 231.8 279,395
295.50 304.3 307,570
295.75 383.1 336,163
296.00
----------- 467.6
--------- 365,175
----------
Page 1
INTERMEDIATE ROUTING
COMPUTATIONS
25/t 2S/t + 0
(cfs) (cfs)
------------
------------
0.0 -
0.0
125.7 125.7
254.6 254.6
386.8 386.8
522.4 522.4
661.3 661.3
803.7 803.7
948.9 969.7
1096.3 1155.1
1246.0 1353.9
1398.0 1564.0
1552.2 1784.0
1708.7 2013.0
1867.6 2250.7
2028.8
------------- 2496.4
-------------
Time increment (t) = 0.100 hrs.

POND-2 Version: 5.21 S/N: Page 2
~CUTED: 06-25-2003 15:06:39
Pond File: 0161PON2.PND
Inflow Hydrograph: 0161P101.HYD
Outflow Hydrograph: OUT .HYD
INFLOW HYDROGRAPH ROUTING
----- COMPUTATIONS
----------
----------
TIME --------
INFLOW -----------
Il+I2 ---------
2S/t - 0 2S/t + O OUTFLOW EL EVATION
(hrs) (cfs) (cfs) (cfs)
----- -- (cfs)
--------- (cfs)
------- (ft)
-------- -
11.000 --------
15.00 --------- -
----- ------
0.0 0.0 0.00 292.50
11.100 17.00 32.0 32.0 32.0 0.00 292.56
11.200 19.00 36.0 68.0 68.0 0.00 292.64
11.300 21.00 40.0 108.0 108.0 0.00 292.71
11.400 23.00 44.0 152.0 152.0 0.00 292.80
11.500 26.00 49.0 201.0 201.0 0.00 292.90
11.600 28.00 54.0 255.0 255.0 0.00 293.00
11.700 32.00 60.0 315.0 315.0 0.00 293.11
11.800 37.00 69.0 384.0 384.0 0.00 293.24
11.900 41.00 78.0 462.0 462.0 0.00 293.39
12.000 53.00 94.0 556.0 556.0 0.00 293.56
12.100 78.00 131.0 687.0 687.0 0.00 293.80
12.200 132.00 210.0 873.6 897.0 11.69 294.14
12.300 223.00 355.0 1074.7 1228.6 76.95 294.59
12.400 339.00 562.0 1261.2 1636.7 187.76 295.08
.500 438.00 777.0 1412.9 2038.2 312.&5 295.53
2.600 488.00 926.0 1512.0 2338.9 413.45 295.84
12.700 472.00 960.0 1553.6 2472.0 459.23 295.98
12.800 425.00 897.0 1546.9 2450.6 451.85 295.95
12.900 357.00 782.0 1508.9 2328.9 409.99 295.83
13.000 290.00 647.0 1452.5 2155.9 351.67 295.65
13.100 244.00 534.0 1394.7 1986.5 295.92 295.47
13.200 198.00 442.0 1339.7 1836.7 248.49 295.31
13.300 170.00 368.0 1289.7 1707.7 208.99 295.16
13.400 142.00 312.0 1247.1 1601.7 177.30 295.04
13.500 125.00 267.0 1209.7 1514.1 152.22 294.94
13.600 107.00 232.0 1177.3 1441.7 132.18 294.85
13.700 96.00 203.0 1149.9 1380.3 115.21 294.78
13.800 85.00 181.0 1126.5 1330.9 102.22 294.72
13.900 77.00 162.0 1105.0 1288.5 91.74 294.67
14.000 70.00 147.0 1086.6 1252.0 82.73 294.62
14.100 65.00 135.0 1071.1 1221.6 75.21 294.58
14.200 61.00 126.0 1058.8 1197.1 69.18 294.55
14.300 56.00 117.0 1048.0 1175.8 63.90 294.53
14.400 53.00 109.0 1038.5 1157.0 59.26 294.50
14.500 50.00 103.0 1029.5 1141.5 56.00 294.48
14.600 47.00 97.0 1020.6 1126.5 52.93 294.46
14.700 45.00 92.0 1012.4 1112.6 50.09 294.44
14.800 44.00 89.0 1005.8 1101.4 47.80 294.43
14.900 42.00 86.0 1000.2 1091.8 45.83 294.41
15.000 40.00 82.0 994.5 1082.2 43.85 294.40
5.100 39.00 79.0 989.4 1073.5 42.07 294.39
5.200 38.00 77.0 985.1 1066.4 40.61 294.38
15.300 38.00 76.0 982.1 1061.1 39.54 294.37
15.400
--------- 37.00
--------- 75.0
---------- 979.7
-------------- 1057.1
----------- 38.70
----------- 294.37

POND-2 Version: 5.21
ECUTED: 06-25-2003
nd File:
Inflow Hydrograph:
Outflow Hydrograph:
INFLOW HYDROGRAPH
S/N:
15:06:39
0161PON2.PND
0161P101.HYD
OUT .HYD
Page 3
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + O OUTFLOW ELEVATION
(hrs) (cfs) (cfs) {cfs)
----------
- (cfs)
----------- (cfs)
--------- {ft)
---------
--------
15.500 ---------
36.00 ---------
73.0 -
977.1 1052.7 37.80 294.36
15.600 35.00 71.0 974.3 1048.1 36.86 294.36
15.700 34.00 69.0 971.6 1043.3 35.89 294.35
15.800 33.00 67.0 968.7 1038.6 34.91 294.34
15.900 32.00 65.0 965.9 1033.7 33.92 294.34
16.000 31.00 63.0 963.0 1028.9 32.93 294.33
16.100 30.00 61.0 960.2 1024.0 31.93 294.32
16.200 30.00 60.0 957.9 1020.2 31.14 294.32
16.300 29.00 59.0 955.9 1016.9 30.47 294.31
16.400 29.00 58.0 954.2 1013.9 29.87 294.31
16.500 28.00 57.0 952.6 1011.2 29.31 294.31
16.600 27.00 55.0 950.5 1007.6 28.57 294.30
16.700 27.00 54.0 948.6 1004.5 27.92 294.30
16.800 26.00 53.0 946.9 1001.6 27.34 294.29
16.900 26.00 52.0 945.4 998.9 26.79 294.29
7.000 25.00 51.0 943.8 996.4 26.26 294.29
7.100 25.00 50.0 942.3 993.8 25.74 294.28
17.200 24.00 49.0 940.9 991.3 25.23 294.28
17.300 24.00 48.0 939.4 988.9 24.73 294.28
17.400 23.00 47.0 938.0 986.4 24.23 294.27
17.500 23.00 46.0 936.5 984.0 23.72 294.27
17.600 23.00 46.0 935.7 982.5 23.43 294.27
17.700 23.00 46.0 935.2 981.7 23.25 294.27
17.800 22.00 45.0 934.3 980.2 22.94 294.26
17.900 22.00 44.0 933.2 978.3 22.56 294.26
18.000 22.00 44.0 932.5 977.2 22.33 294.26
18.100 22.00 44.0 932.1 976.5 22.19 294.26
18.200 22.00 44.0 931.9 976.1 22.11 294.26
18.300 21.00 43.0 931.2 974.9 21.86 294.26
18.400 21.00 42.0 930.1 973.2 21.51 294.25
18.500 21.00 42.0 929.5 972.1 21.30 294.25
18.600 21.00 42.0 929.2 971.5 21.18 294.25
18.700 21.00 42.0 929.0 971.2 21.10 294.25
18.800 20.00 41.0 928.3 970.0 20.86 294.25
18.900 20.00 40.0 927.0 968.3 20.62 294.25
19.000 20.00 40.0 926.1 967.0 20.46 294.25
19.100 20.00 40.0 925.4 966.1 20.35 294.24
19.200 19.00 39.0 924.1 964.4 20.14 294.24
19.300 19.00 38.0 922.4 962.1 19.85 294.24
19.400 19.00 38.0 921.2 960.4 19.64 294.24
19.500 18.00 37.0 919.4 958.2 19.35 294.23
600 18.00 36.0 917.4 955.4 19.01 294.23
.700 18.00 36.0 915.9 953.4 18.76 294.23
19.800 18.00 36.0 914.8 951.9 18.57 294.22
19.900 17.00 35.0 913.2 949.8 18.30 294.22
20.000 17.00 34.0 911.2 947.2 17.98 294.22

POND-2 Version: 5.21
ECUTED: 06-25-2003
and File:
Inflow Hydrograph:
Outflow Hydrograph:
INFLOW HYDROGRAPH
------------------
S/N:
15:06:39
0161PON2.PND
0161P101.HYD
OUT .HYD
Page 4
ROUTING COMPUTATIONS
------------------------------------------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(hrs) (cfs) (cfs) (cfs)
------ (cfs)
----------- (cfs)
--------- (ft)
---------
--------
20.100 ---------
17.00 ---------
34.0 ------
909.7 945.2 17.73 294.21
20.200 17.00 34.0 908.7 943.7 17.55 294.21
20.300 17.00 34.0 907.8 942.7 17.41 294.21
20.400 16.00 33.0 906.5 940.8 17.18 294.21
20.500 16.00 32.0 904.7 938.5 16.89 294.20
20.600 16.00 32.0 903.4 936.7 16.66 294.20
20.700 16.00 32.0 902.4 935.4 16.50 294.20
20.800 16.00 32.0 901.6 934.4 16.37 294.20
20.900 16.00 32.0 901.1 933.6 16.28 294.20
21.000 16.00 32.0 900.6 933.1 16.21 294.19
21.100 15.00 31.0 899.6 931.6 16.03 294.19
21.200 15.00 30.0 898.0 929.6 15.77 294.19
21.300 15.00 30.0 896.9 928.0 15.58 294.19
21.400 15.00 30.0 896.0 926.9 15.43 294.19
21.500 15.00 30.0 895.4 926.0 15.33 294.18
600 15.00 30.0 894.9 925.4 15.24 294.18
1.700 14.00 29.0 893.8 923.9 15.06 294.18
21.800 14.00 28.0 892.2 921.8 14.79 294.18
21.900 14.00 28.0 891.0 920.2 14.59 294.18
22.000 14.00 28.0 890.1 919.0 14.45 294.17
22.100 14.00 28.0 889.4 918.1 14.33 294.17
22.200 13.00 27.0 888.2 916.4 14.12 294.17
22.300 13.00 26.0 886.5 914.2 13.84 294.17
22.400 13.00 26.0 885.2 912.5 13.63 294.16
22.500 12.00 25.0 883.5 910.2 13.35 294.16
22.600 12.00 24.0 881.5 907.5 13.01 294.16
22.700 12.00 24.0 880.0 905.5 12.76 294.15
22.800 11.00 23.0 878.1 903.0 12.44 294.15
22.900 11.00 22.0 876.0 900.1 12.08 294.15
23.000 10.00 21.0 873.6 897.0 11.68 294.14
23.100 10.00 20.0 871.1 893.6 11.26 294.14
23.200 10.00 20.0 869.2 891.1 10.95 294.13
23.300 9.00 19.0 867.0 888.2 10.58 294.13
23.400 9.00 18.0 864.6 885.0 10.19 294.12
23.500 9.00 18.0 862.9 882.6 9.89 294.12
23.600 8.00 17.0 860.8 879.9 9.54 294.11
23.700 8.00 16.0 85$.5 876.8 9.15 294.11
23.800 8:00 16.0 856.7 874.5 8.87 294.11
23.900 7.00 15.0 854.7 871.7 8.52 294.10
24.000 7.00 14.0 852.4 868.7 8.14 294.10
24.100 7.00 14.0 850.7 866.4 7.86 294.09
.200 6.00 13.0 848.7 863.7 7.52 294.09
4.300 6.00 12.0 846.4 860.7 7.14 294.09
24.400 6.00 12.0 844.7 858.4 6.85 294.08
24.500 5.00 11.0 842.7 855.7 6.51 294.08
24.600 5.00 10.0 840.4 852.7 6.13 294.07

POND-2 Version: 5.21
CUTED: 06-25-2003
and File:
Inflow Hydrograph:
Outflow Hydrograph:
INFLOW HYDROGRAPH
TIME INFLOW
(hrs)
- (cfs)
---------
-------
24.700 i
5.00'
24.800 4.00
24.900 4.00
25.000 4.00
25.100 3.00
25.200 3.00
25.300 2.00
25.400 2.00
25.500 2.00
25.600 1.00
25.700 1.00
25.800 1.00
25.900
--------- 0.00
--------
•
S/N:
15:06:39
0161PON2.PND
0161P101.HYD
OUT .HYD
ROUTING COMPUTATIONS
Page 5
Il+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(cfs) {cfs) (cfs)
------ (cfs)
--------- (ft)
---------
---------
10.0 ------------
838.7 -----
850.4 5.85 294.07
9.0 836.7 847.7 5.51 294.07
8.0 834.4 844.7 5.13 294.06
8.0 832.7 842.4 4.85 294.06
7.0 830.7 839.7 4.51 294.05
6.0 828.4 836.7 4.13 294.05
5.0 826.0 833.4 3.72 294.04
4.0 823.4 830.0 3.29 294.04
4.0 821.5 827.4 2.97 294.04
3.0 819.3 824.5 2.60 294.03
2.0 816.9 821.3 2.20 294.03
2.0 815.1 818.9 1.90 294.02
1.0
--------- 813.0
------------- 816.1
------------ 1.55
---------- 294.02
----------

POND-2 Version: 5.21 S/N:
~CUTED: 06-25-2003 15:06:39
Page 6
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: 0161PON2.PND
Inflow Hydrograph: 0161P101.HYD
Outflow Hydrograph: OUT .HYD
Starting Pond W.S. Elevation = 292.50 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 488.00 cfs /
Peak Outflow = 459.23 cfsLLl~gjC~S ~~ v
Peak Elevation = 295.98 ft
***** Summary of Approximate Peak Storage *****
Initial Storage 0 cu-ft
Peak Storage From Storm 362,299 cu-ft
---------------
Total Storage in Pond = 362,299 cu-ft
Warning: Inflow hydrograph truncated on left side.

•
POND-2 Version: 5.21 S/N:
Pond File:
Inflow Hydrograph:
Outflow Hydrograph
0161PON2.PND
0161P101.HYD
OUT .HYD
Peak Inflow =
Peak Outflow =
Peak Elevation =
488.00 cfs
459.23 cfs
295.98 ft
Page 7
EXECUTED: 06-25-2003
15:06:39
•

Flow (cfs)
0 50 100 150 200. 250 300 350 400 450 500 550

11.8 - x
x
11.9 - x
x
12.0 - x
x
12.1 - x *
X *
12.2 - x *
X *
12 .3 - x *
X *
12 .4 - x *
x
12.5 - X *
x
12.6 - X *
X *
12.7 - X *
*x
12.8 - * x
* X
12.9 - * x
* X
_ * X
* X
13.1 - * x
* x
13.2 - * x
* x
13.3 - * x
* x
13 .4 - * x
* X
13.5 - * X
* X
13.6 - * x
* X
13.7 - * x
TIME
(hrs)
* File: 0161P101.HYD Qmax = 488.0 cfs
x File: OUT .HYD Qmax = 459.2 cfs
•