20071995 Ver 1_More Info Received_20081021

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STV/RALPH WHITEHEAD ASSOCIATES, INC.
Consulting Engineers Charlotte Atlanta Jacksonville Richmond
Raleigh Kansas City Charleston Rock Hill
To: NCDENR Division of Water Quality
Raleigh Regional Office
3800 Barrett Drive
Raleigh, North Carolina 27609
WE ARE SENDING YOU:
LE=R OF U ° A H2HffUGOL
Date: 10/14/08 Job No. 3202
Attention: Ian McMillan
o'l - IggS
RE: Individual 404 Permit Application RAI
Hartley Drive Widening and Extension
High Point, Guilford County, NC
Attached Under separate cover
via the followin items:
Shop Drawings Prints Specifications
Copy of Letter Plans
Change Order Samples
Copies Date No. Description
1 10/14/08 1 Additional information as requested.
The se are transm
For Approval itte d as checked below:
Approved as submitted
For your use Approved as noted
As requested Returned for corrections
For Bids Due 1? For review & comment
Resubmit copies for approval
Submit copies for distribution
Return corrected prints
Prints returned after loan to us
Remarks
Attached, please find one copy of the additional information requested by the NCDWQ for the
Individual Permit application for the Hartley Drive Widening and Extension Project for the City of
High Point in Guilford County, NC. If you need any additional information or have questions,
please do not hesitate to contact Michael lagnocco at [phone].
Thank you
Co to Keith Pugh, P.E., City of High
Copy Point, NC Signed Michael lagnocco, PWS
If enclosures are not as indicated, kindly notify us at once
WIVIA1
OCT 21 2008
N:\PROJ\3202\HighPoint-Charlotte\Environmental\Permit\DWQ Transmittal Ind Permit RAI 2.doc Vin rR OUA11Ty
ELANDS AND SyoR wATER BRMW

STV/Ralph Whitehead Associates
i00o Wes' Morahead :Gir:=e , Suire 200
Charioite, fJorth Ca-oIiii a ?3 2()8
[phone] fa.x:[phone]
October 14, 2008
Via FEDERAL EXPRESS
North Carolina Division of Water Quality
Winston-Salem Regional Office
585 Waughtown Street
Winston-Salem, NC 27107
O C fi 2 Y 2008
S N S rOER?MV IM %*a
Attention: Ms. Sue Homewood
Subject: Response to Second Request for Additional Information
Hartley Drive Widening and Extension
City of High Point, Guilford County, NC
DWQ #07-1995
USACE Action I.D. #2006-20795
RWA Project No. 3202000
Dear Ms. Homewood,
This letter has been prepared to address the second request for additional information that
has been received from the North Carolina Division of Water Quality (NCDWQ)
regarding the above referenced project. A response to each of the requests that were
made is presented. A copy of the letter requesting the additional information that has
been received is attached to this response letter.
1. For the three proposed Dry Detention Basins please submit the BMP
Supplemental Forms and O&MForm. These forms can be found on the Divisions
website: http://h2o.enr.state.nc.us/su/bmp forms htm. Please ensure that all items
noted on Worksheet #2: Checklists are clearly identified on the engineering plans.
The BMP Supplemental Forms and O&M Form for the detention basins have
been completed and are attached in the revised Stormwater Management Design
Study and Erosion and Sediment Control - Julv 25, 2008. All of the items that
are noted on Worksheet #2 are clearly identified on the revised Detention Basin
Grading Detail engineering plan (sheet 2-D) that is also attached.
2. The EEP mitigation acceptance letter submitted with the application is no longer
valid. Please provide a new EEP mitigation letter. The EEP letter submitted with
the application was updated at your request on 1/9/08 and was valid until July 9,
an employee-owned company providing quality service since 1912
Ms. Sue Homewood
October 14, 2008
Page 2
2008. A request for an updated EEP acceptance letter was made on June 27,
2008. The EEP acceptance letter (valid until 7/9/08) and the request for an
updated EEP acceptance letter are attached.
3. Please provide construction details for the boulder (toe protection) installation
and the cross vane installation with the stream relocation/restoration area.
A construction detail illustration of stream bank stabilization (toe protection)
installation using the line of boulders and the cross vane installation using the
project areas rocks has been included in the updated Stream Relocation and
Wetland Mitigation Engineering Plan (sheet 17) that is attached.
4. Please provide a planting plan for the stream buffer on the north side of the
channel that includes the standard planting density as indicated in the Stream
Mitigation Guidelines document found on the USA CE website:
http://www.saw.usace.army.mil/WETLANDS/Mitigation/stream mitigation html. The
Division acknowledges that planting density will not be feasible in the riparian
buffer between the stream and the roadway, however some tree and shrub
vegetation will be required to be planted immediately adjacent to the stream
bank.
Conversations with Sue Homewood subsequent to receiving this request for
additional information indicated that the mitigation planting plan was acceptable
as is by the NCDWQ. No changes are required.
Please do not hesitate to contact either of the undersigned at 704-372-1885, if you have
any questions.
Sincerely,
STV/RALPH WHITEHEAD ASSOCIATES, INC.
Brandon Phillips, H.M.M.
Sr. Environmental Specialist
Michael A. lag o c , P.W.S.
Senior Scientist
cc: Keith Pugh, P.E., City of High Point
Ian McMillan, DWQ
STORMWATER MANAGEMENT DESIGN STUDY AND
EROSION AND SEDIMENT CONTROL
C11- 1IRS
HARTLEY DRIVE WIDENING AND EXTENSION
HIGH POINT, NORTH CAROLINA
July 25, 2008
Prepared By:
Edward Vance, P.E.
Md Kamrul Huda, E.I.
Heather Bryant, E.I.
0%%1111111//
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CA iQ
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.4 SE L =
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JA??`?\ oSgpOSgr?ou p8
STV/RALPH WHITEHEAD ASSOCIATES, INC.
CHARLOTTE, N.C
RWA No. 3202000
06-25-'08 13 ; 05 FROM-NCDENR-WSRO
336-771-4630 T-606 P003/004 F-439
Michael F. Easlcy, Governor
William G. Russ Jr., Secretary
North Carolina Department of fim ironmcnt and Natural Resources
Coleen 11. Sullins, Director
Division of Water Quality
June 16, 2008
DWQ# 07-1995
Guilford County
CERTIFIED MAIL: 7007 0220 0004 0732 7131.
RETURN RECEIPT REQUESTED
Mr. Keith Pugh
City of High Point
PO Box 230
High Point, NC 27261.
Re: Section 401 Water Quality Certification for the 1-lartley Drive Widening and Extension
Dear Mr. Pugh:
On November 28, 2007, the North Carolina Division of Water Quality (Division) received your application for
a 401 Individual Water Quality, to impact 0.349 acres of wetlands and 518 linear feet of an unnamed tributaries
to Rich Fork in Guilford and Davidson Counties in order to construct the Hartley Drive Widening and
Extension. 171e Division received additional information on May 6, 2008. After review of this additional
information the Division has determined that additional information is again required in order that we may
determine your project's compliance with 15A NCAC 2B.0500. The DWQ will require this information in
order to process your application to impact protected wetlands and/or streams on the subject property.
Therefore, we will place this project on hold as incomplete until we receive this additional information, and if
we do not receive the additional information requested below, we will have to move toward denial of your
application as required by 15A NCAC 2H .0506. Please provide the following infonnation so that we may
continue to review your project.
For the three proposed Dry Detention Basins please submit the BMP Supplement Forms and
O&M Form. These forms can be found on the Division's website:
am://h2o.enr.state.nc.us/su/bmp forms.htm. Please ensure that all items noted on Worksheet
#2: Checklist are clearly identified on the engineering plans.
2. The ECP mitigation acceptance letter submitted with the application is no longer valid. Please
provide a new EEP mitigation letter.
Please provide construction details for the boulder (toe protection) installation and the cross
vane installation within the stream relocation/restoration area.
One
Not thCarolina
Naluivily
North Carolina Division of Water Quality 595 hllaughtotvn Street Phone [phone] Customer Service
Winston-Salem Regional Office Winston-Salem, NC 27107 Pax [phone] 1-877-623-6749
Internet: .Or?
An Equal Opportunity/Affirmative Action Employer - 50% Recycledl10% Post Consumer Paper
06-25-'08 13:05 FROCK-NCDENR-?SRO 336-771-4630 T-606 P004/004 F-439
Mr. Keith Pugh
Hartley Dr. Extension
June 16, 2008
Page 2
4. Please provide a planting plan for the stream buffer on the north side of the channel that
includes the standard planting density as indicated in the Stream Mitigation Guidelines
document found on the USACE websitc:
http://www.saw,tisace.army.mil/WETLANDS/M itigation/stream mitigation html. The Division
acknowledges that planting density will not be feasible in the riparian buffer between the stream
and the roadway, however some tree and shrub vegetation will be required to be planted
immediately adjacent to the stream bank.
Please respond in writing within 30 calendar days of the date of this letter by sending a copy of this information
to Sue Homewood at the address on this letterhead, and a copy to Tan McMillan N. C. Division of Water
Quality, Wetlands/401 Certification Unit, 1650 Mail Service Center, Raleigh, NC 27699-1650. If you will not
be able to provide the requested information within that timeframe, please provide written confirmation that you
intend to provide the requested information, and include a specific timetable delineating when the requested
materials will be provided. If we do not hear from you in 30 calendar days, we will assume that you no Ionger
want to pursue this project and we will consider the project as returned.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or
protected buffers. Please be aware that any impacts requested within your application are not authorized (at
this time) by the DWQ. If you have any questions, please contact Sue Homewood, DWQ, Winston-Salem
Regional Office, at 336-771-4964 or sue.homewood&cmail.net.
Sincerely,
(&- e-"4-----
Steve W. Tedder
Regional Supervisor
DWQ Winston-Salem Regional Office
cc: Andy Williams, U. S. Array Corps of Engineers, Raleigh Regulatory Field Office
Michael lagmoceo, P.W.S., STV/Ralph Whitehead Associates, 100 West Morehead Street, Suite 200,
Charlotte, NC 28208 -
DWQ Winston-Salem Regional Office
.DWQ Wetlands/401 Unit
DWQ Central Files
co Stem
PROGRAM
July 9, 2008
Keith Pugh, P.E.
City of High Point
3301 Stafford Drive
High Point, NC 28208
Project: Hartley Drive Extension and Widening
County: Guilford
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NCEEP will be approved.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not received a copy of
the issued 404 Permit/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the
applicant's responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice
will be issued based on the required mitigation in that permit and payment must be made prior to conducting the authorized
work. The amount of the In Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and
policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the
following table.
Yadkin Stream (feet) Wetlands (acres) Buffer I Buffer II
03040101
(Sq. Ft.) (Sq. Ft.)
Cold Cool Warm Ri arian Non-Ri arian Coastal Marsh
Impacts 0 0 538 0 0.376 0 0 0
Credits 0 0 1,076 0 0.752 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies
require mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional
mitigation, the applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The
mitigation will be performed in accordance with the Memorandum of Understanding between the N. C. Department of
Environment and Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Valerie Mitchener at [phone].
Expiration of Acceptance: January 9, 2009
Sincerely,
Willia D. Gilmore, PE
Director
cc: Cyndi Karoly, NCDWQ Wetlands/401 Unit
Andy Williams, USACE-Raleigh
Sue Homewood, NCDWQ-Winston-Salem
Michael Lagnocco, agent
File
3 VIO U 0
R"toYr, ... EdtZWjKg... Pro
t7" Oar Stag
MUM
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 /www.nceep.net
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Dry Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired
or replaced immediately. These deficiencies can affect the integrity of structures, safety of the
public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet structure,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
0 does 9 does not incorporate a vegetative filter at the outlet.
This system (check one):
? does Q does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry extended detention
basin.
- Immediately after the dry extended detention basin is established, the vegetation will be
watered if needed until the plants become established (commonly six weeks).
- No portion of the dry extended detention pond will be fertilized after the first initial
fertilization that is required to establish the vegetation.
- The vegetation will be maintained in and around the basin.
- Once a year, the embankment will be inspected.
After the dry extended detention basin is established, it will be inspected once a quarter. Records
of operation and maintenance will be kept in a known set location and will be available upon
request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element: Potential problem; How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove trash and debris.
The perimeter of the dry Areas of bare soil and /or Regrade the soil if necessary to remove
extended detention basin erosive gullies have formed. the gully, and then plant a ground cover
and water, if needed, until it is
established. Provide lime and a one-time
fertilizer a lieation.
Form SWU40I- Dry Detention O&M- REV 3 Rev by City of High Point ^ /5:,k Page 1 of 4
2006..14.10 NCDVNk-DWQ Dry. Llcccnm 8"in O&M &pvm,, s Hartle-y PQW I [4 0
oar
21 2008
MnA S AND STORNq &RANCH
Permit Number
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: Haw I will remediate the problem:
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
a licable
Erosion is occurring in. the Regrade the swale if necessary to smooth
swale (if applicable). it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
The forebay Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible.
original design depth (see Remove the sediment and dispose of it in
diagram below). a location where it will not cause impacts
to streams or the BMP.
Erosion has occurred or riprap Provide additional erosion protection
is displaced. such as reinforced turf matting or riprap
if needed to prevent firture erosion
problems
Weeds are present. Remove the weeds, preferably by hand.
If pesticides are used, wipe them on the
plants rather than s ra in .
The main treatment area Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible. Remove
original design depth (see the sediment and dispose of it in a
diagram below). location where it will not cause impacts
to streams or the BMP. Re-vegetate
disturbed areas immediately with sod
(preferable) or seed protected with
securely staked erosion mat.
Water is standing more than 5 Check outlet structure for clogging. If it
days after a storm event. is a design issue, consult an appropriate
rofessiona
Weeds and noxious plants are Remove the plants by hand or by wiping
growing in the main treatment them with pesticide (do not spray).
area.
Form SWU401- Dry Detention O&M-REV 3 - Rev by City of High Point Page 2 of 4
?Mfi_lo-Io NC.mr NR_DWQ D" J)mc tim Uasia o&M. AWeem"%s lfaAky Pad i.
Permit Number:
(to be provided by D6f"Q)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs or trees have started to Remove shrubs or trees immediately.
ow on the embankment.
Grass cover is unhealthy or Restore the health of the grass cover --
eroding. consult a Eofessional if necessary.
Signs of seepage on the Consult a professional.
downstream face.
An annual inspection by an Make all needed repairs.
appropriate professional
indicates that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose of
the sediment off-site.
The outlet device is damaged. Repair or lace the outlet device.
The receiving water Erosion or other signs of damage Contact the NC Division of Water
has occurred at the outlet. Quality 401 Oversight Unit at 919-733-
1786
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into the accumulated sediments.
When the basin. depth reads 837.5 feet in the main pond, the sediment shall be removed.
When the basin depth. reads N/A feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
N/A IIT
Temporary Pool Elevation I 842.5
of Sediment Removal Elev. $3 7,5 Te
--------- ------------- ----
Bottom Elevation $36.0 25%/
6rary Pool
plume
Bottom
on N/A Sediment
Sedim
Storage
FOREBAY
MAIN POND
Storage
Form SWU401- Dry Detention O&M-REV 3 -- Rev by City of High Point Page 3 of 4
200&10.10 NCDSNR•DWQ Dry DeUMm )Wain G&M AgrCCn=ta Hatky Pont 1
Permit Number:_
(to be provided by DWQ)
Drainage Area Number:
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or
prior to any changes to the system or responsible party,
Project name: Hartley Drive Extension
BMP drainage area number; Dry Detention Basin #1
Print name: W. Chris Thompson, P.E.
Title: Director of Public Services
Address: P4 Box 230, High Point, NC 27261
Phone: [phone]
Signature:
Date: zo-/z/{08
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, L)f,d,, pJ' f R(? , a Notary Public for the State of
O , Count of L&dAJpJn , do hereby certify that
1nM4.1. ,, personally appeared before me this Itj`? day of
2and acknowledge the due execution of the forgoing dry detention
basin maintenance requirements. Witness my hand and official seal,
OFFICIAL SEAL
WoUn Pub ft • Nafi C*M W
RANDOLPH COUNTY
DOA T. MASON
SEAL
My commission expires: d
Form SWU401- Dry Detention O&M-REV 3 - Rev by City of High Point Page 4 of 4
ZOM-10-10 NCDEhB•llWQ rWy Daention Hasin O&M Agromwnu Hanky Pond 1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Dry Extended Detention Basin
Operation and Maintenance Agreement
l will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired
or replaced immediately. These deficiencies can affect the integrity of structures, safety of the
public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet structure,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does 0 does not incorporate a vegetative filter at the outlet.
This system (check one):
? does 19 does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry extended. detention
basin.
- Immediately after the dry extended detention basin is established, the vegetation will be
watered if needed until the plants become established (commonly six weeks).
- No portion of the dry extended detention pond will be fertilized after the first initial
fertilization that is required to establish the vegetation.
- The vegetation will be maintained in and around the basin.
- Once a year, the embankment will be inspected.
After the dry extended detention basin is established, it will be inspected once a quarter. Records
of operation and maintenance will be kept in a known set location and will be available upon
request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element: Potential problem; How I will remediate the problem:
The entire BMP Trash/debris is present. Remove trash and debris.
The perimeter of the dry Areas of bare soil and /or Regrade the soil if necessary to remove
extended detention basin erosive gullies have formed. the gully, and then plant a ground cover
and water, if needed, until it is
established. Provide lime and a one-time
fertilizer application.
Form SWU401- Dry Detention O&M-REV 3 - Rev by City of High Point Page l of 4
2008-10.10 ACDENR-DWQ Dry Dctcntion Basin O&M Agnenxnts Hmmicy Pond 2
Permit Number.
(to be provided by DWQ)
Drainage Area ?dumber:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable)
Erosion is occurring in the Regrade the swale if necessary to smooth
swale (if applicable). it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
The forebay Sediment has accumulated. and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible.
original design depth (see Remove the sediment and dispose of it in
diagram below). a location where it will not cause impacts
to streams or the BMP.
Erosion. has occurred or riprap Provide additional erosion protection
is displaced. such as reinforced turf matting or riprap
if needed. to prevent future erosion
problems
Weeds are present. Remove the weeds, preferably by hand.
If pesticides are used, wipe them on the
plants rather than spraying.
The main treatment area Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible. Remove
original design depth (see the sediment and dispose of it in a
diagram below). location where it will not cause impacts
to streams or the BMP. Re-vegetate
disturbed areas immediately with sod
(preferable) or seed protected with
securely staked erosion mat.
Water is standing more than 5 Check outlet structure for clogging, If it
days after a storm event. is a design issue, consult an appropriate
professional.
Weeds and noxious plants are Remove the plants by hand or by wiping
growing in the main treatment them with pesticide (do not spray),
area.
Form SWU441- Dry Detention O&M REV 3 - Rev by City of High Point Page 2 of 4
2008-ID-10 NCDENR-DWQ Dry Detention Sarin O&M Rgrremeam Hanley Pond 2
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs or trees have started to Remove shrubs or trees immediately.
ow on the embankment.
Grass cover is unhealthy or Restore the health of the grass cover -
eroding. consult a professional if necessary.
Signs of seepage on the Consult a professional.
downstream face.
An annual inspection by an Make all needed repairs.
appropriate professional
indicates that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose of
the sediment off-site.
The outlet device is damaged.. Repair or lace the outlet device.
The receiving water Erosion or other signs of damage Contact the NC Division of Water
has occurred at the outlet. Quality 401 Oversight Unit at 919-733-
1786
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into the accumulated sediments.
When the basin depth reads 838.5 feet in the main pond, the sediment shall be removed.
When the basin depth reads NIA feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal :lev. N/A fe onuy
_ olum
25%
Bottom Elevat on NfA Sediment
Storage
FOREBAY
Temporary Pool Elevation ' 840.2
of Te
Sediment Removal Elev. 838.5
----------------------- ----
Bottom Elevation 837.5 25%/
Form SATIA01- Dry Detention O&M--REV 3 - Rev by City of High Point
2008-10-10 N-CDUNR-UWQ Dry DOVAim Elwin O&M Agrtcmcnts Hanky Pngd 2
MAIN POND
Pool
Storage
Page 3 of 4
Permit Number. _
(to be provided by DWQ)
Drainage Area Number:
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or
prior to any changes to the system or responsible party.
Project name: Hartley Drive Extension
B.MP drainage area number: Dry Detention Basin #2
Print name: W. Chris Thompson. P.E.
Title: Director of Public Services
Address: PO Box 230, High Point, NC 27261.
Phone: (336L883-3215
Signature:
Date: /Q - /r{-eb
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have
been sold and a resident ofyhe subdivision has been named the president.
I, ?j( , L C I ) IA44CL .C , a Notary Public for the State of
County of !Y , do hereby certify that
Yxo lkr_%_ personally appeared before me this Q day of
and acknowledge the due execution of the forgoing dry detention
basin maintenance requirements. Witness my hand and official seal,
OFFICIAL SEAL
ewura F01b - aerm Egn"
RANDOLPH COUNTY
DOHA T. MASON
SEAL
My commission expires:
Form SWU401- Dry Detention O&M-REV 3 - Rev by City of Iiigh Point
2008-10-10 NCDM-DWQ Dry Dete tim Benin O&M Agree-M HmUey Yard 2
Page 4 of 4
Permit Number: _
(to he provided by DWQ)
Drainage Area Number:
Dry :Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired
or replaced immediately. These deficiencies can affect the integrity of structures, safety of the
public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet structure,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one)-
0 does Q does not incorporate a vegetative filter at the outlet.
This system (check one):
© does 0 does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry extended detention
basin.
- Immediately after the dry extended detention basin is established, the vegetation will be
watered if needed until the plants become established (commonly six weeks),
- No portion of the dry extended detention pond will be fertilized after the first initial
fertilization that is required to establish the vegetation.
- The vegetation will be maintained in and around the basin..
- Once a year, the embankment will be inspected.
After the dry extended detention basin is established, it will be inspected once a quarter. Records
of operation and maintenance will be kept in a known set location and will be available upon.
request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element.: Potential problem: How I will remediate the roblem:
The entire BMP Trash/debris is resent. Remove trash and debris.
The perimeter of the dry Areas of bare soil and /or Regrade the soil if necessary to remove
extended detention basin erosive gullies have formed, the gully, and then plant a ground cover
and water, if needed, until it is
established. Provide lime and a one-time
fertilizer application.
Form SWLJ401- Dry Detention O&M-REV 3 - Rev by City of High Point Page 1 of 4
NMI Q-10 NCDF_NR-DWQ lhy Eweminn D-in O&M Ap-m ut:. Ramey Pond 3
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: Row I will remediate the problem:
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
Swale applicable). sediment off-site,
The pipe is cracked or Replace the pipe.
otherwise damaged (if .
applicable)
Erosion is occurring in the Regrade the Swale if necessary to smooth
swale (if applicable). it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
The forebay Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible,
original design depth (see Remove the sediment and dispose of it in
diagram below). a location where it will not cause impacts
to streams or the BMP.
Erosion has occurred or riprap Provide additional erosion protection
is displaced. such as reinforced turf matting or riprap
if needed to prevent future erosion
problems
Weeds are present. Remove the weeds, preferably by hand.
If pesticides are used, wipe them on the
plants rather than spraying.
The main treatment area Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible. Remove
original design depth (see the sediment and dispose of it in a
diagram below). location where it will not cause impacts
to streams or the BMP. Re-vegetate
disturbed areas immediately with sod
(preferable) or seed protected with.
securely staked erosion mat.
Water is standing more than 5 Check outlet structure for clogging. If it
days after a storm event. is a design issue, consult an appropriate
professional.
Weeds and noxious plants are Remove the plants by hand or by wiping
growing in the main treatment them with pesticide (do not spray).
area.
Dorm SWU401- Dry Detention O&M--REV 3 - Rev by City of High Point Page 2 of 4
2008-10-10 NCDEAR-DUIQ Dry Detention Basin OMMAgreements Hartley Pond 3
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element; Potential problem: How I will remediate the problem:
The embankment Shrubs or trees have started to Remove shrubs or trees immediately.
ow on the embankment.
Grass cover is unhealthy or Restore the health of the grass cover -
eroding. consult a professional if necessary.
Signs of seepage on the Consult a professional,
downstream face.
An annual inspection by an Make all needed repairs.
appropriate professional
indicates that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose of
the sediment off-site.
The outlet device is damaged. Repair or lace the outlet device.
The receiving water Erosion or other signs of damage Contact the NC Division of Water
has occurred at the outlet. Quality 401 Oversight Unit at 919-733-
1786
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into the accumulated sediments.
When the basin depth reads 845.5 feet in the main pond, the sediment shall be removed,
When the basin depth reads N/A feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Temporary Pool Elevation I 846.7
Sediment Removal _1ev. j?j/A Te rary . ool Hil 'Te rary Pool
olm Sediment Removal Elev. olume
25°l0 845.0 25%. Sediment Storage
Bottom. Eleva on N/A Sediment Bottom Elevation
t-
Storage
FOREBAY MAIN POND
Form S WU401- Dry Detention O&M-REV 3 - Rev by City of High Point Page 3 of 4
20W10-10 NCDENR•DWQ Dry Dereraim Basin O&M ngreanxms Hutuy rout 3
Permit Number:
(to be provided by DWQ)
Drainage Area :Number:
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or
prior to any changes to the system or responsible party.
Project name: Hartley Drive Extension
BMP drainage area number: Dry Detention Basin #3
Print name: W. Chris Thompson, P.E.
Title: Director of Public Services
Address: PO Box 230, High Point, NC 27261.
Phone: [phone]
Signature: f4.-
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have
been sold and a resident 4 the subdivision has been named the president.
I, , a Notary Public for the State of
County of `Kt? , do hereby certifthat
u zos-z _personally appeared before me this ! .C ytday of
c , and acknowledge the due execution of the forgoing dry detention
basin maintenance requirements. Witness my hand and official seal,
OFFICIAL SEAL
NOW PWM - NoM ea.%.
RANDOLPH COUNTY
DONA T. MASON
SEAL
My commission expires: daw"
Form 5WU401- Dry Detention O&M REV 3 - Rev by City of High Point Page 4 of 4
:00&10.10 Nc 01WR-DWQ Dry Dowtim Basin O&M AgreemMs flu ft Pond 3

Permit No.
(to be provided by DWQ)
fiRtw2A
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
O??¢ WA7F,, G
>b? &I,
o V
f PROJECT INFORMATION
Project name Hartley Drive
Contact person Brandon Phillips, C.H.M.M.
Phone number
Date
Drainage area number
TI, DESIGN INFORMATION
Site Characteristics
Drainage area 426,668.00 ft'
Impervious area 329,314!00 ftz
% Impervious 0.77
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2:90 in
Rational C, pre-development N/A (unitless)
Rational C, post-development N/A' (unitless)
Rainfall intensity: l-yr, 24-hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 23.04 ft'/sec
Post-development 1-yr, 24-hr peak flow 24.72 ft'/sec
Pre/Post 1-yr, 24-hr peak control 1.68 ft'/sec
Storage Volume: Non-SR Waters
Design volume 15,158.00 ft3
Sediment storage volume provided N/A ` ft3 OK
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth in
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Basin Design Parameters
Drawdown time 0.52 days OK
SHWT elevation Unknown - fmsl
Basin bottom elevation 836.00 fmsl #VALUE!
Storage elevation 837.50 fmsl
Basin side slopes 40 :1 OK
Top elevation 844.50 fmsl OK
Freeboard provided 1.00 ft OK
Basin Bottom Dimensions
Basin length 20.00 ft
Basin width 10.00 ft
Length to width ratio 2.00 :1 OK
Additional Information
Total runoff volume captured by basin 21.15 ac-in Forebay is required
Forebay provided N (Y or N)
Is basin in a recorded drainage easement? Y (Y or N) OK
Does basin capture all runoff at ultimate build-out? Y (Y or N) OK
Is a sediment depth indicator included? N (Y or N) A sediment depth indicator must be included.
Does the basin include a drain? Y (Y or N) OK
Form SW401-Dry Extended Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 1 of 1
Dry ;Detention Basin #1; Outfall'A'

Permit
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
v?-Z 1. Plans (1" 50' or larger) of the entire site showing:
4 Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
:J
Basin dimensions,
-Fmtfefisr ,ter IJ
Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
Boundaries of drainage easement.
A 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
- Basin dimensions
- Pretreatment system,
- Maintenance access,
- Outlet structure,
- Overflow device,
- Flow distribution detail for basin inflow, and
- Vegetation specifications.
A-D 3. Section view of the dry detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
's Ui 6 . 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N ) -A 9. A copy of the deed restrictions (if required).
!? ,A 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.

Form SW401-Dry Extended Detention Basin-Rev.2
Part III. Required Items Checklist, Page 1 of 1
Permit No.
(to be provided by DWQ)
O??F W ATF9oG
6 STORMWATER MANAGEMENT PERMIT APPLICATION FORM
NCDENR
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
1. PROJECT INFORMATION
Project name Hartley Dnve
Contact person Brandon Phillips, C.H.M.M,
Phone number 704-372-1885
Date 9-Jul-08
Drainage area number Dry Detention' Basin #2; Outfall'E &:K
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 266,716:00 ft2
Impervious area 116,305.00 ftz
% Impervious 0.44
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.90 in
Rational C, pre-development N/A (unitless)
Rational C, post-development N/A (unitless)
Rainfall intensity: 1 -yr, 24-hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 6;84 ft3/sec
Post-development 1-yr, 24-hr peak flow 7.28 ft3/sec
Pre/Post 1-yr, 24-hr peak control 0.44 ft3/sec
Storage Volume: Non-SR Waters
Design volume 26,483.00 ft3
Sediment storage volume provided N/A ft3 OK
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth in
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Basin Design Parameters
Drawdown time 0.51 days OK
SHWT elevation Unknown fmsl
Basin bottom elevation 837.50 fmsl #VALUE!
Storage elevation 838.50 fmsl
Basin side slopes 4.0 :1 OK
Top elevation 843.00 fmsl OK
Freeboard provided 2.80 ft OK
Basin Bottom Dimensions
Basin length 60.00 ft
Basin width 20.00 ft
Length to width ratio 3.00 :1 OK
Additional Information
Total runoff volume captured by basin 5.79 ac-in Forebay is not required
Forebay provided N (Y or N)
Is basin in a recorded drainage easement? Y (Y or N) OK
Does basin capture all runoff at ultimate build-out? Y (Y or N) OK
Is a sediment depth indicator included? N (Y or N) A sediment depth indicator must be included.
Does the basin include a drain? Y (Y or N) OK
Form SW401-Dry Extended Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 1 of 1
Permit No
(to be provided by DWQ)
1111. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
STa.#Av.% ATe1L - Off-site drainage (if applicable),
DE51Ga - Delineated drainage basins (include Rational C coefficient per basin),
•S?J iD - Basin dimensions,
--Pretreetm+en4 spsteTh, W IA.
Maintenance access,
Proposed drainage easement and public right of way (ROW),
- Overflow device, and
Boundaries of drainage easement.
A 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Basin dimensions
- Pretreatment system,
- Maintenance access,
Outlet structure,
- Overflow device,
Flow distribution detail for basin inflow, and
Vegetation specifications.
3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
1>9.5 Ic"I Tv D 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
a ( A 9. A copy of the deed restrictions (if required).
1-? A 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Dry Extended Detention Basin-Rev.2 Part III. Required Items Checklist, Page 1 of 1
Permit No.
(to be provided by DWQ)
0 WAT eRQv
STORMWATER MANAGEMENT PERMIT APPLICATION FORM '-o
NC©ENR 401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
1. PROJECT INFORMATION
Project name Hated Drive
Contact person Brandon Phillips,'C.H.M.M.
Phone number 704-.372-.1885
Date 9Jul-08
Drainage area number Dry Detention Basin #3;,Outfall'I & X
ll. DESIGN INFORMATION
Site Characteristics
Drainage area 56,628.00 fe
Impervious area 24,830.00 ftz
% Impervious 0.44
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.90 in
Rational C, pre-development N/A (unitless)
Rational C, post-development N/A (unitless)
Rainfall intensity: 1 -yr, 24-hr storm N/A in/hr
Pre-development 1-yr, 24-hr peak flow 1.07 ft3/sec
Post-development 1-yr, 24-hr peak flow 1.66 ft3/sec
Pre/Post 1-yr, 24-hr peak control 0.59 ft'/sec
Storage Volume: Non-SR Waters
Design volume 35,206!00 ft3
Sediment storage volume provided N/A ft3 OK
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth in
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Basin Design Parameters
Drawdown time 0.51 days OK
SHWT elevation Unknown fmsl
Basin bottom elevation 845.00 fmsl #VALUE!
Storage elevation 845.50 fmsl
Basin side slopes 4.0 :1 OK
Top elevation 852.00 fmsl OK
Freeboard provided 5.30 ft OK
Basin Bottom Dimensions
Basin length 60.00 ft
Basin width 30.00 ft
Length to width ratio 2.00 :1 OK
Additional Information
Total runoff volume captured by basin 1.23 ac-in Forebay is not required
Forebay provided N (Y or N)
Is basin in a recorded drainage easement? Y (Y or N) OK
Does basin capture all runoff at ultimate build-out? Y (Y or N) OK
Is a sediment depth indicator included? N (Y or N) A sediment depth indicator must be included.
Does the basin include a drain? Y (Y or N) OK
Form SW401-Dry Extended Detention Basin-Rev.2 Parts I. & H. Design Summary, Page 1 of 1
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST ?
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Basin dimensions
Pretreatment system,
Maintenance access,
Outlet structure,
- Overflow device,
- Flow distribution detail for basin inflow, and
- Vegetation specifications.
3. Section view of the dry detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Dry Extended Detention Basin-Rev.2 Part III. Required Items Checklist, Page 1 of 1

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C
STORMWATER MANAGEMENT DESIGN STUDY AND
EROSION AND SEDIMENT CONTROL
HARTLEY DRIVE WIDENING AND EXTENSION
HIGH POINT, NORTH CAROLINA
July 25, 2008
•

Prepared By:
Edward Vance, P.E.
Md Kamrul Huda, E.I.
Heather Bryant, E.I.
o ?Esslp '
2. ??'yy 9
•a SEAL
• 0 93 8
??Y
??igR0111
d?D
o I TO
OC .`NP?P11???
STV/RALPH WHITEHEAD ASSOCIATES, INC.
CHARLOTTE, N.C
RWA No. 3202000
• PROPOSED ROADWAY IMPROVEMENTS OF HARTLEY DRIVE
TABLE OF CONTENTS
Introduction ........................................................................................................................ I
Existing Conditions ..................................................................................................1
Proposed Conditions ................................................................................................1
Disturbed Area ........................................................................................................1
General Soils Description ........................................................................................2
Hydrology ...........................................................................................................................2
Rational Method .......................................................................................................2
Runoff Coefficient ...................................................................................................2
Rainfall Intensity and Time of Concentration .........................................................3
Drainage Area ..........................................................................................................3
Stormwater Quality and Quantity ............................................................................3
Sediment and Erosion Control .........................................................................................4
•
Results .................................................................................................................................4
0
i
r?
LIST OF TABLES
Table 1: Soil Description ....................................................................................................2
Table 2: Runoff Coefficients for Rational Formula ............................................................3
LIST OF FIGURES
Figure 1: Location Map ........................
Figure 2: Soil Map ..........................................................
Figure 3: Guilford County FEMA Map ..........................
Figure 4: Drainage Map ..................................................
................................................5
................................................6
................................................7
................................................8
LIST OF APPENDICES
• Appendix A: Pre vs. Post Outfall Analysis .................
Appendix B: Culverts .................................................
Appendix C: Roadside Channels ................................
Appendix D: Inlet/Gutter Capacity .............................
Appendix E: Storm Drainage Systems ......................
Appendix F: Bridge Deck Drainage ..........................
Appendix G: Outlet Protection ..................................
Appendix H: Sediment and Erosion Control Details.
is
..............................................A-1 to A-32
..............................................B-1 to B-12
..............................................C-1 to C-3
. ..............................................D-1 to D-3
...............................................E-1 to E-5
...............................................F-1 to F-2
...............................................G-1 to G-13
............................................... H-1 to H-6
ii
• Introduction
STV/Ralph Whitehead Associates, Inc. (STV/RWA) entered into a contract with the City of
High Point to provide professional engineering services for the proposed roadway extension of
Hartley Drive. The project consists of extending the current Hartley Drive through undeveloped
land to connect from Main Street to Westover Drive. The purpose of this report is to document
and define the design procedures that were used to analyze the hydrology and hydraulics of the
proposed roadway improvements. Design calculations were performed in accordance with the
"City of High Point Storm Drainage System Design Manual" dated February 1, 1994 and the
"Guidelines for Drainage Studies and Hydraulic Design" by NCDOT dated 1999.
Existing Conditions
The project begins approximately 3 miles northwest of downtown High Point along North Main
Street. The existing portion of Hartley Drive currently ends with a cul-de-sac. The surrounding
land-use near the project beginning is Commercial, Institutional, and Multi-Family. The project
crosses an Unnamed Tributary of Rich Fork Creek which is a FEMA regulated floodplain as
shown on Figure No. 3, Flood Insurance Rate Map No. 3710689100J; Dated June 18, 2007.
Proposed Conditions
• The project consists of widening and extending Hartley Drive from North Main Street to
Westover Drive. The length of the project is approximately 5800'. Westover Drive will be
realigned to create a new "T" intersection with the new Hartley Drive, and Ingleside Drive will
create a new "4-Leg" intersection with Hartley Drive. The project will provide a more
convenient access route to North Main Street for the residential areas in West High Point and
Davidson County.
Disturbed Area
Approximately 4.0 acres of land will be disturbed. This area was calculated between the cut/fill
slope lines on the project not including the existing pavement that will remain.
•
N:\PROJ\3202\Desi gn\Hydro\Report\Narrative.doc
• General Soils Description
•

Location
Map
Soil Name
Description Permeability

(in/hr) Erodibility
Factor
(Approx. Sta. No) Symbol Value
Well drained; surface layer is 7" dark brown sandy
loam; subsoil is 11" mottled brownish yellow sandy
10+00 to 25+00 Wilkes sandy loam (upper part) & yellowish brown clay loam 2.0 - 6.0 surface 0.28
32+40 to 35+00 WkC loam 6 to (lower part); underlying is 52" yellowish brown clay 0.2 - 0.6 subsoil 0.32
37+50 to 53+50 10% slopes loam (upper part) & yellowish brown loamy coarse
sand (lower art.
Well drained; surface layer is 7" dark brown sandy
25+00 to 30+00 Wiles sandy loam; subsoil is 11" mottled brownish yellow sandy
35+00 to 37+50 loam, loam (upper part) & yellowish brown clay loam 2.0 - 6.0 surface 0.28
53+50 to 58+00 WkE 15 to 45% (lower part); underlying is 52" yellowish brown clay 0.2 - 0.6 subsoil 0.32
61+00 to 64+00 slopes loam (upper part) & yellowish brown loamy coarse
sand (lower art.
Poorly drained; surface layer is 12" brown sandy
loam(upper part) and pale brown silt loam (lower
Chewacla part); subsoil is 58" mottled brown sandy loam
30+00 to 32+40 Ch loam, (upper part), mottled light brownish gray loam and 0.6-2.0 0.28
frequently silt loam (middle part) and mottle light brownish gray
flooded and strong brown clay loam (lower part); underlying
is 90" mottled dark bluish a clay loam.
Poindexter Well drained; surface layer is 4" sandy loam and to
58+00 to 61+00 and Zion 13" of sandy clay loam; subsoil to 36" is gravelly 2.0 - 6.0 surface 0 28
64+00 to 70+51 PnD sandy loamy, sandy loam; underlying material to 80" is weathered 0.2 - 0.6 subsoil
8 to 15 /° bedrock.
slopes
Table 1: Soil Description (Source: USDA Soil Survey of Guilford/Davidson Counties, N.C.)
Hydrology
Rational Method
The Rational Method was used to determine the peak runoff for all drainage areas less than 200
acres.
Q=CIA
Where:Q = Peak discharge of drainage basin (c.f.s.)
C = Runoff Coefficient (Ratio of Runoff to Rainfall)
I = Average Rainfall Intensity for a Duration Equal to the Time of
Concentration (in./hr.)
A = Drainage Area Contributing to the Design Location (ac.)
Runoff Coefficient
The runoff coefficients are based on the characteristics of the drainage area and assuming that
the area is developed based on its zoning. The coefficient values were selected based on the City
is of High Point's Design Manual.
N:\PROJ\3202\Design\Hydro\Report\Narrative.doc
2
•
T e of Development Runoff Coefficient
Minimum Allowable Runoff Coefficient 0.40
Residential, one acre or larger 0.40
Residential, 1/3 acre up to 1 acre lots 0.55
Residential, less than 1/3 acre lots 0.65
Apartment, cluster, condominium, light industrial and
office development 0.80
Paved areas 0.95
Table 2: Runoff Coefficients for Rational Formula
Rainfall Intensity and Time of Concentration
There is a direct relationship between the time of concentration and the rainfall intensity. The
City of Greensboro's Intensity-Duration-Frequency Curves were used to determine the rainfall
intensity for the design storm based on the calculated time of concentration. A minimum time of
10 minutes was used for small drainage basins.
Drainage Area
The drainage areas for the closed systems were delineated using "Micro Station" utilizing the
field survey and the proposed roadway alignment.
• Stormwater Quality and Quantity

To provide some level of storm water runoff quantity and quality control, three dry detention
basins were designed at three drainage outfall locations: outfalls A, E&K, and I&J ( See Figure
No. 4). All dry detention basins were designed for 2-, 10-, 25-, and 100-year 24-hour storm
events using Urban Hydrology & Detention Pond Modeling Software "PondPACK v10.0"
developed by Bentley Systems, Inc. A minimum basin side slope of 4H:1V was used. For each
basin, a minimum of 1 foot freeboard was provided between the100-year water surface elevation
and the basin overflow invert.
The pre- vs. post- outfall analysis was performed using the SCS Graphical Peak Discharge
method for the 2-, 10-, 25- and 100-year, 24-hour storm events for each of the dry pond outfalls.
The Rational Method was used to calculate the peak runoff rates for the outfalls that did not
require a hydrograph for pond routing. The detailed calculations are provided in Appendix 'A' of
this report and correspond to the enclosed Drainage Area Map (Figure No. 4).
N:\PROJ\3202\Desi gn\Hydro\Report\Narrative. doc
3
• Sediment and Erosion Control
The following NCDOT standards sediment and erosion control practices are proposed for this
project: silt fence, inlet protection, and vegetative measures. The goal is to treat all sediment-
laden stormwater as close to the source as possible before it reaches the drainage system.
1. Riprap Outlet Protection (NCDOT STD 876.02) will be used at the ends of the storm
drain pipes to protect the receiving channel from scour by reducing the discharge velocity
and dissipating the energy.
2. Silt Fence (NCDOT STD 1605.01) will be placed along the perimeter of the disturbed
area where runoff is in sheet flow or concentrated flow less than 1.0 cfs. Silt Fence will
act as a sediment filter by retarding flow and promoting deposition.
3. Inlet Protection (NCDOT STD 1632.03) will be placed around drop inlets and catch
basins to help prevent sediment from entering the storm drain system.
4. Rock Silt Checks (NCDOT STD 1633.02) will be placed in roadside ditches and are
intended to reduce erosion in the channel by restricting the velocity.
5. Rock Sediment Dams (NCDOT STD 1634.01) will be placed at the outfall locations as
shown on the Erosion Control Plans and are used to remove sediment from construction
runoff where the total drainage area is less than 5 acres.
6. Construction Entrance (NCDOT STD 1607.01) will be placed near the beginning of the
project to minimize the spread of sediment to off site areas.
7. A level spreader will be placed at Outfall `A' below the detention basin in order to
• convert the concentrated pipe flow to sheet flow.
Sediment and erosion control devices should be inspected weekly and after each storm event.
Any damage to devices should be repaired immediately, and any silt accumulated should be
removed. All disturbed areas should be covered with temporary or permanent vegetation as soon
as practical. All devices should be properly maintained during all phases of construction and be
removed once the area has been stabilized.
Results
Specific design criteria and calculations for pre- and post-construction outfall analysis, culverts,
roadside channels, inlet/gutter capacity, storm drainage systems, bridge deck drainage, outlet
protection, and sediment and erosion control details appear in the following appendices.
Pre- and Post- Outfall Analysis .............................................................. Appendix A
Culverts .................................................................................................. Appendix B
Roadside Channels ................................................................................. Appendix C
Inlet/Gutter Capacity .............................................................................Appendix D
Storm Drainage Systems ........................................................................ Appendix E
.................Appendix
Bridge Deck Drainage ............................................................
Outlet Protection .................................................................................... Appendix G
Sediment and Erosion Control Details ...................................................Appendix H
•
N:\PROJ\3202\Desi gn\Hydro\Report\Narrative.doc
4

•
•
? \ L, 1
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Source: USGS North Carolina Quadrangle for High Point West Quadrangle
GUILFORD COUNTY
STV/RALPH WHITEHEAD ASSOCIATES, INC. NORTH CAROLINA
CONSULTING ENGINEERS
P.O. BOX 35624 Hartley Drive
Roadway Improvements
CHARLOTTE, NORTH CAROLINA 28235 Location Map
SCALE: t'=2000' FIG. NO. I PAGE NO.
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•
APPENDIX A
PRE VS POST OUTFALL ANALYSIS
•
D?gwpS ??A?2
Y?E?a
0

•
•
Pre vs. Post Outfall Analysis
Watershed `A'
Description
Watershed `A' currently flows from Main Street across the private commercial property to the
north of Hartley Drive and then to an Unnamed Tributary of Rich Fork Creek. The proposed
improvement to Hartley Drive includes curb & gutter and a closed drainage system. This
proposed drainage system will convey the storm water runoff to a new detention pond located on
the YMCA site near the existing cul-de-sac at the end of Hartley Drive. The new pond will then
discharge to the 100-year floodplain of the same Unnamed Tributary of Rich Fork Creek.
Watershed Characteristics Data
Watershed No. Area (acres) Time of Curve Number
Concentration (min) Pre-dev. Post-dev.
A 9.8 15 91 93
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
1-Year 24-Hour 23.04 24.72
2-Year 24-Hour 27.81 29.48
5-Year 24-Hour 38.58 40.16
10-Year 24-Hour 42.70 44.24
100-Year 24-Hour 64.78 66.10
Post-Development Routed Basin Peak Discharge Rates, Maximum Water Surface
Elevations, and Free Board
Storm Event Routed Discharge
Rate (cfs) Max. Water Surface
Elevation (ft) Free Board (ft)
1-Year 24-Hour 21.98 840.22 3.3
2-Year 24-Hour 25.22 840.84 2.7
5-Year 24-Hour 37.53 841.64 1.9
10-Year 24-Hour 41.77 841.81 1.4
100-Year 24-Hour 64.26 842.55 1.0
Outfall A_Summary
A-1
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive (3202) 1
IN Consulting Engineers SUBJECT: Watershed No. A SHEET
1000 W. Morehead Street P.O. Box 35624 CALcD BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK•D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: 21 Present ? Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ......................................... Smooth'
2. Mannings roughness coefficient, n (table 3-1) .............. 0.011
3. Flow Length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, P2 ............................................ in. 3.36
5. Land slope, s .................................................................. ft. /ft. 0.0040
6. Tt = .007 (nL)" Compute Tt ....................... hr. 0.0375 0.0000 0.0000
P2 0.s S0.4
• Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Paved
8. Flow length, L ....................................................................... ft. 600
9. Watercourse slope, s ................................................... ft. /ft. 0.0040
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 1.29
11. Tt = L Compute Tt ....................... hr. 0.1296 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a .............................................. ft.2
13. Wetted perimeter, pW ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ............................................................ ft. /ft.
16. Manning's roughness coefficient, n ...................................
17a. V = 1.49r2/3s,/2 Compute V ................................ ft. /sec.
n

17b. Input Velocity, FPS ............................................... ft. /sec. 5.00
18. Flow length, L ...................................................................... ft. 1500
• 19. Tt = L Compute Tt ..................................................... hr. 0.0833 0.0000 0.0000
3600 V
20. Total, T, (add Ttin steps 6, 11, and 19) ......................... hr. 0.2505 0.0000 0.0000
21. Watershed Total, T, (maximum, Path #1, #2, or #3) ...
l??.?C.11 A D- ..I,
0.25 Hour
A-2
•
•
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive, (3202) 2
Consulting Engineers SUBJECT: Watershed No. A SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 OF
Charlotte, NC 28235 [phone] CHECWD BY: EJV DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: El Present ? Developed
Runoff Curve Number
oit name over description CN* Area Product
and hydrologic
group
(appendix A)
(cover type, treatment, and hydrologic condition; percent impervious;
unconnected /connected impervious area ratio)
?+

-
"'

r-4
L

on
iz
`r

r14
L

M_
u- 0 acres
El mi^2

l o/0 of CN x
area
B Paved Road 98 2.300 225.400
B Commercial and Business 92 5.700 - 524.400
B Medium Residential 85 1.200 102.000
B Open Space 69 0.600 41.400

- H +

Totats =_> 9.800 893.2-0-0-
* Use only one CN source per line
CN (weighted) = total product = 893.200 91.143 Use CN =___> 91
total area 9.800
I Runoff
Frequency ........................................................... yr
Rainfall, P (24-hour) ........................................ in
Runoff, Q ............................................................ in
(Use P and Chl with table 2.1, figure 2-1, or
equations 2-3 and 2-4)
11-+4,11 A D- vle
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
1` 2 5 10 100 '
2.90 3.36 4.40 4.80 6.96 ;
1.98 2.41 3.40 3.79 5.90
A-3
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 3
Consulting Engineers SUBJECT: Watershed No. A SHEET
1000 W. Morehead Street P.O. Box 35624 CALCD BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: D Present ? Developed
•

1. Data
Drainage area ........................................Am = 0.015 miZ (acres/640)
Runoff curve number ........................... CN = 91 (From CN Et Runoff worksheet)
Time of concentration ........................ T,; = 0.25 hr (From Tc worksheet)
Rainfall distribution .................................... = Il (I, IA, II, III)
Pond and swamp areas spread
thoroughout watershed ............................. = 00 percent of Am ( 0 ) acres or miZ
covered)
2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... it
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
1 2 5 10 100
2.9 3.4 4.4 4.8 7.0
4. Initial abstraction, la ................................................ in 0.198 0.198 0.198 0.198 0.198
(Use CN with table 4-1)
5. Compute I./P ............................................................. 0.07 0.06 0.04 0.04 0.03
6. Unit peak discharge, q .. ........ .......................... csm/in 730 730 730 730 730
(Use T, and la/P with exhibit 4- II )
7. Runoff, Q .................................................................. in 1.98 2.41 3.40 3.79 5.90
(From CN & Runoff worksheet)
8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................ ft3/s 23.04 27.81 38.58 42.70 64.78
(Where qp = q„AmQFp)
Outfall_A_Pre.xls
A-4
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley; Drive (3202); 1
?f Consulting Engineers SUBJECT: Watershed No. A SHEET
?/ 1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK•D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: ? Present 7 Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ......................................... Smooth
2. Manning's roughness coefficient, n (table 3-1) .............. 0.011
3. Flow Length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, PZ ............................................ in. 3.36
5. Land slope, s .................................................................. ft. /ft. 0.0040

6. Tt = .007 (nL)°'8 Compute Tt ....................... hr. 0.0375 0.0000 0.0000
P2 0.5 50.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Paved
8. Flow length, L ....................................................................... ft. 600
9. Watercourse slope, s ................................................... ft. /ft. 0.0040
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 1.29
11. Tt = L Compute Tt ....................... hr. 0.1296 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a ............................................... ft.2
13. Wetted perimeter, PW ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ............................................................ ft. /ft.
16. Mannings roughness coefficient, n ...................................
17a. V = 1.49r "sln Compute V ................................ ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec. 5.00
18. Flow Length, L ...................................................................... ft. 1500
S 19. Tt = L Compute Tt ..................................................... hr. 0.0833 0.0000 0.0000
3600 V
20. Total, T, (add Ttin steps 6, 11, and 19) ......................... hr. 0.2505 0.0000 0.0000
21. Watershed Total, Tc (maximum, Path #1, #2, or #3) ................................................................ 0.25 Hour
•
•
•
RALPH WHITEHEAD ASSOCIATES, INC. Joe: Hartley Drive (3202) 2
IN Consulting Engineers SUBJECT: Watershed No. A SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'DBY: HSB' DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: ? Present [I Developed
Runoff Curve Number
Soil name over description CN" Area Product
and hydrologic
(appendix A)
(cover type, treatment, and hydrologic condition; percent impervious;
unconnected/ connected impervious area ratio)
N
N
a
on
is
N
a,
o5n
iz ED acres
[:1 ml-2
o of CN x
area
B Paved Road 98 - 3.600- 352.800
B Commercial and Business 92 5.400 496.800
B Medium Residential 85 > 0.500 42.500
B Open Space 69 0.300 20.700

Totals =_> 9.800 912.800
Use only one CN source per line
CN (weighted) = total product = 912.800 = 93.143 Use CN =___> 93
total area 9.800
Runoff
Frequency ........................................................... yi
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ it
(Use P and CN with table 2-1, figure 2-1, or
equations 2-3 and 2-4)
A n..-...,i..
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
1 2 5 10 100
2.90 3.36 4.40 4.80 6.96
2.16 2.60 3.61 4.00 6.13
A _A
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 3
IN Consulting Engineers SUBJECT: Watershed No. A SHEET
1000 W. Morehead Street P.O. Box 35624 CALCD BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECICD BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: ? Present 0 Developed
1. Data
Drainage area ........................................Am = 0.015 mil (acres/640)
Runoff curve number ........................... CN =
Time of concentration ........................ Tc =
Rainfall distribution......
Pond and swamp areas spread
thoroughout watershed ...............
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
1 2 5 10 100
2.9 3.4 4.4 4.8 7.0
93 (From CN Et Runoff worksheet)
0.25 hr (From Tc worksheet)
Il (I, IA, II, III)
= 0.0 percent of Am ( 0 ) acres or mil
covered)
• 2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... in
4. Initial abstraction, la ................................................ in 0.151 0.151 0.151 0.151 0.151
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.05 0.04 0.03 0.03 0.02
6. Unit peak discharge, q .. ....... ...........................tsm/in 730 730 730` 730 730
(Use Tc and la/P with exhibit 4- II )
7. Runoff, Q .................................................................. in 2.16 2.60 3.61 4.00 6.13
(From CN Er Runoff worksheet)
8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................ ft3/s 24.72 29.48 40.16 44.24 66.10
• (Where qp = q.AmQFp)
Outfall_A_Post.xls A-7
xxxxxxxxxxxxxxxxxxxxxx MASTER SUMMARY xxxxxxxxxxxxxxxxxxxxxx
•
Watershed....... Master Network Summary ............. 1.01
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\PROJ\3202\Design\Hydro\PondPack\DryDetentionBasin#1\BASINI_POST.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: HighPoint
Total
Depth
Return Event in
Dev 1 2.9000
Dev 2 3.3600
Dev 5 4.4000
Dev 10 4.8000
Dev 25 5.5200
Dev100 6.9600
Rainfall
Type
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
•
Return HYG Vol
Node ID
------------ Type
----- ---- Event
------ ac-ft Trun
----------
BASIN #1 AREA 1 1.763
BASIN #1 AREA 2 2.123
BASIN #1 AREA 5 2.948
BASIN #1 AREA 10 3.268
BASIN #1 AREA 25 3.846
BASIN #1 AREA 100 5.008
*OUTFALL A JCT 1 1.761
*OUTFALL A JCT 2 2.121
*OUTFALL A JCT 5 2.946
*OUTFALL A JCT 10 3.266
*OUTFALL A JCT 25 3.844
*OUTFALL A JCT 100 5.005
Return HYG Vol
Node ID Type Event ac-ft Trun
------------
POND 1 ----- ----
IN POND ------
1 ----------
1.763
POND 1 IN POND 2 2.123
POND 1 IN POND 5 2.948
POND 1 IN POND 10 3.268
POND 1 IN POND 25 3.646
POND 1 IN POND 100 5.008
POND 1 OUT POND 1 1.761
POND 1 OUT POND 2 2.121
POND 1 OUT POND 5 2.946
POND 1 OUT POND 10 3.266
POND 1 OUT POND 25 3.844
POND 1 OUT POND 100 5.005
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
---------
12.0500 --------
24.72 -------- ------------
12.0500 29.48
12.0500 40.16
12.0500 44.24
12.0500 51.56
12.0500 66.10
12.1000 21.98
12.1000 25.22
12.1000 37.53
12.1000 41.77
12.0500 49.38
12.0500 64.26
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
---------
12.0500 --------
24.72 -------- ------------
12.0500 29.48
12.0500 40.16
12.0500 44.24
12.0500 51.56
12.0500 66.1
12.1000 21.98 840.22 .114
12.1000 25.22 840.84 .152
12.1000 37.53 841.64 .213
12.1000 41.77 841.81 .228
12.0500 49.38 842.08 .254
12.0500 64.26 842.55 .300
A-8
E
•
•
Pre vs. Post Outfall Analysis
Watershed `B'
Description
Watershed `B' is currently undeveloped and sheet flows directly into an Unnamed Tributary to
Rich Fork Creek. The proposed roadway drainage will be picked up in a closed drainage system
and will outfall into the same tributary near the northwest corner of the proposed bridge.
Increased concentrated flows will be attenuated by using a riprap apron at the end of the outfall
pipe.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
B 0.18 10 0.55 0.95
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 0.56 0.97
outfall B_summazy.doc
A-9
•
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 3202-000 1
Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB - DATE: 14-Feb-08 or
Charlotte, NC 28235 [phone] CHECK'D BY: EJV, DATE: 14-Feb-08 1
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfatl Location: Road Name Hartley Drive Sta. 30+65 (RT)
Basin I. D. Outfall'B'
Weighted C-value (PRE)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>1 ac) 0.00 0.40
Residential (<lac) 0.18 0.55
Commercial, etc. 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) = 0.55
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in. /hr.
Drainage Area = 0.18 ac.
SOLUTION:
Peak Runoff (Qy) = C " I A Where:
Percent Change (0) = 100 " 1QPOST - QPREI / QPRE
Q10(PRE) = 0.56 c.f.s.
A = 0.41 c.f.s.
r
n__ n__r n_a.-__1 ?. ??L?J
Weighted C-value (POST)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>lac) 0.00 0.40
Residential (<'1ac) 0.00 0.55
Commercial, etc,. 0.00 0.80
Paved 0.18 0`.95
Weighted C-va lue (POST) = 0.95
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5,70 in./hr.
Drainage Area = 0.18 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: A = Change (10 Year Storm)
QPOsT = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q10(POST) = 0.97 c.f.s.
A-10
E
•
•
Pre vs. Post Outfall Analysis
Watershed `C'
Description
Watershed `C' is currently undeveloped and sheet flows directly into an Unnamed Tributary to
Rich Fork Creek. The proposed roadway drainage will be picked up in a closed drainage system
and will outfall into the same tributary near the southwest corner of the proposed bridge.
Increased concentrated flows will be attenuated by using a riprap apron at the end of the outfall
pipe.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
C 0.5 1C 0.55 0.95
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 1.57 2.71
Outfall C_Summary.doc
A-11

RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 3202-000 1
Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 1
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfall Location: Road Name Hartley Drive Sta. 31+50 (LT)
Basin I. D. Outfall 'C'
Weighted C-value (PRE)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (> 1 ac) 0.00 0.40
Residential (<lac) 0.50 0.55
Commercial, etc. 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) =
Time of Concentration=
Rainfall Intensity (10 yr.) =
Drainage Area =
SOLUTION:
Peak Runoff (Qy) = C * I ' A
•
0.55
10 min.
5.70 in./hr.
0.50 ac.
Where
Percent Change (A) = 100 * [QPOST - QPREI / QPRE
Q10(PRE) 1.57 c.f.s.
0 = 1.14 c.f.s.
•
Pre=-Post Rational Method
Weighted C-value (POST)
Landuse Sub-area C
Minimum 0.00 0.40
Residential(>lac) 0.00 0.40
Residential (<1ac) 0.00 0.55
Commercial, etc. 0.00 0.80
Paved 0.50 0.95
Weighted C-va lue (POST) = 0.95
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in./hr.
Drainage Area = 0.50 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: 0 = Change (%) - (10 Year Storm)
QPOsT = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q10(POST) 2.71 c.f.s.
A-12
•
•
•
Pre vs. Post Outfall Analysis
Watershed `D'
Description
Watershed `D' is currently undeveloped and sheet flows directly into an Unnamed Tributary to
Rich Fork Creek. The proposed roadway drainage will be picked up in a closed drainage system
and will outfall into the same tributary near the southeast corner of the proposed bridge.
Increased concentrated flows will be attenuated by using a riprap apron at the end of the outfall
pipe.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
D 2.52 10 0.55 0.92
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 7.90 13.21
Outfall D_Summary.doc
A-13
•

RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 3202-0011 1
Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
1000 W. Morehead Street P.O. Box 35624 CALcD BY: HSB' DATE: 14-Feb-08 OF
Charlotte, NC 28235 [phone] CHECK•D BY: EJV DATE: 14-Feb-08 1
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfall Location: Road Name Hartley Drive Sta. 35+00 (LT)
Basin 1. D. Outfall'D'
Weighted C-value (PRE)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>lac) 0.00 0.40;
Residential (<lac) 2.52 0.55
Commercial, etc." 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) = 0.55
Time of Concentration= " 10 min.
Rainfall Intensity (10 yr.) = 5.70 in. /hr.
Drainage Area = 2.52 ac.
SOLUTION:
Peak Runoff (Qy) = C ' I * A Where:
Percent Change (0) = 100 " [QPOST - QPREI / QPRE
Q10(PRE) = 7.90 c.f.s.
A = 5.31 c.f.s.
•

Weighted C-value (POST)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>lac) 0.00 0.40
Residential (<lac) 0.18 0.55
Commercial, etc. 0.00 0.80
Paved 2.34 0.95
Weighted C-va lue (POST) = 0.92
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in. /hr.
Drainage Area = 2.52 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: 0 = Change (10 Year Storm)
QPosT = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q1o(POST) = 13.21 c.f.s.
A-14

•
0
Pre vs. Post Outfall Analysis
Watershed `E' & `K'
Description
Watershed `E' & `K' currently outfalls on the east side of Ingleside Drive. There is an existing
detention basin located in the path of the proposed alignment of Hartley Drive which will be
relocated to the northeast quadrant of the new 4-way intersection. The pre- and post- flows will
generally remain the same.
Watershed Characteristics Data
Watershed No. Area (acres) Time of Curve Number
Concentration (min) Pre-dev. Post-dev.
E & K 6.1 12 75 76
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
1-Year 24-Hour 6.84 7.28
2-Year 24-Hour 9.31 9.80
5-Year 24-Hour 15.56 16.21
10-Year 24-Hour 18.12 18.81
100-Year 24-Hour 32.63 33.44
Post-Development Routed Basin Peak Discharge Rates, Maximum Water Surface
Elevations, and Free Board
Storm Event Routed Discharge
Rate (cfs) Max. Water Surface
Elevation (ft) Free Board (ft)
1-Year 24-Hour 6.75 838.65 4.3
2-Year 24-Hour 9.26 838.87 4.1
5-Year 24-Hour 15.32 839.30 3.7
10-Year 24-Hour 17.77 840.47 2.5
100-Year 24-Hour 30.98 840.21 2.8
Outfall E_K_Summary
A-15
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 1
?J Consulting Engineers SUBJECT: Watershed No. E a K SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D Br: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: 7 Present ? Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
•
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ......................................... Woods
2. Manning's roughness coefficient, n (table 3-1) .............. 0.400
3. Flow length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, P2 ............................................ in. 3.36
5. Land slope, s .................................................................. ft. /ft. 0.1100
6. Tt = .007 (nL)°'a Compute Tt ....................... hr. 0.1766 0.0000 0.0000
P2 0.5 50.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved
8. Flow length, L ....................................................................... ft. 110
9. Watercourse slope, s ................................................... ft. /ft. 0.3700
10. Average velocity, V (figure 3-1) ........................ ft./sec. 9.81
11. Tt = L Compute Tt ....... hr. 0.0031 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a ...............................................ft.'
13. Wetted perimeter, pW ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ............................................................ ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a• V = 1.49r2"s'/2 Compute V ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec. 5.00
18. Flow length, L ...................................................................... ft. 300
S 19. Tt = L Compute Tt ..................................................... hr. 0.0167 0.0000 0.0000
3600 V
20. Total, T, (add Tt in steps 6, 11, and 19) ......................... hr. 0.1964 0.0000 0.0000
21. Watershed Total, T, (maximum, Path #1, #2, or #3) .....

0.20 Hour
A-16
•
•
171
RALPH WHITEHEAD ASSOCIATES, INC. Jos: Hartley Drive (3202) 2
IN Consulting Engineers SUBJECT: Watershed No. E Et K SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: _ HSBDATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK•D BY: EJV DATE: 14-Feb'=08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: E Present ? Developed
Runoff Curve Number
Soil name Cover description CN* Area Product
and hydrologic
group
(appendix A)

(cover type, treatment, and hydrologic condition; percent impervious;
unconnected/ connected impervious area ratio)

N

Q)
?
F-

N

2
03»
u-

N

2
own
u- 11 acres

? mi-2

? % of CN x
area
B Paved 'Road 98 1.100 107.800
B Commercial and Business 92 0.000 0.000
B Low' Residential 70 5.000 ' 350.000
B Institutional 88 0.000 0.000

Totals =_> 6.100 457-80-0-
* Use only one CN source per line
CN (weighted) = total product = 457.800 75.049 Use CN =___> 75
total area 6.100
I Runoff
Frequency ........................................................... yr
Rainfall, P (24-hour) ........................................ in
Runoff, Q ............................................................ in
(Use P and CN with table 2.1, figure 2-1, or
equations 2-3 and 2-4)
!1..14.11 P V Dr- vIc
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
1 2 5 10 100
2.90 3.36 ` 4.40 4.80 6.96
0.90 1.20 1.97 2.29 4.11
A-17

RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive (3202) 3
IN Consulting Engineers SUBJECT: Watershed No. E & K SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 OF
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: D Present ? Developed
1. Data
Drainage area ........................................ A. = 0.010 mi2 (acres/640)
Runoff curve number ........................... CN = 75 (From CN Et Runoff worksheet)
Time of concentration ........................ Tc = 0.20 hr (From Tc worksheet)
Rainfall distribution .................................... = 11 (I, IA, II, III)
Pond and swamp areas spread
thoroughout watershed ............................. = 0.0 percent of Am ( 0 ) acres or mi2
covered)
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
1 2 5 10 100
2.9 3.4 4.4 4.8 7.0
• 2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... in
4. Initial abstraction, la ................................................ in 0.667 0.667 0.667 0.667 0.667
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.23 0.20 0.15 0.14 0.10
6. Unit peak discharge, q .. ........ .......................... tsm/in 750 750 780 780 790
(Use Tc and la/P with exhibit 4- II )
7. Runoff, Q .................................................................. in 0.90 1.20 1.97 2.29 4.11
(From CN Ft Runoff worksheet)
8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................
(Where qp = q„AmQFp)
ft3/s 6.84 9.31 15.56 18.12 32.63
Outfall E K Pre.xls A-18

RALPH WHITEHEAD ASSOCIATES, INC. Jo& Hartley Drive (3202) 1
Consulting Engineers SUBJECT: Watershed No. E $ K SHEET
1000 W. Morehead Street P.O. Box 35624 CALC•D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK•D BY: EJV DATE: 14-Feb=08 3
TIME OF CONCENTRATION (Tc)
Check One: E Present 7 Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ......................................... Woods
2. Manning 's roughness coefficient, n (table 3-1) .............. 0.400
3. Flow length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, Pg ............................................ in. 3.36
5. Land slope, s .................................................................. ft. /ft. 0.1100
C.
6. Tt = .007 (nL)°'s Compute Tt ....................... hr. 0.1766 0.0000 0.0000
Pzo.5 S0.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved
8. Flow length, L ....................................................................... ft. 110
9. Watercourse slope, s ................................................... ft. /ft. 0.3700
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 9.81
11. Tt = L Compute Tt ....................... hr. 0.0031 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a ............................................... ft.2
13. Wetted perimeter, p„ . ......................................................... ft.
14. Hydraulic Radius, r = a / pN, Compute r ......................... ft.
15. Channel slope, s ............................................................ ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a. V = 1.49r"'s'12 Compute V ..... ft./sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec. 5.00
• 18. Flow Length, L ...................................................................... ft. 300
19. Tt = L Compute Tt ..................................................... hr. 0.0167 0.0000 0.0000
3600 V
20. Total, Tc (add Tt in steps 6, 11, and 19) ......................... hr. 0.1964 0.0000 0.0000
21. Watershed Total, Tc (maximum, Path #1, #2, or #3)
0.20 Hour
A-19

•
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive (3202) 2
IN Consulting Engineers SUBJECT: Watershed No. E Et K SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 or
Charlotte, NC 28235 [phone] CHECK•D BY: EJV DATE: ' 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: ? Present P-1 Developed
Runoff Curve Number
Soil name over description CN" Area Product
and hydrologic
group A)

(appendix
(cover type, treatment, and hydrologic condition; percent impervious;

unconnected/ connected impervious area ratio)
N

N
v
25

F-
N
a,

?
:3
on

li
N
-4

2

on
LL 0 acres

E] ml^2
o
? /o of CN x

area
B Paved Road 98 1.400 137.200
B Commercial and Business 92 0.000 0.000
B Low Residential 70 4.700 329.000
B Institutional 88 0.000 0.000

Totals =_> 6.100 466.200
Use only one CN source per line
CN (weighted) = total product = 466.200 76.426 Use CN =___> 76
total area 6.100
Runoff
Frequency ........................................................... yi
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ in
(Use P and CN with table 2-1, figure 2-1, or
equations 2.3 and 2-4)
(h 1tfall F V Pnct xlc
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
1 2 5 10 100
2.90 3.36 4.40 4.80 6.96
0.95 1.26 2.05 2.37 4.22
A-90

RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive (3202) 3
Consulting Engineers SUBJECT: Watershed No. E Et K SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY. HSB DATE: 14-Feb-08 OF
Charlotte, NC 28235 [phone] CHECK'D BY. E.JV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: ? Present E Developed
•
•
1. Data
Drainage area ................... ..................... A, = 0.010 Mil (acres/640)
Runoff curve number ........................... CN = 76 (From CN Et Runoff worksheet)
Time of concentration ........................ Tc = 0.20 hr (From Tc worksheet)
Rainfall distribution .................................... = II (I, IA, II, III)
Pond and swamp areas spread
thoroughout watershed ..........................
2. Frequency ................
3. Rainfall, P (24-hour) ..............
= p.p percent of A, ( 0 ) acres or mil
covered)
............... yr
............... in
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
1 2 5 10 100
2.9 3.4 4.4 4.8 7.0
4. Initial abstraction, la ................................................ in 0.632 0.632 0.632 0.632 0.632
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.22 0.19 0.14 0.13 0.09
6. Unit peak discharge, q .. ....... ............................ sm/in 750 750 780 780 790
(Use Tc and la/P with exhibit 4- 11 )
7. Runoff, Q .................................................................. in 0.95 1.26 2.05 2.37 4.22
(From CN a Runoff worksheet)
8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
- -
9. Peak discharge, qp ............................................ ft3/s 7.28 9-80 J 16.21 18.81 33.44
(Where qp = q„ AR,QFp)
Outfall_E K_Post.xls A-21
MASTER SUMMARY

Total
Depth
Return Event in
Dev 1 2.9000
Dev 2 3.3600
Dev 5 4.4000
Dev 10 4.8000
Dev 25 5.5200
Dev100 6.9600
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(True= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
is
•
Return HYG Vol
Node ID
------------
---- Type
---- Event
------ ac-ft Trun
---------- --
-
*OUTFALL E & K JCT 1 .482
*OUTFALL E & K JCT 2 .643
*OUTFALL E & K JCT 5 1.043
*OUTFALL E & K JCT 10 1.206
*OUTFALL E & K JCT 25 1.510
*OUTFALL E & K JCT 100 2.147
POND 2 IN POND 1 .482
POND 2 IN POND 2 .643
POND 2 IN POND 5 1.043
POND 2 IN POND 10 1.206
POND 2 IN POND 25 1.510
POND 2 IN POND 100 2.147
Return HYG Vol
Node ID Type Event ac-ft Trun
-----------
POND 2 -- ---- ----
OUT POND ------
1 ----------
.482
POND 2 OUT POND 2 .643
POND 2 OUT POND 5 1.043
POND 2 OUT POND 10 1.206
POND 2 OUT POND 25 1.510
POND 2 OUT POND 100 2.147
WATERSHED E & K AREA 1 .482
WATERSHED E & K AREA 2 .643
WATERSHED E & K AREA 5 1.043
WATERSHED E & K AREA 10 1.206
WATERSHED E & K AREA 25 1.510
WATERSHED E & K AREA 100 2.147
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft
-------- ac-ft-
------------
---------
12.0500 --------
6.75
12.0500 9.26
12.0500 15.32
12.0500 17.77
12.0500 22.13
12.0500 30.98
12.0500 7.28
12.0500 9.80
12.0000 16.21
12.0000 18.81
12.0000 23.60
12.0000 33.44
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft
------- ac-ft
------------
---------
12.0500 --------
6.75 -
838.65 .031
12.0500 9.26 838.87 .041
12.0500 15.32 839.30 .066
12.0500 17.77 839.47 .077
12.0500 22.13 839.72 .095
12.0500 30.98 840.21 .138
12.0500 7.28
12.0500 9.80
12.0000 16.21
12.0000 18.81
12.0000 23.60
12.0000 33.44
A-22
•
•

Pre vs. Post Outfall Analysis
Watershed `G'
Description
Watershed `G' is currently undeveloped and is located at the confluence of two small perennial
streams. There is a proposed 60" diameter concrete pipe culvert at this outfall which will be
buried 1.0' below the existing ground line.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
G 36.96 25 0.40 0.45
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 58.34 66.03
Outfall G_Summary.doc
A-23
•
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 3202-000 1
?f Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
?/ 1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB' DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK•D BY: EJVDATE: 14-Feb-08 1
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfall Location: Road Name Hartley Drive Sta. 52+85 (LT)
Basin I. D. Outfall'G'
Weiehted C-value (PRE)
Landuse Sub-area C
Minimum 36.96 0.40
Residential (>lac) 0.00 0.40
Residential (<1ac) 0.00 0:55
Commercial, etc. 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) = 0.40
Time of Concentration= 25 min.
Rainfall Intensity (10 yr.) = 3.97 in. /hr
Drainage Area = 36.96 ac.
SOLUTION:
Peak Runoff (Qy) = C ' I ' A Where:
Percent Change (O) = 100 * [QPOST - QPRE] / QPRE
Q10(PRE) = 58.69 c.f.s.
0 = 7.34 c.f.s.

Weighted C-value (POST)
Landuse Sub-area C
Minimum 33.56 0.40
Residential (>1ac) 0.00 0.40
Residential (<lac) 0.00 0.55
Commercial, etc. 0.00 0.80
Paved 3.40 0.95
Weighted C-va lue (POST) = 0.45
Time of Concentration= 25 min.
Rainfall Intensity (10 yr.) = 3.97 in. /hr.
Drainage Area = 36.96 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: 0 = Change (%) - (10 Year Storm)
QPOST = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q1O(POST) = 66.03 c.f.s.
A-24
•
•
•
Pre vs. Post Outfall Analysis
Watershed `I' & `J'
Description
Watershed `I' & `J' is located at the tie-in point with Westover Drive. Westover Drive will be
realigned to form a new "T" intersection with Hartley Drive. A new detention pond will be
located in the abandoned roadway right-of-way. The outfall from the proposed pond will flow to
the existing roadside ditch along Westover Drive.
Watershed Characteristics Data
Watershed No. Area (acres) Time of Curve Number
Concentration (min) Pre-dev. Post-dev.
I & J 1.3 10 70 76
Pre-Development and Post-Develo went Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
1-Year 24-Hour 1.07 1.66
2-Year 24-Hour 1.57 2.24
5-Year 24-Hour 2.83 3.67
10-Year 24-Hour 3.36 4.24
100-Year 24-Hour 6.40 7.46
Post-Development Routed Basin Peak Discharge Rates, Maximum Water Surface
Elevations, and Free Board
Storm Event Routed Discharge
Rate (cfs) Max. Water Surface
Elevation (ft) Free Board (ft)
1-Year 24-Hour 1.31 845.67 6.3
2-Year 24-Hour 1.77 845.80 6.2
5-Year 24-Hour 2.86 846.09 5.9
10-Year 24-Hour 3.28 846.18 5.8
100-Year 24-Hour 5.54 846.70 5.3
Outfall I_J_Summary
A-25
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 1
IN Consulting Engineers SUBJECT: Watershed No. I Et J SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 or
Charlotte, NC 28235 [phone] CHECK•D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: E] Present ? Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ......................................... Grass
2. Manning's roughness coefficient, n (table 3-1) .............. 0.240
3. Flow Length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, P2 ............................................ in. 3.36
0.0600
5. Land slope, s .................................................................. ft. /ft.
r?
L_J
6. Tt = .007 (nL)°'g Compute T........................ hr. 0.1496 0.0000 0.0000
Pio.s S0.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved'
8. Flow Length, L ....................................................................... ft. 100
9. Watercourse slope, s ................................................... ft. /ft. 0.0600-
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 3.95
11 Tt = L Compute Tt ....................... hr. F-0-.0-07-071 1 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a .............................................. ft.'
13. Wetted perimeter, pr .. ......................................................... ft.
14. Hydraulic Radius, r = a / p,., Compute r ......................... ft.
15. Channel slope, s ............................................................ ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a• V = 1.49r "s' /Z Compute V ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec.
18. Flow length, L ...................................................................... ft.
• 19. Tt = L Compute Tt ..................................................... hr. 0.0000 0.0000 0.0000
3600 V
20, Total, T. (add Ttin steps 6, 11, and 19) ......................... hr. 0.1566 0.0000 0.0000
21. Watershed Total, Tc (maximum, Path #1, #2, or #3) ................................................................ 0.16 Hour
A-?h
•
•
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 2
Consulting Engineers SUBJECT: Watershed No. I Et J SHEET
1000 W. Morehead Street P.O. Box 35624 CALCD BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECKD BY: EJV r DATE: 94-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: 2 Present ? Developed
Runoff Curve Number
Soil name over description CN` Area Product
and hydrologic
group

(appendix A)

(cover type, treatment, and hydrologic condition; percent impervious;
unconnected/ connected impervious area ratio)

N

to

T
v
a=n
U_ I

N
-4
on acres

? mi^2
070 of CN x
area
B Paved Road 98
B Commercial and Business 92
B Low Residential 70 1.300 91.000
B Open Space 69

Totals =_> 1.300 91.000
Use only one CN source per line
CN (weighted) = total product = 91.000 70.000 Use CN =___> 70
total area 1.300
Runoff
Frequency ........................................................... yl
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ it
(Use P and CN with table 2-1, figure 2-1, or
equations 2-3 and 2-4)
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
1 Z 5 10 100
2.90 3.36 4.40 4.80 6.96
0.66 0.92 1.60 1.89 3.59
A -')7
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 3
IN Consulting Engineers SUBJECT: Watershed No. I rt J SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: Q Present ? Developed
L_J

1. Data
Drainage area ........................................Am = 0.002 mil (acres/640)
Runoff curve number ........................... CN = 70 (From CN Ft Runoff worksheet)
Time of concentration ........................ T, = 0.16 hr (From Tc worksheet)
Rainfall distribution .................................... = 11 (I, IA, II, III)
Pond and swamp areas spread
thoroughout watershed ............................. = 0.0 percent of Am ( 0 ) acres or mi'
covered)
2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... it
4. Initial abstraction, la ...........................
(Use CN with table 4-1)
5. Compute la/P ..............................
6. Unit peak discharge, q„ ...........
(Use Tc and la/P with exhibit 4-
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
1 2 5 10 100
2.9 3.4 4.4 4.8 7.0
...... in 0.857 0.857 0.857 0.857 0.857
................ 0.30 0.26 0.19 0.18 0.12
.............. rsm/in 600 635 650 655 665
II )
7. Runoff, Q .................................................
(From CN Et Runoff worksheet)
.. in 0.66 0.92 1.60 1.89 3.59
8. Pond and swamp adjustment factor, Fp .................... ? 1.00 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................ ft 3/S 1.07 1.57 2.83 3.36 6.40
(Where qp = q„ AmQFP)
Outfall_I J_Pre.xls
A-28
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 1
IN Consulting Engineers SUBJECT: Watershed No. I Et J SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: 0 Present 0 Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ......................................... Grass
2. Manning's roughness coefficient, n (table 3-1) .............. 0.240
3. Flow Length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, P2 ............................................ in. 3.36
5. Land slope, s .................................................................. ft. /ft. 0.0600
6. Tt = .007 (nL)°'8 Compute Tt ....................... hr. 0.1496 0.0000 0.0000
P20.5 S0.4
IS Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved
8. Flow length, L ....................................................................... ft. 100
9. Watercourse slope, s ................................................... ft. /ft. 0.0600
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 3.95
11. Tt = L Compute Tt ....................... hr. 0.0070 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a .............................................. ft.2
13. Wetted perimeter, p„ . ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ............................................................ ft. /ft.
16. Manning's roughness coefficient, n ...................................
17a. V = 1.49r113s1 n Compute V ................................ ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec.
18. Flow length, L ...................................................................... ft.
• 19. Tt = L Compute Tt ..................................................... hr. 0.0000 0.0000 0.0000
3600 V
20. Total, T, (add Ttin steps 6, 11, and 19) ......................... hr. 0.1566 0.0000 0.0000
21. Watershed Total, T, (maximum, Path #1, #2, or #3)
............ 0.16 Hour
A-?9
•
•
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive (3202) 2
IN Consulting Engineers SUBJECT: Watershed No. 1 8: J SHEET
1000 W. Morehead Street P.O. Box 35624 CALrD BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: ? Present 0 Developed
Runoff Curve Number
Soil name over description CN` Area Product
and hydrologic

group
(appendix A)

(cover type, treatment, and hydrologic condition; percent impervious;

unconnected/ connected impervious area ratio)

N

H

"'
N
j
on
?

c
N

°°
ii
? acres
[] m1^2 of CN x

area
B Paved 'Road 98 0.300 29.400
B Commercial and Business 92
B Lowv Residentiat 70 1.000 70.000
B Open Space 69

Totals =_> 1.300 99.400
" Use only one CN source per line
CN (weighted) = total product = 99.400 = 76.462 Use CN =___> 76
total area 1.300
Runoff
Frequency ........................................................... yr
Rainfall, P (24-hour) ........................................ in
Runoff, Q ............................................................ in
(Use P and CN with table 2-1, figure 2-1, or
equations 2-3 and 2-4)
!1,'+4'11 1 1 0-+ -1r
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
1 2 5 10 100
2.90 3.36 4.40 4.80 6.96
0.95 1.26 2.05 2.37 4.22
A_10
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive (3202) 3
IN Consulting Engineers SUBJECT: Watershed No. I Et J SHEET
1000 W. Morehead Street P. 0. Box 35624 CALCD BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHEM BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: ? Present 0 Developed
1. Data
Drainage area ........................................ A. =
Runoff curve number ........................... CN =
0.002 mil (acres/640)
76 (From CN It Runoff worksheet)
Time of concentration ........................ Tc = 0.16 hr (From Tc worksheet)
Rainfall distribution .................................... = II (I, IA, II, III)
Pond and swamp areas spread
thoroughout watershed ............................. = 0.0 percent of Am ( 0 ) acres or miZ
covered)
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
1 2 5 10 100
2.9 3.4 4.4 4.8 7.0
• 2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... in
4. Initial abstraction, la ................................................ in 0.632 0.632 0.632 0.632 0.632
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.22 0.19 0.14 0.13 0.09
6. Unit peak discharge, q .. ....... ........................... csm/in 600 635 6`50 655 665
(Use Tc and la/P with exhibit 4- II )
7. Runoff, Q .................................................................. in 0.95 1.26 2.05" 1 2.37 4.22
(From CN a Runoff worksheet)
8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................ ft3/s 1.66 2.24 3.67 4.24 7.46
• (Where qp = q.AmQFP)
Outfall_I J_Post.xls A-31
xxxxxxxxxxxxxxxxxxxxxx MASTER SUMMARY xxxxxxxxxxxxxxxxxxxxxx
• Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\PROJ\3202\Design\Hydro\PondPack\DryDetentionBasin#3\BASIN3 POST.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: HighPoint
Total
Depth
Return Event in
Dev 1 2.9000
Dev 2 3.3600
Dev 5 4.4000
Dev 10 4.6000
Dev 25 5.5200
Dev1 00 6.9600
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node=Outfall; +Node =Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
*OUTFALL I & J JCT 1 .103 12.1000 1.31
*OUTFALL I & J JCT 2 .137 12.1000 1.77
*OUTFALL I & J JCT 5 .222 12.1000 2.86
*OUTFALL I & J JCT 10 .257 12.1000 3.26
*OUTFALL I & J JCT 25 .322 12.1000 4.08
*OUTFALL I & J JCT 100 .457 12.1000 5.54
POND 3 IN POND 1 .103 12.0000 1.66
POND 3 IN POND 2 .137 12.0000 2.24
POND 3 IN POND 5 .222 12.0000 3.67
POND 3 IN POND 10 .257 12.0000 4.24
POND 3 IN POND 25 .322 12.0000 5.29
POND 3 IN POND 100 .457 12.0000 7.46
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
----------
--- Type
---- ---- Event
------ ac-ft
---------- Trun hrs cfs ft ac-ft

POND 3
OUT POND
1
.103 -- ---------
12.1000 --------
1.31 --------
645.67 ------------
.010
POND 3 OUT POND 2 .137 12.1000 1.77 845.80 .015
POND 3 OUT POND 5 .222 12.1000 2.86 646.09 .027
POND 3 OUT POND 10 .257 12.1000 3.28 646.16 .032
POND 3 OUT POND 25 .322 12.1000 4.06 646.35 .042
POND 3 OUT POND 100 .457 12.1000 5.54 646.70 .063
WATERSHED I & J AREA 1 .103 12.0000 1.66
WATERSHED I & J AREA 2 .137 12.0000 2.24
WATERSHED I & J AREA 5 .222 12.0000 3.67
WATERSHED I & J AREA 10 .257 12.0000 4.24
WATERSHED I & J AREA 25 .322 12.0000 5.29
WATERSHED I & J AREA 100 .457 12.0000 7.46
•
A-32
•
APPENDIX B
CULVERTS
•
L.J
CULVERTS
• DESIGN CRITERIA:
Secondary Routes (Major, City Thoroughfares) ................................. 50-year storm
Secondary Routes ................................................................................................................... 25-year storm
Headwater Elevation ............................................................................... 24" freeboard at low point in road
Allowable HW/D Ratio .................................................................................................................1.2 or less
Culvert Calculations
The FHWA computer program HY-8 was used to perform the hydraulic analysis to size and analyze the
proposed culverts. For thoroughfare roads, the culverts were designed for the 50-year storm, and
checked using the 100-year event for road and structure flooding.
Tailwater
For culverts that discharged to a defined channel, the tailwater depth was the normal depth for the design
storm. The downstream channel cross section was entered into HY-8 for open channel calculations.
• Buried Pipe
For environmental considerations, all culvert pipes were upsized one pipe diameter in order to bury the
inverts below the existing stream bed.
E
B-1
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•
APPENDIX C
SHEET 3 OF 8
EXRrelPL 5
(51 vE/v
NYDROLl3GIC CONAOUR 5.0
DRRINRGE AREA 35 RG
SMRL L RRER FULL OU51NF 55
Rn15WER
Q 10= 39 x 1.4 = 54.& CF. .5
j
v ?
O 3
2, 000
ia00
g00
600
400
200
?E ghjA Q16 50 x' $ 00

131-
?10 --
0.5
UN un v
;zi
O j O
? ?
f0RyEDEVE RoPM NT
..0 Q4
V
ro
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2
05
1,000
6 00
4,00
-? 202
t
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50
?fc U1
?
30 V
20
Q
!0
0
FRCTORS FOR FREQUENC155 1. t
aQ 5 CURVE yRLUE X 1.75 95
??^^
825 x 0b =
u X l •8 Q? _ 50 1•3`J, _ (oP C--&
,50 it
Q OO rr rr x 50 () • $5? - 9 3 CXS
Qoo = 5o(a.t5)= log c-'s
RUNOFF FROM UR BAN RRERS
NORTH CRROLINR 57E XIGHWRY COMY15510N
URN I ?.9 C 200.3
CHART C 200.3
Q- 2
BASIN I.D.: Culvert #47 (PROPOSED)
LOCATION: Hartley Drive - STA. 53+85
lr ?I
u
1 OF 3
CURRENT DATE: 04-14-2008 FILE DATE: 4/14/2008
CURRENT TIME: 14:46:39 FILE NAME: 47
FHWA CULVERT ANALYSIS
.. ................................ .....
HY-8, VERSION 6
.1 ........ ............. ........... ......
tJ AA?,AAAA.AA.AAAAAA.?.AAAA AA,A.A.??.AAA. ?.AA.AAA. A.AAAAA?.?. A.A.??.A ?.A.A.A.AAAAA ??.AAAAAA AA.AA.AA.AA A.AA?
3 C 3 SITE DATA • 3 CULVERT SHAPE, MATERIAL, INLET 3
3 U AAAAAAAAAAAAAAAAA AAAAAAAA t?AAAAA AAAAAAA AAAPA AAAAApAPA PAbA1? AAA?AAA b"
3 L 3 INLET OUTLET CULVERT 3 BARRELS 3
3 V 3 ELEV. ELEV. LENGTH 3 SHAPE SPAN RISE MANNING INLET 3
3 NO.3 (ft) (ft) (ft) 3 MATERIAL (ft) (ft) n TYPE 3
3 1 3 817.40 809.00 200.18 3 1 RCP 4.50 4.50 .012 CONVENTIO NAL3
3 2 3 3 3
3 3 3 3 3
3 4 3 3 3
3 5 3 3 3
3 6 3 3 3
A, ?? AAAA.AAAA?.A.A.P,AAAA.AA AAAA.A,A.?X?A? J?A?.P.A.A.? X?AA.bA.?X??. AA.A.P. AAA.A?,A.???.A .?,?,?.AA.A?.A AAAAP.?,b?. A.AAU
SUMMARY OF CULVERT FLOWS (cfs) FILE: 47 DATE: 4/14/2008
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
820.28 50.0 50.0 0.0 0.0 0.0 0.0 0.0 0.00 1
• 820.48 55.8
820.68 61.6 55.8
61.6 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.00
0.00 1
1
820.87 67.4 67.4 0.0 0.0 0.0 0.0 0.0 0.00 1
821.06 73.2 73.2 0.0 0.0 0.0 0.0 0.0 0.00 1
821.24 79.0 79.0 0.0 0.0 0.0 0.0 0.0 0.00 1
821.42 84.8 84.8 0.0 0.0 0.0 0.0 0.0 0.00 1
821.61 90.6 90.6 0.0 0.0 0.0 0.0 0.0 0.00 1
821.69 93.0 93.0 0.0 0.0 0.0 0.0 0.0 0.00 1
821.99 102.2 102.2 0.0 0.0 0.0 0.0 0.0 0.00 1
822.18 108.0 108.0 0.0 0.0 0.0 0.0 0.0 0.00 1

A 839.00 344.9
AAP.AA.?.???.?.A.AAAAAAAA.A 344.9
AAAAAAA.?,A 0.0
AAAAAA?.A. 0.0
A.?.AAAAAA 0.0
AAAA 0.0
?.A,A,A.??.?.A.?, 0.0 OVERTOPPING
AA.A.AA.AAAAAAAAAAA.A.AAA?
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 47 DATE: 4/14/2008
HEAD HEAD TOTAL FLOW % FLOW
ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR
820.28 0.000 50.00 0.00 0.00
820.48 0.000 55.80 0.00 0.00
820.68 0.000 61.60 0.00 0.00
820.87 0.000 67.40 0.00 0.00
821.06 0.000 73.20 0.00 0.00
821.24 0.000 79.00 0.00 0.00
821.42 0.000 84.80 0.00 0.00
821.61 0.000 90.60 0.00 0.00
821.69 0.000 93.00 0.00 0.00
• 821.99
822
18 0.000
0
000 102.20
00
108 0.00
0
00 0.00
00
0
.
......... .
..... . . ........ .
....
. ......

A <1> TOLERANCE (ft)
.AAAAAAAAA?i?,2?,A.A?,At?fi?.b = 0.010
A.fi.?.t?t?fifi?.A
AA.?.b,tip.k?X
1ti112i?.bb.A
fiklXiXiA. <2> TOLERANCE ($)
?.bAbAXit?Alit?X?.fi?.fi.AAbp = 1.000
.A.?.?.AA,Ab
b?ib?k?
B-
BASIN I.D.: Culvert #47 (PROPOSED)
LOCATION: Hartley Drive - STA. 53+65
• 2 OF 3
CURRENT DATE: 04-14-2008 FILE DATE: 4/14/2008
CURRENT TIME: 14:46:39 FILE NAME: 47
PERFORMANCE CURVE FOR CULVERT 1 - 1( 4.50 (ft) BY 4.50 (ft)) RCP
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
50.00 820.28 2.88 2.88 1-S2n 1.01 2.03 1.03 1.83 17.94 4.69
55.80 820.48 3.08 3.08 1-S2n 1.07 2.16 1.11 1.94 18.12 4.84
61.60 820.68 3.28 3.28 1-S2n 1.12 2.28 1.08 2.05 20.81 4.97
67.40 820.87 3.47 3.47 1-S2n 1.18 2.38 1.23 2.15 18.93 5.09
73.20 821.06 3.66 3.66 1-S2n 1.23 2.49 1.29 2.25 19.41 5.20
79.00 821.24 3.84 3.84 1-S2n 1.29 2.59 1.35 2.34 19.65 5.31
84.80 821.42 4.02 4.02 1-S2n 1.34 2.70 1.42 2.43 19.73 5.41
90.60 821.61 4.21 4.21 1-S2n 1.39 2.79 1.47 2.56 20.10 5.55
93.00 821.69 4.29 4.29 1-S2n 1.40 2.82 1.48 2.61 20.32 5.60
102.20 821.99 4.59 4.59 5-S2n 1.47 2.96 1.56 2.69 20.77 5.68
108.00 822.18 4.78 4.78 5-S2n 1.51 3."05 1.62 2.77 20.89 5.77
E1. inlet face invert 817.40 ft E1. outlet invert 809.00 ft
E1. inlet throat invert 0.00 ft El. inlet crest 817.40 ft
• ***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 0.00 ft
INLET ELEVATION 817.40 ft
OUTLET STATION 200.00 ft
OUTLET ELEVATION 809.00 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0420
CULVERT LENGTH ALONG SLOPE 200.18 ft
***** CULVERT DATA SUMMARY ***************** *******
BARREL SHAPE CIRCULAR
BARREL DIAMETER 4.50 ft
BARREL MATERIAL CONCRETE
BARREL MANNING'S n 0.012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
•
B-
BASIN I.D.: Culvert #47 (PROPOSED)
LOCATION: Hartley Drive - STA. 53+85
C,
•
CURRENT DATE: 04-14-2008
CURRENT TIME: 14:46:39
FILE DATE: 4/14/2008
FILE NAME: 47
3 OF 3
A,AAAAA.?.AA.A.A,AA,A,AAAAA.P.?.P.A.?.A,AA.AAAA.A.A.?.A?????,P.A.?.AAAAA.A,?,A.A.A.?.A.AAAA.AAAAAAAAAAAAA.A.AA,A.A.A AA
.. .. . . ... .. ... .. .. .. .. . . . . ... .. ...
TAILWATER
AAA.A.A,?.?,AAP.?.A,?,A?,AAAA.A,A.A,?AAAAAAAA.AA,??.?.AA.AA.A.A.AAAAAA,A.A.A.AAA?,A,?.A.A.AA,A.bA?. A, A.?.A.A.A.A.A.AP,AP,A?A
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 4.00 ft
SIDE SLOPE H/V (X:1) 1.0
CHANNEL SLOPE V/H (ft/ft) 0.010
MANNING'S n (.01-0.1) 0.035
CHANNEL INVERT ELEVATION 809.00 ft
CULVERT NO.1 OUTLET INVERT ELEVATION 809.00 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
50.00 810.83 0.701 1.83 4.69 1.14
55.80 810.94 0.704 1.94 4.84 1.21
61.60 811.05 0.707 2.05 4.97 1.28
67.40 811.15 0.710 2.15 5.09 1.34
73.20 811.25 0.713 2.25 5.20 1.40
79.00 811.34 0.715 2.34 5.31 1.46
84.80 811.43 0.718 2.43 5.41 1.52
90.60 811.56 0.720 2.56 5.55 1.60
93.00 811.61 0.722 2.61 5.60 1.63
102.20 811.69 0.724 2.69 5.68 1.68
108.00 811.77 0.725 2.77 5.77 1.73
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA.A.AAAAA.AA.AA.A.AAA.AAAA?iAAA?
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 40.00 ft
CREST LENGTH 100.00 ft
OVERTOPPING CREST ELEVATION 839.00 ft
•
B-
•
C RALPH WHITEHEAD ASSOCIATES, INC.
Consulting Engineers JOB:
SUBJECT: Hartley Drive (3202)
#47 - Buried Pipe 1
SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: AMA DATE: 14-Mar-06 OF
Charlotte, NC 28235 [phone] CHECK'D BY: DATE: 1
Area of Buried Pipe
Structure No. #47 Road Name Hartley Dr. Sta. 53+85
Determine the area of a buried pipe to the area of the designed pipe.
GIVEN:
Design Pipe Diameter (in) = 54
Buried Pipe:
D = Pipe Diameter (in) 60
r= Pipe radius (ft) 2.5
d = Depth Buried (ft) 1.0
SOLUTION: Determine the area of the buried pipe.
• 0 (radians) = 2 (arccos [ (r-d)/r ]) _
Atotal (ft z) _ 7[ rZ =
Area of the Segment = Asn (ft) = [ r2(0 - sin 0)] / 2 =
Area of the buried pipe = Ab,rid = Apipe - Aseg =
CHECK:
Diameter of area buried (in) = (4 * Abud d / 700.s =
CONCLUSION:
•
Boded Pipe Area.xls
1.85
19.63
2.80
16.84
55.6 > 54 = Ddesign (in)
B-7
GL)Iv 1- 3a
C7

•
APPENDIX C
SHEET 3 OF 8
r XFild PL
GIVEN = 1000
NYDROLD3TIC CONTOUR S. 0 2,000
ORRINR6E RRER 35 RC-
OO
5MRL L RRER FULL SU51NE 55 /,000
RN5WER
Q /Or 39 x l 4 = 54.6 CF5. e
oo 400
600
1400
a -? 2oo
o ? 200. T a
v ? -
t/00 goo
1 6O
_ 4-1 ? 0 3 ? ? 5O v?
sib L
.1'S !O Q 20
.01
os a ro
v Q? Q? z
??
W 4, w ?
v, 2
z ?
zZil
>W ?? p
GURY, 5 GORREc7' ON 5
i FoR DEVE LOPh1 NT
FRC7OR5 FOR FREQUENCJES 1 t
?Q O CURVE RGUE X 1.75 it 8
s 4 r It x 1:35 8?r Q,o'_ a5 cis
a/ o rt ; X k !3 Q.tS v` 35)- cfs
a6crx a5 (1•?,?= y? ca
Q?cv a5 ?a.?5?= 5H C'Ps
RUNOFF FRohf UR 9RN RR rq5
NORM CRROLINR 51/1 NIGHWRY CoAllyl5510N
JRN,! 7a G200.3
CHART C 200.3
3-8
BASIN I.D.: Culvert #30 (PROPOSED)
LOCATION: Hartley Drive - STA. 40+67
• 1
CURRENT DATE: 04-14-2008 FILE DATE: 4/14/2008
8
CURRENT TIME: 14:50:45 FILE NAME: 30
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.1
UAAAAAAAAAAAA AAAAAAAAA AAAAXiXibt?n bba5a?b ri?riririri?ri ?b?b ??ri?ria?8ri nrifiirTtfi TTTTtrTT Tn

3 C 3
SITE DATA
3
CULVERT
SHAPE, MATERIAL,
INLET G
3
3 U AAAPAAAA AAAAA AAAAAbZi ?Ziriffb?St i?fi?h?$? b??riri ???bbbnb rififirX5fi5 TiTfirXhh Tr
3 L 3 INLET OUTLET CULVERT 3 BARRELS 3
3 V 3 ELEV. ELEV. LENGTH 3 SHAPE SPAN RISE MANNING INLET 3
3NO.3 (ft) (ft) (ft) 3 MATERIAL (ft) (ft) n TYPE 3
3 1 3 834.00 830.00 119.06 3 1 RCP 3.00 3.00 .012 IMPR SDT REC 3
3 2 3 3 3
3 3 3 3 3
3 4 3 3 3
3 5 3 3 3
3 6 3 3 3
A,AAAAAAA?AAAA AAAAAAAAL1 Z1b??Sbbbb 2lb?ririribZ l?bri?tib8 b???? bri?fii73?h hhhXTitfix TTrfi?firXT X? U
SUMMARY OF CULVERT FLOWS (cfs) FILE: 30 DATE: 4/14/2008
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
835.59 25.0 25.0 0.0 0.0 0.0 0.0 0.0 0.00 1
835.73 27.9 27.9 0.0 0.0 0.0 0.0 0.0 0.00 1
• 835.88
836.02 30.8
33.7 30.8
33.7 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.00
0.00 1
1
836.15 36.6 36.6 0.0 0.0 0.0 0.0 0.0 0.00 1
836.28 39.5 39.5 0.0 0.0 0.0 0.0 0.0 0.00 1
836.41 42.4 42.4 0.0 0.0 0.0 0.0 0.0 0.00 1
836.54 45.3 45.3 0.0 0.0 0.0 0.0 0.0 0.00 1
836.57 46.0 46.0 0.0 0.0 0.0 0.0 0.0 0.00 1
836.78 51.1 51.1 0.0 0.0 0.0 0.0 0.0 0.00 1
836.90 54.0 54.0 0.0 0.0 0.0 0.0 0.0 0.00 1
841.00
AAA. A.Abp.AAAAAA 110.5 110.5
AAAAAAzitibtib?ri?Si?hn 0.0
b??85ri?? 0.0
b8?S??? 0.0
?bt;hi; 0.0
t?fifixfi?;Tfi 0.0
TTs??fiTfifi OVERTOPPING
xTT?S?Ii???rifi
ri
AAAAAAAAAAAAA
SUMMARY OF AAAbAA hk121
ITERATIVE A'4 ?bZ1 Z1??'?
SOLUTION '?`flb'?11'flZ1'0
ERRORS `?`fl'?f1DIIII
FILE: II21'nS1 '/?
30 '?'n T'n SST `n T 'n iT 'n 'n iT 'riX `n 'n 'n SST i(.. .• it i( St is ..
DATE: 4/14/2008 ..
HEAD HEAD TOTAL FLOW % FLOW
ELEV ( ft) ERROR (ft ) FLOW (cf s) ERROR (cfs) ERROR
835.59 0.000 25.00 0.00 0.00
835.73 0.000 27.90 0.00 0.00
835.88 0.000 30.80 0.00 0.00
836.02 0.000 33.70 0.00 0.00
836.15 0.000 36.60 0.00 0.00
836.28 0.000 39.50 0.00 0.00
836.41 0.000 42.40 0.00 0.00
836.54 0.000 45.30 0.00 0.00
836.57 0.000 46.00 0.00 0.00
836.78 0.000 51.10 0.00 0.00
• 836.90 0.000 54.00 0.00 0.00
<1> TOLERANCE (ft) =
AAQQL1'AA,AP.A`QQQ'QA'AAAAA'A'A 0.010
21'0'0'?'??b?'C1
D'?`?'0'n'o'??
h'o'$bSZiZi <2> TOLERANCE ($)
fiti`dh71'niT'n`n'n'nfiT'n'n'n'nfi'n'n'n = 1.000
'n'n'n'n'nitfi fi'ri
ic....
t.
BJ
BASIN I.D.: Culvert #30 (PROPOSED)
LOCATION: Hartley Drive - STA. 40+67
• CURRENT DATE: 04-14-2008
CURRENT TIME: 14:50:45
PERFORMANCE CURVE FOR CULVERT 1 - 1(
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL
FLOW ELEV. DEPTH DEPTH TYPE DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft)
25.00 835.59 1.59 1.59 1-S2n 0.90
27.90 835.73 1.73 1.73 1-S2n 0.95
30.80 835.88 1.88 1.88 1-S2n 1.00
33.70 836.02 2.02 2.02 1-S2n 1.05
36.60 836.15 2.15 2.15 1-S2n 1.10
39.50 836.28 2.28 2.28 1-S2n 1.14
42.40 836.41 2.41 2.41 1-S2n 1.19
45.30 836.54 2.54 2.54 1-S2n 1.24
46.00 836.57 2.57 2.57 1-S2n 1.25
51.10 836.78 2.78 2.78 1-S2n 1.32
54.00 836.90 2.90 2.90 1-S2n 1.36
E1. inlet face invert 834.00 ft
E1. inlet throat invert 833.66 ft
E
•
2 OF 3
FILE DATE: 4/14/2008
FILE NAME: 30
3.00 (ft) BY 3.00 ( ft) ) RCP
CRIT. OUTLET TW OUTLET TW
DEPTH DEPTH DEPTH VEL. VEL.
(ft) (ft) (ft) (fps) (fps)
1.61 0.94 1.43 13.31 3.95
1.70 0.99 1.52 13.62 4.07
1.80 1.05 1.60 13.95 4.18
1.88 1.11 1.68 14.14 4.29
1.96 1.16 1.76 14.47 4.38
2.04 1.22 1.83 14.61 4.47
2.12 1.27 1.90 14.90 4.56
2.19 1.33 1.98 15.03 4.65
2.20 1.34 2.03 15.03 4.71
2.32 1.42 2.10 15.53 4.78
2.38 1.47 2.16' 15.61 4.85
E1. outlet invert 830.00 ft
El. inlet crest 834.00 ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 0.00 ft
INLET ELEVATION 834.00 ft
OUTLET STATION 130.00 ft
OUTLET ELEVATION 830.00 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0308
CULVERT LENGTH ALONG SLOPE 119.06 ft
***** CULVERT DATA SUMMARY
BARREL SHAPE
BARREL DIAMETER
BARREL MATERIAL
BARREL MANNING'S n
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
************************
CIRCULAR
3.00 ft
CONCRETE
0.012
IMPR SDT RECT
BEVELED EDGE TOP (15-26 DEG WINGWALL)
NONE
***** SIDE-TAPERED RECTANGULAR IMPROVED INLET ***
FACE WIDTH 8.50 ft
SIDE TAPER (4:1 TO 6:1) (X:1) 4.00
B-1
BASIN I.D.: Culvert #30 (PROPOSED)
LOCATION: Hartley Drive - STA. 40+67
•
•
CURRENT DATE: 04-14-2008
CURRENT TIME: 14:50:45
FILE DATE: 4/14/2008
FILE NAME: 30
3 OF 3
.................................
TAILWATER
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 3.00 ft
SIDE SLOPE H/V (X:1) 1.0
CHANNEL SLOPE V/H (ft/ft) 0.010
MANNING'S n (.01-0.1) 0.035
CHANNEL INVERT ELEVATION 830.00 ft
CULVERT NO.1 OUTLET INVERT ELEVATION 830.00 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
25.00 831.43 0.670 1.43 3.95 0.89
27.90 831.52 0.674 d 1.52 4.07 0.95
30.80 831.60 0.677 1.60 4.18 1.00
33.70 831.68 0.679 1.68 4.29 1.05
36.60 831.76 0.682 1.76 4.38 1.10
39.50 831.83 0.684 1.83 4.47 1.14
42.40 831.90 0.686 1.90 4.56 1.19
45.30 831.98 0.689 1.98 4.65 1.24
46.00 832.03 0.690 2.03 4.71 1.27
51.10 832.10 0.692 2.10 4.78 1.31
54.00 832.16 0.694 2.16 4.85 1.35
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 40.00 ft
CREST LENGTH 100.00 ft
OVERTOPPING CREST ELEVATION 841.00 ft
•
B-1
C
RALPH WHITEHEAD ASSOCIATES, INC.
Consulting Engineers JOB:
SUBJECT: Hartley Drive (3202)
#30 - Buried Pipe 1
SHEET
1000W. Morehead Street P.O. Box 35624 CALCD BY: AMA DATE: 14-Mar-06 of
Charlotte, NC 28235 [phone] CHECK'D BY: DATE: 1
Area of Buried Pipe
Structure No. #30 Road Name Hartley Dr. Sta. 40+67
Determine the area of a buried pipe to the area of the designed pipe.
GIVEN:
Design Pipe Diameter (in) = 36
Buried Pipe:
D = Pipe Diameter (in) 42
r= Pipe radius (ft) 1.75
d = Depth Buried (ft) 0.6
SOLUTION: Determine the area of the buried pipe.
• 0 (radians) = 2 (arccos [ (r-d)/r ]) _
Atotal (ft 2) ° 7t r2 =
Area of the Segment = ASeg (ft') = [ r2(0 - sin 0)] / 2 =
Area of the buried pipe = Aburied = AP;p, - Aieg =
CHECK:
Diameter of area buried (in) = (4 " Aburied / 7C)0.5 =
CONCLUSION:
•
Buried Pipe AreaAs
1.71
9.62
1.10
8.52
39.5 > 36 = DdeMgn (in)
B-12
•
APPENDIX C
ROADSIDE CHANNELS
•
0
ROADSIDE CHANNELS
• DESIGN CRITERIA:
Discharge ....................................................................................................................................10-yr storm
Minimum Slope ................................................................................ 0.5 % (desirable), 0.30% (acceptable)
Permissible Shear Stress (for Class `C' Vegetation) .................................................................... 1.00 lb/ft2
Permissible Shear Stress (for Class I Riprap) ............................................................................... 3.00 lb/ft2
Permissible Shear Stress (for Class II Riprap) .............................................................................. 4.00 lb/ft2
Flow Depth
Flow depth is an iterative process using the Manning's equation combined with the continuity equation:
Q = [1.486 A R" Sv2] / n
Where:
Q = discharge (cfs)
n = Manning's roughness coefficient
A = cross-sectional area (ft)
R = hydraulic radius (ft)
• S = slope (ft/ft)
Shear Stress
Shear stress is calculated from the following equation from HEC 15:
Td=vdS
Where:
Td = shear stress (lb/ ft2)
V = unit weight of water (62.4 lb/ ft)
d = flow depth (ft)
S = slope (ft/ft)
The permissible shear stress approach was used to analyze the proposed channels. If the computed shear
stress is less than the permissible for the particular lining, then the channel is assumed to be stable. The
initial calculation assumes a class `C' vegetative lining with a permissible shear stress of 1.00 lb/ ft2 as
indicated in Table 2, page 36 of HEC 15. If the "shear comment" column on the following spreadsheets
indicates "FIX," then an alternate lining was used.
•
C-1
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•
APPENDIX D
INLET/GUTTER CAPACITY
•
0
INLET/GUTTER CAPACITY
• DESIGN CRITERIA:
Storm Event .......................................................................................................................................10 year
Maximum Gutter Spread .......................................................................................................................... 8 ft
Gutter Spread
The "City of High Point Storm Drainage System Design Manual" set two limits for the gutter spread.
The flow shall not encroach within 8 feet of the street centerline and the width of the flow shall not
exceed 10-feet from the face of curb. Based on these limits the allowable spread on Hartley Drive is 8
feet.
Flow Depth
Using the maximum flow width and various slopes for the road, the flow depth and capacity can be
determined. To determine capacity, the Manning's equation combined with the continuity equation is
used:
Q = 11.486 A R"' Si,"'] / n
Where:
Q = discharge (c.f.s.)
n = Manning's roughness coefficient
A = cross-sectional area (ft.2)
• R = hydraulic radius (ft.)
SL= Longitudinal slope (ft./ft.)
To determine the maximum spacing to contain the flow within the allowable spread, the Rational
Method and the maximum Q is used to solve for the spacing length.
Curb Inlet Capacity
All inlets are spaced to catch the 10-year storm event and so that the flow does not exceed the maximum
allowable gutter flow. Furthermore, the spacing should be set so the flow is within the maximum
allowable volume to curb inlets.
Drop Inlet Capacity
The capacity of rectangular grates for drop inlets is determined from an equation that relates the flow to
head and opening area.
Q = CA(2gh)"2 x (2/3)
Q = Capacity (cfs)
C = Orifice Coefficient (0.6 for square edges / 0.8 for rounded edges)
A = Net area of opening (ft2)
g = 32.2 ft/sec2
h =allowable head (ft)
Yard Inlet Capacity
• The capacity for the yard inlet is determined using the Chart for "Yard Inlet Capacity"(page 17-18,
"City of High Point Storm Drainage System Design Manual").
D-1
•
r W ILOL' N
N
co co
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APPENDIX E
STORM DRAINAGE SYSTEMS
0
•
STORM DRAINS
DESIGN CRITERIA:
Storm Event ................................................................................................................................10 yr storm
Minimum Time of Concentration ................................................................................................10 minutes
Minimum Rainfall Intensity ........................................................................................................... 5.70 in/hr
Minimum Slope ..........................................................................................1.0 % (for 24" dia. and smaller)
Minimum Slope ............................................ meet full flow velocity of 6 ft/sec (for pipes larger than 24")
Minimum Pipe Size ........................................................................................................................15-inches
Minimum Cover ......................................................................................................2.0(1.0' for yard inlets)
Time of Concentration
If the water path to the inlet was less than 500-feet, the minimum time of concentration, 10 minutes, was
used. If the length of the water path exceeded 500-feet, the time of concentration to the inlet was
calculated based on the "City of High Point Storm Drainage System Design Manual".
• Rainfall Intensity
Rainfall intensities for storm drainage calculations came from the "City of High Point Storm Drainage
System Design Manual," (Pages 9).
Rainfall Runoff
The Rational Method was used to estimate the rainfall runoff to each storm drainage system.
Pipe Capacity
The pipe capacity can be calculated using the Manning's equation combined with the continuity
equation:
Q (cfs) _ 11.486 A R213 Slit] / n
Where: R = Hydraulic Radius (ft) = A / P
P (ft) = Wetted Perimeter of Flow
A (ft) = Flow Area
S = Slope (ft/ft)
n = Manning's Roughness Coefficient
• Hydraulic software, Geopak Drainage, was used to analyze and determine pipe sizes for the closed
systems. The software uses the Manning formula to determine the hydraulic characteristics of the storm
drain. The computer program's internal design preferences and drainage library were set to the City of
High Point design standards.
E-1
RALPH WHITEHEAD ASSOCIATES, INC.
?j' ? Consulting Engineers
V 1000 W. Morehead Street P.O. Box 35624
Charlotte, NC 28235 [phone]

Construction Storm Drainage

From Structure To Structure pipe Pipe
Structures Elevations Elevations Diameter Length Slope

From To Top Invert Top Invert (m) (ft)
SYSTEM -A
37
231
JOB: l ai`ft Qq.V 3Z0yU0t)
SUBJECT: Storm Drainage Design
CALC'D BY: :f DATE. : -t
CHEWD BY EJV .`: DATE: 1ES-?
Remarks
1
SHEET
OF
2
C#3-?b x:33-"?1 U"J4,fFl :'ts4?J.gt4 L2533.Y3. €' 1}itldUV J6< ?? I,r3o
51-16A C8-16 852.93 850.72 854.43 850.54 15, 18 1.Q0
C8-17 C8-18 853.51 847.00 84519 < B4C136,, 36 220 3.02
Of-17A CB-17 85200 848.92 853;51 1.84.8,75. . 15 17 1.00
CS-18 PO-21 845,19 83907 :8385Q:: 637,00 36 44 4,70
SYST EM - B
CB-20 PO-72 933.47 830.89 >$1 Q .7 : $t)3:50 15 96 21.76
SYST EM - C
CE-19 CB-29 839.43 836.35 830 SD:: $ 5 :: ; 1 a 155 5.70
C8=21 PO 22 830.50 827,42 813.25 8'12 DES:: 15 80 35,27
SYST EM - D
s:24
•
E-2
RALPH WHITEHEAD ASSOCIATES, INC.
Consulting Engineers
V 1000 W. Morehead Street P.O. Box 35624
Charlotte, NC 28235 [phone]
Construction Storm Drainage

Strucures From Structure

Elevations To Structure

Elevations
Pipe
Diameter
Pipe
Length
Slope
From To Top Invert Top Invert (m) (ft)
B-28 CS-29 834.21 831.13 834.21 830.70 15 43 1,00
8-29 CS-27 834.21 830.50 826.93 <829.85 ; 15 289 334
SYST EM - E
B 31 CB 32 845 33 842 33 844 7n 841 7D ' 15 41 1 54
JOB: Hartley Q J. .e 320X100 2
SUBJECT: Storm Drainage Design SHEET
CALC'D BY: HSB DATE: 10 Ma.:8 OF
CHEK'D BY EJ DATE: V) Mar 0K 2
Remarks

CB-32 CB-34 844.70 841.60 644,17 840,78: : 15 57 1,44
CB-34 CB-36 844.17 840.68 848.88 540.DD 15 49 1 39
CB-36 PO-55 843.88. 840.39 84-2.25: !840 OD 15 29 1.34
SYST EM - F
CB-38 CB-39 642.30 840,06 -841.96 838.88 15 ' 28 4,21
GB-39 CB-41 841.96 838.68 840.711 836.68 15 198 1.01
CB-4Q GB749 841-00 837.92 84077 836.78 > 15 32 3-56
GB:4;? . 8Q 77, . :36.58. &40,02 3.35,08 15 ; 15Ci
O$-42 P? 56 S4» ik2.: $3 JB.: B35 25j : 833 0 1.
15
148
! i3Q
SYST EM - G
:13-49 CH-4G ? 839.3fl ? t
SYSTEM - H
;13-50' CB:. B43.68 1
;8-51 RO-50 844.17 2
.13-52 CB-53 652.60 i
B-53 ? CB-51 852.37
i
SYSTEM -
3E-54> C8-55 854.00 ?i
;13-55 PO-73 859.95 i
SYSTEM - J
>$ 56 PO-BD 855.24 !1
SYSTEM - K

i 838.79 15 101
3 810.25 R09.00 15 > 72
i 837.94 832.18: 15 30
2 837.94 832.16 15 99
2 !838,79 834.86 15 ' 100

944.17 , 639.98 1$ 62
3 U025 a38-25] 15 66
2: 852.37: 848.82: 1 15 7D
I :Rrq 9t, I`RaF ';R :I
?'85 t;25: 85f ,00 15 ! 77 j `2,79

i 843,48 635.89 24; 35 2,78:
r 843.04', 837.64'. 15 32 4 i:3
i :83O,55 830,55 36 37 14;43

E-3
RALPH WHITEHEAD ASSOCIATES, INC. JOB l artley Q&6 3.220200.0 1
W L-(?T-v
Consulting Engineers SUBJECT Storm Drainage Design Data SHEET
1000 W. Morehead Street P.O. Box 35624 CALL D BY ?i5@ DATE _ 1i3-Illca608; OF
Charlotte, NC 28235 [phone] CHEKD BY DATE 1fl rear D$ 2
Engineering Storm Drainage Schedule-1
Structures Drainage Basin 10-Year Flow Full Pipe Full Pipe
Basins
C Length Tc (min) Intensity Capacity Velocity
From To Inlet Pipe (ft) (in/hr) Inlet Pipe (cfs) (ft/sec)
(ac) (ac) (cfs) 1(cfs) Remarks
SYSTEM - A
C6-100 CI-101< 0,06 a05-11t, 95 81 10 &7 0.43 0.4.3*-.-'. 6.41 5.22
G1-101 CB-102 0.116 0 19;. -0-65 81 10 5,7 0.60 1 D3 6.28 5.11
CB 102 CB-I03 0.26: 0.45 !0.95 957 30 57 1.41 .2438 6.32 5.15
CB-103 MH-10.19 0.64 0,95 125 10 57 1.03 3.35 6.28 5.12
MH-1 :: CB-2' Wa' 0,6 Wa n/a 10 5.7 n/a 3.35 " 6.28 5.12
CB-2 3B-4 016 0.80 0.95125 10 5,7 0.87 4'.'6{320.81 11.78
C13-3 CB-6 0.15 01.15 ti.95 125 10 57 0.81 a.81 12.22 9.96
CB-4 CS-7 017 0,97 'fl,95 180 10 5.7 0.92 4.92 13.57 7.68
CB-5 CB-6' 0.13 0,13 0195 350 10 57 0.70 070 7.03 5.73
CB--& CB-9 0.13 0 .41 ().951 180 105.7 : 0.70 2,19 `r 9.78 7.97
C5-7 CB-9 0,28 6.05 0.95 240 10 57 't ! 1.41 28.93:. 5133 7.26
C>P-BA MR-8 0,02 0,02 0195 60 10 5.7 !' 0.11 .0.11 18.57 15.13
MH-8 CB-7' n/a 4,82 ( W a n/a 10 5.7 n/a 24167> 39.85 8.12
sB-9: CB 3D 0.27 6.73 ss0.95 24010 5,7 1.46 32.15 69.45 9.83
EX-9th MH-8 4,80 4,80 0,90 450 10 5.7 24.62 24 S2". 65.02 20.70
CB-10 CB-12 0,29: 7.43 0.95 210 10 53 ! 1.57 9459> 54.70 7.74
G1-11CB410 0.41 1141 0.65 54 10 5,7 1.52 ..1.52! 18.11 5.76
CB-12 CB-14 0,38 r7,81 0.95 140 10 5.7 2.06 3618:: 51.23 7.25
M-13 CB-14 0.27 0,95 210 10 5.7 1.46 1.dfi>8.78 7.15
.
C`B-14 CB-15 0,22 0,95 280 10 5.7 1.19 37 971 51.23 7.25
CB-15 CB-16 0.33 0.95 170 10 5,7 1.79 39.1352.19 7.38
CB-16 CB-17 0.33 0,95 150 10 517 1.79 4D7p 93.40 13.21
G4-16A CB-16 0,16 0,16 a.55 150 10 53 0.50 0.55::: 7.08 5.77
C8-17 CB-18 0.29 9.58 03.95 150 10 57 1.57 42.25` 125.86 17.81
G3-17A CB-17 0.17 0.17 0,55 145 10 5.7 0.53 0.53 7.02 5.72
CB-18 PO-21 0.23 9.81 0.95 220 10 51 : 1.25 43139:: 157.00 22.21 outlet into Pond 1
s _.._..
SYSTEM - B
CB-20 PL)-72 OAS 0.18 ! Q-95 .::254 lo 5.7 0.97 6,9.7_ : 1_6_.3.8_ 13.35 Energy Dissapator: Riprap d5D=6", L=7ft, W=8.3ft
SYSTEM - C
CB-19 ICS-.2-1i., 0.36 fl 3,6 0 95 300 10 5,7 1.95 1:95 ' 16.74 13.64
CB-21 PQ-22 014 0150 ' 0,95 153 10 51 a 0.76 '2.69 ' 15.41 12.56 Energy Dissapator. Riprap d50=6", L=6ft, W=3.7ft
SYSTEM - D
CB-22 CB-24 0:27 0,27; 0195 26B 10 5 7` 1.46 1 ". 6 13.84 11.28
C8-23 PO-56 0.40 2.52 >0.95 112 10 5 7 i' 2.17 12 $&; 56.39 17.95 Energy Dissapator. Riprap d50=8", L=17ft, W=19ft
CB-24 ,CB-23 018 2,12 0,95 ss112 10 5.7 0.97 1079 24.68 7.86
G1-25 ('CB-24 13.18 0.18 0.55 Z30 10 5,7 « ! 0.56 058 22.16 18.05
GB 26 CB 27 01.36 0.30 `03.95 300 10 5.7 1.62 1,82 20.68 16.85
• CB-27 tCE-24 629 11+19 0,95 300 10 5.7 1.57 7 9Z 11.44 6.47
CB-283 CB-29 0.42 03.42 0,95 300 10 5,7 2.27 22r: 7.04 5.74
[I CB-29 CB-27 0.48 0,90 0,95 450... 10. 5,7 2.60 4 85. 12.82 10.45
E-4
RALPH WHITEHEAD ASSOCIATES, INC.
"77/7 Consulting Engineers
1000 W. Morehead Street P.O. Box 35624
Charlotte, NC 28235 [phone]
Structires Drainage Basis Basin 10-Year Full Pipe Full Pipe
it
V
l

From
To
Inlet
(ac)
Pipe
(ac) C Length Tc (min) Intensity
(in/hr) L P Capacity
(cfs) oc
y
e
(ft/sec)

Remarks
SYSTEM -E
CB-31; CB-32 . .O,DB 0 08 0 95 : kQO .: 10 5 7 0.43 0,43 f 8.70 7.09
CB-32 CB w34 0.10 0.181 0.95 100 10 5,7 0.54 09
>"
8.39
6.84
CB-34 C6-36 0.69 0,87 0.95 100 10 5.7 3.74 `4.66 8.29 6.76
CB-36< '0-55 0 48` 1.35 0.95 100 10 5,7 2.60 7.20 8.17 6.66 Outlet into Pond 2
SYSTEM - F
CB-38 ' CB-39 0.26 0.28 0.95 280 10 5.7 1.41 1.43 14.33 11.67
CB-39 CB-41 022 0.48 0.95 280 10 57 ! 1.19 2.59 7.05 5.75
CB-40 CB-41 123 0.23 >0,95 200 10 57 1.25 1.25". 13.35 10.88
GB-41< CB-42 011$ 0.89 0.95 200 10 5.7 0.97 4,70 7.01 5.71
42.
CB PC)-58 0,15' 304_: ;0,95 150 3f1'. 5.7 0.81 5 43> 7.02 5.72 Energy Dissapator: Riprap d50=6", L=16ft, W=7.7ft
.
SYSTEM - G
CEi43 G13 ?l 05 D 23 ;;0.95 138 3`0 5.7 1.57 1 -ST: 11.85 9.66

CB-44
6.'&46
0 {
0 f :
.>0.95
288
10, >
5.7 ' `
0.70
070
6.99
5.70
u6-45 PO-47 0.1E 1.18 0.95 70 30 5.7 0.97 S. © 19.85 16.18 Energy Dissapator. Riprap d50=6", L=18ft, W=8.5ft
CB-46 CB-45 0,1$ 0.53 0-95 70 10 57 0.97 -272.;: 20.10 16.38
C548 CB-45 0.20 10.20 10.95 252 10 5.7 1.08 1 AB > 13.48 10.99
CB-49 CB-46 020 020 0.95 252 10 5.7 1.08 1.68-1 8.18 6.67
SYSTEM - H
CB-50 CB-51 0124 0,241 0.95 240 30 57 1.30 1-j'
7.03
5.73
IC5-51 P0?50 0.23 1.18 0.95 240 10 5.7 1.25 S 32. 10.66 8.68 Energy Dissapator: Riprap 60=6", L=1 Oft, W=11.3ft
CB-52 CB-53 0,36 _:Q,36 0,95 240 10 57 1.95 1,95 ; 7.04 5.74
CB-53 CB-51 0.35 0,71 0.95 350 10 5,7 1.90 3.87 13.34 10.87
SYSTEM - I
GI-54' 'CB-55 13.96 06 0.55 140 10 51 3.01 3.03 ! 7.09 5.78
CB-55 PO-73 0109 11 ,05 0,95 350 10 5 7 ;: 0.49 3.49' 6.04 4.92 Outlet into Pond 3
SYSTEM - J
PQ-80 D.3 0.3 < 0 95 300 30 5,7 1.62 1.6.2 11.74 9.57 Outlet into Pond 3
C5-56
?
SYSTEM - K
CB-33 EX-75 0,20 0.44 0.95 53 10 57 1.08 11.66 9.50
CB-35 C6-33 0,24 0-24 0.95 50 30 5.7 1.30 1.30 50.23 15:99
FX-75 Pn-76 nla 0.44 n/a n/a 10 5.7 n/a 2.38.: 593.56 47.23 Energy Dissapator. Riprap d50=6", L=611t, W=4.4ft

E-5
•
APPENDIX F
BRIDGE DECK DRAINAGE
1?
0
•
•
•
BRIDGE DECK DRAINAGE
DESIGN CRITERIA:
Rainfall Intensity ............................................................................................ 4.0 in/hr (maximum drivable)
Design Spread .......................................................................................................... 8.5 ft from face of curb
Spread
Spread calculations from the following equations from HEC-21:
Q = (0.56 / n) SJ'-'
Where: Q =
Lo =
L=
WP
n=
C=
i=
SX =
S=
T=
7 S0.5 T2.67 & Lo = (43560 Q) / (C I Wp)
Full Gutter Flow (c.f.s.)
Maximum Distance to First Drain (ft.)
Length of Bridge (ft.)
Width of Pavement (ft.)
Manning's Roughness Coefficient
Runoff Coefficient
Rainfall Intensity (in./hr.)
Cross Slope (ft./ft.)
Longitudinal Slope (ft./ft.)
Design Spread (ft.)
For deck drainage 6-inch scupper drains at 12-foot centers will be included to help maintain the gutter
spread. The scuppers will be eliminated in areas directly over channel.
F-1

RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 1
? Consulting Engineers SUBJECT: Bridge Deck Drainage/Spread SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 19-Jun-07 of
Charlotte, NC 28235 [phone] CHECK'D BY: DATE: 1
DETERMINE IF BRIDGE SCUPPERS ARE REQUIRED
GIVEN:
Length of Bridge Including Approach Slabs (L) =
Width of Pavement Contributing to Gutter Flow (WP) =
Manning's Roughness Coefficient (n) =
Bridge Deck Cross Slope (S,,) =
Rational Runoff Coefficient (C) =
Allowable Width of Flow, Spread (T) =
Design Rainfall Intensity (1) =
Longitudinal Bridge Deck Slope (S) =
Proposed Posted Speed Limit =
Average Daily Traffic (ADT) =r
SOLUTION:
•
Calculate the Maximum Allowable Distance to the First Scupper (L°).
24393.6*S„1.67*SO.5*T2.67 L = = 862 ft.
° C*n*I*Wp
Calculate Actual Gutter Spread (TS) at End of Bridge.
2.67 C*n*I*Wp L
_ 59.816
TS 24393.6 * SX1.67 * S1.5
TS = 4.63 ft.
TS < T ======> SCUPPERS ARE NOT REQUIRED
E
BridgeGutterSpread. xls
200 ft.
30 ft.
0.016
0.0208 ft. /ft.
0.95
8 ft.
5.50 in. /hr.
0.0490 ft. /ft.
mph
vehicles
F-2

APPENDIX G
OUTLET PROTECTION
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30
20 r
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-h e
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ENERGY DISSIPATOR
TO SHEETFLOW CONDITIONS
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ENERGY DISSIPATOR.
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Tai lw Or > tit
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Discharge (f*3•sec)

eneTrg'y

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vp- 50 5? 55 + Lts -?-T
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T SHEETFLOW CONDITIONS
pit w Grp `
= °-a
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77
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n - 73
EER Y I PM O -
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T HEETFLW CONDITIONS.
3p o 3 = ..1?F T• }?3.
D 90 pipe
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ENERGY I IPAT
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TO SHEETFLOW CONDITIONS
3p, r i !
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•
APPENDIX H
SEDIMENT AND EROSION CONTROL DETAILS
LIST OF DETAILS
1. Standard Pipe Outlet Erosion Control Device
2. Standard Silt Fence Detail
3. Standard Stormwater Inlet Protection Measures
4. Standard Temporary Stone Ditch Check
5. Standard Temporary Silt Check Dam
6. Temporary Construction Entrance Detail
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NORTH CAROLINA GRAVEL CONSTRUCTION ENTRANCE •
DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS W
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