20051772 Ver 1_Complete File_20051216

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Michael F. Easley, Governor
William G. Ross Jr., Secretary
-
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
December 7, 2005
Mr. Thomas Cluderay
KMC, LLC
6100 Fairview Road
Suite 350
Charlotte, NC 28210
Dear Mr. Cluderay;
RE: Winstead Park
DWQ # 2005-1772
Wake County

The Division has received the information regarding your third submittal of information
for this project (most recent information dated December 6, 2005 from Mr. Jeff Harbour,
Environmental Services, Inc.). Unfortunately, this response did not address the issues raised in
our earlier letter of November 17, 2005 or our earlier letter dated October 10, 2005. Therefore,
this application is being returned to you as incomplete. Once a complete application is
prepared, you will need to reapply for our written approval and pay the 401 Certification fee
again. Please address the following issues in your next submittal.
1 Please clearly show the location of the proposed buffers (Zone 1 and Zone 2) on a
site plan.
2. Please provide copies of the relevant USGS topographic map and County Soil
Survey with your submittal so we can determine which streams are subject to the
buffer rules.
3. Since lot 3 is shown as Nunbuildable°, please remove it from the site plan by
combining it with adjacent lots.
4. The table attached to your December 6 submittal lists several activities (road
crossings and underground utilities) as "Exempt" while the buffer rules list them as
"Allowable". Please correct this with your next submittal.
5. Please provide five (5) copies of the revised application and site plan with your next
submittal.
I can be reached at 919-733-9646 if you have any questions.
Sinrze6i,yours,

Cc: File copy
Central files
rervices, ney
Jeff Harbour, Environme to 24 S. N ew Hope Road, Raleigh, NC
27610
One
rthCaro}tna
No
401 oversightlExpress Review Permits Unit d aturalllf
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httn://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/l0% Post Consumer Paper
ENVIRONMENTAL SERVICES, INC.
524 S. NEW HOPE ROAD
RALEIGH. NORTH CAROLINA 27610
919-212-1760 • FAX [phone]
www.esinc.cc
November 14, 2005
Ms. Cyndi Karoly
N.C. Division of Water Quality
Wetlands/401 Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Winstead Park
DWQ Project # 05-1772
Nash County, NC
Cyndi:
Environmental Services, Inc., (ESI) is submitting the enclosed information pursuant to your
letter dated October 10, 2005. Stocks Engineering, PA has completed the Stormwater Plan
for the Winstead Park project and I trust that this will satisfy the requests of NCDWQ.
Please call me if you have any questions or comments.
Sincerely,
ENVIRONMENTAL SERVICES, INC.
Jeff Harbour, PWS
Asst. Vice President
Ecology Division Manager
Cc: Mike Stocks, PE
Ian McMillan
NOV 1 4 2005
DEFJR - V ATER QUALITY
WETLANDS AW S i Cx2I?A'ATER BIW4CH
JACKSONVILLE • ST. AUGUSTINE 0 COCOA 0 JUPITER • DESTIN 0 SAVANNAH • ATLANTA • RALEIGH 0 CHARLOTTE • ASHEVILLE
r ,
?0F W A74 i9' Michael F. Easley, Gov -
Z
?? William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
00,0
Q Alan W. Klimek, P.E. Director
Division of Water Quality
November 17, 2005
DWQ Project # 05-1772
Nash County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Thomas H. Cluderay
KMC, LLC
6100 Fairview Road, Suite 350
Charlotte, NC 28210
Subject Property: Winstead Park
Stony Creek (030302, 28-68, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Cluderay:
On September 19, 2005, the Division of Water Quality (DWQ) received your application dated
September 12, 2005, to impact 0.47 acres of wetlands and 120 linear feet of streams to develop a
commercial property known as Winstead Park. The DWQ received additional information from you on
November 14, 2005. The DWQ has determined that your application remains incomplete and/or provided
inaccurate information as discussed below. The DWQ will require additional information in order to
process your application to impact protected wetlands and/or streams on the subject property. Therefore,
unless we receive the additional information requested below, we will have to move toward denial of your
application as required by 15A NCAC 2H .0506 and will place this project on hold as incomplete until we
receive this additional information. Please provide the following information so that we may continue to
review your project.
Additional Information Requested:
1. Please show all stream impacts, including all fill slopes, dissipaters, and bank stabilization on the site
plan. It is unclear from the drawings where the stream impacts are located. Please provide drawings
that clearly show the stream impacts.
2. Please indicate the location of the protected buffers as overlays on the site plan, and please indicate
all buffer impacts on the site plan. It is unclear from the drawings where the buffers are located and
what the impacts to the buffers are. Please provide drawings that show the locations of the buffers on
both sides of the streams and where the buffer impacts are located.
3. Please provide the location of silt fencing on the site plan sheets.
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Mike Horan of the DWQ Raleigh Regional Office. If we do not hear from you within three weeks,
we will assume that you no longer want to pursue this project and we will consider the project as
withdrawn.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.state.nc.us/ncwetlands
N?om,?` Carolina
Nvatur."Iff
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
KMC, LLC
Page 2 of 2
November 17, 2005
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. Please call Ms. Cyndi Karoly or Mr. Ian McMillan at 919-733-
1786 if you have any questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
i
Cyn i Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ijm
cc: Jeff Harbour, ESI, 524 South New Hope Road, Raleigh, NC 27610
Mike Horan, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
1
Filename: 051772 WinsteadPark(Na sh)On_Hold2
DWQ #.05-1772 Winstead Park
Subject: DWQ # 05-1772 Winstead Park
From: Laurie Dennison <[e-mail]>
Date: Thu, 17 Nov 2005 12:57:18 -0500
To: [e-mail]
Please see attached the Division of Water Quality's request for more information
related to your recent application. Please note that this message is being forwarded
to you electronically so that you may expedite preparation of your response. Please
do not send your response as a reply to this e-mail or via fax. The hard copy is
being sent via US Mail. All response correspondence is to be mailed via hard copy to
the 401 Oversight and Express Permits Unit, 2321 Crabtree Blvd., Raleigh, NC, 27604
unless otherwise noted.
051772WinsteadPark(Nash)On_Hold2.doc Content-Type: application/msword
Content-Encoding: base64
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1 of 1
11/17/2005 12:59 PM

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
September 19, 2006
CERTIFIED MAIL #7001 1940 0004 3641 4345
RETURN RECEIPT REQUESTED
KMC, LLC
C/o Mr. Thomas H. Cluderay
6100 Fairview Road
Suite 350
Charlotte, NC 28210

CERTIFIED MAIL #7006 0100 0001 7833 2721
RETURN RECEIPT REQUESTED
O f% / ?7'?

SEF 2 7 200
Retention Pond Services, Inc.
C/o Mr. Glen Garrett
PO Box 15630
Wilmington, NC 28408
DENR - WATER Q e, si' aGr+
woLWDSANDSTORMM !"' p
Notice of Violation w/ Recommendation for Enforcement for the Winstead Park Tract/ Nash County
Dear Mr. Cluderay and Mr. Glen Garrett,
On September 110', 2006, Michael Horan of the Raleigh Regional Office Surface Water Protection Unit met with
Mr. Michael Stocks of Stocks Engineering and Mr. Blair Hinkle (Storm Water Engineer for the City of Rocky
Mount) on the Winstead Park Tract located on the south side of SR 1614 (English Rd.), east of (SR 1613) Winstead
Ave., in Rocky Mount, NC. The Purpose of this meeting on site was to address an area of concern Mr. Horan
noticed while driving by the tract. The area of concern is the unnamed tributary to Stony Creek, which flows from
the most western property line to the eastern property line, behind the future Cracker Barrel restaurant. This
unnamed tributary is subject to Tar-Pamlico Buffer Rules (15A NCAC 02B..0259).
During the site visit Mr. Horan observed impacts to the outer 10 ft. of Zone 1(30 ft) of the Tar Pamlico Riparian
Buffer on both sides of the stream channel. The length of impact was approximately 702 linear feet of stream
channel from the western property boundary to the permitted crossing of the subject stream and approximately 405
linear feet from the crossing to the eastern property boundary. The total square footage of impacts is approximately
22,100 square feet. Vegetation removal in Zone 1 other than what is described in the TABLE OF USES (15A
NCAC 02B.0259 (6)) is prohibited.
A recent file review shows that no authorization or variance was obtained allowing the removal of vegetation within
Zone 1 of the Tar-Pamlico Riparian Buffer.
You must respond in writing within 20 days of receipt of this Notice. We encourage you to secure the services of a
qualified consultant to assist you with your response in order to achieve compliance. Your response should be sent
to both this office at the address below and to the attention of Mr. Danny Smith at the Wetlands and Stormwater
Branch, NPS Assistance and Compliance Oversight Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617.
Your response must include the following items:
1) A detailed map showing the entire impacted areas on and off site.
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
NorthCarolina
NaturallJ
Winstead Park
Nash County
9/20/2006
Page 2 of 2
2) A Buffer Restoration Plan for review and approval. This plan must be developed to ensure that at least two
native tree species are planted at a density sufficient to provide 320 trees/acre at maturity. This density is
usually achieved by planting approximately 436 trees/acre on a 10 ft. x 10 ft. grid or 681 trees/acre on a 8
ft. x 8 ft. grid. Please see the Guidelines for Riparian Buffer Restoration (January 2001) for assistance in
developing your plan (available on the web at: littp://h2o.enr.state.nc.us/wrp/pdf/buffers.pdf ). This plan
must include the types of native woody vegetation selected, methodology of planting, and a site map
indicating the location of the replanting efforts.
3) An implementation schedule with dates detailing when the restoration will be accomplished. This schedule
should include a three-year monitoring plan to ensure that the wetlands are restored.
Thank you for your attention to this matter. This Office is considering sending a recommendation for enforcement to
the Director of the Division of Water Quality regarding these issues and any future/continued violations that may be
encountered. Your above-mentioned response to this correspondence will be considered in this process. This office
requires that the violations, as detailed above, be abated immediately. These violations and any future
violations are subject to a civil penalty assessment of up to $25,000.00 per day for each violation. Should you
have any questions regarding these matters, contact Michael Horan or myself at [phone].
1 ?Char .
ce Water Protection Section
Surfa
Regional Supervisor
CC: City of Rocky Mount, Blair Hinkle, 331 S. Franklin St., PO Box 1180, Rocky Mount, NC 27802-1180
US Army Corps of Engineers, Raleigh Regulatory Office
Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
NPS Assistance & Compliance Oversight Unit - Danny Smith 1617 MSC, Raleigh, NC 27699-1617
Stocks Engineering, Attn: Mike Stocks, PO Box 1108, Nashville, NC 27856
RRO/SWP File Copy
Central Files

North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Intemet h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 5, 2006
CERTIFIED MAIL #7006 0810 0002 6048 5427
RETURN RECEIPT REQUESTED
KMC, LLC
C/o Mr. Thomas H. Cluderay
6100 Fairview Road
Suite 350
Charlotte, NC 28210

CERTIFIED MAIL #7006 0810 0002 6048 5557
RETURN RECEIPT REQUESTED
Iod_ "F
boos l
D.1 9
OCT 1 o zoo6
DENR - E+iATI t QUALITY
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155Ue-4D
PLT Utilities, Inc.
1626 Thorne Ave.
Wilson, NC 27895
Notice of Violation for the Winstead Park Tract/ Nash County
NOV- 2006-WQ-0039
Dear Mr. Cluderay and Mr. Jerry Crocker, Sr.,
On September 24th, 2006, Michael Horan of the Raleigh Regional Office Surface Water Protection Unit conducted
an on-site inspection at the Winstead Park Tract located on the south side of SR 1614 (English Rd.), east of (SR
1613) Winstead Ave., in Rocky Mount, NC. The Purpose of this on site inspection was to ensure that this tract was
in compliance with our NCGO 10000 permit.
During the onsite inspection Mr. Horan did not see any monitoring records or a set of your approved sedimentation
and erosion control plan in the white inspection box located at the front entrance located off of English Road. The
rain gauge had approximately 2 inches of water remaining in the gauge even though it had not rained in over a week.
There are areas where the silt fencing has been failing and where a drop inlet has been overrun with sediment.
Item I. Permit Condition Violations of Stormwater General Permit NCGO10000
A construction stormwater general permit (NCGO 10000) is issued upon the approval of an Erosion and
Sedimentation Control Plan. This permit applies to projects that receive a Division of Land Resources (DLR) (or
local delegated program) Erosion and Sedimentation Control Plan for land disturbance of 1 acre or greater.
Specifically, the General Permit (NCGO10000) authorizes the discharge of stormwater under the National Pollutant
Discharge Elimination System (NPDES) in accordance with Title 15A North Carolina Administrative Code
2H.0100.
You must respond in writing within 20 days of receipt of this Notice. We encourage you to secure the services of a
qualified consultant to assist you with your response in order to achieve compliance. Your response should be sent
to both this office at the address below and to the attention of Mr. Danny Smith at the Wetlands and Stormwater
Branch, NPS Assistance and Compliance Oversight Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617.
None Carolina
Nturally
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Internet: h2o.enr.state.ne.us 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Winstead Park
Construction Storm H2O
Nash County
10/5/2006
Page 2 of 2
Your response must include the following items:
NCGO10000 Documentation
a) A set of your approved erosion and control plan
b) All year-to-date rain gauge data;
c) Weekly inspection/monitoring reports related to inspections of the approved sedimentation and
erosion control measures including copies of all corresponding inspections subsequent to rain events
greater than 0.5 inches.
d) Inspection information that was recorded with respect to measures taken to clean up sediment that
has left the disturbed limits of the site.
Thank you for your attention to this matter. This Office may consider sending a recommendation for enforcement to
the Director of the Division of Water Quality regarding these issues and any future/continued violations that may be
encountered. Your above-mentioned response to this correspondence will be considered in this process. This office
requires that the violations, as detailed above, be abated immediately. These violations and any future
violations are subject to a civil penalty assessment of up to $25,000.00 per day for each violation. Should you
have any questions regarding these matters contact Michael Horan at [phone]. Lnc,erel ,

es Walctld,
Surface Water Protection Section
Regional Supervisor
CC: City of Rocky Mount, Blair Hinkle, 331 S. Franklin St., PO Box 1180, Rocky Mount, NC 27802-1180
US Army Corps of Engineers, Raleigh Regulatory Office
Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
NPS Assistance & Compliance Oversight Unit - Danny Smith 1617 MSC, Raleigh, NC 27699-1617
Stocks Engineering, Attn: Mike Stocks, PO Box 1108, Nashville, NC 27856
RRO/SWP File Copy
Central Files
1VO? Carolina
Naturally
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Internet h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone]
An Equal OpportunitylAffirma6ve Action Employer- 50% Recycledl10% Post Consumer Paper
OF \ NA T?9p Michael F. Easley, Governor
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
>
p Alan W. Klimek, P.E. Director
Division of Water Quality
October 10, 2005
DWQ Project # 05-1772
Nash County
A
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Thomas H. Cluderay
KMC, LLC
6100 Fairview Road, Suite 350
Charlotte, NC 28210
Subject Property: Winstead Park
Stony Creek [030302, 28-68, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Cluderay:
On September 19, 2005, the Division of Water Quality (DWQ) received your application dated
September 12, 2005, to impact 0.47 acres of wetlands and 120 linear feet of streams to develop a
commercial property known as Winstead Park. The DWQ has determined that your application was
incomplete and/or provided inaccurate information as discussed below. The DWQ will require additional
information in order to process your application to impact protected wetlands and/or streams on the
subject property. Therefore, unless we receive the additional information requested below, we will have
to move toward denial of your application as required by 15A NCAC 2H.0506 and will place this project
on hold as incomplete until we receive this additional information. Please provide the following
information so that we may continue to review your project.
Additional Information Requested:
1. Please provide the location of any proposed stormwater management practices as required by
GC3404, on the site plan.
2. Please provide detail for the stormwater management practices as required by GC3404.
3. Please submit an inventory of the proposed project imperviousness area based on the estimated
built-out conditions. This imperviousness area inventory should include building footprints,
driveways, roads, sidewalks, decks, etc. According to your application the imperviousness area is
67.3 percent.
4. Please indicate all stormwater outfalls on the site plan.
5. Please indicate the diffuse flow provision measures on the site plan.
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Mike Horan of the DWQ Raleigh Regional Office. If we do not hear from you within three weeks,
NQ` 1tCarolina
401 Oversight/Express Review Permitting Unit f ?/(1?!(C?j??jf
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/] 0% Post Consumer Paper
KMC, LLC
Page 2 of 2
October 10, 2005
i•
we will assume that you no longer want to pursue this project and we will consider the project as
withdrawn.
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. Please call Ms. Cyndi Karoly or Mr. Ian McMillan at 919-733-
1786 if you have any questions regarding or would like to set up a meeting to discus this matter.
)?'u„ wu %A'/-
yndi Karoly, Supervisor
01 Oversight/Express Review Permitting Unit
C
CBKlijm
Enclosures: GC3404
cc: Mike Horan, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Jeff Harbour, Environmental Services, Inc., 524 S. New Hope Road, Raleigh, NC 27610
Filename: 051772 WinsteadPark(Nash)On_Hold
Subject: DWQ-05-1772 Winstead park
From: Laurie Dennison <[e-mail]>
Date: Tue, 11 Oct 2005 12:18:17 -0400
To: [e-mail]
Please see attached the Division of Water Quality's request for more information
related to your recent application. Please note that this message is being forwarded
to you electronically so that you may expedite preparation of your response. Please
do not send your response as a reply to this e-mail or via fax. The hard copy is
being sent via US Mail. All response correspondence is to be mailed via hard copy to
the 401 Oversight and Express Permits Unit, 2321 Crabtree Blvd., Raleigh, NC, 27604
unless otherwise noted.
Content-Type: application/msword
05l772WinsteadPark(Nash)On Hold.doc
Content-Encoding: base64
1 of 1 10/11/2005 12:18 PM
ENVIRONMENTAL SERVICES, INC.
524 New Hope Road b
Raleigh, NC 27610 z
919-212-1760 / Facsimile 919-212-1707
www.esinc.cc
MEMORANDUM
TO: Cyndi Karoly
FROM: Jeff Harbour
DATE: September 19, 2005
RE: KMC Site
Nash County, NC
I am submitting the attached PCN application on behalf of KMC, LLC for a commercial
development located in Rocky Mount, NC. The application contains the PCN form; a brief
narrative, SHPO letter, ACOE J.D. approval, application fee, and site plan drawings. The
applicant is requesting Section 401 authorization for the proposed project.
Please call me if you have any questions.
i .,
f
Is #

Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No. ? 2
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit N Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWPs 12, 39, and 14
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
71 .7 T-771 1
H. Applicant Information
1. Owner/Applicant Information
Name: KMC LLC
Mailing Address: 6100 Fairview Road Suite 350
Charlotte NC 28210
Attn: Thomas H CludeMy
Telephone Number: 704-376-9848 Fax Number: 704-376-3918
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Jeff Harbour
Company Affiliation: Environmental Services Inc
Mailing Address: 524 S. New Hope Road
Raleigh NC 27610
Telephone Number: 919-212-1760 Fax Number: 919-212-1707
E-mail Address: iharbouraa esinc cc
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Winstead Park
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 384113121180
4. Location
County: Nash Nearest Town: Rocky Mount
Subdivision name (include phase/lot number): NA
Directions to site (include road numbers, landmarks, etc.):
US 64 East toward Rocky Mount; take Winstead Avenue (SR 1613) exit and head north; turn
right on English Road (SR 1614); site is on your right
Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 28.1 acres
7. Nearest body of water (stream/river/sound/ocean/lake): Stony Creek
8. River Basin: Tar-Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o..enr.state.nc.us/admin/mus/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site currently consists of a successional field,
pine/hardwood uplands an unnamed tributary to Stony Creek and adjacent wetlands. The
wetlands and stream channel have been affected by prior beaver activity. Surrounding land
Page 6 of 13
use is residential and commercial. US 64 borders the site to the southwest and SR 1614
borders the site to the north.
10. Describe the overall project in detail, including the type of equipment to be used:
The project involves the development of a commercial shopping area alonsz with associated
parking The site contains 9 usable parcels that will serve commercial establishments. Two
road crossings are proposed over jurisdictional areas to access usable uplands. Stormwater
ponds will be constructed to treat runoff. Typical construction equipment used during this
project may include: bulldozers back hoes dump trucks graders etc
11. Explain the purpose of the proposed work: The pumose of the proposed work is to develop
a commercial property to be known as Winstead Park.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
U.S. Army Corps of Engineers Formal Jurisdictional Determination issued on 30 December 2003
by Kevin Yates Action ID No 200420210 Copy attached.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
NA
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 7 of 13
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Project consists of the
following: 2 road crossings of wetland/stream; 2 wetland impacts resulting from required
side slopes; and 3 temporary impacts resulting from a new utility easement that will extend to
the east through an easement owned by the applicant to a sewer lift station.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
1 (NWP 39) fill 0.131 120 successional
2 (NWP 39) fill 0.030 100 successional
3 (NWP 14) Fill with pipes 0.176 adjacent successional
4 (NWP 14) Fill with pipe 0.053 adjacent successional
5 (NWP 12) temporary 0.054 200 shrub/scrub
6 (NWP 12) temporary 0.005 adjacent successional
7 (NWP12) temporary 0.025 100 successional
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, nil,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http•//?vNNw.fema.eov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 5.34
Total area of wetland impact proposed: 0.39 ac permanent; 0.08 ac temporary
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please seci )
1 (NWP 14) Culvert 60 UT to Stony Creek 4 perennial
2 (NWP 14) Culvert 40 UT to Stony Creek 4 perennial
3 (NWP12) Temporary 20 UT to Stony Creek 4 perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated np-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
Page 8 of 13
www.usL1s.s0v. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone. coin,
«-ww.ma})c uest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 100 ft permanent; 20 ft
temporary
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres)
)
Name Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

I _J
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): excavation in uplands
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): stormwater
Size of watershed draining to pond: 18.1 ac Expected pond surface area: 0.5-ac
pond with a 0.2-ac vegetated forebay.
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The applicant has designed the proposed development to avoid and minimize wetland and stream
impacts as much as practicable Complete avoidance of all jurisdictional impacts does not allow
for the basic purpose and need of the applicant Impacts to the higher quality wetlands
associated with the UT to Stony Creek have been limited to 2 road crossings, 3 sewer crossing,
Page 9 of 13
and 1 impact resulting from necessary side slopes. The 2 road crossings have been designed to
minimize stream impacts by burg the invert to allow for aquatic life passage.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
No mitigation is proposed. The remaining wetlands adjacent to the UT to Stony Creek will
remain undisturbed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
Page 10 of 13

the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federaUstate) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Page 11 of 13
Zone* Impact
(s ware feet) Multiplier Required
Mitigation
1 3600 3
2 2400 1.5
Total 6000
* Zone i extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
No mitigation required The buffer impacts from the road crossings are Allowable (100 ft) and
the buffer impact from the sewer line crossing is Exempt (20 ft)
M. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Zero (0) ac of existing impervious onsite At build out total impervious will be approx. 18.9 ac.
Stormwater controls include a 0.2-acre vegetated wetland forebm that will hold approx. 1-foot of
water. This water will then discharge to a 0.5-acre stormwater pond designed for a 2-5 day
drawdown to control peak runoff. The12ond will discharge through' a pipe to a level spreader that
will discharge into the buffer and wetlands adjacent to the UT to Stony Creek.
XH. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Wastewater will be treated through the municipal sanitary sewer system of Rocky Mount. A 20-
foot wide utility easement will contain a sewer line and will be constructed across the property to
the east It will connect to an existing sewer line offsite
X1H. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Page 12 of 13
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
SHPO clearance was obtained in a letter dated 25 February 2004 (copy attached). ESI has
completed the protected species assessment. No protected species issue exist on the subject
property.
'2
Applicant/Agent's Signature /bate
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 13 of 13
-t -
WINSTEAD PARK
NASH COUNTY, NC
1. Project Description and History
Environmental Services, Inc., (ESI) is submitting this information as a supplement to the
PCN application on behalf of KMC, LLC. The applicant is Mr. Tom Cluderay of KMC,
LLC. Jeff Harbour of ESI is serving as the environmental consultant and agent. Mike
Stocks of Stocks Engineering is the project engineer. Joyner-Keeny Associates
completed the survey work.
The subject property is located in the northeast quadrant of the US 64 and Winstead
Avenue intersection in Rocky Mount, Nash County, North Carolina. The total size of the
subject property is approximately 28.1 acres. The project involves the development of a
commercial shopping area along with associated parking.
ESI delineated the onsite jurisdictional areas in November 2003. The US Army Corps of
Engineers (COE) approved the location and extent of wetlands and streams on 30
December 2003 during a field review by Mr. Kevin Yates.
The current site plan depicting the property boundaries and proposed development
indicates that Section 404 and Section 401 approval are needed for this project along with
Tar-Pamlico Riparian Buffer Rule approval.
H. Wetland and Stream Impacts
The project consists of the following: two (2) wetland/stream impacts resulting from
road crossings; two (2) wetland impacts resulting from required side slopes associated
with building pads; and three (3) temporary impacts resulting from a new utility easement
that will extend to the east through a granted utility easement to an existing sewer line.
Wetland and Stream Impacts
There are a total of 5.35 acres of existing wetlands on the property. The wetlands located
within the project site are primarily beaver impounded areas with few mature trees and
are mostly dominated by herbaceous and scrub/shrub vegetation. There are seven
proposed wetland impacts as a result of this project: 0.39 acre of permanent impacts and
0.08 acre of temporary impacts.
There are three (3) proposed stream impacts as a result of the project: 100 feet of
permanent impacts and 20 feet of temporary impacts.
These impacts are depicted on the attached site plan drawings.
I .
Wetland Impact (1) will require a Nationwide Permit (NWP) 39. This will be a
permanent impact resulting from a required side slope fill and will impact 0.131 acre of
successional wetland.
Wetland Impact (2) will require a NWP 39. This will be a permanent impact resulting
from a required side slope fill and will impact 0.030 acre of successional wetland.
Wetland Impact (3) will require a NWP 14. This will be a permanent impact resulting
from a culverted road crossing and will impact 0.176 acre of successional wetland. The
road crossing will impact 60 linear feet of stream channel.
Wetland Impact (4) will require a NWP 14. This will be a permanent impact resulting
from a culverted road crossing and will impact 0.053 acre of successional wetland. The
road crossing will impact 40 linear feet of stream channel.
Wetland Impact (5) will require a NWP 12. This will be a temporary impact resulting
from a new sewer easement and will impact 0.054 acre of scrub/shrub wetland. Pre-
construction grades will be restored.
Wetland Impact (6) will require a NWP 12. This will be a temporary impact resulting
from a new sewer easement and will impact 0.005 acre of successional wetland. The
sewer line will temporarily impact 20 linear feet of stream channel. Pre-construction
grades will be restored.
Wetland Impact (7) will require a NWP 12. This will be a temporary impact resulting
from a new sewer easement and will impact 0.025 acre of successional wetland. Pre-
construction grades will be restored.
Avoidance and Minimization
The applicant has demonstrated avoidance and minimization throughout the project site.
Side slopes have been designed to minimize impacts as much as practicable. The two
road crossings have been designed to cross the wetlands at narrow locations. The
temporary impacts resulting from the sewer line have also been minimized as much as
practicable by crossing wetlands at narrow locations.
III. Cultural Resources
A preliminary cultural resource assessment was completed as part of the Section 404
permit requirements. A request letter was submitted to the State Historic Preservation
Office (SHPO) asking for a review of their database. No historic resources were
identified on the property pursuant to a letter from SHPO dated 25 February 2004
(attached). Therefore, no additional surveys were required.
z
IV. Threatened and Endangered Species
ESI evaluated the project site for potential habitat for federally listed Threatened (T) or
Endangered (E) Species known to have ranges extending into Nash County (29 January
2003 list). The U.S. Fish and Wildlife Service lists three species that receive federal
protection that have ranges extending into Nash County: red-cockaded woodpecker
(Picoides borealis), dwarf wedgemussel (Alasmidonta heterodon), and Tar spinymussel
(Elliptio steinstansana). Potential habitat for federally protected species with ranges
extending into Nash County does not exist on the property. No suitable habitat for the
RCW occurs onsite. The onsite stream does not provide the habitat requirements needed
by either the dwarf wedgemussel or the Tar spinymussel. Records held by N.C. Natural
Heritage Program were reviewed on 8 September 2005. No known occurrences of any
federally protected species have been documented on or within 3.0 miles of the project
site.
1, i s
Goo"
North Carolina Department of Cultural Resources
State Historic Preservation Office
Michael F. Easley, Governor
Lisbeth C. Evans, Secretary
Jeffrey J. Crow, Deputy Secretary
Office of Archives and History
February 25, 2004
Scott Seibel, RPA
Archaeologist/Senior Scientist
Environmental Services, Inc.
524 New Hope Road
Raleigh, NC 27610
Division of Historical Resources
David L S. Brook, Director
Re: KMC Site commercial development, Rocky Mount, Nash County, ER04-0138
Dear Mr. Seibel:
Thank you for your letter of January 12, 2004, concerning the above project.
We have conducted a review of the proposed undertaking and are aware of no historic
resources which would be affected by the project. Therefore, we have no comment on the
undertaking as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation
Act and the Advisory Council on Historic Preservation's Regulations for Compliance with
Section 106 codified at 36 CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the
above comment, please contact Renee Gledhill-Earley, environmental review coordinator, at
919/733-4763. In all future cornmunication'concerning this project, please cite the above-
referenced tracking number.
Sincerely,
U,-b
David Brook
ass
www.hpo.dcr.stzte.nc.us
Location Mailing Address Telephone/Eaz
ADMINISTRATION 507 N. Blount St, Raleigh, NC 4617 Mail Service Center, Raleigh, NC 27699-4617 [phone].733-8653
RESTORATION 515 N. Blount St, Raleigh, NC 4617 Mail Service Center, Raleigh, NC 27699-4617 [phone].715-4801
SURVEY & PLANNING 515 N. Blount St, Raleigh, NC 4617 Mail Service Center, Raleigh, NC 27699-4617 [phone].715-4801
i r
U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 200420210 County: Nash
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Authorized
Owner Argo Properties Agent Environmental Services, Inc..
Attn: Connie Cluderay Attn: Charlie Kaufman
Address 6100 Fairview Road Suite 350 Address 524 New Hope Road
Charlotte, NC 28210 _ Raleijzh NC 27610
Telephone Number 704-376-9848 Telephone Number 919-212-1760
Size and Location of Property (waterbody, Highway name/number, town, etc.): The properly is
located in the northeast quadrant of intersection U.S. 64 Bypass and Winstead Avenue, adjacent to Stony
Creek in Rocky, Nash County, North Carolina.
Basis for Determination: Based on a field visit conducted by Kevin Yates on November 25, 2003.
Indicate Which of the Following Apply:
There are waters of the U.S., to include wetlands, on the above described property which we strongly suggest
should be delineated and surveyed. The surveyed wetland lines must be verified by our staff before the Corps will
make a final jurisdictional determination on your property.
Because of the size of your property and our present workload, our identification and delineation of your wetlands
cannot be accomplished in a timely manner. You may wish to obtain a consultant to obtain a more timely
delineation of the wetlands. Once the consultant has flagged a wetland line on the property, Corps staff will
review it, and, if it is accurate, we strongly recommend that you have the line surveyed for final approval by the
Corps. The Corps will not make a final jurisdictional determination on your property without an approved survey.
X -The waters of the U.S., to include wetlands, on your lot have been delineated, and the limits of the Corps
jurisdiction have been explained to you. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to
the permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, ibis determination may be relied upon for a period not to exceed five years from the
date of this notification.
Placement of dredged or fill material in wetlands on this property without a Department of the
Army Permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A
permit is not required for work on the property restricted entirely to existing high ground. If you
have any questions regarding the Corps of Engineers regulatory program, please contact
Kevin Yates at telephone number (9191 876 - 8441 extension 30
Project Manager Signature ? UA?YA
Date December 30, 2003
ion Date December 30, 2007
SURVEY PLAT OR FIELD SKETCH OF THE DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
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DWQ# 2-0 5 11 Date Who Reviewed: al
Plan Detail Incomplete
? Please provide a location map for the.project.
? Please show all stream impacts including all fill slopes, dissipaters, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all isolated or non-isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage.
? ase locate any planned sewer lines on the site plan.
Please provide the location of any proposed stormwater management practices as required by GC 3?d.y Qn 1 i 1Q. S?
C'J Please provide detail for the stormwater management practices as required by GC 3-6 !1
??Pplease specify the percent of project imperviousness area based on the estimated built-out conditions. --??>
Y1i1 ??
lease indicate all stormwater outfalls on the site plan. 4,, o
Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional
information as to why it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the
Please revise the plans to avoid the impacts.
? This Office believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the
Please revise the plans to minimise the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because
Please revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it
is not possible to achieve diffuse flow through the entire buffer then it may be necessary to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impacts were requested. Please
provide $ . This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide copies of the application, copies of the site plans and other supporting information.
Mitigation
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The
plan must conform to the requirements in 15 A NCAC 2H.0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
DWQ# -?4 1'777, Date ? °- ' . Who Reviewed: . ;. ._; . - -
Plan Detail Incomplete
? Please provide a location map for the.project.
Op lease show stream i pacts m-ludin all fill slopes, dissipater?'sj and bank stabilization on the site plan.
? 55 ( m Cu TruJ 5 GJ?tc^? v- S y. lA tk &' ?acGt j - PttD?se
lease show all pacts cludmg fillsspes on the site P11an. (? ? ?m t
® Please indica all buffer impacts on the site plan. (`f9 w
j ' S U `C'^ T` ? d?dkJ % ("Av ? u ? ?` l t-?'r? f;?t e 10 t O4 Gwva tv u
? Tease indicate proposed lot layout as overlaon the site plan. p ?V-UtvS cam-- ?Lst?ycvtle an
Please indicate the location of the protected buffers as overlays on the site plan. ,(L S?V.J lock-u"" 'O(
? Please locate all isolated or non-isolated wetlands, streams and other waters of the S e as overla s on the site Ian. c
6 s iP s a f .? cvv?
? Please provide cross section details showing the provisions for aquatic life passage.
? Please locate any planned sewer lines on the site plan. t UCG1( 1
Please provide the location of
? Please provide detail for the stormwater management practices as required by GC
? Please specify the percent of project imperviousness area based on the estimated built-out conditions.
? Please indicate all stormwater outfalls on the site plan.
? Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional
information as to why it is necessary for this project.
? This Office believes that the. labeled on the plans as can be moved or reconfigured to avoid the impacts to the
Please revise the plans to avoid the impacts.
? This Office believes that the labeled on the plans as can be moved or reconfigured to e the impacts to the
Please revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because ,
Please revise the plans and provide calculations to show that diffuse flow will be achieved through.the entire buffer. If it
is not possible to achieve diffuse flow through the entire buffer then it may be necessary to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impacts were requested. Please
provide $ . This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide copies of the application, copies of the site plans and other supporting information.
Mitigation
of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The
plan must conform to the requirements in 15 A NCAC 111.0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
-,?-
d
DWQ# Q ?rZ Date l rJ Who Reviewed:
Plan Detail Incomplete
? Please provide a location map for the.project.
? Please show all stream impacts including all fill slopes, dissipaters, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
^ u 1
? Please indicate all buffer impacts on the site plan.'
P c e pr lan. 51' Y?G e `ja? 3 15, Please indicate the location of the protected buffers as overlays on the site plan
? Please locate all isolated or non-isolated wetlands, stream's and other waters of the S e as overlays on the site plan. c
? Please provide cross section details showing the provisions for aquatic life passage. ?r4-
??n
? Please locate any planned sewer lines on the site plan.
? . Please provide the location of any proposed stormwater management practices as requir
? Please provide detail for the stormwater management practices as required by GC
? Please specify the percent of project imperviousness area based on the estimated built-out
? Please indicate all stormwater outfalls on the site plan.
? Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided
by GC
Say ? 5u?
w ! -_
1
? rt- C&Wy?
V t&t C04,
t?jrr?ms ?-
a RA0,0_ rn?ft.
? The labeled as on the plans does not appear to be necessary. Please eliminate t or provide additional
information as to why it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the
Please revise the plans to avoid the impacts.
? This Office believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the
. Please revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because
. Please revise the plans and provide calculations to show that diffuse flow will be achieved through.the entire buffer. If it
is not possible -to achieve diffuse flow through the entire buffer.then it may be necessary.to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impacts were requested. Please
provide $ . This additional fee must be received before your application can be reviev?ed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide copies of the application, copies of the site plans and other supporting information.
Mitigation
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The
plan must conform to the requirements in 15 A NCAC 2H .0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
S+?Q7 WYa?' ? d?^?'? ac1N;fi?3 C? 0.& Ciro "+? s °V
?s

ENVIRONMENTAL SERVICES, INC.
524 S. NEW HOPE ROAD
RALEIGH. NORTH CAROLINA 27610
919-212-1760 • FAX [phone]
www.esinc.cc
November 14, 2005
Ms. Cyndi Karoly
N.C. Division of Water Quality
Wetlands/401 Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Winstead Park
DWQ Project # 05-1772
Nash County, NC
Cyndi:
Environmental Services, Inc., (ESI) is submitting the enclosed information pursuant to your
letter dated October 10, 2005. Stocks Engineering, PA has completed the Stormwater Plan
for the Winstead Park project and I trust that this will satisfy the requests of NCDWQ.
Please call me if you have any questions or comments.
Sincerely,
ENVIRONMENTAL SERVICES, INC.
'Jeff Harbour, PWS
Asst. Vice President
Ecology Division Manager
Cc
: Mike Stocks, PE?j
#Ikt
Ian McMillan NO V V ?D
.1 I
wEr?c =,? _ 2005
G?xi96i V' th t 7? .
JACKSONVILLE • ST. AUGUSTINE 9 COCOA • JUPITER • DESTIN 0 SAVANNAH • ATLANTA • RALEIGH 0 CHARLOTTE • ASHEVILLE
ENVIRONMENTAL SERVICES, INC.
524 S. NEW HOPE ROAD
RALEIGH, NORTH CAROLINA 27610
919-212-1760 • FAX [phone]
www.esmc.cc
December 6, 2005
Ms. Cyndi Karoly
N.C. Division of Water Quality
Wetlands/401 Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Winstead Park
DWQ Project # 05-1772
Nash County, NC
Ms. Karoly:
Environmental Services, Inc., (ESI), along with Stocks Engineering, PC is submitting the
enclosed information pursuant to your second Request for More Information dated November
17, 2005. I have consulted with Mr. Ian McMillan and I trust that this information will satisfy
DWQ's requests. I have included a table that outlines the proposed wetland, stream, and
buffer impacts associated with this project.
Please call me if you have any questions or comments.
Sincerely,
ENVIRO NTAL SERVICES, INC.
di
eff Harbour, PWS
Asst. Vice President
Ecology Division Manager
Cc: Mike Stocks, PE
Mike Horan
Ian McMillan
005
SEC ?, 2
• =Z?;DS ND Sj???N ?R gRpP1CH
11C
JACKSONVILLE • ST. AUGUSTINE 9 COCOA • JUPITER • DESTIN • SAVANNAH 9 ATLANTA • RALEIGH 0 CHARLOTTE 9 ASHEVILLE
e-5n-d _- _T?ype of . _.
Impact No. Impact
1 fill
2 fill
3 fill/culvert
4 fill/culvert
5 temporary
6 temporary
7 temporary
Totals
Permanent
Temporary
Winstead Park Impacts
DWQ#05-1772
December 6, 2005
---
- year - Barest Stream (linear
Area (ac) Floodplain ft) Wetland Type
0.131
0.03
0.176
0.053
0.054
0.005
0.025
0.39 ac
0.08 ac
no 1zu successional
no 100 successional
no adjacent successional
no adjacent successional
no 200 shrub/scrub
no adjacent successional
no 100 successional

Stream Impact Type of Impact Average Width before Perennial or
No. Impact (Iinear ft) Stream Name. Impact Intermittent.
1 culvert 60 UT to Stony Creek 4 perennial
2 culvert 40 UT to Stony Creek 4 perennial
3 Temporary 20 UT to Stony Creek 4 perennial
Totals
Permanent 100
Temporary 20 ?f111
Permanent Buffer Impacts
Impact . _Regwreit _ . ?,... r- . _
Zone (sq.ft.) Multiplier Mitigation . Type of Impact
1 3600 3 Eyem' road crossing
2 2400 1.5 E?eKpt road crossing
1 1300 3 Exempt utility easement
2 1000 1.5 Exempt utility easement
Total 8300
Note: Road crossings that disturb <150 linear ft or <0.3 ac are Allowable.
Non-electric utility lines cros sing perpendicular that are <40 ft are Exempt.
`1
Y
1
Temporary Buffer Impacts V "
i tnipad" .--.• _?._ _. s ..Required '
Zone (sq.ft.) Multiplier Mitigation Type of Impact
underground utility
1 650 3 easement

;
Z underground utility
2 3150 1.5 e
pt easement
Total 3800
Note: DWQ consultation on 12/6/05 indicates that undergro und utility easements
will be viewed the same as an underground electric line, for which non-perpendicular
crossings in Zones 1 & 2 are Exempt.
T
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STOCKS ENGINEERING, P.A. SANITARY SEWER PLAN & PROFILE to SERVE
n w2-9 C M"Kfam f99((T r.1o4c: (7N? .1A-6196 MR ..e,91 4 IIN 1.r1..u..r 1' . sr
R0. 60X 1106b
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MAIIIIAU. KC, 0, M 1 3 271156

Basin
Calculations
,-Sftstd CALCU(-ft-ncds
u
a
ca
CL C3
W Q = ?7.? ?O•o3?-f? z2.2??3? TU
m O. 2$ CFS
n
co
c
rn
?v !? ??S G? o . 29 C-P S
zw
°
w = 2-7-o , r t S e co d t? s,
J
p 3fo $Z- r?.??t(u-rEs
w
Q = Ca ( Ffau ?s
Z, S
• I `K -rr f? s wti ?? -r s tr?fc 2 -,5- E7
Hydrograph Return Period Recap Pagel
4
•
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type
(origin) Hyd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr description
1
2
I SCS Runoff
Reservoir
1 33.55
0.25 41.62
0.77 -
- 78.45
15.27 106.11
35.76 -
-- 141.67
58.66 Post-Dev Inflow Into Basin
Outflow

i
i
Proj. file: Post Dev Into Basin.gpw TRun date: 10-27-2005
Hydraflow Hydrographs by Intelisolve
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post-Dev Inflow Into Basin
•
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 17.04 ac
= 2.3%
= KIRPICH
3.20 in
= 24 hrs
Peak discharge = 33.55 cfs
Hydrograph Discharge Table
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
2 min
77.5
1200 ft
7.83067 min
Type II
484
Hydrograph Volume = 76,846 cult
Time --Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
11.00 0.35 12.13 11.31 13.27 1.98 14.40 1.27
11.03 0.36 12.17 7.85 13.30 1.95 14.43 1.26
11.07 0.37 12.20 6.14 13.33 1.92 14.47 1.25
11.10 0.38 12.23 5.55 13.37 1.89 14.50 1.25
11.13 0.43 12.27 5.33 13.40 1.86 14.53 1.24
11.17 0.47 12.30 5.11 13.43 1.83 14.57 1.23
11.20 0.52 12.33 4.89 13.47 1.80 14.60 1.22
11.23 0.57 12.37 4.66 13.50 1.77 14.63 1.22
11.27 0.63 12.40 4.43 13.53 1.74 14.67 1.21
11.30 0.68 12.43 4.19 13.57 1.71 14.70 1.20
11.33 0.73 12.47 3.95 13.60 1.68 14.73 1.19
11.37 0.78 12.50 3.71 13.63 1.65 14.77 1.18
11.40 0.84 12.53 3.48 13.67 1.63 14.80 1.18
11.43 0.90 12.57 3.27 13.70 1.61 14.83 1.17
11.47 0.96 12.60 3.09 13.73 1.59 14.87 1.16
11.50 1.03 12.63 2.96 13.77 1.56 14.90 1.15
11.53 1.16 12.67 2.87 13.80 1.54 14.93 1.15
11.57 1.40 12.70 2.80 13.83 1.52 14.97 1.14
11.60 1.85 12.73 2.74 13.87 1.50 15.00 1.13
11.63 2.50 12.77 2.68 13.90 1.47 15.03 1.12
11.67 3.41 12.80 2.63 13.93 1.45 15.07 1.11
11.70 4.58 12.83 2.58 13.97 1.43 15.10 1.11
11.73 6.00 12.87 2.52 14.00 1.41 15.13 1.10
11.77 7.70 12.90 2.47 14.03 1.38 15.17 1.09
11.80 9.93 12.93 2.41 14.07 1.36 15.20 1.08
11.83 13.00 12.97 2.36 14.10 1.35 15.23 1.07
11.87 17.26 13.00 2.30 14.13 1.33 15.27 1.07
11.90 22.82 13.03 2.25 14.17 1.32 15.30 1.06
11.93 28.80 13.07 2.20 14.20 1.31 15.33 1.05
11.97 33.16 13.10 2.15 14.23 1.31 15.37 1.04
12.00 33.55 << 13.13 2.11 14.27 1.30 15.40 1.03
12.03 29.53 13.17 2.07 14.30 1.29 15.43 1.03
12.07 23.10 13.20 2.04 14.33 1.28 15.47 1.02
12.10 16.55 13.23 2.01 14.37 1.28 15.50 1.01
Continues on next page...

•
Post-Dev Inflow Into Basin
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Page 2
Time -- Outflow
(hrs cfs)
15.53 1.00 17.23 0.77 18.93 0.61 20.63 0.50
15.57 0.99 17.27 0.76 18.97 0.61 20.67 0.50
15.60 0.99 17.30 0.76 19.00 0.61 20.70 0.50
15.63 0.98 17.33 0.76 19.03 0.61 20.73 0.50
15.67 0.97 17.37 0.75 19.07 0.60 20.77 0.49
15.70 0.96 17.40 0.75 19.10 0.60 20.80 0.49
15.73 0.95 17.43 0.75 19.13 0.60 20.83 0.49
15.77 0.95 17.47 0.75 19.17 0.59 20.87 0.49
15.80 0.94 17.50 0.74 19.20 0.59 20.90 0.49
15.83 0.93 17.53 0.74 19.23 0.59 20.93 0.49
15.87 0.92 17.57 0.74 19.27 0.58 20.97 0.49
15.90 0.91 17.60 0.73 19.30 0.58 21.00 0.49
15.93 0.90 17.63 0.73 19.33 0.58 21.03 0.49
15.97 0.90 17.67 0.73 19.37 0.57 21.07 0.49
16.00 0.89 17.70 0.73 19.40 0.57 21.10 0.49
16.03 0.88 17.73 0.72 19.43 0.57 21.13 0.49
16.07 0.87 17.77 0.72 19.47 0.57 21.17 0.49
16.10 0.87 17.80 0.72 19.50 0.56 21.20 0.49
16.13 0.86 17.83 0.71 19.53 0.56 21.23 0.49
16.17 0.86 17.87 0.71 19.57 0.56 21.27 0.49
16.20 0.85 17.90 0.71 19.60 0.55 21.30 0.49
16.23 0.85 17.93 0.70 19.63 0.55 21.33 0.49
16.27 0.85 17.97 0.70 19.67 0.55 21.37 0.48
16.30 0.84 18.00 0.70 19.70 0.54 21.40 0.48
16.33 0.84 18.03 0.70 19.73 0.54 21.43 0.48
16.37 0.84 18.07 0.69 19.77 0.54 21.47 0.48
16.40 0.84 18.10 0.69 19.80 0.53 21.50 0.48
16.43 0.83 18.13 0.69 19.83 0.53 21.53 0.48
16.47 0.83 18.17 0.68 19.87 0.53 21.57 0.48
16.50 0.83 18.20 0.68 19.90 0.53 21.60 0.48
16.53 0.83 18.23 0.68 19.93 0.52 21.63 0.48
16.57 0.82 18.27 0.67 19.97 0.52 21.67 0.48
16.60 0.82 18.30 0.67 20.00 0.52 21.70 0.48
16.63 0.82 18.33 0.67 20.03 0.51 21.73 0.48
16.67 0.81 18.37 0.67 20.07 0.51 21.77 0.48
16.70 0.81 18.40 0.66 20.10 0.51 21.80 0.48
16.73 0.81 18.43 0.66 20.13 0.51 21.83 0.48
16.77 0.81 18.47 0.66 20.17 0.51 21.87 0.48
16.80 0.80 18.50 0.65 20.20 0.50 21.90 0.48
16.83 0.80 18.53 0.65 20.23 0.50 21.93 0.48
16.87 0.80 18.57 0.65 20.27 0.50 21.97 0.47
16.90 0.79 18.60 0.64 20.30 0.50 22.00 0.47
16.93 0.79 18.63 0.64 20.33 0.50 22.03 0.47
16.97 0.79 18.67 0.64 20.37 0.50 22.07 0.47
17.00 0.79 18.70 0.64 20.40 0.50 22.10 0.47
17.03 0.78 18.73 0.63 20.43 0.50 22.13 0.47
17.07 0.78 18.77 0.63 20.47 0.50 22.17 0.47
17.10 0.78 18.80 0.63 20.50 0.50 22.20 0.47
17.13 0.77 18.83 0.62 20.53 0.50 22.23 0.47
17.17 0.77 18.87 0.62 20.57 0.50 22.27 0.47
17.20 0.77 18.90 0.62 20.60 0.50 22.30 0.47
Continues on next page...

•
•
Post-Dev Inflow Into Basin
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
22.33 0.47
22.37 0.47
22.40 0.47
22.43 0.47
22.47 0.47
22.50 0.47
22.53 0.47
22.57 0.46
22.60 0.46
22.63 0.46
22.67 0.46
22.70 0.46
22.73 0.46
22.77 0.46
22.80 0.46
22.83 0.46
22.87 0.46
22.90 0.46
22.93 0.46
22.97 0.46
23.00 0.46
23.03 0.46
23.07 0.46
23.10 0.46
23.13 0.45
23.17 ' 0.45
23.20 0.45
23.23 0.45
23.27 0.45
23.30 0.45
23.33 0.45
23.37 0.45
23.40 0.45
23.43 0.45
23.47 0.45
23.50 0.45
23.53 0.45
23.57 0.45
23.60 0.45
23.63 0.45
23.67 0.45
23.70 0.44
23.73 0.44
23.77 0.44
23.80 0.44
23.83 0.44
23.87 0.44
23.90 0.44
23.93 0.44
23.97 0.44
24.00 0.44
24.03 0.40
... End
Page 3
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
10 Hyd. No. 2
Outflow
•

Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 1
Max. Elevation = 125.27 ft
Page 1
Peak discharge
Time interval
Reservoir name
Max. Storage
= 0.25 cfs
= 2 min
= Basin
= 66,514 cult
Storage Indication method used. Outflow hydrograph volume = 30,111 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D E>tfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.67 0.16 123.01 0.06 0.00 - - - - - - 0.00
10.70 0.18 123.01 0.07 0.00 - - - - - - - 0.00
10.73 0.20 123.01 0.08 0.00 - - - - - - - 0.00
10.77 0.21 123.01 0.09 0.00 - - - - ---- - - 0.00
10.80 0.23 123.01 0.11 0.00 - -- - - - - - 0.00
10.83 0.25 123.01 0.12 0.01 - - - - -- - - 0.01
10.87 0.27 123.01 0.13 0.01 - - - - - - - 0.01
10.90 0.29 123.01 0.15 0.01 - -- - - -- - - 0.01
10.93 0.31. 123.01 0.16 0.01 - -- - - - - - 0.01
10.97 0.33 123.02 0.18 0.01 - 0.01
11.00 0.35 123.02 0.20 0.01 - ----- ---- - - - - 0.01
11.03 0.36 123.02 0.22 0.01 - - - - -- --- - 0.01
11.07 0.37 123.02 0.24 0.01 - - - - -- - - 0.01
11.10 0.38 123.02 0.26 0.01 - - - - - - - 0.01
11.13 0.43 123.02 0.28 0.01 - - ---- - - - - 0.01
11.17 0.47 123.03 0.30 0.01 - - - - - - - 0.01
11.20 0.52 123.03 0.33 0.01 - - - - - - ---- 0.01
11.23 0.57 123.03 0.36 0.02 - ----- - - - - ----- 0.02
11.27 0.63 123.03 0.39 0.02 - - ----- ---- - ----- - 0.02
11.30 0.68 123.04 0.42 0.02 ----- - -- ----- - ----- 0.02
11.33 0.73 123.04 0.46 0.02 - --- --- =--- ----- - 0.02
11.37 0.78 123.04 0.50 0.02 - - - - - --- - 0.02
11.40 0.84 123.05 0.54 0.02 - - - - - - ----- 0.02
11.43 0.90 123.05 0.59 0.03 - -- - - - - - 0.03
11.47 0.96 123.05 0.64 0.03 - - - - - - - 0.03
11.50 1.03 123.06 0.69 0.03 - - - - - - - 0.03
11.53 1.16 123.06 0.75 0.03 - ---- - - ----- - --- 0.03
11.57 1.40 123.07 0.82 0.04 - - - - - ----- - 0.04
11.60 1.85 123.08 0.90 0.04 ----- - -- - - --- - 0.04
11.63 2.50 123.09 1.02 0.04 - - 0.04
11.67 3.41 123.10 1.18 0.05 - - -- ---- -- ----- -- 0.05
11.70 4.58 123.12 1.18 0.06 - 0.06
11.73 6.00 123.14 1.18 0.06 - - - - - - 0.06
11.77 7.70 123.17 1.18 0.07 - ----- - ----- - -- 0.07
11.80 9.93 123.21 1.18 0.08 - - ----- ----- - -- - 0.08
11.83 13.00 123.27 1.18 0.08 - - - - - -- - 0.08
11.87 17.26 123.34 1.18 0.09 - - -- - - -- - 0.09
11.90 22.82 123.43 1.18 0.11 - - - - --- - ----- 0.11
Continues on next page...
Outflow
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.93 28.80 123.55 1.18 0.12 -- - - --- -- ---- - 0.12
11.97 33.16 123.69 1.18 0.14 0.14
12.00 33.55 << 123.84 1.18 0.15 --- ---- -- --- - -- ----- -- 0.15
12.03 29.53 123.99 1.18 0.16 0.16
12.07 23.10 124.09 1.18 0.17 --- -- - -- - - - 0.17
12.10 16.55 124.17 1.18 0.18 ----- - - --- - -- -- ----- 0.18
12.13 11.31 124.22 1.18 0.18 - - - -- - -- - 0.18
12.17 7.85 124.26 1.18 0.18 - --- ---- - - - - 0.18
12.20 6.14 124.28 1.18 0.19 - -- - - - - --- 0.19
12.23 5.55 124.30 1.18 0.19 ----- -- - ---- - -- - - 0.19
12.27 5.33 124.32 1.18 0.19 - -- - - -- - ----- 0.19
12.30 5.11 124.34 1.18 0.19 - -- - - --- ---- --- 0.19
12.33 4.89 124.36 1.18 0.19 0.19
12.37 4.66 124.38 1.18 0.19 - - - - ---- - -- 0.19
12.40 4.43 124.40 1.18 0.19 - -- -- -- --- -- - 0.19
12.43 4.19 124.41 1.18 0.20 - - - - ----- - - 0.20
12.47 3.95 124.43 1.18 0.20 - - - - - - - 0.20
12.50 3.71 124.44 1.18 0.20 - - --- - - - ----- 0.20
12.53 3.48 124.45 1.18 0.20 ---- - - - -- - =- 0.20
12.57 3.27 124.47 1.18 0.20 - -- - - - - ---- 0.20
12.60 3.09 124.48 1.18 0.20 ----- -- - - - - - 0.20
12.63 2.96 124.49 1.18 0.20 - - - --- - -- --- - 0.20
12.67 2.87 124.50 1.18 0.20
-
- 0.20
12.70 2.80 124.51 1.18 _-
-
? ?
0.20 ? ? --
0.20
12.73 2.74 124.52 1.18 0.20 - - -- - -- - - 0.20
12.77 2.68 124.53 1.18 0.20 -- - - - - - ----- 0.20
12.80 2.63 124.54 1.18 0.20 ---- --- - - - - - 0.20
12.83 2.58 124.55 1.18 0.20 - - - - - - - 0.20
12.87 2.52 124.56 1.18 0.20 - - - - - - 0.20
12.90 2.47 124.57 1.18 0.21 - - - ----- - - 0.21
12.93 2.41 124.58 1.18 0.21 -- - - - - - - 0.21
12.97 2.36 124.58 1.18 0.21 - -- - - ----- - - 0.21
13.00 2.30 124.59 1.18 0.21 - -- - - -- -- ----- 0.21
13.03 2.25 124.60 1.18 0.21 -- --- - - ---- -- -- 0.21
13.07 2.20 124.61 1.18 0.21 - - - ---- - -- - 0.21
13.10 2.15 124.62 1.18 0.21 - - - - - - ---- 0.21
13.13 2.11 124.62 1.18 0.21 - - -- - - - - 0.21
13.17 2.07 124.63 1.18 0.21 --- - - - - - - 0.21
13.20 2.04 124.64 1.18 0.21 - - -- - -- -- - 0.21
13.23 2.01 124.64 1.18 0.21 - - - ----- - - -- 0.21
13.27 1.98 124.65 1.18 0.21 -- - - - - - - 0.21
13.30 1.95 124.66 1.18 0.21 -- -- -- -- - - 0.21
13.33 1.92 124.66 1.18 0.21 -- -- --- - ----- - -- 0.21
13.37 1.89 124.67 1.18 0.21 - -- - - -- -- -- 0.21
13.40 1.86 124.68 1.18 0.21 - -- - - - - - 0.21
13.43 1.83 124.68 1.18 0.21 - - -- - -- - - 0.21
13.47 1.80 124.69 1.18 0.21 - - - - - - - 0.21
13.50 1.77 124.70 1.18 0.21 - - ----- - - -- ----- 0.21
13.53 1.74 124.70 1.18 0.21 - - - - - --- ---- 0.21
13.57 1.71 124.71 1.18 0.21 0.21
-
•
13.60 1.68 124.71 1.18 -- ? ? _-
0.21 -
? - _=
0.21
Continues on next page...
Outflow
Page 9
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.83 0.44 125.26 1.18 0.25 0.25
23.87 0.44 125.27 1.18 0.25 ---- - - -- -- ----- - - 0.25
23.90 0.44 125.27 1.18 0.25 ----- - - -- -- - ---- - 0.25
23.93 0.44 125.27 1.18 0.25 -- - -- --- -- - - ----- 0.25
23.97 0.44 125.27 1.18 0.25 --- - -- - - - - 0.25
24.00 0.44 125.27 1.18 0.25 - --- - - -=- - - 0.25
24.03 0.40 125.27 1.18 0.25 - - - - - - -- 0.25
24.07 0.33 125.27 1.18 0.25 - - -- - - - ---- 0.25
24.10 0.22 125.27 1.18 0.25 --- ----- - - - - - 0.25 <<
24.13 0.13 125.27 1.18 0.25 ---- - - - - - - 0.25
24.17 0.07 125.27 1.18 0.25 - - - - ----- - - 0.25
24.20 0.02 125.27 1.18 0.25 - - - ----- -- - 0.25
24.23 0.00 125.27 1.18 0.25 - ----- - - ---- - - - 0.25
24.27 0.00 125.27 1.18 0.25 - - - - - - - 0.25
24.30 0.00 125.27 1.18 0.25 - - - - ---- - - 0.25
24.33 0.00 125.26 1.18 0.25 - - - ---- - - - 0.25
24.37 0.00 125.26 1.18 0.25 - - - - - - - 0.25
24.40 0.00 125.26 1.18 0.25 - - - - - - - 0.25
24.43 0.00 125.26 1.18 0.25 - - - - - -- - 0.25
24.47 0.00 125.26 1.18 0.25 - - - - - 0.25
24.50 0.00 125.26 1.18 0.25 - - - - - - - 0.25
24.53 0.00 125.26 1.18 0.25 - --- - - - - - 0.25
24.57
24.60 0.00
0.00 125.26
125.26 1.18
1.18 0.25 w ---- --
0.25 - _- --- - ? 0.25
0.25
24.63 0.00 125.26 1.18 0.25 -- - - - - -- --- - 0.25
24.67 0.00 125.26 1.18 0.25 ----- -- - - - - - 0.25
24.70 0.00 125.26 1.18 0.25 --- - - - - - 0.25
24.73 0.00 125.25 1.18 0.25 - - - - -- --- - 0.25
24.77 0.00 125.25 1.18 0.25 - - - - - - - 0.25
24.80 0.00 125.25 1.18 0.25 - - - - - - - 0.25
24.83 0.00 125.25 1.18 0.25 --- ---- -- -- - ----- - - 0.25
24.87 0.00 125.25 1.18 0.25 - - - - - - - 0.25
24.90 0.00 125.25 1.18 0.25 - - - - ---- 0.25
24.93 0.00 125.25 1.18 0.25 - - - - - - - 0.25
24.97 0.00 125.25 1.18 0.25 - - - - - --- - 0.25
25.00 0.00 125.25 1.18 0.25 - - - - ----- - 0.25
25.03 0.00 125.25 1.18 0.25 - - - - - - - 0.25
25.07 0.00 125.25 1.18 0.25 - - - - - - - 0.25
25.10 0.00 125.24 1.18 0.25 - - - ----- - - - 0.25
25.13 0.00 125.24 1.18 0.25 - - - - ---- - - 0.25
25.17 0.00 125.24 1.18 0.25 - - - -- ---- - - 0.25
25.20 0.00 125.24 1.18 0.25 - - - - - - - 0.25
25.23 0.00 125.24 1.18 0.25 ----- -- --- - ----- --- - 0.25
25.27 0.00 125.24 1.18 0.25 -- - - - - - -- 0.25
25.30 0.00 125.24 1.18 0.25 - - - - - - --- - 0.25
25.33 0.00 125.24 1.18 0.25 - - - - - ----- ---- - 0.25
25.37 0.00 125.24 1.18 0.25 - - - - ----- --- - 0.25
25.40 0.00 125.24 1.18 0.25 - - - ----- --- -- - 0.25
25.43 0.00 125.24 1.18 0.25 - - -- --- - -- ----- - 0.25
47
25 0.00 125.24 1.18 0.25
- 0.25
-
-
-
-
• .
25.50 0.00 125.23 1.18 ?? -
?
0.25 -
M
?
= ?
?
0.25
Continues on next page...
Reservoir Report
Reservoir No. 1 - Basin
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 123.00
1.00 124.00
2.00 125.00
3.00 126.00
4.00 127.00
5.00 128.00
Contour area (sgft) Incr. Storage (cuft)
23,237 0
28,827 26,032
33,121 30,974
37,596 35,359
42,250 39,923
48,921 45,586
Page 1
Hydraflow Hydrographs by Intelisolve
Total storage (cuft)
0
26,032
57,006
92,365
132,288
177,873
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise In = 30.0 2.5 0.0 0.0 Crest Len ft = 20.00 10.00 0.00 0.00
Span in = 30.0 2.5 0.0 0.0 Crest El. ft = 125.50 126.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El. ft = 122.50 122.60 0.00 0.00 Weir Type = Riser Broad - -
Length ft = 15.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A
ft cuft ft cfs
0.00 0 123.00 0.00
0.10 2,603 123.10 1.18
0.20 5,206 123.20 1.18
0.30 7,810 123.30 1.18
0.40 10,413 123.40 1.18
0.50 13,016 123.50 1.18
0.60 15,619 123.60 1.18
0.70 18,222 123.70 1.18
0.80 20,826 123.80 1.18
0.90 23,429 123.90 1.18
1.00 26,032 124.00 1.18
1.10 29,129 124.10 1.18
1.20 32,227 124.20 1.18
1.30 35,324 124.30 1.18
1.40 38,422 124.40 1.18
1.50 41,519 124.50 1.18
1.60 44,616 124.60 1.18
1.70 47,714 124.70 1.18
1.80 50,811 124.80 1.18
1.90 53,909 124.90 1.18
2.00 57,006 125.00 1.18
2.10 60,542 125.10 1.18
2.20 64,078 125.20 1.18
2.30 67,614 125.30 1.18
2.40 71,149 125.40 1.18
2.50 74,685 125.50 1.18
2.60 78,221 125.60 2.38
2.70 81,757 125.70 6.20
2.80 85,293 125.80 11.09
2.90 88,829 125.90 16.98
3.00 92,365 126.00 23.62
3.10 96,357 126.10 27.78
Note: All outflows have been analyzed under inlet and outlet control.
Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total
cis cfs cfs cfs cfs cis cis cfs cfs
0.00 - - 0.00 0.00 - - - 0.00
0.05 - - 0.00 0.00 - - - 0.05
0.07 - - 0.00 0.00 - - - 0.07
0.09 - - 0.00 0.00 - - - 0.09
0.10 - - 0.00 0.00 - - - 0.10
0.12 - - 0.00 0.00 - - - 0.12
0.13 - - 0.00 0.00 - - - 0.13
0.14 - - 0.00 0.00 - - - 0.14
0.15 - - 0.00 0.00 - - 0.15
0.16 - - 0.00 0.00 - - - 0.16
0.16 - - 0.00 0.00 - - - 0.16
0.17 - - 0.00 0.00 - - - 0.17
0.18 - - 0.00 0.00 - - - 0.18
0.19 - - 0.00 0.00 - - - 0.19
0.19 - - 0.00 0.00 - - - 0.19
0.20 - - 0.00 0.00 - - - 0.20
0.21 - - 0.00 0.00 - - - 0.21
0.21 - - 0.00 0.00 - - - 0.21
0.22 - - 0.00 0.00 - - - 0.22
0.23 - - 0.00 0.00 - - - 0.23
0.23 - - 0.00 0.00 - - - 0.23
0.24 - - 0.00 0.00 - - - 0.24
0.24 - - 0.00 0.00 - - - 0.24
0.25 - - 0.00 0.00 - - - 0.25
0.25 - - 0.00 0.00 - - - 0.25
0.26 - - 0.00 0.00 - - - 0.26
0.25 - - 2.11 0.00 - - - 2.35
0.20 - - 5.96 0.00 - - - 6.16
0.14 - - 10.94 0.00 - - - 11.08
0.13 - - 16.85 0.00 - - - 16.98
0.11 - - 23.50 0.00 - - - 23.62
0.10 - - 27.68 0.00 - - - 27.78
Continues on next page...
Basin Page 2
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 100,349 126.20 30.72 0.09 - - 30.63 0.00 - - - 30.72
3.30 104,341 126.30 33.06 0.08 - - 32.98 0.00 - - - 33.06
3.40 108,334 126.40 35.04 0.07 - - 34.97 0.00 - - - 35.04
3.50 112,326 126.50 36.78 0.06 - - 36.71 0.00 - - - 36.77
3.60 116,318 126.60 38.34 0.06 - - 38.28 0.82 - - - 39.16
3.70 120,311 126.70 39.78 0.05 - - 39.71 2.33 - - - 42.09
3.80 124,303 126.80 40.67 0.05 - - 40.61 4.27 - - - 44.93
3.90 128,295 126.90 41.45 0.04 - - 41.38 6.58 - - - 48.00
4.00 132,288 127.00 42.19 0.04 - - 42.13 9.19 - - - 51.37
4.10 136,846 ' 127.10 42.90 0.04 - - 42.84 12.08 - - - 54.96
4.20 141,405 127.20 43.59 0.04 - - 43.55 15.23 - - - 58.81
4.30 145,963 127.30 44.26 0.03 - - 44.22 18.60 - - - 62.86
4.40 150,522 127.40 44.92 0.03 - - 44.86 22.20 - - - 67.09
4.50 155,080 127.50 45.56 0.03 - - 45.49 26.00 - - - 71.52
4.60 159,639 127.60 46.19 0.03 - - 46.16 30.00 - - - 76.18
4.70 164,197 127.70 46.81 0.03 - - 46.76 34.18 - - - 80.97
4.80 168,756 127.80 47.41 0.03 - - 47.36 38.54 - - 85.92
4.90 . 173,314 127.90 48.01 0.02 - - 47.92 43.07 - - - 91.01
5.00 177,873 128.00 48.60 0.02 - - 48.49 47.77 - - - 96.28
... End
•
0
Hydrograph Summary Report
Page 1
Hyd.
o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 41.62 2 720 95,212 - - - Post-Dev Inflow Into Basin
2 Reservoir 0.77 2 1112 41,174 1 125.52 75,550 Outflow
Proj. file: Post Dev Into Basin.gp Return Period: 2 yr Run date: 10-27-2005

Hydraflow Hydrographs by Intelisoive
•
•
Post-Dev Inflow Into Basin
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Page 2
Time -- Outflow
(hrs cfs)
15.30 1.26 17.00 0.93 18.70 0.75 20.40 0.59
15.33 1.25 17.03 0.93 18.73 0.75 20.43 0.59
15.37 1.24 17.07 0.93 18.77 0.75 20.47 0.59
15.40 1.23 17.10 0.92 18.80 0.74 20.50 0.59
15.43 1.22 17.13 0.92 18.83 0.74 20.53 0.59
15.47 1.21 17.17 0.92 18.87 0.74 20.57 0.59
15.50 1.20 17.20 0.91 18.90 0.73 20.60 0.59
15.53 1.19 17.23 0.91 18.93 0.73 20.63 0.59
15.57 1.18 17.27 0.91 18.97 0.73 20.67 0.59
15.60 1.17 17.30 0.90 19.00 0.72 20.70 0.59
15.63 1.17 17.33 0.90 19.03 0.72 20.73 0.59
15.67 1.16 17.37 0.90 19.07 0.71 20.77 0.59
15.70 1.15 17.40 0.89 19.10 0.71 20.80 0.59
15.73 1.14 17.43 0.89 19.13 0.71 20.83 0.58
15.77 1.13 17.47 0.89 19.17 0.70 20.87 0.58
15.80 1.12 17.50 0.88 19.20 0.70 20.90 0.58
15.83 1.11 17.53 0.88 19.23 0.70 20.93 0.58
15.87 1.10 17.57 0.88 19.27 0.69 20.97 0.58
15.90 1.09 17.60 0.87 19.30 0.69 21.00 0.58
15.93 1.08 17.63 0.87 19.33 0.68 21.03 0.58
15.97 1.07 17.67 0.86 19.37 0.68 21.07 0.58
16.00 1.06 17.70 0.86 19.40 0.68 21.10 0.58
16.03 1.05 17.73 0.86 19.43 0.67 21.13 0.58
16.07 1.04 17.77 0.85 19.47 0.67 21.17 0.58
16.10 1.03 17.80 0.85 19.50 0.67 21.20 0.58
16.13 1.02 17.83 0.85 19.53 0.66 21.23 0.58
16.17 1.02 17.87 0.84 19.57 0.66 21.27 0.58
16.20 1.02 17.90 0.84 19.60 0.66 21.30 0.58
16.23 1.01 17.93 0.84 19.63 0.65 21.33 0.57
16.27 1.01 17.97 0.83 19.67 0.65 21.37 0.57
16.30 1.01 18.00 0.83 19.70 0.64 21.40 0.57
16.33 1.00. 18.03 0.83 19.73 0.64 21.43 0.57
16.37 1.00 18.07 0.82 19.77 0.64 21.47 0.57
16.40 1.00 18.10 0.82 19.80 0.63 21.50 0.57
16.43 0.99 18.13 0.82 19.83 0.63 21.53 0.57
16.47 0.99 18.17 0.81 19.87 0.63 21.57 0.57
16.50 0.99 18.20 0.81 19.90 0.62 21.60 0.57
16.53 0.98 18.23 0.80 19.93 0.62 21.63 0.57
16.57 0.98 18.27 0.80 19.97 0.61 21.67 0.57
16.60 0.98 18.30 0.80 20.00 0.61 21.70 0.57
16.63 0.97 18.33 0.79 20.03 0.61 21.73 0.57
16.67 0.97 18.37 0.79 20.07 0.60 21.77 0.57
16.70 0.97 18.40 0.79 20.10 0.60 21.80 0.57
16.73 0.96 18.43 0.78 20.13 0.60 21.83 0.56
16.77 0.96 18.47 0.78 20.17 0.60 21.87 0.56
16.80 0.95 18.50 0.78 20.20 0.60 21.90 0.56
16.83 0.95 18.53 0.77 20.23 0.60 21.93 0.56
16.87 0.95 18.57 0.77 20.27 0.60 21.97 0.56
16.90 0.94 18.60 0.76 20.30 0.60 22.00 0.56
16.93 0.94 18.63 0.76 20.33 0.59 22.03 0.56
16.97 0.94 18.67 0.76 20.37 0.59 22.07 0.56
Continues on next page...
Post-Dev Inflow Into Basin
• Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
22.10 0.56 23.80 0.52
22.13 0.56 23.83 0.52
22.17 0.56 23.87 0.52
22.20 0.56 23.90 0.52
22.23 0.56 23.93 0.52
22.27 0.56 23.97 0.52
22.30 0.55 24.00 0.52
22.33 0.55 24.03 0.48
22.37 0.55
22.40 0.55
22.43 0.55 ...End
22.47 0.55
22.50 0.55
22.53 0.55
22.57 0.55
22.60 0.55
22.63 0.55
22.67 0.55
22.70 0.55
22.73 0.55
22.77 0.55
22.80 0.54
22.83 0.54
22.87 0.54
22.90 0.54
22.93 0.54
22.97 0.54
23.00 0.54
23.03 0.54
23.07 0.54
23.10 0.54
23.13 0.54
23.17 0.54
23.20 0.54
23.23 0.54
23.27 0.53
23.30 0.53
23.33 0.53
23.37 0.53
23.40 0.53
23.43 0.53
23.47 0.53.
23.50 0.53
23.53 0.53
23.57 0.53
23.60 0.53
23.63 0.53
23.67 0.53
23.70 0.53
23.73 0.52
23.77 0.52
Page 3
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
40 Hyd. No. 2
Outflow
l? J
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Max. Elevation = 125.52 ft
Storage Indication method used.
Hydrograph Discharge Table
Page 1
Peak discharge
Time interval
Reservoir name
Max. Storage
= 0.77 cfs
= 2 min
= Basin
= 75,550 cult
Outflow hydrograph volume = 41,174 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.53 0.28 123.02 0.18 0.01 - - -- ---- --- -- ----- 0.01
10.57 0.30 123.02 0.19 0.01 - - -- ----- - - 0.01
10.60 0.32 123.02 0.21 0.01 - -- - - - - - 0.01
10.63 0.33 123.02 0.23 0.01 - - -- ---- - - 0.01
10.67 0.35 123.02 0.25 0.01 - ---- - - - -- -- 0.01
10.70 0.38 123.02 0.27 0.01 - - - - -- -- -- 0.01
10.73 0.40 123.02 0.29 0.01 - - ----- --- --- -- -- 0.01
10.77 0.42 123.03 0.31 0.01 - - -- ----- - - - 0.01
10.80 0.45 123.03 0.33 0.01 - - - ----- - - -- 0.01
10.83 0.47 123.03 0.35 0.02 -- ----- -- - - 0.02
10.87 0.50 123.03 0.38 0.02 -- - - - - - - 0.02
10.90 0.53 123.03 0.41 0.02 - - ----- - - - - 0.02
10.93 0.55 123.04 0.44 0.02 - - - - -- - - 0.02
10.97 0.58 123.04 0.47 0.02 - - - -- -- - - 0.02
11.00 0.61 123.04 0.50 0.02 --- - - -- - - 0.02
11.03 0.62 123.04 0.53 0.02 - - -- - -- - ----- 0.02
11.07 0.63 123.05 0.56 0.02 - - - - - - - 0.02
11.10 0.64 123.05 0.59 0.03 - -- - -- - - -- 0.03
11.13 0.70 123.05 0.63 0.03 - - -- - -- - 0.03
11.17 0.77 123.06 0.67 0.03 ----- - - - - - 0.03
11.20 0.84 123.06 0.71 0.03 - - -- - - - - 0.03
11.23 0.91 123.06 0.76 0.03 - - -- - -- - 0.03
11.27 0.99 123.07 0.81 0.04 - - - - - - - 0.04
11.30 1.06 123.07 0.86 0.04 - -- -- - -- - -- 0.04
11.33 1.13 123.08 0.92 0.04 - - -- -- ----- -- - 0.04
11.37 1.20 123.08 0.98 0.04 ----- --- -- - - --- - 0.04
11.40 1.28 123.09 1.04 0.05 - 0.05
11.43 1.35 123.09 1.11 0.05 -- - - --- - -- - 0.05
11.47 1.44 123.10 1.18 0.05 - - --- ----- - - 0.05
11.50 1.52 123.11 1.18 0.05 - - - - - -- 0.05
11.53 1.70 123.11 1.18 0.05 - - - - - - -- 0.05
11.57 2.03 123.12 1.18 0.06 --- - - - -- -- ----- 0.06
11.60 2.65 123.13 1.18 0.06 - - - - -- - - 0.06
11.63 3.54 123.15 1.18 0.06 - - -- - -- -- - 0.06
11.67 4.77 123.17 1.18 0.07 - -- -- - - -- 0.07
11.70 6.32 123.19 1.18 0.07 ----- ----- - -- --- -- -- 0.07
11.73 8.18 123.22 1.18 0.08 - -- -- ---- - - -- 0.08
11.77 10.36 123.27 1.18 0.08 -- -- -- ---- ----- - - 0.08
Continues on next page...
Outflow
0 Hydrograph Discharge Table
Page 2
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.80 13.17 123.32 1.18 0.09 0.09
11.83 17.00 123.39 1.18 0.10 -- - - - -- - - 0.10
11.87 22.26 123.48 1.18 0.11 - - ----- -- ----- ---- -- 0.11
11.90 29.06 123.60 1.18 0.13 -- -- -- ----- ----- - -- 0.13
11.93 36.28 123.75 1.18 0.14 -- - - - ----- - -- 0.14
11.97 41.40 123.93 1.18 0.16 -- ----- _____ 0.16
12.00 41.62 << 124.10 1.18 0.17 ---- -- - ----- ---- ----- - 0.17
12.03 36.44 124.25 1.18 0.18 - - - - - -- -- 0.18
12.07 28.40 124.37 1.18 0.19 - - - ---- --- - - 0.19
12.10 20.27 124.47 1.18 0.20 - - - - - -- - 0.20
12.13 13.80 124.53 1.18 0.20 -- - - -- - -- - 0.20
12.17 9.55 124.58 1.18 0.21 --- ----- - --- ----- - - 0.21
12.20 7.46 124.61 1.18 0.21 - - - -- - ----- ---- 0.21
12.23 6.73 124.64 1.18 0.21 - - - - - - ----- 0.21
12.27 6.46 124.66 1.18 0.21 - - - - -- ----- - 0.21
12.30 6.19 124.68 1.18 0.21 - - ---- -- --- - -- 0.21
12.33 5.91 124.71 1.18 0.21 - - - ----- - -- 0.21
12.37 5.64 124.73 1.18 0.22 -- -- ---- --- - - - 0.22
12.40 5.35 124.75 1.18 0.22 - - - ----- - -- - 0.22
12.43 5.07 124.77 1.18 0.22 - - - -- - - ----- 0.22
12.47 4.78 124.79 1.18 0.22 --- ---- - - -- ---- ----- 0.22
12.50 4.48 124.80 1.18 0.22 - - ---- - ----- - -- 0.22
12.53 4.20 124.82 1.18 0.22
-
- ? ? ? ?- 0.22
12.57 3.94 124.83 1.18 -
-
0.22 0.22
12.60 3.73 124.85 1.18 0.22 - - - - - - - 0.22
12.63 3.57 124.86 1.18 0.22 - - - - - ----- - 0.22
12.67 3.46 124.87 1.18 0.22 - - - - - - 0.22
12.70 3.37 124.89 1.18 0.23 - ----- - - - - - 0.23
12.73 3.30 124.90 1.18 0.23 - - - - - - - 0.23
12.77 3.23 124.91 1.18 0.23 - - - ----- - - - 0.23
12.80 3.17 124.92 1.18 0.23 - ----- - - - - -- 0.23
12.83 3.10 124.93 1.18 0.23 - - - ----- - - - 0.23
12.87 3.04 124.94 1.18 0.23 0.23
12.90 2.97 124.95 1.18 0.23 - ----- - -- - - -- 0.23
12.93 2.90 124.96 1.18 0.23 0.23
12.97 2.84 124.98 1.18 0.23 ----- -- - ---- - - - 0.23
13.00 2.77 124.99 1.18 0.23 - - --- - - - ----- 0.23
13.03 2.70 124.99 1.18 0.23 - -- - - - - - 0.23
13.07 2.64 125.00 1.18 0.23 - -- - ----- -- ---- -- 0.23
13.10 2.58 125.01 1.18 0.23 - -- - - -- -- -- 0.23
13.13 2.53 125.02 1.18 0.23 - ----- - - -- ----- -- 0.23
13.17 2.49 125.03 1.18 0.23 - ----- - - - - ----- 0.23
13.20 2.45 125.03 1.18 0.23 - - - - -- - - 0:23
13.23 2.41 125.04 1.18 0.23 - --- - - - -- - 0.23
13.27 2.38 125.05 1.18 0.23 - - - --- ----- -- - 0.23
13.30 2.34 125.06 1.18 0.24 ---- 0.24
13.33 2.30 125.06 1.18 0.24 -- - - -- - -- - 0.24
13.37 2.27 125.07 1.18 0.24 ----- -- - - - -- - 0.24
13.40 2.23 125.08 1.18 0.24 - - - --- - ---- - 0.24
13.43 2.19 125.08 1.18 0.24
- - _? -- 0.24
13.47 2.16 125.09 1.18 -
0.24 0.24
Continues on next page...
Outflow
Hydrograph Discharge Table
Page 5
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.90 0.94 125.47 1.18 0.26 -- --- -- ---- M__ _____ _-___ 0.26
16.93 0.94 125.47 1.18 0.26 - -- -- --- - -- - 0.26
16.97 0.94 125.48 1.18 0.26 - ---- - - - - - 0.26
17.00 0.93 125.48 1.18 0.26 - - --- - - -- --- 0.26
17.03 0.93 125.48 1.18 0.26 ---- --- -- M__ _? __- - 0.26
17.07 0.93 125.48 1.18 0.26 - ---- -- - - - - 0.26
17.10 0.92 125.49 1.18 0.26 0.26
17.13 0.92 125.49 1.18 0.26 ---- - ----- - - -- -- 0.26
17.17 0.92 125.49 1.18 0.26 ---- - -- --- - ----- --- 0.26
17.20 0.91 125.49 1.18 0.26 - - - ----- --- - -- 0.26
17.23 0.91 125.50 1.18 0.26 ---- - - - ---- -- - 0.26
17.27 0.91 125.50 1.18 0.26 - - -- - - - - 0.26
17.30 0.90 125.50 1.18 0.26 -- - - - - - - 0.26
17.33 0.90 125.50 1.20 0.26 - -- 0.04 - - - - 0.30
17.37 0.90 125.50 1.22 0.26 - - 0.08 - - - - 0.34
17.40 0.89 125.51 1.25 0.26 - ----- 0.12 - - - - 0.38
17.43 0.89 125.51 1.27 0.26 - - 0.15 - - - - 0.41
17.47 0.89 125.51 1.28 0.26 - - 0.19 - - - - 0.44
17.50 0.88 125.51 1.30 0.26 - - 0.22 - - - - 0.47
17.53 0.88 125.51 1.32 0.26 - - 0.24 - - - ----- 0.50
17.57 0.88 125.51 1.33 0.26 - 0.27. - - - 0.53
17.60 0.87 125.51 1.35 0.26 - - 0.29 - - - 0.55
17.63 0.87 125.52 1.36 0.26 ? r 0.32
?- ? 0.57
17.67 0.86 125.52 1.37 0.26 -
0.34 0.59
17.70 0.86 125.52 1.38 0.26 - - 0.35 - - - - 0.61
17.73 0.86 125.52 1.39 0.26 - - 0.37 - - - - 0.63
17.77 0.85 125.52 1.40 0.26 - - 0.39 - - -- ----- 0.64
17.80 0.85 125.52 1.41 0.26 - - 0.40 - - - - 0.66
17.83 0.85 125.52 1.42 0.26 - - 0.41 - - - - 0.67
17.87 0.84 125.52 1.42 0.26 - - 0.43 - - - -?- 0.68
17.90 0.84 125.52 1.43 0.26 - - 0.44 - - - -- 0.69
17.93 0.84 125.52 1.43 0.26 - - 0.45 - - - - 0.70
17.97 0.83 125.52 1.44 0.26 - -- 0.46 - - - - 0.71
18.00 0.83 125.52 1.44 0.26 - - 0.46 - - - - 0.72
18.03 0.83 125.52 1.45 0.26 - - 0.47 - - - - 0.73
18.07 0.82 125.52 1.45 0.26 - - 0.48 - - - ---- 0.74
18.10 0.82 125.52 1.46 0.26 - - 0.48 - - - - 0.74
18.13 0.82 125.52 1.46 0.26 - - 0.49 - - - - 0.75
18.17 0.81 125.52 1.46 0.26 - - 0.49 -- =- - - 0.75
18.20 0.81 125.52 1.46 0.26 - - 0.50 - - - - 0.75
18.23 0.80 125.52 1.47 0.26 - ----- 0.50 -- ----- -- -- 0.76
18.27 0.80 125.52 1.47 0.26 - - 0.50 - --- - - 0.76
18.30 0.80 125.52 1.47 0.26 - -- 0.51 - - -- ----- 0.76
18.33 0.79 125.52 1.47 0.26 - - 0.51 -- - - -- 0.77
18.37 0.79 125.52 1.47 0.26 - - 0.51 -- ---- - - 0.77
18.40 0.79 125.52 1.47 0.26 --- --- 0.51 --- - - - 0.77
18.43 0.78 125.52 1.47 0.26 - -- 0.51 ----- -- -- - 0.77
18.47 0.78 125.52 1.47 0.26 - - 0.51 - - - 0.77
18.50 0.78 125.52 1.47 0.26 --- - 0.51 - ----- - - 0.77
18.53 0.77 125.52 1.47 0.26 --- 0.52 - - 0.77 <<
18.57 0.77 125.52 1.47 0.26 -
0.51 0.77
Continues on next page...
n
e
Outflow
Hydrograph Discharge Table
Page 6
Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.60 0.76 125.52 1.47 0.26 -- -- 0.51 - - -- - 0.77
18.63 0.76 125.52 1.47 0.26 - ----- 0.51 - - -- - 0.77
18.67 0.76 125.52 1.47 0.26 --- - 0.51 - -- - 0.77
18.70 0.75 125.52 1.47 0.26 - - 0.51 - -- - - 0.77
18.73 0.75 125.52 1.47 0.26 --- - 0.51 - - - - 0.77
18.77 0.75 125.52 1.47 0.26 - - 0.51 - - -- - 0.77
18.80 0.74 125.52 1.47 0.26 - ----- 0.51 - - - - 0.77
18.83 0.74 125.52 1.47 0.26 ---- -- 0.51 - - - - 0.76
18.87 0.74 125.52 1.47 0.26 - -- 0.50 - - --- - 0.76
18.90 0.73 125.52 1.47 0.26 - - 0.50 ----- - -- - 0.76
18.93 0.73 125.52 1.47 0.26 - ----- 0.50 - - - - 0.76
18.97 0.73 125.52 1.46 0.26 -- -- 0.50 - -- - - 0.76
19.00 0.72 125.52 1.46 0.26 - - 0.50 - - - - 0.75
19.03 0.72 125.52 1.46 0.26 -- - 0.49 - - - - 0.75
19.07 0.71 125.52 1.46 0.26 - - 0.49 - - - - 0.75
19.10 0.71 125.52 1.46 0.26 - - 0.49 - - - - 0.75
19.13 0.71 125.52 1.46 0.26 - - 0.49 - - - - 0.74
19.17 0.70 125.52 1.46 0.26 - - 0.48 - - -- - 0.74
19.20 0.70 125.52 1.45 0.26 - -- 0.48 - - -- - 0.74
19.23 0.70 125.52 1.45 0.26 - -- 0.48 --- - -- ---- 0.74
19.27 0.69 125.52 1.45 0.26 -- - 0.48 - ----- --- -- 0.73
19.30 0.69 125.52 1.45 0.26 - - 0.47 - ----- -- -- 0.73
19.33 0.68 125.52 1.45 0.26 - - 0.47 - - - --- 0.73
19.37 0.68 125.52 1.45 0.26 - - 0.47 - ---- -- - 0.72
19.40 0.68 125.52 1.44 0.26 -- -- 0.46 - - -- - 0.72
19.43 0.67 125.52 1.44 0.26 -- -- 0.46 - - - - 0.72
19.47 0.67 125.52 1.44 0.26 -- - 0.46 - ---- - 0.71
19.50 0.67 125.52 1.44 0.26 - - 0.45 - ---- -- - 0.71
19.53 0.66 125.52 1.44 0.26 - - 0.45 - - - - 0.71
19.57 0.66 125.52 1.44 0.26 - - 0.45 - - - -=- 0.70
19.60 0.66 125.52 1.43 0.26 ---- - 0.44 - -- - - 0.70
19.63 0.65 125.52 1.43 0.26 - - 0.44 - -- - - 0.70
19.67 0.65 125.52 1.43 0.26 - - 0.44 - - ---- - 0.69
19.70 0.64 125.52 1.43 0.26 ----- - 0.43 -- - - -- 0.69
19.73 0.64 125.52 1.43 0.26 - - 0.43 - - - ----- 0.69
19.77 0.64 125.52 1.42 0.26 - - 0.43 - - - - 0.68
19.80 0.63 125.52 1.42 0.26 - - 0.42 - - - - 0.68
19.83 0.63 125.52 1.42 0.26 - - 0.42 - - - - 0.68
19.87 0.63 125.52 1.42 0.26 - - 0.42 - - - - 0.67
19.90 0.62 125.52 1.42 0.26 - - 0.41 - ----- - 0.67
19.93 0.62 125.52 1.41 0.26 - - 0.41 - - - - 0.67
19.97 0.61 125.52 1.41 0.26 ----- 0.41 - - ----- ----- 0.66
20.00 0.61 125.52 1.41 0.26 - - 0.40 --- ----- -- - 0.66
20.03 0.61 125.52 1.41 0.26 - - 0.40 -- - - 0.66
20.07 0.60 125.52 1.41 0.26 - ----- 0.40 - -- ---- - 0.65
20.10 0.60 125.52 1.40 0.26 - -- 0.39 - - -- --- 0.65
20.13 0.60 125.52 1.40 0.26 - - 0.39 ----- - - - 0.65
20.17 0.60 125.52 1.40 0.26 - ----- 0.39 --- - ---- -- 0.64
20.20 0.60 125.52 1.40 0.26 - -- 0.38 ----- - ---- - 0.64
20.23 0.60 125.52 1.40 0.26 - ---- 0.38 -- - ----- -- 0.64
20.27 0.60 125.52 1.39 0.26 - - 0.38 - - ----- -- 0.63
Continues on next page...
•
0
11
Outflow Page 9
Hydrograph Discharge Table

Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.70 0.53 125.51 1.34 0.26 -- -- 0.28 - - -- -- 0.54
23.73 0.52 125.51 1.34 0.26 - - 0.28 -- ----- - - 0.53
23.77 0.52 125.51 1.34 0.26 - - 0.28 ----- ----- ---- ---- 0.53
23.80 0.52 125.51 1.34 0.26 - - 0.28 - - - 0.53
23.83 0.52 125.51 1.34 0.26 ----- - 0.27 ---- ----- - ----- 0.53
23.87 0.52 125.51 1.34 0.26 - - 0.27 - - ---- --- 0.53
23.90 0.52 125.51 1.34 0.26 ----- - 0.27 ----- ----- --- - 0.53
23.93 0.52 125.51 1.33 0.26 - - 0.27 - - - 0.53
23.97 0.52 125.51 1.33 0.26 - ---- 0.27 - - - - 0.53
24.00 0.52 125.51 1.33 0.26 - - 0.27 - - - 0.53
24.03 0.48 125.51 1.33 0.26 - - 0.27 - - - - 0.53
24.07 0.39 125.51 1.33 0.26 - - 0.26 --- - - ---- 0.52
24.10 0.26 125.51 1.32 0.26 - - 0.25 - - - - 0.51
24.13 0.16 125.51 1.31 0.26 - - 0.23 --- - - - 0.49
24.17 0.08 125.51 1.29 0.26 - - 0.20 - - - -- 0.46
24.20 0.03 125.51 1.28 0.26 - - 0.17 - - - --- 0.43
24.23 0.00 125.51 1.26 0.26 - - 0.15 - - - -- 0.40
24.27 0.00 125.51 1.25 0.26 - - 0.12 ---- ----- ----- - 0.38
24.30 0.00 125.50 1.23 0.26 -- - 0.09 - - - - 0.35
24.33 0.00 125.50 1.22 0.26 - - 0.07 - - - - 0.33
24.37 0.00 125.50 1.20 0.26 - - 0.04 - - - - 0.30
24.40 0.00 125.50 1.19 0.26 - - 0.02 - - - - 0.28
24.43 0.00 125.50 1.18 0.26 ?-
- - 0.00 - - 0.26
24.47 0.00 125.50 1.18 0.26 - 0.26
24.50 0.00 125.50 1.18 0.26 - - - ----- - - - 0.26
24.53 0.00 125.50 1.18 0.26 - - - ---- - - --- 0.26
24.57 0.00 125.50 1.18 0.26 - - - ----- -- - - 0.26
24.60 0.00 125.50 1.18 0.26 - - - - - - - 0.26
24.63 0.00 125.49 1.18 0.26 - - - -- - -- - 0.26
24.67 0.00 125.49 1.18 0.26 - ----- - - --- - ---- 0.26
24.70 0.00 125.49 1.18 0.26 - ----- - -- - -- - 0.26
24.73 0.00 125.49 1.18 0.26 - - ---- - - - - 0.26
24.77 0.00 125.49 1.18 0.26 - - - --- -- - - 0.26
24.80 0.00 125.49 1.18 0.26 - - - ----- - - - 0.26
24.83 0.00 125.49 1.18 0.26 - - ---- - - - - 0.26
24.87 0.00 125.49 1.18 0.26 - -- - - - - - 0.26
24.90 0.00 125.49 1.18 0.26 - - -- ----- - - - 0.26
24.93 0.00 125.49 1.18 0.26 - --- - ---- - - - 0.26
24.97 0.00 125.49 1.18 0.26 ---- - - - - - - 0.26
25.00 0.00 125.49 1.18 0.26 ---- - - - ----- - 0.26
25.03 0.00 125.48 1.18 0.26 - - - - - - - 0.26
25.07 0.00 125.48 1.18 0.26 - -- - - ---- - - 0.26
25.10 0.00 125.48 1.18 0.26 - - - - - - - 0.26
25.13 0.00 125.48 1.18 0.26 - - - - - - 0.26
25.17 0.00 125.48 1.18 0.26 - - - - - - - 0.26
20
25 0.00 125.48 1.18 0.26 - - - - - - - 0.26
.
25.23 0.00 125.48 1.18 0.26 - - -- - - - - 0.26
25.27 0.00 125.48 1.18 0.26 - - ---- - - - 0.26
25.30 0.00 125.48 1.18 0.26 - - --- - - - - 0.26
25.33 0.00 125.48 1.18 0.26 - - --- ---- ----- --- - 0.26
25.37 0.00 125.48 1.18 0.26- - - - - - - - 0.26
Continues on next page...
Outflow Page 23
Hydrograph Discharge Table

Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
47.50 0.00 124.92 1.18 0.23 ---- - ----- - -- - - 0.23
47.53 0.00 124.92 1.18 0.23 -- -- - - -- - -- 0.23
47.57 0.00 124.92 1.18 0.23 ---- -- - -- --- - -- 0.23
47.60 0.00 124.92 1.18 0.23 - -- - -- - - - 0.23
47.63 0.00 124.91 1.18 0.23 - - ----- - - --- --- 0.23
47.67 0.00 124.91 1.18 0.23 ----- ----- - - ----- ---- ----- 0.23
47.70 0.00 124.91 1.18 0.23 -- -- ----- - -- ----- -- 0.23
47.73 0.00 124.91 1.18 0.23 - - - - --- - - 0.23
47.77 0.00 124.91 1.18 0.23 -- -- - - - ---- - 0.23
47.80 0.00 124.91 1.18 0.23 - -- ----- - - -- - 0.23
47.83 0.00 124.91 1.18 0.23 - ---- ----- -- - ---- -- 0.23
47.87 0.00 124.91 1.18 0.23 - -- ----- - - - - 0.23
47.90 0.00 124.91 1.18 0.23 ----- - - - -- - - 0.23
47.93 0.00 124.91 1.18 0.23 - - - - - -- ----- 0.23
47.97 0.00 124.91 1.18 0.23 - ----- --- ----- ----- ----- ----- 0.23
48.00 0.00 124.90 1.18 0.23 - --- - ----- - --- - 0.23
... End
0
Reservoir Report 1
Page
Hydraflow Hydrographs by Intelisolve
Reservoir No. 1 - Basin
Pond Data
Pond storage is based on k nown contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 123.00 23,237 0 0
1.00 124.00 28,827 26,032 26,032
2.00 125.00 33,121 30,974 57,006
3.00 126.00 37,596 35,359 92,365
4.00 127.00 42,250 39,923 132,288
5.00 128.00 48,921 45,586 177,873
Culvert I Orifice Structures Weir Structures
[Al [B] [C] [D] [A] [B] [C] ID]
Rise in = 30.0 2.5 0.0 0.0 Crest Len ft = 20.00 10.00 0.00 0.00
Span in = 30.0 2.5 0.0 0.0 Crest El. ft = 125.50 126.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El. ft = 122.50 122.60 0.00 0.00 Weir Type = Riser Broad - -
Length ft = 15.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Cirif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EA1 Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 123.00 0.00 0.00 - - 0.00 0.00 - - - 0.00
0.10 2,603 123.10 1.18 0.05 - - 0.00 0.00 - - - 0.05
0.20 5,206 123.20 1.18 0.07 - - 0.00 0.00 - - - 0.07
0.30 7,810 123.30 1.18 0.09 - - 0.00 0.00 - - - 0.09
0.40 10,413 123.40 1.18 0.10 - - 0.00 0.00 - - - 0.10
0.50 13,016 123.50 1.18 0.12 - - 0.00 0.00 - - - 0.12
0.60 15,619 123.60 1.18 0.13 - - 0.00 0.00 - - - 0.13
0.70 18,222 123.70 1.18 0.14 - - 0.00 0.00 - - - 0.14
0.80 20,826 123.80 1.18 0.15 - - 0.00 0.00 - - - 0.15
0.90 23,429 123.90 1.18 0.16 - - 0.00 0.00 - - - 0.16
1.00 26,032 124.00 1.18 0.16 - - 0.00 0.00 - - - 0.16
1.10 29,129 124.10 1.18 0.17 - - 0.00 0.00 - - - 0.17
1.20 32,227 124.20 1.18 0.18 - - 0.00 0.00 - - - 0.18
1.30 35,324 124.30 1.18 0.19 - - 0.00 0.00 - - - 0.19
1.40 38,422 124.40 1.18 0.19 - - 0.00 0.00 - - - 0.19
1.50 41,519 124.50 1.18 0.20 - - 0.00 0.00 - - - 0.20
1.60 44,616 124.60 1.18 0.21 - - 0.00 0.00 - - - 0.21
1.70 47,714 124.70 1.18 0.21 - - 0.00 0.00 - - - 0.21
1.80 50,811 124.80 1.18 0.22 - - 0.00 0.00 - - - 0.22
1.90 53,909 124.90 1.18 0.23 - - 0.00 0.00 - - - 0.23
2.00 57,006 125.00 1.18 0.23 - - 0.00 0.00 - - - 0.23
2.10 60,542 125.10 1.18 0.24 - - 0.00 0.00 - - - 0.24
2.20 64,078 125.20 1.18 0.24 - - 0.00 0.00 - - - 0.24
2.30 67,614 125.30 1.18 0.25 - - 0.00 0.00 - - - 0.25
2.40 71,149 125.40 1.18 0.25 - - 0.00 0.00 - - - 0.25
2.50 74,685 125.50 1.18 0.26 - - 0.00 0.00 - - - 0.26
2.60 78,221 125.60 2.38 0.25 - - 2.11 0.00 - - - 2.35
2.70 81,757 125.70 6.20 0.20 - - 5.96 0.00 - - - 6.16
2.80 85,293 125.80 11.09 0.14 - - 10.94 0.00 - - - 11.08
2.90 88,829 125.90 16.98 0.13 16.85 0.00 16.98
3.00 92,365 126.00
3.10 96,357 126.10 23.62
27.78 0.11
0.10 23.50
27.68 -
0.00
0.00 - = 23.62
27.78
Continues on next page...
Basin Page 2
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 100,349 126.20 30.72 0.09 - - 30.63 0.00 - - - 30.72
3.30 104,341 126.30 33.06 0.08 - - 32.98 0.00 - - - 33.06
3.40 108,334 126.40 35.04 0.07 - - 34.97 0.00 - - - 35.04
3.50 112,326 126.50 36.78 0.06 - - 36.71 0.00 - - - 36.77
3.60 116,318 126.60 38.34 0.06 - - 38.28 0.82 - - - 39.16
3.70 120,311 126.70 39.78 0.05 - - 39.71 2.33 - - - 42.09
3.80 124,303 126.80 40.67 0.05 - - 40.61 4.27 - - - 44.93
3.90 128,295 126.90 41.45 0.04 - - 41.38 6.58 - - - 48.00
4.00 132,288 127.00 42.19 0.04 - - 42.13 9.19 - - - 51.37
4.10 136,846 127.10 42.90 0.04 - - 42.84 12.08 - - - 54.96
4.20 141,405 127.20 43.59 0.04 - - 43.55 15.23 - - - 58.81
4.30 145,963 127.30 44.26 0.03 - - 44.22 18.60 - - - 62.86
4.40 150,522 127.40 44.92 0.03 - - 44.86 22.20 - - - 67.09
4.50 155,080 127.50 45.56 0.03 - - 45.49 26.00 - - - 71.52
4.60 159,639 127.60 46.19 0.03 - - 46.16 30.00 - - - 76.18
4.70 164,197 127.70 46.81 0.03 - - 46.76 34.18 - - - 80.97
4.80 168,756 127.80 47.41 0.03 - - 47.36 38.54 - - - 85.92
4.90 173,314 127.90 48.01 0.02 - - 47.92 43.07 - - - 91.01
5.00 177,873 128.00 48.60 0.02 - - 48.49 47.77 - - - 96.28
...End
•
0
Hydrograph Summary Report Page
L
Hyd.
lo. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 78.45 2 718 179,677 - - - Post-Dev Inflow Into Basin
2 Reservoir 15.27 2 730 125,447 1 125.87 87,801 Outflow

Proj. file: Post Dev Into Basin.gp Return Period: 10 yr Run date: 10-27-2005
L
4
Hydraflow Hydrographs by Intelisolve
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post-Dev Inflow Into Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 17.04 ac
= 2.3%
= KIRPICH
= 5.28 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
= 78.45 cfs
= 2 min
= 77.5
= 1200 ft
= 7.83067 min
= Type 11
= 484
Hydrograph Volume = 179,677 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
10.13 0.81 11.27 2.85 12.40 9.37 13.53 3.57
10.17 0.84 11.30 3.00 12.43 8.86 13.57 3.50
10.20 0.87 11.33 3.16 12.47 8.34 13.60 3.45
10.23 0.90 11.37 3.31 12.50 7.83 13.63 3.39
10.27 0.93 11.40 3.48 12.53 7.32 13.67 3.34
10.30 0.96 11.43 3.64 12.57 6.86 13.70 3.29
10.33 0.99 11.47 3.82 12.60 6.49 13.73 3.25
10.37 1.02 11.50 3.99 12.63 6.21 13.77 3.20
10.40 1.06 11.53 4.39 12.67 6.00 13.80 3.15
10.43 1.09 11.57 5.17 12.70 5.85 13.83 3.10
10.47 1.13 11.60 6.62 12.73 5.72 13.87 3.06
10.50 1.16 11.63 8.68 12.77 5.60 13.90 3.01
+
10.53 1.20 11.67 11.43 12.80 5.49 13.93 2.96
10.57 1.24 11.70 14.79 12.83 5.37 13.97 2.92
10.60 1.28 11.73 18.68 12.87 5.25 14.00 2.87
10.63 1.33 11.77 23.06 12.90 5.13 14.03 2.82
10.67 1.38 11.80 28.52 12.93 5.01 14.07 2.78
10.70 1.43 11.83 35.75 12.97 4.90 14.10 2.74
10.73 1.49 11.87 45.46 13.00 4.78 14.13 2.72
10.77 1.54 11.90 57.66 13.03 4.66 14.17 2.69
10.80 1.60 11.93 70.17 13.07 4.55 14.20 2.67
10.83 1.66 11.97 78.45 << 13.10 4.45 14.23 2.66
10.87 1.72 12.00 77.62 13.13 4.36 14.27 2.64
10.90 1.78 12.03 67.16 13.17 4.29 14.30 2.62
10.93 1.85 12.07 51.81 13.20 4.22 14.33 2.61
10.97 1.91 12.10 36.63 13.23 4.15 14.37 2.59
11.00 1.98 12.13 24.71 13.27 4.09 14.40 2.58
11.03 1.97 12.17 16.96 13.30 4.02 14.43 2.56
11.07 1.97 12.20 13.20 13.33 3.96 14.47 2.54
11.10 1.99 12.23 11.87 13.37 3.89 14.50 2.53
11.13 2.14 12.27 11.38 13.40 3.83 14.53 2.51
11.17 2.30 12.30 10.89 13.43 3.76 14.57 2.50
11.20 2.48 12.33
12
37 10.39
9
88 13.47
13
50 3.70
3
63 14.60
14
63 2.48
46
2
11.23 2.66 . . . . . .
Continues on next page...
C]
C7
•
Post-Dev Inflow Into Basin
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Page 2
Time -- Outflow
(hrs cfs)
14.67 2.45 16.37 1.68 18.07 1.37 19.77 1.06
14.70 2.43 16.40 1.67 18.10 1.37 19.80 1.05
14.73 2.41 16.43 1.67 18.13 1.36 19.83 1.05
14.77 2.40 16.47 1.66 18.17 1.36 19.87 1.04
14.80 2.38 16.50 1.66 18.20 1.35 19.90 1.03
14.83 2.36 16.53 1.65 18.23 1.34 19.93 1.03
14.87 2.35 16.57 1.64 18.27 1.34 19.97 1.02
14.90 2.33 16.60 1.64 18.30 1.33 20.00 1.02
14.93 2.32 16.63 1.63 18.33 1.32 20.03 1.01
14.97 2.30 16.67 1.63 18.37 1.32 20.07 1.00
15.00 2.28 16.70 1.62 18.40 1.31 20.10 1.00
15.03 2.27 16.73 1.61 18.43 1.31 20.13 1.00
15.07 2.25 16.77 1.61 18.47 1.30 20.17 0.99
15.10 2.23 16.80 1.60 18.50 1.29 20.20 0.99
15.13 2.22 16.83 1.60 18.53 1.29 20.23 0.99
15.17 2.20 16.87 1.59 18.57 1.28 20.27 0.99
15.20 2.18 16.90 1.58 18.60 1.28 20.30 0.99
15.23 2.17 16.93 1.58 18.63 1.27 20.33 0.99.
15.27 2.15 16.97 1.57 18.67 1.26 20.37 0.99
15.30 2.13 17.00 1.57 18.70 1.26 20.40 0.99
15.33 2.12 17.03 1.56 18.73 1.25 20.43 0.98
15.37 2.10 17.07 1.55 18.77 1.24 20.47 0.98
15.40 2.08 17.10 1.55 18.80 1.24 20.50 0.98
15.43 2.07 17.13 1.54 18.83 1.23 20.53 0.98
15.47 2.05 17.17 1.54 18.87 1.23 20.57 0.98
15.50 2.03 17.20 1.53 18.90 1.22 20.60 0.98
15.53 2.02 17.23 1.52 18.93 1.21 20.63 0.98
1.5.57 2.00 17.27 1.52 18.97 1.21 20.67 0.98
15.60 1.98 17.30 1.51 19.00 1.20 20.70 0.97
15.63 1.96 17.33 1.51 19.03 1.20 20.73 0.97
15.67 1.95 17.37 1.50 19.07 1.19 20.77 0.97
15.70 1.93 17.40 1.49 19.10 1.18 20.80 0.97
15.73 1.91 17.43 1.49 19.13 1.18 20.83 0.97
15.77 1.90 17.47 1.48 19.17 1.17 20.87 0.97
15.80 1.88 17.50 1.48 19.20 1.16 20.90 0.97
15.83 1.86 17.53 1.47 19.23 1.16 20.93 0.97
15.87 1.85 17.57 1.46 19.27 1.15 20.97 0.97
15.90 1.83 17.60 1.46 19.30 1.15 21.00 0.96
15.93 1.81 17.63 1.45 19.33 1.14 21.03 0.96
15.97 1.80 17.67 1.45 19.37 1.13 21.07 0.96
16.00 1.78 17.70 1.44 19.40 1.13 21.10 0.96
16.03 1.76 17.73 1.43 19.43 1.12 21.13 0.96
16.07 1.75 17.77 1.43 19.47 1.11 21.17 0.96
16.10 1.73 17.80 1.42 19.50 1.11 21.20 0.96
16.13 1.72 17.83 1.42 19.53 1.10 21.23 0.96
16.17 1.72 17.87 1.41 19.57 1.10 21.27 0.95
16.20 1.71 17.90 1.40 19.60 1.09 21.30 0.95
16.23 1.70 17.93 1.40 19.63 1.08 21.33 0.95
16.27 1.70 17.97 1.39 19.67 1.08 21.37 0.95
16.30 1.69 18.00 1.39 19.70 1.07 21.40 0.95
16.33 1.68 18.03 1.38 19.73 1.07 21.43 0.95
Continues on next page...

E
a
Post-Dev Inflow Into Basin
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
21.47 0.95 23.17 0.89
21.50 0.95 23.20 0.89
21.53 0.95 23.23 0.88
21.57 0.94 23.27 0.88
21.60 0.94 23.30 0.88
21.63 _ 0.94 23.33 0.88
21.67 0.94 23.37 0.88
21.70 0.94 23.40 0.88
21.73 0.94 23.43 0.88
21.77 0.94 23.47 0.88
21.80 0.94 23.50 0.87
21.83 0.93 23.53 0.87
21.87 0.93 23.57 0.87
21.90 0.93 23.60 0.87
21.93 0.93 23.63 0.87
21.97 0.93 23.67 0.87
22.00 0.93 23.70 0.87
22.03 0.93 23.73 0.87
22.07 0.93 23.77 0.86
22.10 0.92 23.80 0.86
22.13 0.92 23.83 0.86
22.17 0.92 23.87 0.86
22.20 0.92 23.90 0.86
22.23 0.92 23.93 0.86
22.27 0.92 23.97 0.86
22.30 0.92 24.00 0.86
22.33 0.92
22.37 0.92
22.40 0.91 ...End
22.43 0.91
22.47 0.91
22.50 0.91
22.53 0.91
22.57 0.91
22.60 0.91
22.63 0.91
22.67 0.90
22.70 0.90
22.73 0.90
22.77 0.90
22.80 0.90
22.83 0.90
22.87 0.90
22.90 0.90
22.93 0.89
22.97 0.89
23.00 0.89
23.03 0.89
23.07 0.89
23.10 0.89
23.13 0.89
Page 3
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
40 Hyd. No. 2
Outflow
0
•
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 1
Max. Elevation = 125.87 ft
Storage Indication method used.
Hydrograph Discharge Table
Page 1
Peak discharge
Time interval
Reservoir name
Max. Storage
= 15.27 cfs
= 2 min
= Basin
= 87,801 cuft
Outflow hydrograph volume = 125,447 cuft
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.80 28.52 123.93 1.18 0.16 - - - - - - -- 0.16
11.83 35.75 124.07 1.18 0.17 - - - - - - - 0.17
11.87 45.46 124.22 1.18 0.18 - - - - - ----- ----- 0.18
11.90 57.66 124.42 1.18 0.20 ---- - -- - - - - 0.20
11.93 70.17 124.67 1.18 0.21 - - ----- - - -- - 0.21
11.97 78.45 << 124.96 1.18 0.23 - - - - - - - 0.23
12.00 77.62 125.23 1.18 0.24 - - - - ----- ---- 0.24
12.03 67.16 125.47 1.18 0.26 - - -- -- -- -- - 0.26
12.07 51.81 125.66 4.79 0.22 - - 4.54 - - - -- 4.76
12.10 36.63 125.79 10.47 0.15 - ---- 10.32 --- -- - 10.46
12.13 24.71 125.85 14.03 0.14 - - 13.89 - - - - 14.03
12.17 16.96 125.87 15.27 0.14 - -- 15.13 - - - - 15.27 <<
12.20 13.20 125.87 15.23 0.14 - - 15.10 - - - -- 15.23
12.23 11.87 125.86 14.74 0.14 - - 14.61 - - - - 14.74
12.27 11.38 125.85 14.18 0.14 - ----- 14.04 - - - - 14.18
12.30 10.89 125.84 13.62 0.14 - - 13.48 - - ----- ---- 13.62
12.33 10.39 125.83 13.08 0.14 - - 12.94 - - - - 13.08
12.37 9.88 125.82 12.54 0.14 - - 12.40 - - - - 12.54
12.40 9.37 125.82 12.01 0.14 - - 11.87 - ---- ----- - 12.01
12.43 8.86 125.81 11.49 0.14 - 11.34 - - - - 11.49
12.47 8.34 125.80 10.98 0.14 - - 10.84 - ----- - - 10.98
12.50 7.83 125.79 10.54 0.15 - - 10.38 - - - - 10.53
12.53 7.32 125.78 10.09 0.15 - - 9.92 - -- - - 10.08
12.57 6.86 125.77 9.63 0.16 - --- 9.46 -- - ---- - 9.62
12.60 6.49 125.76 9.18 0.17 - - 9.00 -- --- - --- 9.16
12.63 6.21 125.75 8.75 0.17 -- -- 8.56 - - - - 8.73
12.67 6.00 125.74 8.35 0.18 - - 8.15 -- - - ---- 8.32
12.70 5.85 125.74 7.98 0.18 - - 7.78 - ----- -- - 7.95
12.73 5.72 125.73 7.65 0.18 - - 7.44 - -- - - 7.62
12.77 5.60 125.72 7.35 0.19 - - 7.13 - ----- - - 7.32
12.80 5.49 125.72 7.08 0.19 - - 6.85 -- ----- - - 7.04
12.83 5.37 125.71 6.83 0.19 - - 6.60 ----- -- - - 6.80
12.87 5.25 125.71 6.60 0.20 - - 6.37 - - - - 6.57
12.90 5.13 125.70 6.39 0.20 - - 6.15 ----- - - - 6.35
12.93 5.01 125.70 6.20 0.20 - - 5.96 - - -- ----- 6.16
12.97 4.90 125.70 6.05 0.20 - -- 5.81 - --- - -- 6.01
13.00 4.78 125.69 5.91 0.21 - - 5.66 - ----- --- - 5.87
13.03 4.66 125.69 5.77 0.21 - ----- 5.52 - -- - - 5.73
Continues on next page...
Outflow
Page 8
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.27 0.88 125.53 1.55 0.26 - - 0.64 - - - - 0.90
23.30 0.88 125.53 1.55 0.26 - - 0.64 - - - - 0.90
23.33 0.88 125.53 1.55 0.26 - - 0.64 - --- ----- - 0.90
23.37 0.88 125.53 1.55 0.26 ----- - 0.64 - -- - - 0.90
23.40 0.88 125.53 1.54 0.26 - - 0.64 - - - - 0.90
23.43 0.88 125.53 1.54 0.26 - - 0.64 - - - -- 0.89
23.47 0.88 125.53 1.54 0.26 - - 0.64 - - - - 0.89
23.50 0.87 125.53 1.54 0.26 - - 0.64 - -- - - 0.89
23.53 0.87 125.53 1.54 0.26 ----- - 0.63 - ---- - - 0.89
23.57 0.87 125.53 1.54 0.26 -- -- 0.63 - -- ---- - 0.89
23.60 0.87 125.53 1.54 0.26 ---- - 0.63 - - - - 0.89
23.63 0.87 125.53 1.54 0.26 - - 0.63 - - - -- 0.89
23.67 0.87 125.53 1.54 0.26 - - 0.63 - ---- ----- - 0.89
23.70 0.87 125.53 1.54 0.26 - - 0.63 - - - - 0.88
23.73 0.87 125.53 1.54 0.26 - -- 0.63 - - - ---- 0.88
23.77 0.86 125.53 1.54 0.26 - - 0.63 - ---- - - 0.88
23.80 0.86 125.53 1.54 0.26 - - 0.62 - - - - 0.88
23.83 0.86 125.53 1.54 0.26 - - 0.62 - - - - 0.88
23.87 0.86 125.53 1.53 0.26 -- - 0.62 - - - - 0.88
23.90 0.86 125.53 1.53 0.26 -- - 0.62 -- ---- - - 0.88
23.93 0.86 125.53 1.53 0.26 - -- 0.62 ---- - - ---- 0.88
23.97 0.86 125.53 1.53 0.26 - -- 0.62 -- - - - 0.87
24.00 0.86 125.53 1.53 0.26 - M- 0.62 - 0.87
- -
24.03 0.78 125.53 1.53 0.26 -
0.61 -
0.87
24.07 0.64 125.53 1.52 0.26 - - 0.60 -- -- - - 0.86
24.10 0.43 125.53 1.51 0.26 - - 0.58 ---- - - - 0.84
24.13 0.26 125.53 1.49 0.26 - -- 0.55 - - - - 0.80
24.17 0.13 125.52 1.47 0.26 - --- 0.50 - ---- - 0.76
24.20 0.04 125.52 1.44 0.26 - - 0.46 - ----- ----- 0.71
24.23 0.00 125.52 1.41 0.26 - - 0.41 - - - --- 0.67
24.27 0.00, 125.52 1.39 0.26 - - 0.36 - - - - 0.62
24.30 0.00 125.52 1.36 0.26 - - 0.32 - -- - - 0.58
24.33 0.00 125.51 1.34 0.26 - -- 0.28 - - --- - 0.54
24.37 0.00 125.51 1.32 0.26 - - 0.24 - -- - 0.50
24.40 0.00 125.51 1.30 0.26 - - 0.21 - -- ----- --- 0.47
24.43 0.00 125.51 1.28 0.26 - - 0.18 - - - - 0.44
24.47 0.00 125.51 1.26 0.26 - - 0.15 - - - - 0.41
24.50 0.00 125.51 1.25 0.26 - - 0.12 - - - - 0.38
24.53 0.00 125.50 1.23 0.26 - - 0.09 -- - - - 0.35
24.57 0.00 125.50 1.22 0.26 - ----- 0.07 - - - - 0.33
24.60 0.00 125.50 1.21 0.26 -- - 0.05 - - - - 0.30
24.63 0.00 125.50 1.19 0.26 - -- 0.02 - - - - 0.28
24.67 0.00 125.50 1.18 0.26 - - 0.00 - - - - 0.26
24.70 0.00 125.50 1.18 0.26 - - - - ----- - - 0.26
24.73 0.00 125.50 1.18 0.26 -- - ----- - - - - 0.26
24.77 0.00 125.50 1.18 0.26 - - - - -- - - 0.26
24.80 0.00 125.50 1.18 0.26 --- ----- - ----- - - 0.26
24.83 0.00 125.50 1.18 0.26 - -- - - -- -- - 0.26
24.87 0.00 125.49 1.18 0.26 - - - - - - - 0.26
24.90 0.00 125.49 1.18 0.26 ? ? ? - 0.26
-
- ?
24.93 0.00 125.49 1.18 0.26 -
-
0.26
Continues on next page...
Outflow
Page 22
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
47.07 0.00 124.94 1.18 0.23 -- - ?- - - - ?- 0.23
47.10 0.00 124.93 1.18 0.23 - - - - ----- ---- --- 0.23
47.13 0.00 124.93 1.18 0.23 ---- - - - - ----- ----- 0.23
47.17 0.00 124.93 1.18 0.23 - - ---- - -- ---- ---- 0.23
47.20 0.00 124.93 1.18 0.23 - ---- - - - --- 0.23
47.23 0.00 124.93 1.18 0.23 --- - --- - - - - 0.23
47.27 0.00 124.93 1.18 0.23 ----- - -- ----- - - - 0.23
47.30 0.00 124.93 1.18 0.23 - - --- -- - - ----- 0.23
47.33 0.00 124.93 1.18 0.23 -- - -- - - - 0.23
47.37 0.00 124.93 1.18 0.23 -- - -- -- - -- - 0.23
47.40 0.00 124.93 1.18 0.23 - - ----- - - -- -- 0.23
47.43 0.00 124.93 1.18 0.23 - - -- ----- - - - 0.23
47.47 0.00 124.92 1.18 0.23 - - - - - ----- - 0.23
47.50 0.00 124.92 1.18 0.23 - ---- - - - -- ---- 0.23
47.53 0.00 124.92 1.18 0.23 - - - - - - - 0.23
47.57 0.00 124.92 1.18 0.23 0.23
47.60 0.00 124.92 1.18 0.23 - - - --- - ---- ----- 0.23
47.63 0.00 124.92 1.18 0.23 - - - - - - - 0.23
47.67 0.00 124.92 1.18 0.23 - - - --- - - ---- 0.23
47.70 0.00 124.92 1.18 0.23 0.23
47.73 0.00 124.92 1.18 0.23 - - - - - - --- 0.23
47.77 0.00 124.92 1.18 0.23 - - - ----- - - - 0.23
47.80 0.00 124.92 1.18 0.23
- -- 0.23
? - -?
47.83 0.00 124.92 1.18 - ?
?
0.23 _
0.23
47.87 0.00 124.91 1.18 0.23 - - - - - - - 0.23
47.90 0.00 124.91 1.18 0.23 -- - - - ----- - ----- 0.23
47.93 0.00 124.91 1.18 0.23 - - - - ----- - 0.23
47.97 0.00 124.91 1.18 0.23 - - - - - - - 0.23
48.00 0.00 124.91 1.18 0.23 - - - - - --- 0.23
... End
0
Reservoir Report
Pane 1
Reservoir No. 1 - Basin
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 123.00
1.00 124.00
2.00 125.00
3.00 126.00
4.00 127.00
5.00 128.00
Hydraflow Hydrographs by Intelisolve
Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
23,237 0 0
28,827 26,032 26,032
33,121 30,974 57,006
37,596 35,359 92,365
42,250 39,923 132,288
48,921 45,586 177,873
Culvert / Orifice Structures
[A] [B] [C]
Rise in = 30.0 2.5 0.0
Span In = 30.0 2.5 0.0
No. Barrels = 1 1 0
Invert El. ft = 122.50 122.60 0.00
Length ft = 15.0 0.0 0.0
Slope % = 0.50 0.00 0.00
N-Value = .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.00
Multistage = n/a Yes No
Stage / Storage / Discharge Table
•
Stage Storage Elevation Clv A
ft cuft ft cis
0.00 0 123.00 0.00
0.10 2,603 123.10 1.18
0.20 5,206 123.20 1.18
0.30 7,810 123.30 1.18
0.40 10,413 123.40 1.18
0.50 13,016 123.50 1.18
0.60 15,619 123.60 1.18
0.70 18,222 123.70 1.18
0.80 20,826 123.80 1.18
0.90 23,429 123.90 1.18
1.00 26,032 124.00 1.18
1.10 29,129 124.10 1.18
1.20 32,227 124.20 1.18
1.30 35,324 124.30 1.18
1.40 38,422 124.40 1.18
1.50 41,519 124.50 1.18
1.60 44,616 124.60 1.18
1.70 47,714 124.70 1.18
1.80 50,811 124.80 1.18
1.90 53,909 124.90 1.18
2.00 57,006 125.00 1.18
2.10 60,542 125.10 1.18
2.20 64,078 125.20 1.18
2.30 67,614 125.30 1.18
2.40 71,149 125.40 1.18
2.50 74,685 125.50 1.18
2.60 78,221 125.60 2.38
2.70 81,757 125.70 6.20
2.80 85,293 125.80 11.09
2.90 88,829 125.90 16.98
3.00 92,365 126.00 23.62
3.10 96,357 126.10 27.78
Weir Structures
[D] [A] [B] [C] [D]
0.0 Crest Len ft = 20.00 10.00 0.00 0.00
0.0 Crest El. ft = 125.50 126.50 0.00 0.00
0 Weir Coeff. = 3.33 2.60 0.00 0.00
0.00 Weir Type = Riser Broad - -
0.0 Multistage = Yes No No No
0.00
.000
0.00
No Exfiitration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 It
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 - - 0.00 0.00 - - - 0.00
0.05 - - 0.00 0.00 - - - 0.05
0.07 - - 0.00 0.00 - - - 0.07
0.09 - - 0.00 0.00 - - - 0.09
0.10 - - 0.00 0.00 - - - 0.10
0.12 - - 0.00 0.00 - - - 0.12
0.13 - - 0.00 0.00 - - - 0.13
0.14 - - 0.00 0.00 - -- - 0.14
0.15 - - 0.00 0.00 - - - 0.15
0.16 - - 0.00 0.00 - - - 0.16
0.16 - - 0.00 0.00 - - - 0.16
0.17 - - 0.00 0.00 - - - 0.17
0.18 - - 0.00 0.00 - - - 0.18
0.19 - - 0.00 0.00 - - - 0.19
0.19 - - 0.00 0.00 - - - 0.19
0.20 - - 0.00 0.00 - - - 0.20
0.21 - - 0.00 0.00 - - - 0.21
0.21 - - 0.00 0.00 - - - 0.21
0.22 - - 0.00 0.00 - - - 0.22
0.23 - - 0.00 0.00 - - - 0.23
0.23 - - 0.00 0.00 - - - 0.23
0.24 - - 0.00 0.00 - - - 0.24
0.24 - - 0.00 0.00 - - - 0.24
0.25 - - 0.00 0.00 - - - 0.25
0.25 - - 0.00 0.00 - - - 0.25
0.26 - - 0.00 0.00 - - - 0.26
0.25 - - 2.11 0.00 - - - 2.35
0.20 - - 5.96 0.00 - - - 6.16
0.14 - - 10.94 0.00 - - - 11.08
0.13 - - 16.85 0.00 - - - 16.98
0.11 - - 23.50 0.00 - - - 23.62
0.10 - - 27.68 0.00 - - - 27.78
Continues on next page...
Basin Page 2
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Eli Total
O ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 100,349 126.20 30.72 0.09 - - 30.63 0.00 - - - 30.72
3.30 104,341 126.30 33.06 0.08 - - 32.98 0.00 - - - 33.06
3.40 108,334 126.40 35.04 0.07 - - 34.97 0.00 - - - 35.04
3.50 112,326 126.50 36.78 0.06 - - 36.71 0.00 - - - 36.77
3.60 116,318 126.60 38.34 0.06 - - 38.28 0.82 - - - 39.16
3.70 120,311 126.70 39.78 0.05 - - 39.71 2.33 - - - 42.09
3.80 124,303 126.80 40.67 0.05 - - 40.61 4.27 - - - 44.93
3.90 128,295 126.90 41.45 0.04 - - 41.38 6.58 - - - 48.00
4.00 132,288 127.00 42.19 0.04 - - 42.13 9.19 - - - 51.37
4.10 136,846 127.10 42.90 0.04 - - 42.84 12.08 - - - 54.96
4.20 141,405 127.20 43.59 0.04 - - 43.55 15.23 - - - 58.81
4.30 145,963 127.30 44.26 0.03 - - 44.22 18.60 - - - 62.86
4.40 150,522 127.40 44.92 0.03 - - 44.86 22.20 - - 67.09
4.50 155,080 127.50 45.56 0.03 - - 45.49 26.00 - - - 71.52
4.60 159,639 127.60 46.19 0.03 - - 46.16 30.00 - - - 76.18
4.70 164,197 127.70 46.81 0.03 - - 46.76 34.18 - - - 80.97
4.80 168,756 127.80 47.41 0.03 - - 47.36 38.54 - - - 85.92
4.90 173,314 127.90 48.01 0.02 - - 47.92 43.07 - - - 91.01
5.00 177,873 128.00 48.60 0.02 - - 48.49 47.77 - - - 96.28
...End
•
0
Hydrograph Summary Report_ Pagel
4

4
lyd.
.(o. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 106.11 2 718 244,554 - - Post-Dev Inflow Into Basin '
2 Reservoir 35.76 2 728 190,229 1 126.44 109,997 Outflow

,F
Proj. file: Post Dev Into Basin.gp Return Period: 25 yr Run date: 10-27-2005
Hydraflow Hydrographs by Intelisolve
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post-Dev Inflow Into Basin
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 17.04 ac
= 2.3%
= KIRPICH
= 6.48 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
= 106.11 cfs
= 2 min
= 77.5
= 1200 ft
= 7.83067 min
= Type II
= 484
Hydrograph Volume = 244,554 cult
•
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
77
9 07
1 10.90 2.86 12.03 89.85 13.17 5.58
.
80
9 .
09
1 10.93 2.95 12.07 69.04 13.20 5.49
.
83
9 .
1.12 10.97 3.04 12.10 48.63 13.23 5.40
.
87
9 15
1 11.00 3.14 12.13 32.68 13.27 5.32
.
90
9 .
1.18 11.03 3.12 12.17 22.37 13.30 5.23
.
93
9 1.21 11.07 3.11 12.20 17.37 13.33 5.15
.
97
9 1.25 11.10 3.12 12.23 15.61 13.37 5.06
.
00
10 28
1 11.13 3.35 12.27 14.96 13.40 4.98
.
03
10 .
31
1 11.17 3.59 12.30 14.30 13.43 4.89
.
07
10 .
35
1 11.20 3.85 12.33 13.63 13.47 4.81
.
10
10 .
38
1 11.23 4.13 12.37 12.96 13.50 4.72
.
13
10 .
42
1 11.27 4.41 12.40 12.29 13.53 4.64
.
17
10 .
46
1 11.30 4.62 12.43 11.61 13.57 4.55
.
20
10 .
51
1 11.33 4.84 12.47 -10.93 13.60 4.48
.
23
10 .
1.55 11.37 5.07 12.50 10.25 13.63 4.41
.
27
10 60
1 11.40 5.30 12.53 9.58 13.67 4.34
.
30
10 .
1.65 11.43 5.53 12.57 8.98 13.70 4.28
.
33
10 69
1 11.47 5.77 12.60 8.49 13.73 4.21
.
37
10 .
74
1 11.50 6.02 12.63 8.12 13.77 4.15
.
40
10 .
79
1 11.53 6.59 12.67 7.85 13.80 4.09
.
43
10 .
84
1 11.57 7.74 12.70 7.64 13.83 4.03
.
47
10 .
89
1 11.60 9.85 12.73 7.47 13.87 3.97
.
50
10 .
95
1 11.63 12.84 12.77 7.32 13.90 3.91
.
53
10 .
00
2 11.67 16.79 12.80 7.16 13.93 3.84
.
57
10 .
06
2 11.70 21.57 12.83 7.01 13.97 3.78
.
60
10 .
12
2 11.73 27.02 12.87 6.85 14.00 3.72
.
63
10 .
19
2 11.77 33.07 12.90 6.70 14.03 3.66
.
67
10 .
26
2 11.80 40.51 12.93 6.54 14.07 3.61
.
70
10 .
34
2 11.83 50.27 12.97 6.38 14.10 3.56
.
73
10 .
42
2 11.87 63.25 13.00 6.23 14.13 3.52
.
77
10 .
51
2 11.90 79.38 13.03 6.07 14.17 3.49
.
80
10 .
2
59 11.93 95.67 13.07 5.93 14.20 3.47
.
83
10 .
2
68 11.97 106.11 << 13.10 5.79 14.23 3.44
.
10.87 .
2.77 12.00 104.34 13.13 5.68 14.27 3.42
Continues on next page...
Post-Dev Inflow Into Basin
Page 2
• Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
14.30 3.40 16.00 2.30 17.70 1.85 19.40 1.45
14.33 3.38 16.03 2.27 17.73 1.85 19.43 1.44
14.37 3.36 16.07 2.25 17.77 1.84 19.47 1.43
14.40 3.34 16.10 2.24 17.80 1.83 19.50 1.42
14.43 3.32 16.13 2.22 17.83 1.82 19.53 1.42
14.47 3.30 16.17 2.21 17.87 1.81 19.57 1.41
50
14 3.27 16.20 2.20 17.90 1.81 19.60 1.40
.
53
14 3.25 16.23 2.20 17.93 1.80 19.63 1.39
.
14
57 3.23 16.27 2.19 17.97 1.79 19.67 1.38
.
60
14 3.21 16.30 2.18 18.00 1.78 19.70 1.38
.
63
14 3.19 16.33 2.17 18.03 1.78 19.73 1.37
.
67
14 3.17 16.37 2.17 18.07 1.77 19.77 1.36
.
70
14 3.15 16.40 2.16 18.10 1.76 19.80 1.35
.
73
14 3.12 16.43 2.15 18.13 1.75 19.83 1.34
.
77
14 3.10 16.47 2.14 18.17 1.74 19.87 1.34
.
80
14 08
3 16.50 2.13 18.20 1.74 19.90 1.33
.
83
14 .
3.06 16.53 2.13 18.23 1.73 19.93 1.32
.
87
14 04
3 16.57 2.12 18.27 1.72 19.97 1.31
.
90
14 .
3.02 16.60 2.11 18.30 1.71 20.00 1.30
.
93
14 3.00 16.63 2.10 18.33 1.70 20.03 1.30
.
97
14 97
2 16.67 2.10 18.37 1.70 20.07 1.29
.
00
15 .
2
95 16.70 2.09 18.40 1.69 20.10 1.28
• .
15.03 .
2.93 16.73 2.08 18.43 1.68
7 20.13
17
20 1.28
1
28
07
15 91
2 16.77 2.07 18.47 1.6 . .
.
10
15 .
2
89 16.80 2.07 18.50 1.66 20.20 1.27
.
13
15 .
87
2 16.83 2.06 18.53 1.66 20.23 1.27
.
17
15 .
84
2 16.87 2.05 18.57 1.65 20.27 1.27
.
20
15 .
82
2 16.90 2.04 18.60 1.64 20.30 1.27
.
23
15 .
80
2 16.93 2.03 18.63 1.63 20.33 1.27:
.
27
15 .
78
2 16.97 2.03 18.67 1.62 20.37 1.27
.
30
15 .
76
2 17.00 2.02 18.70 1.62 20.40 1.26
.
15
33 .
74
2 17.03 2.01 18.73 1.61 20.43 1.26
.
37
15 .
71
2 17.07 2.00 18.77 1.60 20.47 1.26
.
40
15 .
69
2 17.10 2.00 18.80 1.59 20.50 1.26
.
43
15 .
67
2 17.13 1.99 18.83 1.58 20.53 1.26
.
47
15 .
2
65 17.17 1.98 18.87 1.58 20.57 1.26
.
50
15 .
63
2 17.20 1.97 18.90 1.57 20.60 1.26
.
53
15 .
60
2 17.23 1.96 18.93 1.56 20.63 1.25
.
57
15 .
58
2 17.27 1.96 18.97 1.55 20.67 1.25
.
15
60 .
56
2 17.30 1.95 19.00 1.54 20.70 1.25
.
63
15 .
54
2 17.33 1.94 19.03 1.54 20.73 1.25
.
67
15 .
52
2 17.37 1.93 19.07 1.53 20.77 1.25
.
70
15 .
49
2 17.40 1.92 19.10 1.52 20.80 1.25
.
15
73 .
47
2 17.43 1.92 19.13 1.51 20.83 1.24
.
77
15 .
45
2 17.47 1.91 19.17 1.50 20.87 1.24
.
80
15 .
43
2 17.50 1.90 19.20 1.50 20.90 1.24
.
15
83 .
41
2 17.53 1.89 19.23 1.49 20.93 1.24
.
87
15 .
38
2 17.57 1.89 19.27 1.48 20.97 1.24
.
90
15 .
36
2 17.60 1.88 19.30 1.47 21.00 1.24
.
15.93 .
2.34 17.63 1.87 19.33 1.46 21.03
07
21 1.24
23
1
15.97 2.32 17.67 1.86 19.37 1.46 . .
Continues on next page...
•
•
•
Post-Dev Inflow Into Basin
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
21.10 1.23 22.80 1.15
21.13 1.23 22.83 1.15
21.17 1.23 22.87 1.15
21.20 1.23 22.90 1.15
21.23 1.23 22.93 1.15
21.27 1.22 22.97 1.15
21.30- 1.22 23.00 1.14
21.33 1.22 23.03 1.14
21.37 1.22 23.07 1.14
21.40 1.22 23.10 1.14
21.43 1.22 23.13 1.14
21.47 1.22 23.17 1.14
21.50 1.21 23.20 1.13
21.53 1.21 23.23 1.13
21.57 1.21 23.27 1.13
21.60 1.21 23.30 1.13
21.63 1.21 23.33 1.13
21.67 1.21 23.37 1.13
21.70 1.20 23.40 1.12
21.73 1.20 23.43 1.12
21.77 1.20 23.47 1.12
21.80 1.20 23.50 1.12
21.83 1.20 23.53 1.12
21.87 1.20 23.57 1.12
21.90 1.20 23.60 1.12
21.93 1.19 23.63 1.11
21.97 1.19 23.67 1.11
22.00 1.19 23.70 1.11
22.03 1.19 23.73 1.11
22.07 1.19 23.77 1.11
22.10 1.19 23.80 1.11
22.13 1.18 23.83 1.10
22.17 1.18 23.87 1.10
22.20 1.18 23.90 1.10
22.23 1.18 23.93 1.10
22.27 1.18 23.97 1.10
22.30 1.18 24.00 1.10
22.33 1.18
22.37 1.17
22.40 1.17 ...End
22.43 1.17
22.47 1.17
22.50 1.17
22.53 1.17
22.57 1.16
22.60 1.16
22.63 1.16
22.67 1.16
22.70 1.16
22.73 1.16
22.77 1.15
Page 3
Hydrograph Report Pagel

Hyd. No. 2
Outflow
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation

Reservoir
= 25 yrs
= 1
= 126.44 ft Hydraflow Hydrographs by Intelisolve

Peak discharge = 35.76 cfs
Time interval = 2 min
Reservoir name = Basin
Max. Storage = 109,997 cuft
Storage Indication method used. Outflow hydrograph volume = 190,229 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
97 106.11 <<
11 125.70 6.12 0.20 ---- - 5.88 . - --- ---- ---- 6.09
.
00 104.34
12 126.00 23.79 0.11 ----- - 23.67 --- - ----- ----- 23.79
.
03 89.85
12 126.21 31.03 0.09 - - 30.95 - ----- -- - 31.03
.
07 69.04
12 126.35 34.14 0.07 - - 34.06 ---- 34.13
.
10 48.63
12 126.43 35.50 0.07 - - 35.43 - - ---- ---- 35.50
.
68
13 32
12 126.44 35.77 0.07 ----- - 35.69 ---- -- --- ---- 35.76 <<
.
.
17 22.37
12 126.42 35.35 0.07 ---- -- 35.27 ----- ----- --- 35.34
.
37
20 17
12 126.37 34.50 0.07 -- ----- 34.42 - --- ----- ----- 34.49
.
.
23 15.61
12 126.32 33.46 0.08 -- - 33.37 - -- -- ---- 33.45
.
12.27 14.96 126.27 32:29 0.08 -- ----- 32.20 --- --- --- -- 32.28
31
08
. 12.30 14.30 126.22. 31.09 0.09 M - 31.00 -
63 ----
29 - .
29.72
12.33 13.63 126.17 29.73 0.09 . 33
28
12.37 12.96 126.12 28.34 0.10 -- - 28.24 - ----- -- -
- .
70
26
12.40 12.29 126.07 26.71 0.10 - - 26.60 - -- ----- - .
97
24
12.43 11.61 126.03 24.97 0.11 -- --- 24.86 ---- - --- -
- .
17
23
12.47 10.93 125.99 23.17 0.12 - -- 23.05 -- ---- ---- - .
20
62
12.50 10.25 125.95 20.62 0.12 -- ----- 20.50 ---- --- - -
- .
45
18
12.53 9.58 125.92 18.45 0.13 ----- --- 18.32 - ----- --- ---
----- .
64
16
12.57 8.98 125.89 16.64 0.13 ----- ---- 16.50 -- ----- - .
20
15
12.60 8.49 125.87 15.20 0.14 - 15.06 - -- -- --- .
94
13
12.63 8.12 125.85 13.95 0.14 - -- 13.81 - --- -- ----
-- .
12
86
12.67 7.85 125.83 12.86 0.14 ---- ---- 12.72 ---- ---- - -- .
93
11
12.70 7.64 125.81 11.93 0.14 ---- - 11.79 -- - ---- --
- .
11
13
12.73 7.47 125.80 11.13 0.14 ----- -- 10.99 -- ----- --- ----
- .
55
10
12.77 7.32 125.79 10.55 0.15 - ----- 10.40 - ----- - - .
10
04
12.80 7.16 125.78 10.05 0.15 -- - 9.88 - --- --- --- .
58
9
12.83 7.01 125.77 9.60 0.16 ----- ----- 9.42 -- --- -- - .
17
9
12.87 6.85 125.76 9.19 0.16 -- -- 9.01 - ---- -- - .
8
80
12.90 6.70 125.75 8.82 0.17 --- - 8.63 - -- ----- - .
47
8
12.93 6.54 125.75 8.49 0.17 ----- ---- 8.29 - ----- °- --
-- .
16
8
12.97 6.38 125.74 8.18 0.18 ----- -- 7.98 ----- ---- ----- --
--- .
87
7
13.00 6.23 125.73 7.90 0.18 ----- --- 7.69 ---- --- --- --
---- .
61
7
13.03 6.07 125.73 7.63 0.18 ---- -- 7.42 ----- ----- --- - .
36
7
13.07 5.93 125.72 7.39 0.19 ----- - 7.17 -- .
7.13
13.10 5.79 125.72 7.16 0.19 -- ---- 6.94 ---- ----- ----- --
-- 91
6
13.13 5.68 125.72 6.94 0.19 -- - 6.72 ---- --- --- -
--- .
71
6
13.17 5.58 125.71 6.75 0.19 ----- -- 6.52 ----- -- -- -
--- .
53
6
• 13.20 5.49 125.71 6.57 0.20 ---- --- 6.34 --- ----- ---- -- .
Continues on next page...
•
E
Outflow
Page 8
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs Cfs cfs cfs cfs cfs Cfs cfs cfs
23.43 1.12 125.54 1.69 0.25 ----- -- 0.89 - - - ----- 1.15
23.47 1.12 125.54 1.69 0.25 - --- 0.89 ----- -- ----- --- 1.14
23.50 1.12 125.54 1.69 0.25 ----- - 0.89 - ----- ----- -- 1.14
23.53 1.12 125.54 1.69 0.25 ----- -- 0.89 - --- -- ----- 1.14
23.57 1.12 125.54 1.69 0.25 ----- ----- 0.88 -- ---- - -- 1.14
23.60 1.12 125.54 1.68 0.25 - -- 0.88 - -- - --- 1.14
23.63 1.11 125.54 1.68 0.25 --- - 0.88 ----- - - ----- 1.14
23.67 1.11 125.54 1.68 0.25 - ----- 0.88 ---- - -- ----- 1.13
23.70 1.11 125.54 1.68 0.25 ---- -- 0.88 ----- -- -- ----- 1.13
23.73 1.11 125.54 1.68 0.25 - - 0.88 ----- --- --- ---- 1.13
23.77 1.11 125.54 1.68 0.25 -- ---- 0.87 - - -- - 1.13
23.80 1.11 125.54 1.68 0.25 -- ---- 0.87 -- -- ----- ---- 1.13
23.83 1.10 125.54 1.68 0.25 - -- 0.87 - -- -- ----- 1.13
23.87 1.10 125.54 1.68 0.25 - - 0.87 -- - - - 1.12
23.90 1.10 125.54 1.68 0.25 - - 0.87 - ---- - ----- 1.12
23.93 1.10 125.54 1.68 0.25 - - 0.87 - ---- -- - 1.12
23.97 1.10 125.54 1.67 0.25 - - 0.87 -- - ----- - 1.12
24.00 1.10 125.54 1.67 0.25 - - 0.86 ----- ----- ----- --- 1.12
24.03 1.00 125.54 1.67 0.25 - -- 0.86 - -- -- - 1.11
24.07 0.82 125.54 1.66 0.26 -- - 0.85 - ----- - 1.10
24.10 0.55 125.54 1.65 0.26 ----- - 0.82 - - - -- 1.07
24.13 0.33 125.54 1.62 0.26 - -- 0.77 -- ----- - -- 1.03
24.17 0.16 125.53 1.59 0.26 - - 0.72 ----- -- - -- 0.97
24.20 0.05 125.53 1.56 0.26 - - 0.66 - --- -- ----- 0.91
24.23 0.00 125.53 1.52 0.26 ----- - 0.60 - - ----- ---- 0.85
24.27 0.00 125.53 1.49 0.26 - ----- 0.54 - ----- ---- ----- 0.80
24.30 0.00 125.52 1.46 0.26 ----- - 0.48 - - - ----- 0.74
24.33 0.00 125:52 1.43 0.26 - - 0.43 -- ----- - - 0.69
24.37 0.00 125.52 1.40 0.26 - - 0.39 --- -- ----- - 0.64
24.40 0.00 125.52 1.37 0.26 -- - 0.34 ----- - - - 0.60
24.43 0.00 125.51 1.35 0.26 ---- ---- 0.30 ----- - ----- ----- 0.56
24.47 0.00 125.51 1.33 0.26 - - 0.26 -- - -- - 0.52
24.50 0.00 125.51 1.31 0.26 - ----- 0.23 -- - -- ----- 0.48
53
24 0.00 125.51 1.29 0.26 - - 0.19 - ---- -- ---- 0.45
.
24.57 0.00 125.51 1.27 0.26 - - 0.16 ----- -- ---- - 0.42
24.60 0.00 125.51 1.25 0.26 ---- --- 0.13 ----- --- ---- ---- 0.39
24.63 0.00 125.51 1.24 0.26 - - 0.10 - ----- -- - 0.36
... End
L1
Reservoir Report . Page 1
Reservoir No. 1 - Basin Hydraflow Hydrographs by Intelisolve
• Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft)
0.00 123.00
1.00 124.00
2.00 125.00
3.00 126.00
4.00 127.00
5.00 128.00
Contour area (sqft)
23,237
28,827
33,121
37,596
42,250
48,921
Incr. Storage (cuft)
0
26,032
30,974
35,359
39,923
45,586
Total storage (cuft)
0
26,032
57,006
92,365
132,288
177,873
Culvert/ Orifice Structures Weir Stru ctures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 30.0 2.5 0.0 0.0 Crest Len ft = 20.00 10.00 0.00 0.00
Span in = 30.0 2.5 0.0 0.0 Crest El. ft = 125.50 126.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El. ft = 122.50 122.60 0.00 0.00 Weir Type = Riser Broad - -
Length ft = 15.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multistage = n/a Yes No No EAItration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 It
Note: All outnows have been analyzed under inlet and outlet control.
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C
f
f Wr D EAU
cfs cfs Total
cfs
ft cuft ft cfs cfs cfs cfs cfs s c
s
c
0.00 0 123.00 0.00 0.00 - - 0.00 0.00 - - - 0.00
05
0
0.10 2,603 123.10 1.18 0.05 - - 0.00 0.00 - - - .
07
0
0.20 5,206 123.20 1.18 0.07 - - 0.00 0.00 - - - .
09
0
0.30 7,810 123.30 1.18 0.09 - - 0.00 0.00 - - - .
0
10
0.40 10,413 123.40 1.18 0.10 - - 0.00 0.00 - - - .
12
0
0.50 13,016 123.50 1.18 0.12 - - 0.00 0.00 - - - .
0
13
0.60 15,619 123.60 1.18 0.13 - - 0.00 0.00 - - - .
14
0
0.70 18,222 123.70 1.18 0.14 - - 0.00 0.00 - - - .
15
0
0.80 20,826 123.80 1.18 0.15 - - 0.00 0.00 - - - .
16
0
0.90 23,429 123.90 1.18 0.16 - - 0.00 0.00 - - - .
16
0
1.00 26,032 124.00 1.18 0.16 - - 0.00 0.00 - - - .
17
0
1.10 29,129 124.10 1.18 0.17 - - 0.00 0.00 - - - .
0
18
1.20 32,227 124.20 1.18 0.18 - - 0.00 0.00 - - - .
0
19
1.30 35,324 124.30 1.18 0.19 - - 0.00 0.00 - - - .
19
0
1.40 38,422 124.40 1.18 0.19 - - 0.00 0.00 - - - .
0
20
1.50 41,519 124.50 1.18 0.20 - - 0.00 0.00 - - - .
21
0
1.60 44,616 124.60 1.18 0.21 - - 0.00 0.00 - - - .
21
0
1.70 47,714 124.70 1.18 0.21 - - 0.00 0.00 - - - .
22
0
1.80 50,811 124.80 1.18 0.22 - - 0.00 0.00 - - - .
0
23
1.90 53,909 124.90 1.18 0.23 - - 0.00 0.00 - - - .
23
0
2.00 57,006 125.00 1.18 0.23 - - 0.00 0.00 - - - .
24
0
2.10 60,542 125.10 1.18 0.24 - - 0.00 0.00 - - - .
24
0
2.20 64,078 125.20 1.18 0.24 - - 0.00 0.00 - - - .
25
0
2.30 67,614 125.30 1.18 0.25 - - 0.00 0.00 - - - .
25
0
2.40 71,149 125.40 1.18 0.25 - - 0.00 0.00 - - - .
26
0
2.50 74,685 125.50 1.18 0.26 - - 0.00 0.00 - - - .
35
2
2.60 78,221 125.60 2.38 0.25 - - 2.11 0.00 - - - .
16
6
2.70 81,757 125.70 6.20 0.20 - - 5.96 0.00 - - - .
08
11
2.80 85,293 125.80 11.09 0.14 - - 10.94 0.00 - - - .
98
16
2.90 88,829 125.90 16.98 0.13 - - 16.85 0.00 - - - .
62
23
- 3.00 92,365 126.00 23.62 0.11 - - 23.50
68
27 0.00 -
00
0 - - .
27.78
3.10 96,357 126.10 27.78 0.10 . .
Continues on next page...
Basin Page 2
Stage / Storage 1 Discharge Table
Stage Storage Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total
• ft cuft ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs
3.20 100,349 126.20 30.72 0.09 - - 30.63 0.00 - - - 30.72
3.30 104,341 126.30 33.06 0.08 - - 32.98 0.00 - - - 33.06
3.40 108,334 126.40 35.04 0.07 - - 34.97 0.00 - - - 35.04
3.50 112,326 126.50 36.78 0.06 - - 36.71 0.00 - - - 36.77
3.60 116,318 126.60 38.34 0.06 - - 38.28 0.82 - - - 39.16
3.70 120,311 126.70 39.78 0.05 - - 39.71 2.33 - - - 42.09
3.80 124,303 126.80 40.67 0.05 - - 40.61 4.27 - - - 44.93
3.90 128,295 126.90 41.45 0.04 - - 41.38 6.58 - - - 48.00
4.00 132,288 127.00 42.19 0.04 - - 42.13 9.19 - - - 51.37
4.10 136,846 127.10 42.90 0.04 - - 42.84 12.08 - - - 54.96
4.20 141,405 127.20 43.59 0.04 - - 43.55 15.23 - - - 58.81
4.30 145,963 127.30 44.26 0.03 - - 44.22 18.60 - - - 62.86
4.40 150,522 127.40 44.92 0.03 - - 44.86 22.20 - - - 67.09
4.50 155,080 127.50 45.56 0.03 - - 45.49 26.00 - - - 71.52
4.60 159,639 127.60 46.19 0.03 - - 46.16 30.00 - - - 76.18
4.70 164,197 127.70 46.81 0.03 - - 46.76 34.18 - - - 80.97
4.80 756
168 127.80 47.41 0.03 - - 47.36 38.54 - - - 85.92
4.90 ,
314
173 127.90 48.01 0.02 - - 47.92 43.07 - - - 91.01
5.00 ,
177,873 128.00 48.60 0.02 - - 48.49 47.77 - - - 96.28
...End

E
Hydrograph Summary Report
Page 1
Hyd. Hydrograph
(origin) Peak
(cfs) Time
(min) Time to
(min) Volume
(cuft) Inflow Maximum
(ft) Maximum
(cuft) Hydrograph
1
2 SCS Runoff
Reservoir 141.67
58.66 2
2 718
726 329,853
275,434 -
1 -
127.20 -
141,224 Post-Dev Inflow Into Basin
Outflow

Pro j. file: Pos t Dev In to Basi n.9P Return P eriod: 10 0 yr Run da te: 10-27-2005
4 ?. type flow interval peak hyd(s) elevation storage description
Hydraflow Hydrographs by Inteiisoive
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
• Hyd. No. 1
Post-Dev Inflow Into Basin
Hydrograph type = SCS Runoff Peak discharge = 141.67 cfs
Storm frequency = 100 yrs Time interval = 2 min
Drainage area = 17.04 ac Curve number = 77.5
Basin Slope = 2.3% Hydraulic length = 1200 ft
To method = KIRPICH Time of conc. (Tc) = 7.83067 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 329,853 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
23
9 43
1 10.37 2.76 11.50 8.77 12.63 10.54
.
27
9 .
44
1 10.40 2.84 11.53 9.58 12.67 10.18
.
30
9 .
45
1 10.43 2.91 11.57 11.20 12.70 9.91
.
33
9 .
47
1 10.47 2.98 11.60 14.20 12.73 9.69
.
37
9 .
48
1 10.50 3.06 11.63 18.42 12.77 9.49
.
40
9 .
50
1 10.53 3.13 11.67 23.97 12.80 9.28
. .
9.43 .
1.51 10.57 3.21 11.70 30.62 12.83
87
12 9.08
88
8
47
9 52
1 10.60 3.30 11.73 38.11 . .
.
50
9 .
54
1 10.63 3.40 11.77 46.33 12.90 8.67
.
53
9 .
55
1 10.67 3.51 11.80 56.32 12.93 8.47
.
57
9 .
1
57 10.70 3.62 11.83 69.31 12.97 8.26
.
60
9 .
59
1 10.73 3.74 11.87 86.45 13.00 8.06
.
63
9 .
62
1 10.77 3.86 11.90 107.55 13.03 7.86
.
67
9 .
66
1 10.80 3.98 11.93 128.58 13.07 7.67
.
70
9 .
70
1 10.83 4.10 11.97 141.67 << 13.10 7.50
.
73
9 .
74
1 10.87 4.23 12.00 138.59 13.13 7.35
.
9.77 .
1.78 10.90 4.35 12.03 118.87 13.17
20
13 7.22
10
7
9.80 1.82 10.93
97
10 4.48
61
4 12.07
12.10 91.03
63.92 .
13.23 .
6.98
9.83
87
9 1.86
91
1 .
11.00 .
4.75 12.13 42.82 13.27 6.87
.
90
9 .
95
1 11.03 4.70 12.17 29.24 13.30 6.76
.
93
9 .
00
2 11.07 4.68 12.20 22.67 13.33 6.65
.
9
97 .
2
04 11.10 4.69 12.23 20.36 13.37 6.54
.
10.00 ,
2.09 11.13 5.01 12.27 19.49 13.40
43
13 6.43
32
6
10.03 2.14 11.17 5.37
75
5 12.30
33
12 18.62
17.75 .
13.47 .
6.21
10.07
10
10 2.19
24
2 11.20
11.23 .
6.14 .
12.37 16.87 13.50 6.10
.
10.13 .
2.30 11.27 6.54 12.40 15.98 13.53
57
13 5.99
88
5
10.17 2.36 11.30 6.84 12.43
47
12 15.10
20
14 .
13.60 .
5.78
10.20 2.42 11.33
37
11 7.15
46
7 .
12.50 .
13.31 13.63 5.69
10.23
27
10 2.49
56
2 .
11.40 .
7.78 12.53 12.44 13.67 5.60
.
10.30 .
2.62 11.43 8.11 12.57 11.66
02
11 13.70
73
13 5.52
5.44
• 10.33 2.69 11.47 8.44 12.60 . .
Continues on next page...
Post-Dev Inflow Into Basin
Page 2
Hydrograph Discharge Table
•
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
13.77 5.36 15.47 3.40 17.17 2.54 18.87 2.02
13.80 5.28 15.50 3.37 17.20 2.53 18.90 2.01
13.83 5.20 15.53 3.35 17.23 2.52 18.93 2.00
13.87 5.12 15.57 3.32 17.27 2.51 18.97 1.99
13.90 5.04 15.60 3.29 17.30 2.50 19.00 1.98
13.93 4.96 15.63 3.26 17.33 2.49 19.03 1.97
13.97 4.88 15.67 3.23 17.37 2.48 19.07 1.96
14.00 4.80 15.70 3.20 17.40 2.47 19.10 1.95
03
14 4.72 15.73 3.18 17.43 2.46 19.13 1.94
.
07
14 4.65 15.77 3.15 17.47 2.45 19.17 1.93
.
10
14 4.59 15.80 3.12 17.50 2.44 19.20 1.92
.
13
14 4.54 15.83 3.09 17.53 2.43 19.23 1.91
.
17
14 4.50 15.87 3.06 17.57 2.42 19.27 1.89
.
14
20 4.47 15.90 3.03 17.60 2.41 19.30 1.88
.
23
14 4.44 15.93 3.01 17.63 2.40 19.33 1.87
.
27
14 4.41 15.97 2.98 17.67 2.39 19.37 1.86
.
30
14 4.38 16.00 2.95 17.70 2.38 19.40 1.85
.
14
33 4.35 16.03 2.92 17.73 2.37 19.43 1.84
.
37
14 4.33 16.07 2.89 17.77 2.36 19.47 1.83
.
40
14 30
4 16.10 2.87 17.80 2.35 19.50 1.82
.
43
14 .
4.27 16.13 2.86 17.83 2.34 19.53 1.81
.
47
14 4.24 16.17 2.84 17.87 2.33 19.57 1.80
.
50
14 4.22 16.20 2.83 17.90 2.31 19.60 1.79
.
53
14 19
4 16.23 2.82 17.93 2.30 19.63 1.78
.
57
14 .
16
4 16.27 2.81 17.97 2.29 19.67 1.77
.
60
14 .
13
4 16.30 2.80 18.00 2.28 19.70 1.76
.
63
14 .
10
4 16.33 2.79 18.03 2.27 19.73 1.75
.
67
14 .
08
4 16.37 2.78 18.07 2.26 19.77 1.74
.
70
14 .
.
4
05 16.40 2.77 18.10 2.25 19.80 1.73,
.
73
14 .
02
4 16.43 2.76 18.13 2.24 19.83 1.72
.
77
14 .
99
3 16.47 2.75 18.17 2.23 19.87 1.71
.
80
14 .
97
3 16.50 2.74 18.20 2.22 19.90 1.70
.
83
14 .
94
3 16.53 2.73 18.23 2.21 19.93 1.69
.
87
14 .
91
3 16.57 2.72 18.27 2.20 19.97 1.68
.
90
14 .
88
3 16.60 2.71 18.30 2.19 20.00 1.67
.
93
14 .
85
3 16.63 2.70 18.33 2.18 20.03 1.66
.
97
14 .
83
3 16.67 2.69 18.37 2.17 20.07 1.65
.
00
15 .
80
3 16.70 2.68 18.40 2.16 20.10 1.64
.
03
15 .
77
3 16.73 2.67 18.43 2.15 20.13 1.64
.
07
15 .
74
3 16.77 2.66 18.47 2.14 20.17 1.63
.
10
15 .
3
71 16.80 2.65 18.50 2.13 20.20 1.63
.
13
15 .
69
3 16.83 2.64 18.53 2.12 20.23 1.63
.
17
15 .
66
3 16.87 2.63 18.57 2.11 20.27 1.62
.
20
15 .
63
3 16.90 2.62 18.60 2.10 20.30 1.62
.
23
15 .
60
3 16.93 2.61 18.63 2.09 20.33 1.62
.
27
15 .
57
3 16.97 2.60 18.67 2.08 20.37 1.62
.
30
15 .
54
3 17.00 2.59 18.70 2.07 20.40 1.62
.
33
15 .
52
3 17.03 2.58 18.73 2.06 20.43 1.61
.
37
15 .
49
3 17.07 2.57 18.77 2.05 20.47 1.61
.
15.40 .
3.46 17.10 2.56 18.80 2.04
03
2 20.50
53
20 1.61
61
1
15.43 3.43 17.13 2.55 18.83 . . .
Continues on next page...
•
•
Post-Dev Inflow Into Basin
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
20.57 1.61 22.27 1.50
20.60 1.60 22.30 1.50
20.63 1.60 22.33 1.50
20.67 1.60 22.37 1.50
20.70 1.60 22.40 1.50
20.73 1.60 22.43 1.49
20.77 1.59 22.47 1.49
20.80 1.59 22.50 1.49
20.83 1.59 22.53 1.49
20.87 1.59 22.57 1.49
20.90 1.59 22.60 1.48
20.93 1.58 22.63 1.48
20.97 1.58 22.67 1.48
21.00 1.58 22.70 1.48
21.03 1.58 22.73 1.48
21.07 1.58 22.77 1.47
21.10 1.57 22.80 1.47
21.13 1.57 22.83 1.47
21.17 1.57 22.87 1.47
21.20 1.57 22.90 1.47
21.23 1.57 22.93 1.46
21.27 1.56 22.97 1.46
21.30 1.56 23.00 1.46
21.33 1.56 23.03 1.46
21.37 1.56 23.07 1.46
21.40 1.56 23.10 1.45
21.43 1.55 23.13 1.45
21.47 1.55 23.17 1.45
21.50 1.55 23.20 1.45
21.53 1.55 23.23 1.45
21.57 1.55 23.27. 1.44
21.60 1.54 23.30 1.44
21.63 1.54 23.33 1.44
21.67 1.54 23.37 1.44
21.70 1.54 23.40 1.44
21.73 1.54 23.43 f.43
21.77 1.53 23.47 1.43
21.80 1.53 23.50 1.43
21.83 1.53 23.53 1.43
21.87 1.53 23.57 1.43
21.90 1.53 23.60 1.42
21.93 1.52 23.63 1.42
21.97 1.52 23.67 1.42
22.00 1.52 23.70 1.42
22.03 1.52
22.07 1.52
22.10 1.51 ...End
22.13 1.51
22.17 1.51
22.20 1.51
22.23 1.51
Page 3
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Outflow
Hydrograph type = Reservoir Peak discharge = 58.66 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = Basin
Max. Elevation = 127.20 ft Max. Storage = 141,224 cuft
Outflow hydrograph volume = 275,434 cult
Storage In dication method used.
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
f
(hrs) cfs ft cfs cfs cfs cfs cfs cfs s
cfs cfs cfs c
11.87 86.45 125.55 1.82 0.25 -- ---- 1.11 -- --_ _? ----- 1.37
35
----- 14
90
11 107.55 125.86 14.35 0.14 ---- -- 14.21 ---- .
-- --
56
--- 29
.
11.93 128.58 126.16 29.57 0.09 ----- - 29.47
16
36 -----
----- .
- -----
---- --- - 36.22
11.97 141.67 < < 126.47 36.22 0.07 ----- .
-----
33
40 66
3 ----- _? _- 44.04
12.00 138.59 126.77 40.39 0.05 --- .
---
21
42 .
49
9 51.73
12.03 118.87 127.01 42.26 0.04 - .
15
43 .
46
13
56.65
-- ----- ---
5
12.07 91.03 127.14 43.20 0.04
---'- .
____ 43
52 .
10
15 «
---- ---- 58.6
12.10 63.92 127.20 43.56 0.04 .
43
42 .
69
14 ---- ----- ----- 58.15

1
12.13 42.82 127.18 43.47 0.04
----- .
03
43 .
94
12 ----- ----- ---- 56.
01
12.17 29.24 127.13 43.09 0.04
--"' .
50
42 .
69
10 ----- ----- ---- 53.
12.20 22.67 127.05 42.56 0.04 .
90
41 .
36
8 50.30
---- -
12.23 20.36 126.97 41.95 0.04 r .
24
41 .
15
6 r__
43
47.
---- 3
12.27 19.49 126.88 41.30 0.05 ---- ___
61
40 4.
27 .93
-- - ----
12.30 18.62 126.80 40.67 0.05 - .
____ 39 92 .
2 77 42.74
12.33 17.75 126.72 39.98 0.05 ----- ___ 38
99 57
1 -- -- ----- 40.61
12.37 16.87 126.65 39.05 0.06 -'- .
96
37 .
66
0 - ----- ---- 38.68
12.40 15.98 126.58 38.02 0.06
-- ____
.
91
36 .
10
0 - -- ----- 37.07
12.43 15.10 126.51 36.97 0.06 ----- .
-"-' 35 79 .
w 35.85
12.47 14.20 126.45 35.86 0.07 62
34 ----- ----- -- ----- 34.69
12.50 13.31 126.38 34.69 0.07 --- .
-M 33
35 ---- - ----- ----- 33.43
12.53 12.44 126.32 33.43 0.08 --"' .
-w 31
96 - - - -- 32.04
12.57 11.66 126.26 32.04 0.08 .
52
30 ---- -- -- ----- 30.61
12.60 11.02 126.20 30.61 0.09 .
84
28
4 28.93
12.63 10.54 126.14 28.93 0.09
- 27 ---- -- -- - 27.20
12.67 10.18 126.09 27.20 0.10 --"- .
---- 25
07 - -- - ----- 25.18
12.70 9.91 126.04 25.18 0.11 .
08
23 --- ----- ----- -- 23.19
12.73 9.69 125.99 23.20 0.12 -- .
32
20 ----- ----- ---- --- 20.44
12.77 9.49 125.95 20.44 0.12 ---'- .
-? 18
07 ----- --- - ----- 18.20
12.80 9.28 125.92 18.20 0.13 .
30
16 ----- --- - - 16.44
12.83 9.08 125.89 16.44 0.14 ----' .
^? 14
94 -- -- ----- ----- 15.08
12,87 8,88 125.87 15.08 0.14 .
80
13 -- -- ----- 13.93
12.90 8.67 125.85 13.93 0.14 - .
82
12 --- ----- -- ----- 12.96
12.93 8.47 125.83 12.96 0.14 .
98
11 -- ----- -- --- 12.12
12.97 8.26 125.82 12.12 0.14 .
26
11
26 ----- ----- ----- 11.40
13.00 8.06 125.81 11.40 0.14
---- .
-? 10 ---- ----- ---- -- 10.82
13.03 7.86 125.79 10.83 0.14 .
20
10 ---- -- -- ---- 10.35

10.3
13.07 7.67 125.79 10.36 0.15
-- .
77
9 --- 9.92
----- -- -----
13.10 7.50 125.78 9.93 0.16 ----- .
---
Continues on next page...
Outflow
Page 8
Hydrograph Discharge Table
•
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.33 1.44 125.56 1.87 0.25 - -- 1.22 - - - - 1.47
23.37 1.44 125.56 1.87 0.25 - - 1.21 - -- --- ---- 1.47
23.40 1.44 125.56 1.87 0.25 - - 1.21 - ----- - - 1.46
23.43 1.43 125.56 1.87 0.25 - - 1.21 - - - - 1.46
23.47 1.43 125.56 1.87 0.25 - - 1.21 - - - 1.46
23.50 1.43 125.56 1.87 0.25 -- -- 1.20 -- - - --- 1.46
23.53 1.43 125.56 1.87 0.25 - -- 1.20 - - ----- ---- 1.46
23.57 1.43 .125.56 1.87 0.25 -- -- 1.20 ---- - - - 1.45
23.60 1.42 125.56 1.86 0.25 - -- 1.20 - ---- - - 1.45
23.63 1.42 125.56 1.86 0.25 ---- - 1.20 - - - -- 1.45
23.67 1.42 125.56 1.86 0.25 - - 1.19 - - - ---- 1.45
23.70 1.42 125.56 1.86 0.25 - - 1.19 - - ---- - 1.45
23.73 1.42 125.56 1.86 0.25 - - 1.19 - - - - 1.44
23.77 1.41 125.56 1.86 0.25 - - 1.19 - - ---- ----- 1.44
23.80 1.41 125.56 1.86 0.25 - - 1.19 - - ----- - 1.44
23.83 1.41 125.56 1.86 0.25 - - 1.18 - - - - 1.44
23.87 1.41 125.56 1.86 0.25 - - 1.18 - ----- - - 1.44
23.90 1.41 125.56 1.85 0.25 - - 1.18 - - - 1.43
23.93 1.40 125.56 1.85 0.25 - - 1.18 - - - - 1.43
23.97 1.40 125.56 1.85 0.25 --- - 1.18 - - ----- - 1.43
24.00 1.40 125.56 1.85 0.25 -- - 1.17 - - - - 1.43
24.03 1.28 125.56 1.85 0.25 - - 1.17 ----- - -- - 1.42
24.07
24.10 1.05
0.70 125.55
125.55 1.84
1.82 0.25
0.25 -- 1.15 -- -- -- M-
1.11 1.40
1.37
24.13 0.42 125.55 1.78 0.25 ---- -- 1.06 - - - - 1.31
24.17 0.21 125.55 1.74 0.25 - - 0.99 - - - ----- 1.24
24.20 0.07 125.54 1.70 0.25 - - 0.91 - - - - 1.17
24.23 0.00 125.54 1.66 0.26 - - 0.83 - - - - 1.09
24.27 0.00 125.54 1.61 0.26 - - 0.76 - - - - 1.01
24.30 0.00 125.53 1.57 0.26 - - 0.69 - - - ----- 0.95
24.33 0.00 125.53 1.54 0.26 - - 0.62 - - - -- 0.88
24.37 0.00 125.53 1.50 0.26 - - 0.56 -- - - -- 0.82
24.40 0.00 125.52 1.47 0.26 - - 0.51 - -- - - 0.76
24.43 0.00 125.52 1.44 0.26 ---- - 0.45 ---- ----- ---- - 0.71
24.47 0.00 125.52 1.41 0.26 -- - 0.41 ----- - - - 0.66
24.50 0.00 125.52 1.38 0.26 -- - 0.36 - - - - 0.62
... End

Reservoir Report Page 1
• Reservoir No. 1 - Basin
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Hydraflow Hydrographs by Intelisolve
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0
00 123.00 23,237 0 0
.
00
1 124.00 28,827 26,032 26,032
.
00
2 125.00 33,121 30,974 57,006
.
00
3 126.00 37,596 35,359 92,365
.
4
00 127.00 42,250 39,923 132,288
.
5.00 128.00 48,921 45,586 177,873
Culvert I Orifice Structures Weir Structures
[A] [B] [C] ID] [A] [B] [C] [D].
Rise in = 30.0 2.5 0.0 0.0 Crest Len ft = 20.00 10.00 0.00 0.00
Span in = 30.0 2.5 0.0 0.0 Crest El. ft = 125.50 126.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El. ft = 122.50 122.60 0.00 0.00 Weir Type = Riser Broad - -
Length ft = 15.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Coeff.
Orif = 0.60 0.60 0.00 0.00
. Y No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 It
Multistage es
= n/a
Note: All outflows have been analyzed wider inlet and outlet control.
Stage I Storage I Discharge Table
.
Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfii Total
f
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs c
s
0.00 0 123.00 0.00 0.00 - - 0.00 0.00 - - - 0.00
05
0
0.10 2,603 123.10 1.18 0.05 - - 0.00
0
00 0.00 -
00 -
0 - -
- - .
0.07
0.20 5,206 123.20 1.18 0.07 - - .
0
00 .
00 -
0 - - 0.09
0.30 7,810 123.30 1.18 0.09 - - .
.
0
00 .
00 -
0 - - 0.10
0.40 10,413 123.40 1.18 0.10 - - .
0
00 .
00 -
0 - - 0.12
0.50 13,016 123.50 1.18 0.12 - - .
00
0 .
00 -
0 - - 0.13
0.60 15,619 123.60 1.18 0.13 - - .
00
0 .
00 -
0 - - 0.14
0.70 18,222 123.70 1.18 0.14 - -, .
00
0 .
00 -
0 - - 0.15
0.80 20,826 123.80 1.18 0.15 - - .
00
0 .
00 -
0 - - 0.16
0.90 23,429 123.90 1.18 0.16 - - .
00
0 .
00 -
0 - - 0.16
1.00 26,032 124.00 1.18 0.16 - - .
00
0 .
00 -
0 - - 0.17
1.10 29,129 124.10 1.18 0.17 - - .
00
0 .
00 -
0 - - 0.18
1.20 32,227 124.20 1.18 0.18 - - .
00
0 .
00 -
0 - - 0.19
1.30 35,324 124.30 1.18 0.19 - - .
00
0 .
00 -
0 - - 0.19
1.40 38,422 124.40 1.18 0.19 - - .
00
0 .
00 -
0 - - 0.20
1.50 41,519 124.50 1.18 0.20 - - .
00
0 .
00 -
0 - - 0.21
1.60 44,616 124.60 1.18 0.21 - - .
00
0 .
00 -
0 - - 0.21
1.70 47,714 124.70 1.18 0.21 - - .
00
0 .
00 -
0 - - 0.22
1.80 50,811 124.80 1.18 0.22 - - .
00
0 .
00 -
0 - - 0.23
1.90 53,909 124.90 1.18 0.23 - - .
00
0 .
00 -
0 - - 0.23
2.00 57,006 125.00 1.18 0.23 - - .
00
0 .
00 -
0 - - 0.24
2.10 60,542 125.10 1.18 0.24 - - .
00
0 .
00 -
0 - - 0.24
2.20 64,078 125.20 1.18 0.24 - - .
00
0 .
00 -
0 - - 0.25
2.30 67,614 125.30 1.18 0.25 - - .
00
0 .
00 -
0 - - 0.25
2.40 71,149 125.40 1.18 0.25 - - .
00
0 .
00 -
0 - - 0.26
2.50 74,685 125.50 1.18 0.26 - - .
11
2 .
00 -
0 - - 2.35
2.60 78,221 125.60 2.38 0.25 - - .
96
5 .
00 -
0 - - 6.16
2.70 81,757 125.70 6.20 0.20 - - .
94
10 .
00 -
0 - - 11.08
2.80 85,293 125.80 11.09 0.14 - - .
16
85 .
00 -
0 - - 16.98
2.90 88,829 125.90 16.98 0.13 - - .
50
23 .
00
0 - 23.62
• 3.00 92,365 126.00 23.62 0.11 - - .
68
27 -
.
00
0 - 27.78
3.10 96,357 126.10 27.78 0.10 . .
Continues on next page...
Basin Page 2
Stage ! Storage / Discharge Table
Stage Storage Elevatlon Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D EAU Total
•
ft cult ft cfs cfs cfs Cfs cfs cfs cfs cfs cfs cfs
3.20 100,349 126.20 30.72 0.09 - - 30.63 0.00 - - - 30.72
3.30 104,341 126.30 33.06 0.08 - - 32.98 0.00 - - - 33.06
3.40 108,334 126.40 35.04 0.07 - - 34.97 0.00 - - - 35.04
3.50 112,326 126.50 36.78 0.06 - - 36.71 0.00 - - - 36.77
3.60 116,318 126.60 38.34 0.06 - - 38.28 0.82 - - - 39.16
3.70 120,311 126.70 39.78 0.05 - - 39.71 2.33 - - - 42.09
3.80 124
303 126.80 40.67 0.05 - - 40.61 4.27 - - - 44.93
3.90 ,
128
295 126.90 41.45 0.04 - - 41.38 6.58 - - - 48.00
4
00 ,
288
132 127.00 42.19 0.04 - - 42.13 9.19 - - - 51.37
.
4
10 ,
846
136 127.10 42.90 0.04 - - 42.84 12.08 - - - 54.96
.
4
20 ,
405
141 127.20 43.59 0.04 - - 43.55 15.23 - - - 58.81
.
4
30 ,
963
145 127.30 44.26 0.03 - - 44.22 18.60 - - - 62.86
.
40
4 ,
522
150 127.40 44.92 0.03 - - 44.86 22.20 - - 67.09
.
4
50 ,
080
155 127.50 45.56 0.03 - - 45.49 26.00 - - - 71.52
.
4
60 ,
159
639 127.60 46.19 0.03 - - 46.16 30.00 - - - 76.18
.
4.70 ,
164,197 127.70 46.81 0.03 - - 46.76 34.18 - - - 80.97
92
85
4.80 168,756 127.80 47.41 0.03 - - 47.36 38.54 - - - .
91
01
4.90 173,314 127.90 48.01 0.02 - - 47.92 43.07 - - - .
96
28
5.00 177,873 128.00 48.60 0.02 - - 48.49 47.77 - - - .
...End
•
0
+ 5`\~'~~ ( SZ1 BENCHMARR\) RI~\~
10,
CENTERLINE CURVE TABLE Fu. 1444409 I(CONWATO 29 PAP VD8R1433..0211N
CURVE LENGTH RADIUS DELTA TANGENT CHORD DIRECTION CHORD LENGTH / NAM 29) ? / 1 \ \ 404 JURISDICTIONAL WETLANDS 8
CI 210.42 400.00 30'08'24" 107.70 N42'18'17°E. 208.00 C2 167.56 400.00 4'00'06° 85.03 4572'26"W 166.34
C3 208.61 150.00 79'41'01" 125.16 S06'28'08"E 192.20 P/p / \ \ NATIONWIDE PERMIT 114
C4 117.10 1020.00 r 6'34'39° 58.61 49'35'58"E 117.03 / J \ \ ROAD CROSSING WETLANDS
C5 93.63 520.00 ' \ \ 10'18'59" 46.94 N3 '52"E 93.50 'ti OFF-SI~FB`,l DWAY EIP IMPACT 0.234 Ac.
C6 234.09 600.00 22'21'14" *30 118.55 S32 '30'44"W 232.61 I \ IMPRlj SEMEN ARE i - \ \ W 2
\ f~7 S/FP,~lTE COSTRU NATIONWIDE PERMIT 112 5 0 05
\ a ME'1VTS \ \ / UTILITY LINE CROSSING WETLANDS 2
CERTIFICATION BY THE DEPARTMENT OF PLANNING AND DEVELOPMENT THAT THIS CONSTRUCTION I PLAT CONFORMS TO THE PRELIMINARY PLAT APPROVED BY THE CITY PLANNING BOARD ON i IMPACT 0.08 Ac. 8
_DAY OF , 20_. .:,J
NATIONWIDE PERMIT 139
DIRECTOR OF PLANNING AND DEVELOPMENT 129.2 GENERAL IMPACTS n
IMPACT 0.161 Ac. $
CERTIFICATION BY THE CITY ENGINEERING DEPARTMENT THAT THIS CONSTRUCTION PLAT 2'.35 ' 1c• 10
AND REQUIRED IMPROVEMENT DRAWINGS MEET THE APPROPRIATE CITY STANDARDS. Aop- -w
y , 1
DIRECTOR OF ENGINEERING
Oj V ` / y S1 7E INFORMATION
42' R/W LOi _ , i y j~~ I! /N TRACK ACREAGE: . 28.1 Ac.
1.26~Ac.
l F o ' NUMBER OF LOTS: 11
x IS) -JI
IMPACT if] t r' t 6 ry° /A,` a R~ LINEAR FOOTAGE OF STREETS: . ..2461.63 L.F.
12 2" SF9.5A ASPHALT SEE DETAIL FOR CURB GEOMETRY 1F4 1/4t- A\ 6 .1,? A LOT` Y.A\a'>I 1` 1'~~ ~~•1n-S~~ I yl: / ry , \ I ARGUS DRIVE ..:......................................:........................930.09 L.F. / ZS , ~i l y l q I WINSTEAD PARK DRIVE ....................................1,531.54 L.F.
f ; ~A~\ \ \ < / _ \ / J ` \ rti ! ! I AREA OF PROPOSED STREET R/W:......... 12.14 Ac.
Irr v If 4 , 825.08 10" CABC 1 154. d ` ? ` , LOT-'6a
)'T 6a 1 \ 1 ZONE:.. B-5CU
I 1 / SEE SIZE PLAN COMPACTED SUBGRADE - PREPARE \ X / V O • h , \ A. 16 Ac. FOR SIDEWALK IN ACCORDANCE NTH GEOTEOWAL . t ? . ` l-\\ /@, \ - J,+, \ \ \ `~bt. J I 1 / TOWNSHIP STONY CREEK 16 Ac. t 1 1 11 1 1 T
LOCATION. REPORT, IF AVAILABLE. .q.W„.. +
gym,. , , o + « RF, R 1 \ r . , q, ~ , : \ 1 1 ~ «41 ` ~ ~t J{ ~ 1 ~ \ / I/ I MINIMUM BUILDING SETBACKS FRONT ^
STANDARD 30" CURB CROSS LF. ju'' uA
NOT TO SCALE - / • ,«?y,«, ? Y`, P\?' \ ` 1• _ > ~.t . \ >i r i i f • - i \ 1 I ` I :...................................................................................25 ' SIDE:........... 10 F•~I
? : J z, ( 1 ~ \ 1 1 \ ' * ~ ~ \ ~ 1 1 1 1 ti ~ , REAR: ........................._.............._......................_..._........10'
' F~1 I I , 1.; s 1\ \ SIDE STREET: . .12.5
THE FOLLOWING ARE THE ? ? ' v, d~ ; I ~vI ~1 LdTv 6b' \ -r 1 \ \ \ \ AREA DISTURBED: . ±3.5 Ac. O
CONDITIONAL USES ADOPTED. , , , 1r, yaO, 13 \ ^ \ Nash Count Tax Ma No. 384113121180
..11, . ? ? . I q I I 1. NO DRIVEWAYS OR ENTRANCES WILL BE PERMITTED • L I ' I 1 +11 /
ON U.S. HWY. 64 BY-PASS, N. WINSTEAD AVE., OR q ? + \ \ \ \ 1 FLOOD PANEL MAP .................................3700923841 J E--4 P4
ENGLISH ROAD OTHER THAN PUBLIC STREETS. "..','r t'+#+++ti ' r 1~ M 1 1 STREET NAME - STOP SIGN COMBINATION
2. ANY OUTSIDE STORAGE OF COMMERCIAL COMMODITIES ON THE SITE 4* • I•`` C• 1 X ' II +~«Z+• • \ \ „"...i ( ;0. STREET LIGHTING (M250A, 100 WATTS) Z
SHALL BE SCREENED OF VISUAL VIEW FROM ENGLISH ROAD BY NEW ` • l~`yy I 1 1 / , ( 11 CATCH BASIN, PIPE & FLARED END
BUILDINGS, LANDSCAPE BERM, OPAQUE FENCE OR A COMINNA710N; f~ 1 'd`,1,' fJ4, , ~ k\ a'. r~/ 1 (1L I I SECTION W/ RIP RAP OUTLET PROTECTION
AT THE REQUEST OF THE APPLICANT, THE FOLLOWING CONDITION WILL B\E DDED. 1?' LO1 / ' \ \ ; ^I~/ j r 0-0 SANITARY SEWER LINE & MANHOLES 1 I i 1 1 1 1?, A~~•• + ?a~ \I~~ \ 4$4+ WATERLINE W/VALVE & FIRE HYDRANT
D\ 11 I~Z A THE FOLLOWING USES SHALL NOT BE PERMITTED. \ \ 1 , \ - " 2.31 Ac. 1 I 1 + ? ` ? ?tih \ \ \ 1 I eti F+~i
:ADULT ENTERTAINMENT \ % o {moo x \ 11' d ! 1 V y \
:OFF-PREMISE SIGNS. \ \ ^o 1 ,'I tt,t ~~`\•a~°\\~~
N. f I 1 1 11 1 \ \ A I 3 v v v
+ All
;r4; DEVELOPED BY.- N q I '4, s I Ir `~l\
KMC INC.
6100 FAIRVIEW ROAD w~TLAND_ _
SUITE 350
CHARLOTTE N. C. 28210
704.376.9848 V • , • f , AN B{d1LDABI F . ` Ally r I I 1 / I ( \ / \ y`~ Ai~ + ~ Z At,
\ - ,,?M> % / ? 1 4 j i I /r II - \ O
N. 1\ 704.376.3918 (F) ter, 4 + 4 + # } ,r, r:• .~.r'_ \ / rr ~ 1 1 1~ s l 1 IL lilt I •i~ y ~ O''')
TOM@A RGUSPROPER TIES. NE T ?+`h'+++++
CONTACT.' TOM CLUDERA Y / /s \ \ 0`19. A, a^1ti4 , ? / ' - 1 • \ , , , ? I \ \ `-.e,..Jll1'r Y` l -LJ~ /\LJC~ \ ? . AN
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ENTERPRISE DRIVE
VPI ETA = 11+00.00
PROFILE LEGEND
VPI EL = 13x.64
---- --- --- --- 100' OFFSET (LEFT) g1 = -2.08%
-.-,-....... -._ 30' OFFSET (LEFT) g2 = -0.75%
_ CENTERLINE
- - - - - - - - - 30' OFFSET (RIGHT)
_ 100' OFFSET (RIGHT) K = 75.19
VPI STA = 16+50.00
VPI EL = 135.51
g1 = -0.75%
g2 = -4.22%
SCALE: 1" = 50" CURVE LEN 200.00
0 50 100 125 15CI = z__ K. = 5%.69
E = 0.87
VPI STA = 19+75.00
VPI EL = 121.81
g1 = -4.22%
g2 = 2.00%
CURVE LEN __= 300.00
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VPI EL = 13x.64
---- --- --- --- 100' OFFSET (LEFT) g1 = -2.08%
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_ CENTERLINE
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VPI EL = 141.98 VPI STA = U+00,00 100' OFFSET (LEFT) VPI EL = 139.88 i ~o, o0
30' OFFSET LEFT 91 = `2.08 % VPI EL = 130.00 ( ) g1 = -1.00,E CENTERLINE g2 = -1.00 g1 = -3.33
20' OFFSET (RIGHT g2 = -3.33% f
) CURVE LEN = 200.00 2 = 0.71 - - - - _ ,00' OFFSET (RIGHT) z CURVE LEN = 200.00 g
1t _ roc ~n I'I~IRIIC I C~~ _ ^n~ - I VJ. I y _ K = 85.96 _ f
E = 0.27 _ ~ = 49.57 ~ _ (l ~ S2
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145 \ _ I -_I _ - II u I I _ 12 ~ I c
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APPROX. LOCATION-- ~ ~ ~ _ _ 145
EX. WATERLINE i~.:- 8~~ _ ~ ~ ` , O - _ _ i I - , _ ~ FIELD VERIFY SIZE, - ~R ~ ~ ~ - _ , _ I I o rn i
I _ ( LOCATION & DEPTH. _ _ ~ 1. - ~ ~ s, ~ ~
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A T H E M i_ 1,, 51~~ F ~ IMPAC? ~E , ~ °4 ------4 i~g., _ ~ 1 1/2" METAL
EASEMENT & SEWE><' - ~ ~ ' + ~ 005 nc ALIGNMENT TAKEN F°=~ ' i'`"~ ' / - , i „ ~ _ y _ STRAP BOLTED _ ,4 - Q _
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EX. S.S. M.H. 'ti, i EX. TOP 119.92 i~~ ii" - - A / ~ - ~ _ Q
EX. INV. 109.93 1~ l` i.ii
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NOT TO SCALE
NOTES:
1. CENTERLINE SPACE NOT TO EXCEED 18-FEET.
2. FIELD PLACE PIERS TO MAKE SURE WETLAND IMPACTS
~ STREAM CHANNELS ARE MINIMIZED,
I
I SCALE: 1" _
EGEN D o 5a 10o z sh zoo ILE L PROF ~
_ - _ - _ - CENTERLINE ~r,T- ~r, ~ - -
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' ~ It'' TOTAL FOR ALL BASINS I O ~ t f•. • ~
~ ) ( - ~ ; „ .
, I ~ ~ ELEVATION AREA (S.F.) _ ~ ti I I ( r~ r
~ ~ ' ~ a-
~ ~ - _ _ - - = ~ 123 23, 237 l-~. ~ ~ - ! _ - - - - / 1 I ~~~i.,
! - - , 1. - - - i ' - ra i
- ~ - - 124 28,827 r' k
i 1~ ~ I - - i -
- - - - 125 33,121 _ ~ ~ ~ r,
i - - ! ~ ~ ~ i
r 126 37,596 l I c' X ~ ~~i( 1 ~ r k.
_ ,a ~ ' ~ - - 4 2 250 1 'i
ii 127 11 _ r - - - F
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8 DI-21 a w
3 NCDOT STD. D.I. 840.01 W
~ t . ~ ~ - ~ u _ A wI`2'x3' TRASH GRATE _
- - - eF_RM. ~ - _t_ _m _ ~ - ~A~~ Fi Fv_ ~ ~3. r3 t - ~f - - - - ~ - _ ;f _ _ 1 - _ - _ _ _ _ : ~ rDR 125.5 ~T Z N
i ING, IN 122.60 O ~
- ~ e--- DI-20 ry 4 xS' DROP INLET ~ sF'#~,t. OUT 122.50 O ~ - ``~~~~mnrrrr~r~~ Z N
- ~ ~ ~ W TRASH CRATE ~F ~ i CAR z
DI-20a ~t f & 2 ~/2 aRiFACE . - NCDO, STD. D.I. 840.::1 . ~ ~ ~ T RA TF r.- TOP 130 00
W/2x3 RASH G 'r
& 2 1 j 2 ORIFACE ~ ~ TOP 130.00 IN! OUT 12.,.47 SEAL _ W X
INV. IN 123,73 ~5 19843 m m ~ z
IAI\/ !1117 17Z C. ~i
IIV Y. Vv c.~•vv ~'.FyCINE~~ OOQ
WETLAND PROFILE 00 a. z ~H EL
SCALE ~~~II 111111/1/1
SCALE: 1' = 30'
60 75 90 105 120
C-6a

GENERAL NOTES:
r from
1. Boundary and topographical hical data is
Y P 9 P
_- -'+i°r�I fit curve" h�--, _-loyner, Keen and
-a_ _d _ � y Y
Associates. Reference datum is MSL. Boundary
description shown is NOT for
recordation.
2. All streets are to be public. All water:-_
-1_;­tarp +n l a pug i_
3. All work shall comply with all applicahle
- _ rs--lotions. and/or local standards
imposed by local utility, The City of Rock k
--
4. All construction and materials shall
-_--. r:-•.
A%yA.rvnin'nstallaF.on
,I
lr:__-_-t- i.,n
Specifications, Standards and Design, late
t• n-
5. The Contractor is to verify finished curn
and mut gi cluea �. _ ancrete
curb and gutter.
5. Mortar in masonry boxes is to be type
6. The contractor shall notify and cooper -t-
w th tivi' ycompanies of. `a'ir ms having
facilities on or adjacent to the site before
yi w. w.r altering, removing, oving, relocating,
adjusting or connecting to said facilities ��
�e owner shall pay all costs in connection
with alteration of or relocation of any e",
structure as well is to be drilled.
7. All structural fill material shall be free -
Gi SLHcIii,S, .acKS, -a-flo --!-imps -f mud.
8. Unusable excavated materials and all
__ _ Y.t ..y fry... cieorir.g and grubbing shall
be disposed of off-site by the contract in
an approved solid waste landfill. No
on-site bury of clearing and grubbing deb -s
v v.
9. Contact the NC One Call Center at lest
48 hours prior to digging © 1.800.632.4949.
1 There i �.
0 Tee s a 5 perimeter utility and
each lot
line. All lot dimensions shown are oppr,­u=e.
11. All concrete pipe is to be ASTM C-76
11. Street lighting to be installed by The
_ c_..y ..� :, ls
vary from suggested locations shown on-rstruction
plot
12. An evaluation of 404 jurisdictional we' -
d_ e
project area. The wetlands within the p
J
enoted. ,� 11 - iS T Of<B
vt •ts ore d .-
SITE WETLANDS until all 401 and 404 wpt ,-
ds permits have been issued.
13. The contractor shall be responsible f-
w J z e traffic control in or adjacent to
City of Rocky Mount right-of-way. All w
v. - _ r.a:i it yS nd other traffic
control devices shall conform to the Mcn
_ _ - w _ _ yE ;e =es (MUS T_ -RD ,
2003 edition as amended.
fisting concrete dtches. a silt fA_nre shell
14. This site is not located within the
es and concret _ ,. - r, _
Rocky Mount.
15. Contact Elaine Pate 0 252.972.1'2_
c_t .on of nn 1 _ ,int of 6 -inch. 8 -inch,
and/or meter set fees that may be d_;.
inches.
16. Prior to placing CABC stone base,
i�e� a !-r,­,,.,irieri with thiirct
-
Mount n h P
ou t a d the Project Engineer to �
= r r_ "_ _. J_ Ar, stone
,
placed without prior approval will be the s_.e
responsibility of the c- r -hooter.
17. DESIGN/FIELD CONDITIONS quite easil\
-dry from that represented in the initial
soils report and/or topographical re ort _
P
- a -_ S i -,rte si ,,VV up .�eUk grid Uve se
Y
soils or groundwater conditions may be d
a e d that were not e' scaled during the
initial soils investigation. Therefore, the
en - be w - �'ac s
Engineering, P.A. will not and cannot be
_ g,- SnS bis for any `a:lu es to either a
r r scar
st eet o pakin I g of pavement design
- __ e v v a ,a =i, v itvolvev it tiie
construction process which may include.
necessarily rae -;r-lir-ed to, testing
subgrade and base density, engaging the
-- ter r I - t -,---ioI f fire
subgrade and for the observation of prt,,
su +' card- and brise J_ .various steps of
construction, opportunity for the Design E�
PP Y 9
-i er t _ _al r. .o sl-- erg neer for
consultation and advice, etc. steps
t
_ ,yeP
shown on the plans, constitute the comple
e r nr � m, area
(private or public). The Design Engineer
= J _: T VE o ,i ce Zr,d opportun;ty
to complete the design by fully participcit - �
n the construction process. Plan design is
a small portion of the Design and conn-
I' h
the Owner s/1- lents desire is to have t.
.a:. vme}
iy nice: o v vc"i .v nlad
designed project.
- r- - - fir thF
18. All street returns to have ADA appy
-__-s romps. Ail sti le',rns to have
25' radii.
-'ars finished immediate) after templates
} Y P
19. Fire Department vehicular access to
- -ureS iunuer c=onsrruct,art Snail be
provided at all times. in areas where gr
Surdces are Suft or IiKely to become soft,
hard all weather surface roads shall be p•
ota.
20. Fire Protection water supply system r
uding fire hydrants, shall be installed and in
service prior to the placing of combustihip
-wilding materials for structures or
combustible pre -tested fabricated buildi
-SrrriOlies on uie pruject site vi utilizing
them in the construction of building stra,
res. IT phased coordiriatiar-i is pionnecd,
coordinate installation of the fire rotecti:_
wvler 5y5kern iS permitted.
21. All underground City electrical and go-,
ac, ries are to be ira�iullcu before ir,Stolllny
_
and gutter and street improvements
c.
curl gutter and street improvements are
installed prior to electric and gas utility
- c r
- y will ii t geese , i eSpcns bi ty fo
damages to curb and gutter and street it
er er S if curb and gutter and street
improvements are installed prior to elects
-gGs _,;tilt, iirieS, Oie _, y w.l not accept
responsibility for damages to curb and g,,
uvc,rser- tint O„ e iL JI"sa�o tie
cost of bores or pavement patching, or „r�•�Yei-
n a nl'I a - a + n a rnnnwri a r Jl street
252.972.1274 to coordinate installation of
s service and contact Darryl Strother G
252.972.1273 to coordinate the installatr
22. Surveyor to contract Sandra Lynch it
- ; rJr rve.Jp,� er �t X52.9%2.1105 for
block number ranges prior to submittinq +
23. Contractor to coordinate all disposal
exs.CSs tv�Sui ,iiV : i c ,tel -S t1- wi h
Owner.
--e -1 mntprinlc pnaountpred
24. All required sidewalk shown on the picin
shall be installed when etch individual lot is
developed.
25. Fire hydrants shown on this plan ARF ri_aT
iv SCALE. They are shown for general
location and are not intended to be staked
with a computer generated staking plan.
er
Contractor to field place fire hydrant per-
tar ',4:nclo,;; ter c.,C}o c ora nIg7 o(i In
26. Commercial property address numbers
26.
b - n:r,rU„a o te, i rhes
height with a minimum stroke width of ,,r.e
-- Mese numbers ar ail cr`tr
their background and shall be Arabic style
- v.
r
27. Address numbers must be posted or-
all include horizontal and vertical tie -downs.
entrance in a position to be plainly legibiI-
entrance
_ D e. c UnocistruCted from the street or
road fronting property.
28. Plan is valid for a period of two (2i
= -- the date of approval.
Drainage Notes
1. Boxes may be reinforced masonry, m
re St n=rete r -r vast- in-place
reinforced concrete.
_
2. The maximum height of an un-reinfr,.
walls shall be limited to 8 -foot from in\e
_ _ _ of the =t'n9
Depths greater than 8 -feet shall have w`-_ -
.total
- n 1 L - _ r 11- 1- a ._ ., t- 1 -_ L_
-_ _ � nr -_: o be shaped
total depth shall be designed by a NC c
- Y n=etµ - -- Wu I is
allowed on drainage structures.
-_--. r:-•.
A%yA.rvnin'nstallaF.on
,I
lr:__-_-t- i.,n
3. Steps are to be provided on all bas! ­
-'-_-
-,,.•,1 -.---_ .._-
-,,. �
a . 'he e permission r-m6i4s.s
lon4
4. Steps are to be PS1-PF as manufac111-ri-d y `i. �• ln��S es -- a�rry ea -
4.
Locate on non -pipe walls.
utilityauthority prior to connecting to ex
YP 9
5. Mortar in masonry boxes is to be type
`r1.
6. Clay brick structures are not allowed•
complete installation of the utilities
7. Concrete building brick is to meet A--`.
-7-ID, de i�, and Type 1.
8. All iron castings are to be drilled and
aged to the drainage structure. The dna nage
structure as well is to be drilled.
backfilling trench All
9. All cast -in-place or recast concrete)uyc
structures oc-uted in raved ore
accessible to truck loadings to be desiq p
cast !-30th" =e
manufacturer's details for wall, top and
ness.
10. All catch basins grates and frames w e
to be °vulcon or cpp-oved equa erify
dimensions heights on castings are not el
ze=_re ores'' g
castings!
trench mefhnri iinlPca ntharw,c_ _ -__-_
11. All concrete pipe is to be ASTM C-76
___ - -
Water Notes
A. No work is to begin ru it pprn - -
.,,a ci,n iiia rarnprir? line
r
placement,
_
2. All waterline placement to meet C!t . f
Ro^' Ma tat Standards.
New Vv.-�sar - _- ,- - --
3 e all lines S..,.,.: be l: e
- - - .�-- - ^c 4'-i�.. r lir
- .0 3 O o accordance
1 1
with the profile shown an rt=e -.
- n 1 L - _ r 11- 1- a ._ ., t- 1 -_ L_
-_ _ � nr -_: o be shaped
to support the pipe th-ounh = l t=
rngth. Workmanship for trenching and
of .a�_ shall rnf __ 4F ----L
:__.._
-_--. r:-•.
A%yA.rvnin'nstallaF.on
,I
lr:__-_-t- i.,n
No existing valves and firp h:fr_
_ -,.--
-'-_-
-,,.•,1 -.---_ .._-
-,,. �
a . 'he e permission r-m6i4s.s
lon4
from the Public UtilityOwn r. The _
.,aha II make arrangements with the local
utilityauthority prior to connecting to ex
YP 9
r mins
-
Th contractor chnll nrrll_lide nil i -
5. - e c a.. =.. =
- .-• -- -
r nl an,-! r �
rInn 1 tennn _eS necessary for
- --a - the
complete installation of the utilities
tae and fittings shall be inspected prior to
being covered.
feet beyond the outside edge of the
pavement to the toe of '
.II aasturbed area within 7 days after
backfilling trench All
measures shall be P
kept in operable condition
Qc_ _ _-
- --
_ r
_ - - - - - . -
_;r cared when authorized by the Engineer
after the completion of the
-
-. =rade 60, Welded wire fabric shall meet
7 All excavated wood •ond e
sposed off-site by the Contractor. Bury will
not be permitted o .-site•,
v
R- Water lines rirnccinn evictinn ncnhn.- -,
- - - _...� - - _ --
e + s ail +„i t
.ire„� �nur� be installed by the open cut
trench mefhnri iinlPca ntharw,c_ _ -__-_
wn�_,� ,,;,eS U::`revVa's, Cantraator
is to restore driveways to the
Y
hlion. Paved drives shall be repaired within
P
-
7 -days of onen cut
tion. Supports for reinforcing bars to be
Q %'.nntrnrtnr shrill +nhe ,- -
_ - -
to disturb existinq property corner
mnrt<prS_ All rli zh_rrhor! -
-not
arc cF,nii no r aninreri kv n penictererl I crid
Surveyor,
--ete shall not exceed ninety (90) minutes.
10. All cost for the aria
rap,Ute meshing, „a}}
j g, rig grass
ceeriinn ani♦ cilt rant -e :h 3 --
re total base bid.
11 Car'+rr�r-+r,r ch^il _ -+c _ - -`
•a`v'er the new water n��;r,c rrn��-Pvictin�
and 90 degrees. F and shot! be mmn­
fisting concrete dtches. a silt fA_nre shell
be provided t- _L -_ =
es and concret _ ,. - r, _
accumulation.
12 The maximum horiz^nt- G;
c_t .on of nn 1 _ ,int of 6 -inch. 8 -inch,
and 12 -inch waterline is not_ to ex. ^-e
inches.
13- All hendcS 11 11/4 1p eo _
i�e� a !-r,­,,.,irieri with thiirct
-
_
"C erly. ., aim _ - -.=- - - `-. _ _ - __
P Y
collars
directions. i` - = - - -
_
thrust
.aruSt collar joint.
15. Ar -"s oi o, _ v - - _
-""nnSitp
c•�•-..-1^r F, f+ fr.-r.
-'{ ­ n}e7 r _.c..,p nf't he
st"eet centerline from the
15. contractor is respC`n l- '_
ocal outhority of and date he
plans to commence cnr,et,ur-r­
16. Any well pointing, dewatering, e- -
r-nnctrurti.^n `a +he
re SponSibiiity of the Contra- -.r a -
eeded during constru_t _n shall be
included in the cost of tip
= _ Where existing sidewalks are being
17. Water Pipe to be Pre=sure
Pipe�-_ cola Iron for all pipe F Pe shall
conform to AN SIIAWWA r11-; ; A, =
pp gall by slip joint or rrrachcnical joint
nine r'-nnforming to AI\1C1 A vvvvA _ _. -.
Vii}+'.inc cr,nll ha riirtila i"r,n in r]CCOrdnnr'e
F -
-
.,A ^11n , In�;
Pi a• ja
- e
P
fittings shall hnva oemPnt rrnrtnr Iir _
_ - - _ _
sec, ^n ,}in:^ vhprp lir^i-'e it re
--; �._c� ti _ app l .. -, accordan„�
with ANSI /AWWA 0104 /A'?' 4_
=h in width and shall be placed between
Z F a
Ynot
_ e
'ri
, e u.ydr FS - ". '. - A 1
19 F;.. i _ a n i nA �
r
� pressure.
20. The contractor shall provide all tne
- r- - - fir thF
r-omplpte inStallatinn n__f Ilka -._:+ l,+ �__-_
._- _ r' I i_}L H s „� .riSF�� Lam;, prior to.
3
being covered.
-'ars finished immediate) after templates
} Y P
21. Upon completion of sections
n line valves, the line shall be tested for
leakage at a static pressure of 100 psi r
Never is
greater, for two hours in accordance
_ et f-Ttt• by ".,",VA 1-600-7 ,
Section 4 - Hvdrostatic Testina.
- before forms are inspected by the project
22. Lines Shall be flushed thc�r'ii,nna... -
L r r_
- -,, I•
- J ve
applied to all water lines n sur c -e -
J 50
ppm. The chiorinoted water s -,ii -mm-
- the fines for 24 hours at the end of which
time the chlorine residua` sial' ce -_
_ - T' - - -' " ` .,,i N,?
until there is normal ahi ,- no•e, 'y_
_
-- -
bacteriological analysis.
23. Foch lot shall he nrn,i­Iaa
service tap.
24. The City will require inspect rrs a
nstr ti an testing. Contractors must
coordinate inspections w to r:'
protect and maintain rail nc
n a nl'I a - a + n a rnnnwri a r Jl street
improvements.
25- Nn contractors are ai/'­,,. -e" - _--
_ ma+a�arr u,n+ar riiirinn nano+iii,^+'nn
2l All ippnrd "te-----
-rough _,. cleaned prior to placement. Pipe
shall be laid with strniaht
During periods when rine n -t weir-
np ands shall be securely blocked,
27. All excavation is unclassified c-
--e -1 mntprinlc pnaountpred
28. All concrete use for blo-< n -i --nn
e ---lin_ rc is to he minimum 3,000 psi rpt 28
days, air entrained.
29. ^rrtractnr shall sa,a, + +^ _ _ _
transItianS where existing asphalt is to
be removed.
30. 'As Pili!{' r,,!,,arc - -_ _ _ _ -
tar ',4:nclo,;; ter c.,C}o c ora nIg7 o(i In
service ContraCtOr to '--drip
C-,r,i exictinq ab.a qr-,,^7 rr omar,tc to
new utility system eleme,lc (lines
p r'e,n- _a+s pi Ti f rmati�n
shall be submitted along ..ith the fins -
ens applircil and payment ";ill riot be
releasers until rece;ved. A -R il+ - - >'
all include horizontal and vertical tie -downs.
Parking, Street or Building L =.rade Preparation
A S 1 de Precar _ -
of
2 -
ne eXp -r--= .neighing a minimum -f ten (10)
tons _ >a a i nr e , ,' . - c `lent of the top strata Of the
soil. _tc4 _ - sutgrade w: - ns dere- -juate when the total
sett'e'es ^iter the 'act four (4) z=r p=asses br re vibratory roller does not
excee n' Anv area that set+ e- -__ el Y° and fcils to stabilize under continued
rolling s -u'd be further under cat ro _ ed with properly compacted select granular
fill.
B- C_ rade on f ¢,rFif'e t
1. Prep ore the site f i
t -11Y __1 ante r /n n4u_.".
ad -,res as outlined in Items 1 ,d 2 above.
7 Us.r _ the same r-�-�-��- _
r•ri• --
n.a+lined above, Compact -le.-;-le.-;ra. SII sail in
3. Curb and Gutter: Porti,r - _ _
shall have a minimum 28 da Y
maximum dry der cat its
optim runic}tire rr--'p `'
r -w
Irm Standard Proctor `.'=th=d, .ASTM
Standard D 698-78
to ANSI 'AWWA
_ _crdance with ASTM Stam^Jrd D 2167-84,
or Pnt_�nl The ton ,e
- f
^ter' fill subgrade sh^uld be compacted to
100 -percent of the ria= r-
t°e
_: a the Standard Procto t.leli,nd
3. The end of the fi''
'e- -
t the minimum slope of ` (2) horizontal
to one (1) vertical meas rpt }n �
feet beyond the outside edge of the
pavement to the toe of '
e f The
S to be select granular soil weighing a
minimum of 110 pcf at _
_ 1 rniiun
_ .re content.
Sewer Notes
No Sewer line installation SnT-I ,wi.e r N( nFr\ip hermit hoc been
issued
4. Sewer Pipe:
a. SDP gr_ 17 F,n _ Tie n 3(!34 T ne DCA_A Cnp-1r-.
nit
•fir vv. _ -. nr
nrAssure Class .35(1 nuctila
Iran Pipe for oiI p pe -r- _ _ _ - - sr I' conform to ASTM A746 and
ANSI%AWWA .,
t -11Y __1 ante r /n n4u_.".
I - -
- i - -
1-104/ A21.4 for Ductile Iran r arae n air`.--.
- _n
r•ri• --
--_ =lent.
3. Curb and Gutter: Porti,r - _ _
shall have a minimum 28 da Y
shall be ductile iron in accordance with =
- - -V Vv.jLx
minimum cement content of 545 u i
ANSI/AWWA C110,/A21.10. Mechanical is -
_ _,. F t� tali cvniorrn
to ANSI 'AWWA
C1111/A21,11
_--� - Specifications for Roads and Structures
unless otherwise specified.
5. Pipe hp-_r-_-Ii_ inn s_ hell h_.A rin-_c.- R
V --I Ni -C-%---
.
- all have a minimum 28 day compressive
6. An well pointing, dewoterin etc. nem i.=__
Y P 9� 9.
wet vniz".1i urI IS
to be included
in the cost of the line laid . I I _el_ -
=_d a-! ,ilei-'- i IJu-r--w
w er
needed. If material of a select nature
,. - y in if 1_)M aTi-site.
otherwise specified. T+ .i n -
P
rantrar'trnr +n inrlri,-rc {,,.ca _ 1 _ _
-°
, ,-. t
as reinforcingsteel or wire fabric.
.. Th rl r r ,t
., minimum � ea ans r.
f-.
-
-. =rade 60, Welded wire fabric shall meet
ASTM A-185. Tie wire shall f== --
-e_
f haws
o _ _
7. La welded wire fnhrir P: -
P -
v
Between
Water and Sewer
HOriz^' -
10'
Water cad cF_- Drain^yon -
Sewer and Storm Drainage -
. ertical
w/water above sewer
Concrete Notes
1. All construction, p-jacil _ G--
concrete is to conform to the latest
edition of ACI 318.
2. All reinforcing steel is
--_ =lent.
3. Curb and Gutter: Porti,r - _ _
shall have a minimum 28 da Y
- - - -
compressive strerigfi -
ted slump between 2.5 and 4 -inches, a
minimum cement content of 545 u i
- -ribic yard, an air entrainment of
- _ - -- "4-
5 7- er , .
p cent and o m„x,r „_ - ..� _-. - _.t
oto of 0.545 in accordance with Class B
concrete-- -
as aescrioea rr r 4l _ . ry - . -
_--� - Specifications for Roads and Structures
unless otherwise specified.
4. Alley - -
- all have a minimum 28 day compressive
strength s + ono nCr
.-_ w - - J
'
`}etween 2.5 and 4 -Inches a minimum
_ a 5
cement- -
content4 `�
_ an air entrainment of 5 -7 -percent and
a maximum water-cempnt _ -
­-cordance with Class B concrete as
described in the NCDOT Styr .,. - c
_ S for Roads and Structures unless
otherwise specified. T+ .i n -
P
I -
6-inc-les over 4 inches CABC
- - - - - -
5. Do not use chloride in ,_ _ - -
, ,-. t
as reinforcingsteel or wire fabric.
6. Reinforcina steel shall - -
-
-. =rade 60, Welded wire fabric shall meet
ASTM A-185. Tie wire shall f== --
A-82.
7. La welded wire fnhrir P: -
P -
- h.
es Lap all bars a minimum of 24".
Alternate adjacent bar
48"
8. Use only approved chairs w th c,-:-
-_ io support reinforcing on grade.
9. All crossings of reinforcement }
ed. Supports for reinforcing to hold bars
against movement during pour ad
tion. Supports for reinforcing bars to be
a minimum of 48 inches apar-_.
10. Concrete shall Y.e -
- t -mixed or ready -mixed concrete. The
_
time elapsing from m -
--ete shall not exceed ninety (90) minutes.
11. Concrete shall not _ _ _
= qubrade an II n 1
g d shall of be pored when
the air temperature for the succee-, . u
r __>ureriod is less than 32 degrees F.
P g
12. All concrete when placed in formsv -h
r ave a temperature between 50 degrees F
and 90 degrees. F and shot! be mmn­
at a temperature of not less than 50
degrees for at least 72 h== _ - i
__-rete and 24 hours for high early strength
concrete.
'?. ^o not r.oc e - -- - _ --
-n o dry subgrade. Moisten subgrade
be'--- placing coil-_- -
1 -. Subgri is ,_ t =
a^c' ^disturbed r m
co pasted
_
"C erly. ., aim _ - -.=- - - `-. _ _ - __
P Y
. rode -s er cot � :}Pr
-cg __-.__-jr.,e ed for improvement
directions. i` - = - - -
_
consult Engineer for instructions.
15. Ar -"s oi o, _ v - - _
saw cut before removing. The saw cut
s' !' ` • i c a =+r _ -
ately two (2) inches deep before breaking
�..v `.Ire adjacent co c v _ _
16.rn-nediately afterironed
and all honeycombed areas are
"epaII,ed, bat, r,
17 B aoi^
.done transverse to the direction of traffic
for all pedestrian areas.
18. Joint spacing shah be r s5 -.
= _ Where existing sidewalks are being
widened, transverse- joints .!,ail b� -
-s to line up with existing joints in the
adjacent ex s, yGe,,
not be sealed
19. Concrete Sul✓ sha l
-ore Joints and expansion joints. A
int pattern shall be submitted to the
project engineer for re.,;ew _ -
= -rete.
20. Expansion joints S •, -
=h in width and shall be placed between
all rigid objects at a resist..- _
thirty (30) feet apart and shall extend
the full depth of the
the filler one-half (1/2) inch below the
finished surface,
21. The edges of the n,ir+- 'a s -
- nished with an approved edging tool
one-half (1/2) inch radius. -
-'ars finished immediate) after templates
} Y P
have been -=moved.
22. Saw cc. `_-` t- - - - -
- ete will retain coarse aggregate against
the sawing action.
23. Contractor Sut•.l L 1 r - -
- before forms are inspected by the project
engineer and irr Fr _` - -
9
= 'h
_ at has not been approved by the
engineer and/or owner wil. -
of the contractor.
24. vre e Testi:.y -e ; - - to include in cost of line item)
initial Teel
The initial test (f r om - - - _ to be token after the second yard is
ui} u. -- r...=. - - the following:
Asphalt Tpctinn Ponrtirl-IrrI -
Compaction: Testing for .S - follow NCDOT "Standard Specifications for
R a, -=s n - - - n 609-9. Field Compaction Quality Management,
ll
latest revision.
General: All other applicable - - 609 of the NCDOT "Standard
Specir'ications for P-,=_ s = tures' shall apply relating to Quality Control Plan,
mix design, control film t- t_ive action, equipment and measurement.
Testing Cost:
Ccratract- _ _=for cost of testing.
,¢4,.01tC€t;tF
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CONSTRUCT A 69' x 34' x 2.1` DEEP
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0~ Nrr TO SCa/c r// U r/ u u EROSION AND SEDIMENTATION CONTR l/ o~ U ~ •
~~~o~ ~ S1A~5 Nor ro scacE Nf N1~9 AN vE f ALE PROJECT DESCRIPTION
a
~ ~ - ~ . - E--5'--I ~ wee cirva'~rv f Irv n~i+ nni ~}!r M(N. The purpose of this project is to construct the cammer i ,_;-ed ~nskea P W ~ Phvse 1 will consist of clearing and grubbing and sfr~p •r p d .ark, The site will be separated into two phases. ~ Q
~ Inf ~ ~ FOR Ar'nr4L * ,,,,I - - - _ P 9 _ -hose 2 will consist of final radin of the site. The total site ~ U contains approximately 28.11 acres and is locvted o'r Fngl sr -`eky Mount, NC. A roximate9 1 9 ~ ~ construction. PP y 2 .99 acres will be disturbed during Z
~ `[ri cat rT9 / / t O ~ ~
/ ! _ fn O ~ The project is scheduled to begin construchn i„r ~ 5 = - r - ~ vnd sediment control program for this r~ e-; „ - 'ry)ect completion and final stabilization by June 2006. The erosion w
lll.~i~`lu. ~ ~~r rll-~[I~ll I _ r ~ •J' I O protection, silt fens p V) y ='n of 2 suitable construction entrance ~ e, wet detention pond, with temp7rvr„ ~ ~-ent s, outlet protection, inlet .ate ~ - seeding of the site. ~
X8"..4 - - ~~1~~I~1II ~ 1 cl r ;~'~f~ 4~ F ~ Q-__ a ~ . - EXISTING SITE CONDITIONS o s r\~ ~ S~, o
'~+rr-_,it-.~~ is ~ - v`^-.,_ -..-r ~ _ ~ i Mi '~~1! The proposed site is currently undeveloood, 'n.Q - N
~5 WASHED STONE _ STAKE Ar 1 2 ~ ~ `I!`.ll~' g ditches and wetlands surrounding the project area. ADJACENT PROPERTY a_
Pl r VOLUME/ I ~ 4~~7'' i ¢>u1RE ~1ESH ~ i.: w ~ m o
~ CONCRETE BLOCK rQncc c: ` ~ ~ , All adjacent properk linen nr,± -hew. _ ~ Y -
o , _ - ~N ~ ~ EMERGENCI' - 8Y-PASS _"1,.. ~~R Jt~ ~t~~: SOILS w o
6" BEtOW a%~ti~ t`zz I~~ ~ ~ ~ Ch~ f~ rrt" .x The soil at this site is a sand ^~ar loam-
o III- SETTLED TOP ,`L -.;u ~ tj O Z EROSION AND SEDIMFN7 rnr;Tani s,ci^=~~- - ~ w
o - - - I -III: ~ ~ ReL PLAN r G Q J ~Nndu7 - a° All vegetative and structural erosion and sediment a ~
- _ DtMEN510N5 , ` _ _ these Ions and s ecifi ~i^• _ ~ be constructed and maintained b the contrvc r
' ~ ~ ~ I additional re uir m ca, ~r~s v~~„ t e :nin, _ -re city of Rocky Mount. The conhvctor to according to q e ents as outlined by the Project rr:;ginee-- shall also follow any
~i.;ilE- h ~ , }II iii il'~_~~I t ii- ~ i,~ , ~ ~ x'2:1 SIDE I .I l,l III ~ - - ~ SLOPE MAK - ~ F• Structural Practices
\ I I Ife - - ~ a~ SPECIFIC APPLICATION: GENERAL N~lr III= .fir ~,rr - ' N~ j~ 1. Vehicle wheels shall be clean when leaving the site -e~°- 'skin of mud on
LTE E~~~. - ~ . 'nE NATURAL I.I~IIII~ - - ,r,~ ; +c.~~ THIS hAETHOD OF INLET PROTECTION IS APPUCABL: - ~ - 2. Construction Rood Stabilization: Construction }r~rr ,r , g paved roods. - - entrance shall be rovided os shewr. en tr ~ stabilized areas. At a minimum, a temporary gravel construction
FLOWS ARE EXPECTED AND WHERE OVERFLOW rAr~~ _ Ali ,I iti ll - ~ ^ fif- ai T ~ ~~,1v~~- NECESSARY TO PREVENT EXCESSIVE PONDING AP,~~ - - it-~ 71-~Ii=~~-{ !if:==t~_ , - - - ~ -°~~Q ~~ON, RQQTS faN~ 3. Silt Fen ~ p ~ - ce. Silt fences shall a provided wh° ~ Rn the site plan. These barriers shall be used to - - 4, Rip Rap/Gravel Filter 5edi~°tnt Basins: Cn^a,F.r z contain sediment.
- -III .,,U„F31'~ 'r~ll~l Ir_ . ~ - - - ir_j~ _iif.-~ ~ _ - }d aimensians shown in the details. The basin is to be placed - - - - _ rL1C~V INS ~HOI1!N below the existing ditch '~r v
_ ~ ON ThE PL '~IS, ANC K ~Y , AAI/f - ~~.QN~, AN~ ~/Vj~QTh' !T 5. Fiberglass Netting Ditch Liner: In acar-.^_ ~ensigned. - _ _ the plans. ~ng ever seed, straw ono lock. Size vnd dimensions are shown on - _ - - _ - ra q ~ rNER
L - STO~~ - TON _ _ _ ,^~NERAL n1~r«. surrA~cF s,1rLEr. ~ r?vT«j: Vegetative Practices
sr Nf/ NLfr sfD Nrf/Lrf$ /lYlf - r << !I - - 4 L,4 AGV TA,. GRA ~ Nor ro scALE ~ ~ - - -uF GRA t/~~ ~ A
'-egetation ono root r, Pemc~~e s+! cED!MENT ~R!_]M 1 F`tl y surface soil canto ~ ~ ~•s hl,n.p r _ r n .,apose ~-cpery hbu,' ~'C~l/1I11r` rnonr~cr`~+ ~r_ _ T t _ emporary Seedirg ai ,jenuded %rP0 or arena rh ,e tom, ~T , /~Nt ! F A - - _ - _ ,,rrnwn,k a°~~ a. _ _ "'~s shall receive temporary seeding within 15 days of completin initial _ _ g
all objectionable ~~~'<_riol fo the designateo disp - r - c"nsure that fill ^'".'e'iol for the embankment is rL= -11ts w -->eed~n nriods, Tem or arvde areas it the time of year is outside the specified permanent r r,~Dnpcc"r• - - 9 R~ P 'v sc„ding chal! re - - - - ^-?ry seeding specifications.
other objectionable material. Place the hH +n Body vegetation a,a .'c matter, and - - =xceed 9 inches and mo-~ :e compact if. fiver fill the embankment ti inches tn, :a _-8 blonagement Strategies ~
onstruct the outlet sArtion in "He _ '?na.t?on betwee rF rtprop and the 1 per ~,°rer m ^a„r,~ arP :o be _ _
SCri f~ar,~ piping by usn~ frlter r-0.° _ - - a+. the s, f, - E~~ : pr^o ~+cture and '-hen ` be s? hied - _ _ 1 - ^r the t~ =~'nal dpw w ~s c- eite~~ate, roc" =neck dams may be provided at their
'p ^~e tha Lllc, t,.,._r_ _ / = _ -~,er s mdemented. cx"o'ie e d or waste ~°Pas -
- `"fi t71 "f arrrc5 tf"F ,pillWay fc~,..r _ t r. Y temporor'dy seeded if t^ eft _ _ "?e areas Protected by the proposed measures and otherwise 4 Construction shall be ~ .^^ed sn ' ;
` - ~ spillway foundation exten_ ~s ~~p the Sides i~ ~ ,t - _ `end as quickly as possible. n 5, Silt Fences shall also be inatallad , _ `ti n- 6. The Contractor h I r?a o s vl be __ponsible rcr •^e e of all erosion and sediment control radices.
Q ,e of least 2 ft. deep and p `t. wide r wrrr r / _ NL f rP R Orf~i~ a !,Tear fh ~r~ ,.~a,. . P
NC)r r0 SCALE e p _ ~O-" a ~'e., r = .q spillway to facilitate sediment cleanout. 5. All cut and fl'r ~,opes should 6e 2: ' - ':~rre- Vegetative Ground Cover
6. Ensure that th,e stone (droinage,l se t'_^ .;,t .has a min:inum + p / and a maximum side s!c e t 1~ ~ bottom wrdL~ of 3 ft. J~Lr~fN Immediately following grading, all areas shall receive p r~ ~rmanenk ar tom r
pso 1 tha _ , Cf nm Canslr„~, the n, ~ r,.-- cf fhe spiNway section. 10'x10'x2' EXCAVATED AREA F0~ ~ as ,e - - NOr TO SCALE NIiL a liable po or seedin , as pp as follows: y 9
_ - m os shown on the plans, with Z:1 side t arupes exrendrng to the top of fhe over {+Irw~ ~ = keP the thickness f h i PLACE p57 STONE = spBlway outlet structure at a minimum c ° ; _ p o t e s des of the - _ Peb-t,~ay
~r mist be level and constructed to TO ACT AS A FILTER - rode fo a r r' g ssu e desgn capacity. `fN '`^C' . -Jon
5" CLEnr_s- _ - 6. !Uaterin! rtccr! rn the ct n ,.,.a e__.. - _ _ r,a =..u~ - mrxtrTrA of c{n~o ~,f{h a d of ~ inCheS ~C1a55 B er05+an COntral Slane is reCaC ~ a n maxrm(1m Gr~~A c%LF r•~ '4 'r-, a Permanent Seed: K-31 Fescue -
_ ,t ~ r = 7 ~ to ~[pnci r,-,... =e e 1 _ - _ _ - ~._.'S_5. ~ III- - t _ _ 5~-r~-- - - 1 Fescue r~v:~s~r~sv,n~~;>~~x ~ - ~ 5#,/tOn~ SF ra 4 10 e
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~ '~~r"- „cf.dt ,~_~w ~itvE. + - - - - -~WEEP~ - - - - ~tx~au>ncv3k. - - 4 Gro n ~F -Y - _ C
_I I hI I I-=J 11 - _ - - - - -I Iml I -III-I I HOLES - , , fry F~ .kr - = - _ - - ~~s
I r< `gmDnrary Seed: K= - ' ter Py~ ~
- foe, embonkm?r`t, - . ~ ,gK . ~ , . ~ -
BRICK OR BLOCK " ~ ` - "C` ~ - - - - ' CATCH BASIN t, .,,,.,Q,~,: ~ _ - .,~e
VARIES = ~,,..r.r. i -1~1 I 12. dhow the distance from tha Inn of lHc r (SEE PLANS t' - .,~ev~~ - - - , ' gut i~ vei ~ one-I)arl the aeS(gn ~ - ~ Y <,b,
depth) an the plans and mark it in the treld. I - , ~ I i III-III .l
- _ iI -ice - - , ~ T~ ICI I ~ I n I = •I=~~I .li =ertilizer: 10 10 ~ ~5~~ -
f ~ i'~ I.-III Ilme: i ~ ~ l i , - 100#,/1000 SF
' ' Ili ~ is Mulch: Straw ®75 1000 SI I . li` Tack: Z00 gallons/Ac on all mulchlnq
~:"rr` r r
FLOW . - _
~ r Mointenvnce
~D r i F W P LO ~ _ i ~ / ..ice ~ 1. Reseed and mulch bare spas 'cr;:er than 9 square `ee
~ ` „ ~ / ~ ~ BACKFlLt rdlN. 8" F1L1ER F. ~ / ~ ~ / 1HlCK LAYER OF 2 Maintain all seeded ar n - _ 'maximum of site vreo.) ens u h uniform stand v~ see r = F1L1ER FABRIC-- ---WOOOEM h Ftt rFR Fegnrr-~ ~ ~~II!~_ 3 If growth is not established b' final r 'P~ .n !ice. - - , 4t,nnnc~; OR ) p of..t spec4 - =d attenhan unttl the stand Is acce
NL fr ~ P R rf ~ ' ' ' ' , ~ ~ ' Nor ro A GRAVEL. METAL PC4' I! MfTAL POST 4 Correct and repair all undue settling and erosion with ptable. l - - .:--i rns : tin i 5. Remove from the site, all erosion control stru°' r,? ,pr Fes-o_.
I ' s - - ^ilizvbon ak end of construction period. ~wrY vF rABPo~ I!I~ I 6. Remove silt from sediment pits and from behinr,' Rho,-k da,~a ~ ~ is within half de th / _fq^ - ..e rxerv~n where silt cannot re-enter i t P o the pit or spillway. pispose of in on area
ice/ ' / - / ~ ~ I / ~ ~ r p t ap. ' I 7. Place rock from rock check dam; vnd grove' -
- ft I armor protection is to fit ch lin as armor protection. Do not dis ose of rock. All ' contour of channw _s - P stone - i -r ~ _ - Spread.
iii \ 'd' ~ • f ~ FLOW i ~ - _ ~ \ I. . R 1 ~ I ! ~ kill: .lll_ Calculations
i ~ i F ~ i i / ~ / . _ _ ~ ENFORCED CONCRETE PIPE ~ I 1 • LI~I_l_'I ~,.._,I~__II ro x ~ ~ . , • i WIRE ~ ( The practice utilized for the ro osed site did - _ .
- FLOW r !Ii I I • ~ p P - - ~vlculativns hove been Tool ~ I . I a P ded. `
I I ~ I i- ~ Develo er P Ali i_ m il, ' , 1,!I' I ro
:,III- / I I ~ ,~~~;mill Il' VIII ~'ll ~ ~ 6MOOLFCI v' i~-%RENCH-' ~ a ~ ' I I ~ a r few Road
_ i~-TRENCH-` Q I 1 'v ~ I ~ Suite 350 Charlotte, NC 28210
` ~ a ' ttentwn: Tom Cluderoy
2I ~ ! ` ~ Phone: [phone]
I ~ ~ U
GE.~VER AL NOTES: AL NOTES:
P/ w ~ ~ 1. C~N~r~I r~r r~ , P f rLf rP ~r f ri N
Nor ro scaLE SYNTHETIC FILTER rH ~ ~ ~ _ _ ~ ~j~C ~1~ ~~a4 ~f~>~~~,,.J.
I I 2. CONSTRUCT THE f - ,4RE NECESSARY, > rRUCr rxE ~r~ r~R ~a~,~ic ~Rn~~ u ,~.~h ~ ~r I Initial Constru ' NECESSARY, SECUREL FASTEr~ _ - ~ - ctlon -
POST I4'ITH OVERL, PIPE OUAEr r0 FLAT AREA 3 - „ ~PCRr ~e~rt:ence r i4'ITH Ol/ERLAP r~ ;yE °vE.r; ~ ~ - - _ ~ _
I SUPPORT FILTER f NO WELL-DEFINED CHANNEL , ''r ,,,t a 4't ~ ~ 1 , I obtain erosion canfral nlnn nor. ~i ~~RT l~~lFR FABRIC ~ti' ARE ~4E"- _ ' " ~.:nsite. Coll the sit of Rc^k Haunt - - Retalr__ v copy of the apF•roved erosion control plan and ermit ~ r%~c v~JLVr't J!,'t Y ~ Y =__tnr et start date riot t I P
, , " ~ ~ ' f ~ OF EACH SUPPOR ~ t r ~a~ rs~~~s~~~,-f ~ 1 ,~.r,,'.?~;~= 4. DO NOT ATTA ACN SUPPORT POST. ~ t~onstruct the censtr P, , - p o and disturbance. UCt ~n ~'ttr~- n s a5 sr: w i r. ^a 'ra ~t-~ _ ~ IOT ATTACH FILTER FABRIC Trr~ = ~ ne lire clew ~r- ~ _ - - O
~~t u~ . }w ~ t CH f - mud and silt will not be hocked ant ez ~ - M ~n+ain +ne Construction Entrance daily to ensure that pa ~
I ~(r (i~ X , S j~; . ~ I s_ i~.1 ~ q l I)t' {•1'F~~ METAi cncT j a ~onstruct as perimeter erosion control me;, - " o_ surfcae ~ ~s tc be removed immediately. ~ ~ ~ - - =e-marently seed ail yeas that will need t ~ ~ during construction. o be disturbed ~ 0~
~ u . s.~~. t ~ ~ td(. i nl' I i L _ ~ 'P t ill 9r t_'a + L „ , 5, Begin Clearing vnd Grubbing and stripping of tapso~=. I 17 6. Continue grading and construction of the pro)ec.. ='a not r - to I
p t 1 } ~?'I' tl Sit+Pt`L.L M 4f. t ~ ~f~ 'x ~ v ~Yty T ,r( {1,~~G Uj ~ O temporary seeding. - to disturbed any longer than 15 days without applying •h of ~
~.tlg 7. Maintain erosion control measu a doily and reseed dist.ubec -r° ; -ee 8. Inspect all eroswn control dowses weekly and after ea h Re air os n ~ N N
PLAN y ! r'N°; PLAN VIEW , , t. ~l~r ~~!,~~r ~ ~ - P ceded. N ^N
VIEW ~ f- I',~111 ! ; Ii ii~llf I I ~ 1 ~~v
Il~i~l I u ~l~Itjl~~ ~ II ? Tj~1 . ~1 7 I , ~l,~,i4 , I ~ I ~f I ,N W v ti,l
I i ~ ~I I~f, ~ ~lii+ ~ ~ f .I ~ I,.I, . -,f~ I, II ,1~~ I 1 II,I.,: O "m IQO
I~ w.. , 1 1 I;,, ' off f Lo , .l, l i.. II ~ f, all La f~ i, ~l n I (t 1 1 - ~ , L f ~r I I RA ~I L , D/l/ Q~y a I,_ ~
~ . Rr i L ~ I { ! ,~;~I~~!~I ~ ; ~ I ;I : Nor ro sr,ALE ~~V FI f~ nai N Constru ction Sequence
- r~ ~N;, II ~ # ~ 1.11 (I;' ~ ! I ~ ~ I_ t.. _ ~ ~ Ill , 1 I ~ ; ~I-Irrr ~I IL b i~I Ir i II `c?(~.tr_p ill I, afl~f~ill ~ , 1. Begin site construction and or utility construction. 2. Install all primary drainage ditches and pipes anc' w~` ,
ALE- ~l U-,.. : 1{,'~.,1t?Se 1F`I~' ~t't jr ,Ili, , 1tl~l.,y I: ~ j, f ~a~~ h f I X1,,1 II ~1 Z cre is s ri nr.-r t_. - .j ~:i D i,~.,~. i f I. ~1 L~..I,~.~ f f _ I, 2' MIN. 3. Diq excavated drop inlet protection around each :ar-h -
I: I , ~11-! r a t> IH!r{ I~I~+.I~'11~,1i1 'a ~ ~ -ral'- i l~(~((.~-~ I~I~j °II~-L- T;i i ..~aha..an~ ceu= E< ~ ~ ~ r C 1I ~ it I ~Itta~ flL1ER BLANK T-'~ ~rY--kn err E 4. Install outlet rote tin axes. i_ p c o vs noted on the plan • 5 Seed, Straw, and Tack all areas that are grode^ , °F°.-
~r " ! ~ '4 1,'I:~ C01tPACTED SOIL- ' OR (MIRAF! 140N) SECTION A-A ~l'ER BLANXEr-~~~'r'`~7~~ ` 'AftRAF! t 40N) .SEC Tl ~N A -A I I s!L r FfN~"E IL- 6. Continue radin g g and construction of the prole ! - tc be disturbed any longer than 15 da without a I 'n
MIRAFI 100X I I I( i t OR rREV1RA 1 I I, OW temporary seeding. Ys PP N 9 I r: f~ 7- Mvintvin erosion control measures doily and roses- ~s' °°ded_
PIPE OUTLET' TO FLAP AREA ~s~E 0 T T T ~ 51115 ~ ii ~ -i~ I II(:_II 'i U LE 0 ~ . 8. Inspect all erosion control ,iPViroa we~+4~„ ~Ra ' I I!I I;" s T 9 after the site is ^ m - _ 'epoir as needed. ~o pletely atvhil-e,+ a;,n .h -
NO WELL-DEFINED CHANNEL ~j-ELL-DEFINED CHANNEL ~ ~ ~ measures ore to be removed and ail i `red completion and stabilization. All temporary erosion control d sturbev a. e.,, 10. Permanently seed all disturbed areas. F..
f 6' Tin. W
W
GENERAL NOTES
1. La = THE LENGTH OF THE R/P RAP APr<-`N, 2. d = 1.5 TIMES THE MAXIMUM STONE DCAME-TER BUT NOT LESS THAN 6". O ~
3. !N AWELL-DEFINED CHANNEL EXTEND T>fF APRON UP THE CHANNEL BANKS ~ ~ ```i~~nnnnrrri~~~ Z N
TO AN ELEVATION OF 6" ABOVE THE MA ~Il~~t/M TAIL WA TER DEPTH OR TO THE ~i N ao
TOP OF THE BANK, WHICHEVER /S LESS. 4. A FILTER BLANKET OR FILTER FABRIC Su:T_Tt? RF lNS'7•AllFn RFrwF~ni rNF p ,,'OF ESSlp'' .,'L ; Q O Z
RIP RAP AND SOIL FOUNDA TION. SEAL V w x
5. FLARED END SECTION IS OPTIONAL. SEE ANS FOR REQUIREMENT - 19843 m mo 5
6. SEE PLAN AND PROFILES FOR ACTUAL DIMENSIONS. tVp() C,> Z
. , , O a
CH S ro-27• AEL
9 a
C- - 10-1

V
Rocky Mount,
CERTIFICATION BY THE DEPART?;4ENT OF PLANNING AND DEVELOPMENT THAT THIS CONSTRUCTION
PLAT CONFORMS TO THE PRELIMINARY PLAT APPROVED BY THE CITY PLANNING BOARD ON
DAY OF . 20
DIRECTOR OF PLANNING AN—
CERTIFICATION
N
CERTIFICATION BY THE CITY EN INEERING DEPARTMENT THAT THIS CONSTRUCTION PLA"
AND REQUIRED IMPROVEMENT DRAW!k,1 S `='EFT THE APPROPRIATE CITY STANDARDS.
DIRECTOR OF ENGINEERING
f
Nash
INDEX
County,
COINS TR UTC TIO N PLAT for ��TS TEAD PA "K
C-2 ENTERPRISE DRI VE PLAT`S AND PROFILE
C-3 PROGRESS DRIVE PLAN AND PROFILE
C-4 LINEA PLAN AND PROFILE
A PLAN AND PROFILE CONTI NUL
- 1N==IAS TER DRAI NA GE AND �;RADI NG PLAN
C- 6a S T ORM WATER WETLAND PLAN
C-7 CONSTRUCTION NOTES
C-
C -9
C-10
-1 J
C-13
C-14
C-15
Af
N 6-rth C_ ina
�RCT I V vel oiler:
Ix_ 1 1 = �`C
INI TIAL EROSION & SEDlik ENTA TION CO IV T P "t PLA N
FINAL EROSION & SEDIMLNTA TION CO- SOL PLAN
EROSION CONTROL NOTES & DETAILS
CROSS-SECTIONS
for
CROSS -:SECTIONS
for
CROSS-SECTIONS
for
CROSS-SECTIONS
for
CROSS-SECTIONS
for
ENT L RPRISE DRI � T
E_NT' `� _PR I SE DR I � _E
PROGRESS DRIVE
PROGRESS DRIVE
PROGRESS DRIVE
h400 FAIR VIEW ROAD
S u _0
CHARroTTE, NC 28210
Ccnta.-_ Tom Cluderay
Phnnr '04.376.9848
4.376.3918
E117ahl- [e-mail]
Si.'!? l't fDR
JO YNFR. KEENY A-,IVD ASSOCIA TES
?09 \ l )!t TH PEARL STREET
R 0C K 7 T MOUNT, NC 27803
Con tact Nils Joyner, PLS
P]7onL '2.977.3124
T�Ix: 12.985.6026
R 1. - � � ilsoajoynerkeeny. com
Tin eeering:
Stoc" -E..ligmeering, P.A.
P.O.I 1108
Nash C% AIC 2 %856
`,`%���rrirrrrrr
.,,���
_`�. .
SEAL
19843
/0-7-7'0�
AEL 51
lift
Convict J Michael Stocks, PE
Ph011e: '52.459.8196
Fax: '2. 459.819 7
Email: restocks@stocksenglneering, coin

'y SnE BENCHP,IARK '.44,09' NA',".~ 29
- `,ONVERTED TO
_ CENTERLINE CURVE TABLE _ _ _ ~'w0 88 14~~02~? ~,oNrouRS .,NOwN ~ °I'1(~.'V ~ 4
~ ~~URVE LENGTH RADIUS DELTA TANGENT CNORD DIRE ' a '!;Hu~~ ~E'v~''~ ~ ~j', ~ ^.RE NAVp ~4) ~ ri 210.42 400.00 30'08'24" 107,70 N42181''_ _ x~78.00 ~ ~ - . ~ ~ AL WETLAI~D~ ~w Z
- - !:2 167.56 400.00 24'00'06" 85.03 545'22 ~6a '66-34 . . o _ ~,~I ~ a~ ~ ~ ~ :~'E'R~fIT #14
G3 208,61 150.00 79'41'01" 125.16 50628 08~t 9~ 2v ~ ~ ~ ~ ~ I- (;a 117.10 1020.00 ,5- * -,;n~--- / / ~ a , , ~ ~a WETLANDS ~ w
6'34'39" 58.61 S49'35.,8 _ r.__ _ - + _ / ~ ..s f.t..~t ~ z
G` 93.63 520.00 10'18'59" 46.94 N38 31 5~~' ~ 33.50 / ~ ~ ~ ~ ^ \ 234.09 600.00 22'21'14 118.55 ~ ~ ` S ~ ~ t~~` ~ ,,~~77**~. ,q jigg ~
532'30 aa_h 232.61 ~ ~ ` / ~ S~ ~ ~ ~~~I 7~~~1;~ ~ E ~'E,~MIT 1.2 ~ °
~ ~ 1~~ ~ ~ ~ y ~ t ~ - ~ . ,,r , z ~ ~ . ~I~ : hOSS7NG WETLANDS wa
~ ~ ~ ~ CERTIFi(`ATI N Y TH PART T F ~ TH7C r`) c i ('Tl~, / ~ ~ \ 0 B E DE MEN 0 PLANNING AND DEVELOPMEN` N TRi_ ,r % ~
~'LAi ';ONFORMS TO THE PRELIMINARY PLAT APPROVED BY THE CITr ~`~~~NIN~; BCARI) 'JN ~ ~ % , ~ t', ~ o ~ ~ ~ q~ a o \ . . _ „ , 9
!`AY OF 20_ . / ~ rq T,
~ ~ , , ~r, ~~~,~f;~ w o
DIRECTOR OF PLANNING AND DEVELOPMENT ' , , / i s f .1. ~ o i ~ ~;,J~ ~ ~ ~ ~ : ~ ~C', i s ~ ~ ) ~ ~ a
LOT 1 ~ i~ ~ / S ~ ~C;~rA ~ o ' ~ ~ ~ ~ i w °o v ~ ~ . ze ~ ~ a
2.35 A~
C RTIFI TI ~ ~ o f ~ E CA ON BY THE CITY ENGINEERING DEPARTMENT THAT THIS CON`'" '^T'~nN AND REQUIRED IMPROVEMENT DRAWINGS MEET THE APFROPRIAT IT', ^NOAR 1¢ CA ~ ~ E C L_ ~ ~ ~ Fq ~tii~ ~ ~ ~ O p i Sr~'~ . ~ ~ z
,,~Q \Q/ C, ~NN7d~ Q 0~ ~ o ~
n c „IRECT )R OF ENGINEERING ~ , gyp, I n ~ ti
M ~ Fs j T f f r~oN
~es< , i I a~ ti ~ . 28.i Ac
'da• ~ ~ ~f ~~-~E~ 11 f}
' v ~A 1~, WETLAND ~ ~ ~ , V ~ ~
J ' ' 1 IMPACT 1 G~ t ~'REE~S _ 246?.63 ~.F, c< _ 0.09 L.F.
5' 30° ~ _ \1 G V ~ ti ~ ,y~ ~ _ 1,5_ 5 L.F.
4 12 2" SF9.5A ASPHAI' SEE ~~E~AI~ FOR RB ;E r,+E'= _ ~ (l ~ - 1~4f.- - LVT ~ ~ 11~ r_ -tr , r , f,' ~ >~~EET R~'W:... t2.~~4 a~.
~ ~v 1.47 Ac. _ - N
J _ I i- 2., 825.08 ~ ~ ti L. ~l 1 t) C~ SEE SITE PLAN '-ABC c^1 , i C ~ _ B-5C~1
FOR SIDEWALK '~~S 2' MIN. P \ n - ~ v~r, ......STONY CREEK yy 1 ~ ;
LOCATION COM ACTED SUBGRADE -PREPARE 3 i ~ ~ ~ C~ r1L , PLANTING /y A ~ ~ S~~p IN ACCORDANCE WITH GEOTECHNICAL ;~9~, ~ ~ p~r~ ~
REPORT, IF AVAILABLE. ~ \ i ~ .~,ti~ a~ ~ u : ~gAr'k~. Q
I ~ ~ ~ if ~ V ~ ~ , ~ ~ ~~o , ti;~
STANDARD ~30 t 1 ~'I~ ~ ~ , l 1 I ~ , , , ~ . C ~KOS~ 1 IIC. NOT TO SCALE ~ ~ ~ ~ ~ ~ ' _ 25'
~ ~ ~ i V ~ 0, n~ ~ 1 0.
1 1 ~ ' ; \ Y T I ~ ~ ~ ~ 12.5 f-~1
E- s v~~ l.~>I' 6~ 1H, FOLLOWING ARE THE 1 ~ , - a
CONDITIONAL USES ADOPTED. 4'' t3.5 Ar ` - Plc 384113121180
LC T 3 s ,
! NO DRIVEWAYS OR ENTRANCES WILL BE PERMITTED i~/ 2 ~ Ac. , ON U.S. HWY. 64 BY-PASS, N. WINSTEAD AVE., OR ~ ~ ~ ~ a~'-~ ,r a. 3700923841 i
ENGLISH ROAD OTHER THAN PUBLIC STREETS. NUN-13~:II~L11131.f; , v1 ~ . ""F ';IGN COMBINATION
,A 1C0 WATT,,)
2 ANY OUTSIDE STORAGE OF COMMERCIAL COMMODITIE"~ ~ ~~rE: ~ ~ ~e;~• ~ u ' < <'_ARED END H
SHALL BE SCREENED OF VISUAL VIEW FROM ENGU51~ > ' a'' NEW ~ ~ -ti° ~ ~o. I IN ~ EaRIN T!n ~ "HF~Fr;T ! t, ,'!h~~ PU LD GS, LANDSCAPE BERM, OPAQUE FENCE OR A A .,r _ ,,o~ , ti, / rj t~--4 ~ !?t!TI_ET PROTECTION
/ ~ - S~ i1~ , . ~ a~. ZONE 2 ~ ~e • ~ ~ n„ , ~E ;qc +k MANHOLES
AT THE REQUEST OF THE APPLICANT THE FOLLOWING ~ ' ;1,, wl... BF ti ~ ~ ~ ' ~ ; ~ ' v ZONE 1 ' L O•T ~ . A ~ ~r;l ~ ~ ~~~RE HYDRANT
WE?'LAND 7 c ' . ~ ~
~MPQC? •-->-50' TAR-PAM , ~ tl{E FOLLOWING USES SHALL NOT BE PERMITTED. ~ " ~ ~ ~ BUFFER 25R ~ ~'I ~E ~
ADULT ENTERTAINMENT ~ \ nFF-PREMISE SIGNS. 0 ai
~ w

i 4
~ ~ ~ f q ~ V ~S t
' ~ B~.~FFER IMPACT ~ s, . r
~ (saoa Ft,2 ) , I r~ ,v NC. STREAM I ~
• WETLAND i l~~ ~ ~ ~ I~ IMPACT #1 ~ Q~RV~C W !~c, S'?~ A IMPACT 3 I l } 1
- ? " ~ IMPACT #2 ~ ; ti
, ~ , - ~ 2,-~~ 1 11. . ~l'.
~rHnLUi T~ l`J~.~. ~~SL1(~ ~ ~ II )I r. / tif, 4 'Y 4 l ~i. N~11~~ ''I 1~.1).~113Lf_ q ~ ti ~1 '.`~L3LF ~ s „ I , ,i ~'y
704.376, 9848 V ~ ~ i' ~ ~ ~ I ~ ~ i 1 \ ~ ~ji I
704.376.3918 F ~ ~ F, - _ - - - ~ ~ ~I ~ ~ H
~f~` ~l~©ARGUSPROPER;~IES. NET 50 TaR-caM , . _ _ BUFcE~ r
. ~ 4° P ~ ' _ _ ~ ~A C T ~ TOM CL Ul) RAY - ~ . E , ~ - .
,a~ ~_~~tiE 2 _

~ ` ` -682 , - - ZONE
o ~ ~
{ - . 1 ~ ~ _ ~ f ~ g - . F
A._ 1 ~ ~ - - ~..Q
y T , , _ L T U 1 0 V L

~ ~ ~.39 \ ,F
h~-~.
4~ ,
TEMPC ~ ~ ~ TEMPORARY +
BUFFE s BUFFER IMPACT ~ 4 ~
(2600 2600 Ft.~ ~ I ~ )
F ` M i
~ ~ I!. i.
i _ ~ r
1 i cO
i l~~ ~r: ~ ~I ~ ~(0 ~ , ~ VI~TLANC ~ ~ a,E ~ ~F I I ~ I ~ I
T z ,t J i M A ~ m~ IMP C , ~ , p 1 ~ _ I' ~1 , ;k,~r F A En~ ~ ~ ~ u? p R al
~o,~ ~ " N~
y~nt; r~ IIETL.A~'iD ~ ~:,M , ~ ~ v N N ~y~ws, '.,t ~ ~ IMPAc~ ~ wEnArv>J _
~ ~ TEMPORARY ~ ~ ~ ~ , IMPACT 5 ~N~ BU. €fir IMPACT # 3 ~ . -t .•N
T ~ < wl~ E iir it Z TEMPORARY ~ ~ , : x roP ,19 s2 H z Q o
BUFFER IMPAx" N 2 " TEMPORARY ` r : x 'NV 109.93 a ~ ~
(2300 Ft.7t i'~' STREl,M
~ ~ r ~ ~ . IMPACT 3 ~ . - W s
` ~A~~~. .1~~, W
a c
i ~ t
1 H ~I
y
- ~
~ _ W - ~ ~
W . ~,,1„11,...,.,
CA z ~ ~ ~ . ~ . , RO p a
. f.. ~ o ..oFESS;ati.. y : ~
N 20• URAWAGE, ~i ~ ~Q~ q~ y ~ Z
EA~EMf.NT _ _ ~j SEAL =e N ~ lS~ ~ Q o z
19843 ^ 3
a _ lI ~W
1 v .Fy EER ~h ~ v w X:j
mm5
aoaz
own O
i was s Z{' 300 350 40r mama won c

Ex. , S4'j BENCHMARI2 14 09 NA
CENTERLINE CURVE TABLE f /1 P/p I j'~~ P'~ 1lcoNwERrea4Dm29 f,! •!\i,~~' NAW BB 143:023 (C~ CURVE LENGTH RADIUS DELTA TANGENT CHORD DIRECTION CHORD LENGTH \ttCONNOVRSSH y' I 1
Ct -110. 42 400.00 30'08' 24" 107.70 r`! \j , , / , vv~ A AVD
N4 18'17"E 208.00 / C2 187.56 400.00 24'00'06 85.OJ 45'2 '26"W 166.34 404 JURISDICTIONAL WETLANDS $
C3 208.61 150.00 P 79'41'01 125.16 S06'2 'O8" 192.20
C4 117.10 1020.00 ¢ 6'34'39° 58.61 S4935' 8"E 117.03 C5 93.63 520.00 1'18'59° 46.94 ,f NATIONWIDE PERMIT #14 _
N3 '52"E 93.50 J12T CB 234.09 600,00 22'21'14" 118.55 S3 •3030'44"W 232.61 / t ' I 1' ~ ~ / i~~/ ,,gtsS \ ~4. ! {
y ! - - - - - - - - \ \ E i Pry ? ROAD CROSSING WETLANDS OFF-Sl!'LL R. WAY EIP --__.I IMPACT 0.234 Ac. t i IMPRQ ARE
CERTIFICATION BY THE DEPARTMENT OF PLANNING AND DEVELOPMENT THAT THIS CONSTRUCI SEPERATE NATIONWIDE PERMIT #12 b
/ 1 6 PLAT CONFORMS TO THE PRELIMINARY PLAT APPROVED BY THE CITY PLANNING BOARD ON / DOCbMENTS UTILITY LINE CROSSING WETLANDS z
-DAY OF IMPACT 0.08 Ac.
DIRECTOR OF PLANNING AND DEVELOPMENT i• / / / a , I' NATIONWIDE PERMIT #39 a g N
GENERAL IMPACTS n
LOT\ t\ IMPACT 0.161 Ac. o
CERTIFICATION BY THE Cltt ENGINEERING DEPARTMENT THAT THIS CONSTRUCTION PLAT 2.3-, AC. 1 \ k / / YA AND REQUIRED IMPROVEMENT DRAWINGS MEET THE APPROPRIATE CITY STANDARDS. /i/ //%r~/!'~ y, \ 1 , \m i IF'gSp4't t
f \ a / N
DIRECTOR OF ENGINEERING \
i- . \ 1
42 R LOT 5'',~~~ \ J d 1 SI TE INFORMA TION
T26 'A6. 28' FF. Ac. 1 t i •~~„_Fa / O I TRACK ACREAGE: . . 28.1 Ac. I fv\c , Sy<. 3~sp. ! O / / NUMBER OF LOTS: 11
30~ 1 T'WETLAND a , O
t7~ACT /1 I 4 12 2" SF9.9A ASPHALT SEE DETAIL FOR CURB GEOMETRY 4 / 1 I " LINEAR FOOTAGE OF STREETS: . 2461.63 L.F.
I 1F- 1/4F - LOT-2', ARGUS DRIVE. _ ...................930.09 L.F.
WINSTEAD PARK DRIVE.. .....1.531.54 L.F.
SEE SITE PLAN 2' 825.OB 10" CABC'~\\\ AREA OF PROPOSED STREET R/W:......... 12.114 Ac.
154.8 ',t' ,~'~¢11 1.47 A~'. LOT 1 ' FOR SIDEWALK LOCATION. PTTMO `COMPACTED SUBGRADE PREPARE / Ac.
R STRIP ACCORDANCE CE CE WITH GE OIECHNICAL 1 16 REPORT, IF AVAILABLE. I 1 1 1 1 1 / I ZONE B-5CU i~ l 1 V 1 r. \ p qR \ J 1 II'I TOWNSHIP
/ - " +g ? 4~ a , , 4, \ . ;'a\ \ \ \ \ \ ` ` 3 OB.~ t * 1 1 \F~Fq I~ I / I ~ .....STONY CREEK
STANDARD 30" CURB CROSS SECTION « +
NOT TO SCALE 1 r~'~/ + < ' AM'v~ v ' ~i \ 1 1 $ I 1 1` 1 +#«+411« ~ri' \ R I t 11 r MINIMUM BUILDING SETBACKS: ^n .
/ \ I\ V \ 1 1 11 1\ t. f 4,:.Ya+ \ \ c^ \ \ 1 I < \ I'1 r I"~ \ 1 + + ~ -11 -A % \ H 1 I I I \ I / FRONT : I ...........................................................................25'
I \ \ I i ? \ \ I 1 I I I \ ! SIDE: ............10' ^ ~f
THE FOLLOWING ARE THE p< i~ j/~ { zr , « •1+ , -1 vy'~ I . ~ ]LOT 6b v / , , ~1+ « ' « a + a+« BFI 1 I O' I I ` A P l I I \ 1 1 I \ \ / +c y. r 1 1 1 I I ~ t i ~ REAR: ............10' A F' 1 ! 1 I / ) / Cs s's`+'. \ ° 1 } I 1 i \ ' SIDE STREET* .
CONDITIONAL USES ADOPTED,
/ /Z i "?T F'~bs+a'? at~v a lp 1 I?__. I+,.~¢\11.21 AV1i/ 1. NO DRIVEWAYS OR ENTRANCES WILL BE PERMITTED / j l t/ ! a`+`~ \ \ ~ 1 1 1 1 \ \ \ \ \ 12.5 -,!!4 14
ON U.S. HWY. 64 BY-PASS, N. WINSTEAD AVE., OR 11P j I I , + + ++b 1" \ 1 1 i \ \ \ \ \ AREA DISTURBED ...............................................t3.5 Ac. r , O a \I C\ `I t\ ' yl1 Nash County Tax Map No. 384113121180 ELi~, f~1~ III I i `f i /~~r te'4 ~ ~ +
ENGLISH ROAD OTHER THAN PUBLIC STREETS. N-MMABLE 1 / + 3700923841 J s II r I I t I i ' * + ,*1''A'f 1 lj\ 1 \ \ \ \ y FLOOD PANEL MAP C 1~1
2. ANY OUTSIDE STORAGE OF COMMERCIAL COMMODITIES ON THE SITE 1 S? + . r81 ~ ~ 1 SHALL BE SCREENED OF VISUAL VIEW FROM ENGLISH ROAD BY NEW 'O T ti ' ~1~' I 4) STREET NAME -STOP SIGN COMBINATION
BUILDINGS, LANDSCAPE BERM, OPAQUE FENCE OR A COMBINATION THEREOF.
`14` \ \ \I~ I it \ 1 1 + II'~III A, STREET LIGHTING (M250A, 100 WATTS) Z y 1-,4 //f F 1 ? + + ? 1 ) , I / / I~ CATCH BASIN, PIPE & FLARED END 1 I
AT THE REQUEST OF THE APPLICANT, THE FOLLOWING CONDITION WILL B\ IDDED. j A ,y41 . I Z ~ T [7( ««+a +~+xf\\\ SECTION W/ RIP RAP OUTLET PROTECTION u
+F` k -'f lyd. .~t,_ ~~VA 1\ i/ LO1 V,. a « TI,t or THE FOLLOWING USES SHALL NOT BE PERMITTED. Z 1 ,OT O I I~ I)t 1 ! / + \ + ' \ \ I 1 / F e-9 SANITARY SEWER LINE do MANHOLES
L :ADULT ENTERTAINMENT \ \ f li 2.31 Ac. i I I 1 1 1 1 ` + . + ? `?a~,\ \ *04- WATERLINE W/VALVE do FIRE HYDRANT
t 11'. « 1 « d r 1 AR=P 1.\ ° \ d { r i 142. '6U T b Y :OFF-PREMISE SIGNS. \ J c ',o 1\ I l1 \ y~ BUFFER x
f 1 \ A AV A ~ , j N r y / 41
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a DEVELOPED BY.-
ACl1 KMC, INC.
6100 FAIRVIEW ROAD TTq ny
CHARL0T7'E, N. C. 28210 ,
-„',"`.ems ~ _ . _ j! J II ~ ~ ~ l } ~ ~ y ~ ~ a~ v
704. J76.984
5'. 704, 376.3918 ? 1
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KTL + -AN d'+*+ Zd fE~ I 144
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T:.
RockyMount Nash Couj
un ty North Carolinq
INDEX
Owner/Developer.-
C-1 CONSTRUCTION PLAT for WINSTE INSTEAD PARK
o FN~~~S C-2 ENTERPRISE DRIVE PLAN AND PR ND PROFILE K1VIC, INC.
3 PROGRESS DRIVE PLAN AND PRO. D PROFILE 6400 FAIR VIEW ROAD
4 LINE A PLAN AND PROFILE
SUITE 350
o C-5 LINE A' PLANA" PROFILE CON] P C-6 MASTER DRAINAGE AND GRADIA ' CONTINUED CHARLOTTE
RADING PLAN , NC 28210
ASS "SITE$* C-6a STORM WATER WETLAND PLAN
'LAN Cori tact: Tom Cl uderay
C-7 CONSTRUCTION NOTES . e~\A o C-8 INITIAL EROSION & SEMI
%jj~ON CONTROL PLAN Phone: [phone]
C-9 FINAL EROSION& Sfttkl- TATIC NATION CONTROL PLAN Fax: [phone]
C-10 EROSION CONTROL NOTE & DET k DETAILS Email: [e-mail]
<<~s C-11 CROSS-SECTIONS f `r'P
C-12 CROSS-SECTIONS EN
C-13 CROSS-SECTIONS A SS D
;TV .ESS Ar
LOCATION SKETCH C-14 CROSS-SECTIONS f r PROGRESS D.
ESS DRIVE SLID V'YOR ¢ .x.
C-15 CROSS-SECTIONS for PR OGRESS D ESS DRIVE , . N ER EKE
C-16 CONSTRUCTION DETAILS NYAND ASSOCIATES
209 STREET
~d ROCKYT MOLTNl; NC 27803
CERTIFICATION BY THE DEPARTMENT OF PLANNING AND DEVELOPMENT THAT THIS CONSTRUCTION pEC 1 9 0p5 Contact: Nils Joyner, PLS
PLAT CONFORMS TO THE PRELIMINARY PLAT APPROVED BY THE CITY PLANNING BOARD ON SDPtUa
-DAY OF , 20_, Phone: [phone]
DIRECTOR OF PLANNING AND DEVELOPMENT
Fax: [phone]
[e-mail]
CERTIFICATION BY THE CITY ENGINEERING DEPARTMENT THAT THIS CONSTRUCTION PLAT AND REQUIRED IMPROVEMENT DRAWINGS MEET THE APPROPRIATE CITY STANDARDS.
DIRECTOR OF ENGINEERING
Ci vil Englneeering:
Stocks En ` =o oSEAL~ti' gineering, P.A. - 19843
P.O. Box 1108 fNGINEE.```J t -T
Nashville, NC 27856 Contact: J. Michael Stocks, PE
Phone: [phone]
Fax: [phone]
Email: mstocks@stockseng-ineerma. com
i

SITE' BFFNCHMARK + 144.09 NAVD 29 Ay 4
(CONVERTED TO 14AVD 88 143.02')
p/P (CONTOURS 25gF~10WN ~>~1~~ \ \ « ? + . , , ? + + + 404 JURISDICTIONAL WETLANDS W
CENTERLINE CURVE TABLE ARE - NATIONWIDE PERMIT #14
LENGTH RADIUS DELTA TANGENT CHORD DIRECTION CHORD LENGTH CURVE 107.70 '181 "E 208.00 ROAD CROSSING WETLANDS
C1 210.42 400.00 0 8' 4" N4
C2 187.56 400.00 24*00 ' 6 85.03 4522' "W 166.34 0-------- - E IMPACT 0.234 Ac. OFF-SINE R64DWAY EIP 5 ~ N F
C3 208.61 150.00 79'41'01" 125.16 S0628'08"E 192.20^ C4 117.10 1020,00 614'39" 58.61 S4935'58" 117.03 r F 1 \ 3 vy v` -v IMPROVEMENTS= ARE r , \ \ / NATIONWIDE PERMIT #12 6V
C5 93.63 520.00 10'18'59" 46.94 N 8'31' 93.50 ,:~p. V v~ vv g SEPERATE C0IYSTRU67?ION ,r UTILITY LINE CROSSING WETLANDS E
'44"W 232.61 C6 234.09 600.00 22'21'14" 118.55 S32-10 n ` \ l 1 SS . \ v DOCUVENTS ?fir IMPACT 0.08 Ac. W 8
a
NATIONWIDE PERMIT #39
CERTIFICATION BY THE DEPARTMENT OF PLANNING AND DEVELOPMENT THAT THIS CONSTRUCTION i GENERAL IMPACTS -
PLAT CONFORMS TO THE PRELIMINARY PLAT APPROVED BY THE CITY PLANNING BOARD ON A\. I//~///III///,~,.!/ , t/,r~ 1 } 1,~ • ` '~~iv F DAY OF IMPACT 0.161 Ac. ti
,129.2
gRECTOR OF PLANNING AND DEVELOPMENT
2.35 Ac.``, , /Z i + e <s. \ 1 ~ RJ
S %N FAST N~ 1 `°~,G d,•i f/)~>. ` / 1 r. / - N n ? o
41 CERTIFICATION BY THE CITY ENGINEERING DEPARTMENT THAT THIS CONSTRUCTION PLAT j ( f
AND REQUIRED IMPROVEMENT DRAWINGS MEET THE APPROPRIATE CITY STANDARDS
i u 1 SITE INFORMATION .17 IN~ TRACK ACREAGE:...................................................... 28.1 Ac.
DIRECTOR OF ENGINEERING - ` YY LOT
r~ H .L6 AC.\ FaSFOH q`,_~K ~a r ' 1 1 r NUMBER OF LOTS: . 11
42'R /z~~ : :J/ FNfc~E'Sf. ~~~3)•+^,p•8 / ~ Q r I I LINEAR FOOTAGE OF STREETS: . 2461.63 L.F.
ARGUS DRIVE ......................................................930.09 L.F.
WETLAND ti WINSTEAD PARK DRIVE .........................................1,531.54 L.F.
26' FF 1. v~/ / i~?y ? 1~ A ! IMPACT I1' "'4 y0 M AREA OF PROPOSED STREET R/W:......... ±2.14 Ac.
12 Y' SF9.5A ASPHALT SEE DETAIL FOR CURB GEOMETRY 1I'- AA LuOT ey + 4 1~4r1r/ d t J / j , y 1 1 / ~is \ \ / ` II J ZONE B SCU
TOWNSHIP: .......................................................STONY CREEK
/ 1`47 AO.°~~'tii'~ ev LOT, 6a 2" 825.OB 10" CABC. 154.6 '"g, a\'l O ,i - 6 \1 16 Ac. I i r r O
SEE SITE PLAN 1 ? tt X 3 FOR SIDEWALK 2' MIN. ' \ . / / - «~t+J! - • i ` \ Ac. i 1 ' ~VT y~ R + .t+B. tt*+ `Il ~'~'Q,,(C` Acel ~yci q, , i y r7~ +I ~LRC+++~X ~R MINIMUM BUILDING SETBACKS:._
LOCATION. PUNTING CCOMPACTED SUBGRADE - PREPARE / ,~~/~x a ByT, / i 41 w//J V ' 1 G srS 4 ( I °I ,
STRIP IN ACCORDANCE WITH GEOTECHNICAL 4V_ Y I i + i V A R7a REPORT, IF AVAILABLE. ! I / , W. I? ?Wei FRONT: 1 I 1 1 1 i 11,i \In. I I 25'
ryy/ m \ 1, ` f 1 ` J y++++++`+ / y i \ ? r + \ I 1 I I I \ \l \ ti l' SIDE: . . 10' y. / { 1 1 f : - . + w \ I \ REAR: . . 10' A
STANDARD 30 " CURB CROSS SECTION \ I $ 11\ r m 1 I 1 I r 0 SIDE STREET: . 12.5'
NOT TO SCALE r~ f/ + > i ? } , ? 'eI+'4'y\` LOT ` 6b Ihr t I! 6 / 1 \ c \AI 11~\~\ \ \ \ N AREA DISTURBED:.................................................... .f3.5 Ac.
f I ~++.+++L,1 \ \ 11 11 \ \ i Kt Nash County Tax Map No. 384113121180 h+l O
THE FOLLOWING ARE THE 1,1`Aa ` I I \ \ 11 FLOOD PANEL MAP....... 3700923841 J E-1 P4
CONDITIONAL USES ADOPTED. X/ rl . +'?L(~T 3 U) 1 1 \ 1= 1 I f ! II
v 1 I i. NO DRIVEWAYS OR ENTRANCES WILL BE PERMITTED ~f /t r'~~f/l~ / Est 2,15 ' ~U~ 1 I,d J.~/ i , s,Y-x41++++'\«+,`+~ V \ 7 Ir/ r f, \ \ I I 1/ o; STREET LIGHTING (M250A, 100 WATTS)
ON U.S. HWY. 64 BY-PASS, N. WINSTEAD AVE., OR -BUILDABLE S ` ' / I I 1,r ' 1+ + + 1 \ , l~! STREET NAME - STOP SIGN COMBINATION o' + 4 . 4 M . iI i d: i \~1 1 I / 111,1
ENGLISH ROAD OTHER THAN PUBLIC STREETS. i I'; I Z +d + \ 1 \ 1 I I 1 / I ~ Il. CATCH BASIN, PIPE do FLARED END f~ I L J + 1 1 / / / l~ SECTION W/ RIP RAP OUTLET PROTECTION
2. ANY OUTSIDE STORAGE OF COMMERCIAL COMMODITIES ON THE SITE + + + . + + 4 p--e SANITARY SEWER LINE dt MANHOLES r"'1
~'i rg \ I. ?f,~ SHALL BE SCREENED OF VISUAL NEW FROM ENGLISH ROAD BY NEW i++++ + e\ \F~~j i + \ + + +
o \ BUILDINGS, LANDSCAPE BERM, OPAQUE FENCE OR A COMBINATION THEREOF. 1C-zOtl~ 1 LOT 8 + \ \ ~WATERLINE W/VALVE do FIRE HYDRANT C -r I Ily 14 + I r: + ? I_I 41
IN / v WEILAND\ ~''S"v~`t 1 V 50' TAR\~~ vv A_,. P-i 2.31 Ac. \A,+;.+ :;;,.++r+. ` T K~`,`4\ \ c0 O
AT THE REQUEST OF THE APPLICANT, THE FOLLOWING CONDITION WILL Bt DED. I , i~' \ 141 , '1+ I. ~v 11, \ \ v `v ~i f ;mO \ ~ ~IMPAft,
THE FOLLOWING USES SHALL NOT BE PERMITTED. 142 y : ? ',an; t BUFFERp A Y ~+y+ +r-~} ++L++'+\++?*+ ? / I~11 ~r dl ~11'1 I 7~
x :ADULT ENTERTAINMENT vv vvv $ j` t /4o ~I AV_ N`-- _ J; I I I I ita + } ~~1\ 1 1 / 1 X77
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DEVELOPED BY: v §TREAM / f l f I i 1 I EIUPACT Al
3-:LOT,- KMC, INC. ` v w\, TAEAMr t P - =ACT,,f 14
6100 FAIRVIEW ROAD - ° ~,~T `a A \ IMPACT, F2 40 Aq. ' 4tL
\ ~W~ILAND ~E v + ON SUITE 350 -
CHARLOTTE, N, C. 28210 \ %°I~PACf µ N tU ¦i j 1 f
70
704.376, 9848 V - g 4 1 17 V. )
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+ + + + + + + + + - - GRANTEE BY' DJ7, CENT a -'Imr #7 11 1 t f f « ?+,„~r+_.~, e ati It 1-++>!+,~ ~~+++t++? - ~Ii __EVEILEN'li h~ \ N~^
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C L E ! ~ j ~ CJL ELEV. 131.74 5/I ~ cN ;r - --'6`--- ~ ~ TC 138:99 TC 138.21 eo I LEV. 136.1 - 7 , I ~CJL ELEV. 131.74 ti 1 1x ` I k k k i x ~ ~ r ~ ~ 1 1 k y r I
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r i~ ~ + ~ I l t t' ~ 500 R C8. 1.1- - - - - / I, I 1. i I II ~~,.1A \ f w _-~~W'-_J. --LS---- DIP s, I ` =STA 19 - 8 T 17 M I 11 + 2 t 1 ~ x 1 k TA 20 ~ c ~ ~ =STA 19+22.9 PROGRESS DR ~ k ~ TC 13..9 I ~
9. ~ _ _ , _ _ C CB-15 ~ ~ ' u 5 1,. I a ~ 1 ~ ' f 8 S 5 I 1 ~ s , STA 10+00.00 n ~ _ 2 . ^ - s - - ~ _ , ~ : i ; ~ PCB SfAA 18+~ .77 ~ ~ ~ k k I / , -1 _y'- - ~
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6 l . S , 2 I I 1 TA I, 13 MH u it 4. I I 4 f ' I r I ~ '.l p ~ ~ STA~00+00.00 4y'~ / i i or ~ I I TC 133.29,1 ~ _ iI 1<;~;~.t~ I 1 + i I I ~ r I rr r 1'1 1 ~ ~1 t i E n C \ CNC. ~ r / , % \ I 1
I I , 1 1\ TC/000.~0~ I ~ 1 ~ O~ I ~ ~ Ak I r1 k ~Xb~ t N r /
1 . Elf. TE . 139- i I ~ A ~ 6 II I I ~j .1 I .1 / I I ~ ' r ,;1 ~f ST, 17 8 I ~ ~ ~ 5 92. I Al I MH ST 1 I I II i;I 1 I~,~.PED. r~ 4 r, I I I 1 ~ ~ ll TC~129198 STA 17486.09 I I ~ I k e \ v ~ i k k ~ \ 1 i I °a. / 1 1 8 ~ f~ ~ \ \ k \ m I. ~ / ~ TC~ 29 7 I I I \ \ k r \ ~ ` ~ ' 1~
III I\ 1 1 I I I I STA 17+26.78;, 1 II I I. + _ I I ~ I r1; ~ : I I~ 1 I z~ ~ ~ I I TC 131.34 I i 56.16 1~ ~ ~ I h I x ~ `,~~j~)Fr k ~ ~
Ih III I I i41~~ 141 + I I i i ~ ~ :~'i STA`17±56.16 - III Ii I it`{. ~ 1 II ~ ~I I l I I p, ~ TC 131,29 I + 1 1 I I I I Ir. I i I, Y ~h. k~~ y t-,~~ A A C 1 H
~PI I III I~ I I In pl I ! 1 1 y I: ~ 11 1 1 ~-I I I I i r iit I i ~ 1 \ ~ + , \ . STA 27+48.53 ~I E "A" 1 V I k r~ k ~ '@ V OqP A
I I I. I 1`~ ~ ~ 9. I I I i 1 : A . H T ~ 1. ' k ~ k k~ ~ / / 1 7, A ~ w >T I v X Jy k k ~ I \ G \ ~ ~8 r ~ rl ~ ~ 20+39.1 x ~ I ~ ~P~ \ _ ~ ~ 1
1 ~ `I~11~ I I {4n j+ I i i ~ SI iI h 1, ~ I I I 6 ; T L I ~I .I~ I I 6a ~ S L 'I T I 1I 11 I I D ? I I ~ k 4 ~ ~ ~ _ TC 123.8 k / ~ i ~ -
II L ~ ~ T III I~, II I I 1~ I I ~ f . I I ! i. ~I I,I I I . ~ 1 I 1 'r k~ k k k k I ~ v/ V 1 \ 1 ~ k ,y;? ~ sTA"~o+63.2t ~3 x -x _ ~ A ~ V 1 1 ~i~ 1 ~;k k ~fiC 123.99 ~k ~ ' 1
I ~ ~ II III I t-+ I~ . U` I I I. T i L _ T ~ , , ~ k k /STA 2d'+~~:e~,~ k k \ \
~ i NON-BUILD. NON-BUILD~BL~ , , v.'`,, k k / Tc 124.29 x k k v
-I I ' ' SWQ BA`, II , 'SW(~~ BASIN r - v k k Q ~ l k / / ,5'\ k k k , k / k .k ,I' ~ ~ ~ k k' k / / -125 \k k
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VPI STA = 16~-50.00 VPI STA = 19+75.00 SEAL ~
VPI STA = 11+00.00 VPI EL = 135.51 VPI EL = 121.81 19843 ~ -
GEN D E LE PROFIL _ VPI EL - 139.64 gi = -0.75% 1 = -4.22%
_ _ , _ _ _ _ . _ _ . _ 100' OFFSET (LEFT) g1 = - 2.08% _ 9 'FHGINEE~' ` 2 = 2.00% • 1~.`
' F T LEFT g2 -4'22% 30 OF SE ( ) 2 = -p.75~ SCALE: 1" = 50' _ 9 ~~1`fAEI 5 CURVE LEN = 300.00 c 1j nl
_ _ _ _ - _ _ CENTERLINE g CURVE LEN - ~t:0.00 _ _ _ _ _ _ _ _ _ _ _ 30~ OFFSET (RIGHT) CURVE LEN = 100.00 o K = 57.69 K = 48.26 W C~
100' OFFSET RIGHT 0 50 100 125 150 175 20 ( ) K = 75.19 z _ rr-is•os~ E 2.33 _ ~
E = 0.87 0 o cow o _ _ _
E=0.17 - o rn ° O N _ - ~o~ - ___o ~____N , ~ ~
0 0 _ - _ - _ o _ _ _ _ _ O - - -O - ~ ~ O . - _ _ N ~ - - ~ _ _ - _ _ - In co ~ ~ r` ~ -rn ~ rn-zv
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- - _ ~ N ~ ~ - ~ 150 _ II ~ o - II ~
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II ~ ~ I I ~ Q 150 ~ ~QQ a Q c Q a - Q vFF i~-"~ w- _ _ J -------p F O
II ~ J o i- o - _ _ 0 1= ~ - cn w - - _ -J------ -F T- -T_-- W N W ~ F- V1 W ~ (n f- W ~ (n ~ ~ (nUl 1- -V1
~ F- - - - - - U U W - (n W - - -a a U U ~ ~ - - ____Q E>= - _ a a_. - > >
a o ~ F-. _ ~ o-------- _ - - > > - - _ - 145
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r- + + - - _ - - 140
- - - - - - a _ - -
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-z~ ~ F--WO-._ _ - ~ - 5~-- L. _ _ _ - - ~ ~ cn u1 a ~ ~ _ _ - . 7 - _ _ I- + ao rn M
APPROX. LOCATION il_; Y;~:._ - ~ ~ m - ~ ~ ~ _ EX. WATERLINE ~ ~ _ NIL--- - ` _ - - N- N-.. N N- ~ t0 ~ II ~ 135 ro
---FIELD-.VERIFY-SIZEr _ ~ III \~a.__ LOCATION & DEPTH.
- - _ ~ \ ~ _ ~~co Q c ~ I
135 - ~ _ 176- LF 30-REP- _ ~ _ - _ _ ~ ~ \ - - _ _ _-__-I I-- ~ 1:0q- _ I I ~ W ~ W N O
212 _ _ _ _ _ _ ~ ~F . _ _ . I I ~T_-___ ~ 18 CL. - - - - ~ _ - - _ ~ rn a a as ~ d - ----0 O-
_ - ~ I P ~ 2 , ~ _ _ _ ~ I ~ ~ ~ - ~ _ ~ - _ _ - _ - ~ N W W ~ IN ~ C ~ _
- - ~ m I l - ~ - ~ 4\ - ,8":.DIP: WATER __---18" L,- o - _ _ _ _ _ U 4 _ - 130 N N~
~ - 'N ~ WvJ
_ I _ _ 130 _ - _ X26 _ / ZOxm
_ _ _ .8-Py~ - -I l _ _ ~ , ~ r` ~ i - - I Q ~
- _ - 59. - _ _ _ - a Iq / ~ . - d lL _ \ ~ 3-54 I
18' CL. - _ RCP's-_ m m________ - 0 q;- 125 ~ ~ ~ ~ ~ U ~ i
_ - N ro - J T i i ~ \ - -
125 - Sl ~ 9 - _ ~ 3 _TWIN___ ~ ~ 30° RCP - ~ ~ I I ~ i
- - _ _ Olp Wq - p ' I I
_ R - - . _ SS w \ ~ ~ .6 I I ~(7 -
_ _ - _ T.... _T.Y__-_ . _ - _ _ 4 - _ _ _ 9 0 ~ _ - 120
- - - o \ ~ ~ i r 18'CL. ~
120 _ _ _ 145.55 LF 8„ - - ~ - - ~ 145.55 LF 8„ F _ } W_ ~
- to N _ _ - N _ . - 01- r ~ . _ _ -a-~ w VC SS - _ -1:0~-- _ _ _ . -t _ ~ ~
9i------- ~ O _ _ - _ _ ~ N 198:36T LF 8" ; ;
O ~ N - _ _ Q1 - r.. _ o- ~ _ _ . _ _ ~ ~ ..-____--J - -fiIP-SS"~ N ~ ~ s 115 Z co
- - _ ~ II I - - II CO ~ O ~ OJ ~ ~
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W W W s W - W _ ~ ~ ~ _ 110 . _ _ ~
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110 ~ __.,..r~- _ In - ~___-fi - - ---_r, _ - - > > m m 5 _z z-pp
- ----gyp ~ Lo "Owl
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00
105
105 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+0( 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 C. 2 18+00
11+50 12+00 12+50 13+00 13+50 14+00 9+00 9+50 10+00 10+50 11+00

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s
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I I AS ~ ( r 1 z N ~ W ~ ~ ~ Z~ N H
I ~ , I " " i
c ~ 1 L I ~I ~ ~ - S1 ' RIVE N O 2 > ~ StA 17+48'07 ENTERPRISE D w~
i - - ~ 'I ~ ~ 1 U ~ ~ ~ O
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I 7 ~ ~ I (I I m i l I f f 1{ STr4 r ~ f ~ ~ STA 19+10:98 I
li7 ~ m ; . I ~ TC 1 ; TO ~29.~5 1 ~ ~NM~iO 0 li
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sm. I„/,, I I ~ r 1-t~,,ti ~ ~ , ti ~ I ~ I i; S - v ~ I I r l l l n i ~1 I r + I I ~ i I: I
i ~ ~ ~ ~ I n ~ III, t,~~la• I k TA 10+31.27./ ~ 'j i I PT;S7A 17;}58.33 l s I I I i ~`h. i i ~ I i I I I I I ,yI a. TC 000,00 I , i ~ ( 1 //t
~ " I I I pp I O~L ELEV~~ 130.42 7 ~ I _ ~ I J I ' /i
~,I II`C~.~i. I A r~.100' LONG 5' WIDE I i I I i - ~ , I i I~ ~ I ~A 'll II t ~'k`c-"`/--- 1 ~1- I I ~'IQ ~ I ~ I s l i i ~ i I I ~ \ it II ~I 11 2r. _ _ NON-ACCESS EASM'T I I _ _ 3\ ' i I' Ij I is
r, ~~I ~ ~ 111 ~ . ` O .STA 1a~57.b3 J + - ~ ~ ~ ; ~ ~ ~ I I ~ 1~~ a .5 8 2 7 . ,l A T
A I ~ 1 M s 4 ' 4.95 I o. I ~ TC 14 I I I A STA 12+35:98 ~ , ~l I I' ~ I` _ i i 1 I i o, M i ; , i
+ II o R ~ I TC 141.73 i i ~ I i j t' l" I I s s d :y~ 1 i' I i N I i i" ~ _1,-~ ~ ~ 9, ~Inr- 'fit I I I v ~ li 1 1 ,I 3 O T
I I ~ , 0 L ! I I~ -BUILDABLE
t _ 7 r NON ~ SWQ BASIN
- \ 's. C* ~ Ic ~ i~ I ~ ~ > ~ ~ i P~`f STA 13+7 ti ~ + ~ ~ 1~ ~ ~ 1 r l~ i ~
~a. ~ u~ ~ ~ I ~ q/L ELEV. 139Y68~- I i v' Y r I l~ ~ ~1 11.1 i. • x • k ` g ~ . , i MBSL ~ :~~C_.~_, _ ~ ~ i I o I ~zt~ a ~ O1P i - ~ - ~ / / ~C STA, i5+49.71 ~ 5 ' I ~ i :I I
a. x ,h, \ j ~ ~@~ ~ `~fA 13+87:5 0' ~ z C f 5,114 : s , , ~ ' ~ ` ~ „ v ~ ? ~ ~ / .6~ ~FES ~ `C/L ELEV. 134.83 ~ s 1 I, ~ ~ ~ ~ a TC 139, •11 . I ,.,N2~ a,' PRO. 5' SIDEWALK / ~ ~ I ~ ~ ~
I l n I, 1 1 - _ i ~ ''1¢ - ~lo~ I , 11 ~ i \ i
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C/L ELEV. 0~0.0~ I ` ~•'A _ _ _ _ _ ` " I ~~':il '11 f ~ - _ 6 y 1 ~ : r~ ~ ~`F a _ i ~ - ~ ~ 5 533'22 23 W_ - ~ f
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'I `9.11 ~ I 1 TC 143.96 r ~ i ~ ~ - _ _ + ~ A ' I ~ I'1 ' ~ 1 o' ~ 5~, ~ r ti i T s 1 3 x ~ ~ n ~ ~ F- uu, 1 I I il. - + 5 3. 1 r
. ~WIE ~ N ~ ~ 15 ~ N: s I ~ ~ I + ~ 100' LONG, 5, D z ~ ~ ~i,~ {,y s ~I 1 I~ 1 ~ ~ i t S ' a W ~ I 1 0 9. NON-ACCESS EASM'T
~1~ ~ I~ I "n ! r 1~ r, I % I w I I I I ~ ~ 1 PC STA 1~+10.42 ~ l u ~ I ~ '1
I ~ r,1' s~ T III TA t0+g5.99 ~ C/L ELEV: r~141.92 , / i I I, Iw 1 I
~ ' + I 0.00 " / I I ! I u I TG 00 I l , I' 8 , ~ ~ . l - I I~ I I 1 ~ ~ ~ i ~ f i F I I
~ ~ I~ I I~, I [
li ~ I 1 ~ I I O 1.~` I. 'I I i ~ ~ 1 I N - i i 1 .r
f I ~,,II ~ 1"' + r0 ,l I 1 0~ t~ ~ , I I, I I I
i i / ~ ~ _ I I I' i~ I ~ / I /I ~ I w
I I° I I ~ n I I ~ i I
SCALE: 1 = 50' i ~ , 2 I T. / ~ ~ i ~ ~ 0
p 175 200 ~ ,I _Ln 0 g0 100 125 15 \I P- VPI STA = 17 , ~0. Y
~ TA = 14+00.00 - ,00 VPI S~ VPI EL - 130 Q
VPI STA = 12+00.00 I - 139.98 VPI EL - 91 = -3.33% d
END VPI EL = 141,98 LEG - _ ILE 1 - 1.00 = ,1% D Q
0 F o. PR 2 _ -2.08 g 9 W F-
100' OFFSET (LEFT) 91 2 = -3.33 CURVE LEN = 20.00 - _ -1.00 g 30' OFFSET (LEFT) g2 CURVE LEN = 200.00 Z
- .00 K = 49.57 _ _ _ - _ _ CENTERLINE CURVE LEN - 200 - 3
_ _ _ _ _ _ _ _ 20' OFFSET (RIGHT) K - 85.96 E - 1.01 rr o O
_ 100' OFFSET (RIGHT) K = 185,19 E = 0.58 ° E = 0,27 0 0 ~ o o
° ~ o ~ ° ~ ~ oolN °o rn ~ O N ~O O ~ N + r
° ~ 1f7 ~ ~ ~ O I`1 ~ ~ N I + ~ ~ r ~ O In ~ + ~ ~ + r ~ •r ; ° 00 , _ ° ~ Wit` + co co ~ ~ ~r!~ 01
r _ o ~ + rn p.+ ~ ~ ~ ~ Ins ~ ~ v~ ~ _ ~ _ T ~ ~ 150
_ ~ II II ~ D_ Q II ~ o II cQ Qa
_ ~ I I v c Q D_ Q c Q v O I- ~ J o I- I- O ~cn
_ _ _ II cQ a- _ ~ ~ v ~--o ~ J ~ 1- cn w ~ ~
150 Q v l- ~ cn In w ~ cn I- ~ QII ~J _ _ ~w a. _ F:- J ~ w _ _ ~ ~ ~ a ~ a. d
- _ cnw OO _ ~a ~ 145
_ D_ a ~ ~ ~ _ _
_ -~:08q _ ~ II u _ 0 I- I- rn O y 0~ ~
_ _ , _ > > ~ d' Q ~ N + 0~ d O ~
145 _ _ ~ ~ L., r . '
_ ~ ~ - _ o - _ _ - ~ - _ r Q Qp ~ r7 w ~ 140
_ f APPROX. LOCATION. I 1 ~ _ ~ _ . , - - - m ~ _ - ~ II II r N ~ II
EX. WATERLINE ~ " 8 ~:OIP;Wq .TER _ II FIELD VERIFY SIZE, ~ II ~ Q Q II _Z~ J
ATION & EPTH. I I - LOC - II - ~ ~ J ~ _ - U1 w II ~ J ~ II W U) W
140 cv I I _ > _ ~ da J Q W ~ t0 O O d QJ. \F- O ~ 00
I I i i I ~ _ J J C7 _(7.__-_ m ~I I ~ U U) W _ ap ~ tp 135 ~ ~~I
. - U I I .III ~ ~ ~ I _ I 168 m I I ~ ~3 rnroo
_ ~ i i RCP ~ - i i ~ ~ 9; . - ~~rn rn
co ~ - - I ~ N~~
135 ~ 18' CL _ _ I r~, \ ~ ~ - \ , \ 01%' ~^N
II I~ 18 ~ ` ~ I _ - - - I 8 _ _ _ CF , _ . _ . 3 m I ~ .71% 2' ~N..i N
J _ _ '---I 118" CL C R`~~ oN ~ II ~ ~ _ i P ~ - - 130 w ~ z
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O ~n~'--, mi i s ~ I I m UI I ~ OG H =a „ > 42 ~ awe
130 _ lg8 ~ ~ m III RCP ~ m
_ _ (F 8„ 3 m ~ _ F _ - U ~ I 125
_ _ VC o o m _ S i w w~ i i _ .
- _ q 18" CL.m m ~ 18" CL. _ _ . 18" CL. 18" CL
_ _ a a3 _ 88 ~ 8" DIP WATER .
125 pVC N H w~
_ _ _ _ _ _ SS 88 LF 8" PVC 192 l _ . ~~O 192 LF 8" PVC SS 0, 4% . ~ ~
_ _ _ _ 2.92q _ _ SS ~ 0.49; yam 120
H w
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120 _ _ _ ~ ~ ~ ~ . In or ~ ~ Z ip rn.,~ O ~
_ 00 _ _ ~ Nj N ~ N . O _ _ ~ ~ N ~N 115 ~ °r° II Z N
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II . _ _ , . II II ~ II . II ~ ~ ~ NFU
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115 0 _ _ o ~ I- I- ~ ~ CARP ws w wx
. Z~Z 110 ;=:.~o Nq~,.y ODODS
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110 00 O r- C~ O
(D) N . _ T- O N LO 00 Q0 rr) 0 Q , NGINE. 105 EL
- d
_C0 _ d 17+00 17+50 18+50 19+00 19+50 C-3 17+50 18+00
- 15+00 15+50 16+00 16+50 13+50 14+00 14+5
105 12+00 12+50 13+00
10+50 11 +00 11 +50 9+50 10+00

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a r ll ~J ~ I I I I I Ir,; ~ - I . ~ 1 I ~ I - ~ m~ ~ / 1 ~I Ito n I r ~ 1 IMPACT #7 ~ I ~ a4 I i ~ A 114 - _ _ _ ~ t 0.0'15 Ac. ~ ~ r - IMPACT #7 f a ~ 4~ ~ ~ ~ ~ ~~x o ~ -0.0'15 Ac. , 1,'~ i ~ ~
I ti II ~ , - ~ ~ ~ - .G ~ l I I ~ Y 1124- ~~1 - - - - s - ~ , ~t F ~ ~ ~
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EASEMENT ~ SEWER ~ , l 1 ~ ~ ~ ~ ~r ''b.00~ A . t ri ~ ~ : a .I ALIGNMENT TAKEN FROM . / ~ 1 aa~~` I \1 ~ ~ ,t t ~ y 1 Y,; - ~ 1 1/2" METAL {r,~~.. . _ _ _ - ~ ~ _ _ _ `~~~t~x STRAP BOLTED
~ JOYNER KEENY PLAN j L ~ ~ `V DESIGN. ot~X / ' ~ ~ 1 ~1'. ~ ~ a P . _ -1 g - - _ RO. 20' DRAINA _ ~ ~ 5 x e ~
t 1 - TA . HS . ~ ~ - I ,n , , . , . SILT ~ - _ UnLITY EASEMEN a~~ ' - _ _ e~ ~ \ ~ O _ FENCE r - ' - _ ~1
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r ~ ~ ~ R~ Zi-' IMPACT ~5~ ~ II ~ I ~ ~ ~ ~1 ~ - ,111` ?0 ~ \ r b 2iI'-fix- ~ ~ -
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t , R0. 8" S.S. 1 4`` ~ ~ '~i 1 ~ ~ r k ~ k k~ k h\k~ ~ w
• EX. S.S. M.H. ~ _ h 1 ` ' EX. TOP 119.92 rr ~t ' r ~ ~ ~ r tr r" ~ ~ + t 7.ra _ ~ ~ ~ I 1 I 1
EX.INV.109,93 tt ttt ~ 1 ttt rt ~ ~ 1 ~ l ~ 1 m I ~ I`i t t t ~ ~ ~f . ` - ~ Y 16 ~ ~ iii 1f \ - ~ _ _ 1. _ ! k k k t4 ~ a ~ ~
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tr tt t t ~ t. _ w _ rt tt s t ~ °K f~ ~ ~ k ~ ~ k ~ k k~ 8., 18•• B•~
Ott \~t ~ , / ~ r ~ i ~ ~ - ',t ~i t _ ~ -t k _r~~.~~:1 k k ~ k k k \
tir ttl -a ,gyp. ` ~ ~ 1 ~ 1 k k~ stay k k "~f~. k k ± i'1 h- .y. k k ~ ~ r~ k
trtl ttVl t ~ ~ 1~ tl 1 k - - ' .wk - k -R k k ~ . ~ k
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NOT TO SCALE
NOTES:
1. CENTERLINE SPACE NOT TO EXCEED 18-FEET.
2. FIELD PLACE PIERS TO MAKE SURE WETLAND IMPACTS
& STREAM CHANNELS ARE MINIMIZED.
1 1 SCALE: 1" = 50'
GEND so too 125 1so 175 zoo LE o FILE PRO
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~ II ~ o. ~a ~ ~ 52 LF'36° ~ INVa OUT 1 - - ~ C/L STA 17+64.9 . sl~sn -,I d % 1 ~ \ ( ~ I - 1 ~ 25.90 70P 130.58 - .I a ~ I ~ ~ 7 RCP x,3.0% C/L STA 17+64.90 _ ~ k I tOP 130.58 l~ ~ t ~ 132 x, 1 ~ I Y - I ~ k I x k`
_ ~ 1 I ~I , \ ! ~ i ~l ~ , yr? ~sn ~ 1 `tB~,Lf 24" kCp ® ~ i INV ItJ 125.13 (3 + I a, I I ~ ~ \ \ \ , _ J X -~Y-- ~ 0.5% W/6' FES ~ 13 , ~ ~ INV. IN 12.4.78 (4! INV. ItJ 125.13 (30") ' 1: I_ ~ ~ ~ 1-- ~ ~ ~ ~ V( r; 4~ , FES-27- i ,v- 3 ~ ~ ~ ~ k N x ~x INV. IN~ 12.4.78 (48°} `r ,z , INV. FES - ~ ~ x n
, ~ 11 ~ . ~ ~ i n ~ .I 1 1 ~ ~ ~a y~ ~ _a' ~~Y'" / 132 LF 36;, INV. OUT 124J0 1 r ~ ~ INV. OUT ,124.70 ~ x~`"~~~ / 1d-' ~ X~ ~ ~ , i x ' ~ 120.54 ~ ~ ~ x .1 I
~;II ~ I I ~ ~ ~ ~ ~ ? ~ 1~~;- ~}y RCP ®3.07< + ~ 10'x40' EMERGENC ICI `Vrt ~ ~ ~ I +~t „ ~ ~ x~ / ~.~5 ~ k ~ k ~~1. ~ I 10'x40' EME~G~tdCY- - - ~ k~ ,t I SPILLWAY W v K ~ ~ i ~ - ~ 1 k\ ~ x ~
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' I II I I S, 4~. d ` ~ ~d ~ ~ l ~ - , ~ 7 1 j ~ I 11 ~ mod, - II 1~n, =1 i I, 538 LF 24° ~ ~ ~ ~ ~i,` J ' / FES-10 ~ ~ ~ RCP ®0.39 r C ~ / / 1 ~ 110 LF 48" r i i ~ ~ ~ ~ 1 r I , ~ , „ i a. ~8 k RCP ~
~~o ~ 1 ~ I, ~ I t ~_RCP ®1.09 ~ , _ _ _ ~ _ _ ~ INV. FES /6 ES I w 'F W/6'FES k h `i~ ~ /1~ n ~~~3? ~
'p a I~I ~ I i ~ _ ~~l --141-_ _ - - = - - ~ 124.37 ~ _ + w. ~d.~ ~~:q ~s, ~ i ' DI-206 ,,n t ~I , \ . FES-7 DI-206 ~ ~ ~ ' ~ ~9~ ~ ~ ~
~ ~ ,c~ i~, , CB~1 ) ~ ' ;?.....1,,. 7 ' NCDOT STD. D I. 8 r < ~ ~ , ~ E ' f~;~ ~ _ . INV. FES - ' ~ , , WLCAN V 4096-1 ~'4') ~ ~ ( ~ / ,W/2'x3' TRASH GR k i J, ~ ~ NCDOT STD. D,L 840.01 ~ ! 1 ~ _ >i3 ~ a ~'r k ~ ~x W/2'x3' TRASH GRATE !x . ti- ~ I / i A ~ ~ ~ t
/ I-~~ ~ , { 1' ~ i C/L STA 12+40.00 ~ ~ ~ 125.00 ~ & 2 1 2 RIF ' ~ ~ 0 ACE - , , ~r I lI i 1 1~. ~ • ~ 70P 141.68 (1 o-0' 28 LF 24' I_ ~ 3 l' r ~ ~ ,1 ` k 1 & 2 1/2 ORIFACE ~ ~ ~ ~ ~ ~ { 1 ) ~ ~ ~ (1 x I ~J~ , k-~~ f ~ ~ k ~
s a r ~ ~ S RCP~® 1. l:~~.~~c, 28 LF 42 i ~ ~ i TOP 130.00 ~ ,aa.~ b, 1 ~ ) ~+INV. OU~~ 135.48 ~ ~ , " - Oq RCP ®1.0q I I ^,~ti,y^,~ i INV. IN 123.73 TOP 130.00 / ,y~ i ~ A 1 NV. IN 123.73 / `r. ~ k
r. ,g. n I~" ;I ~ 1 7 ~ _ ~ ^ r7 - INV b ~ `1' ~ I CB-3 (.A ^~y ~ ~ r - >y~ _ I ~ ~ .OUT 123.65- . ~ n. 1 ' `iy l I ~ n M. / P 1 NV. OU1 123.65- ! ~ \ ~ \
~ ~ WLCAN ~V-4096-1 4' ~ 'H - ' ^ ' 1 iIMPACT i ~ i 6~ ,,~4+e~ ~ ~ k ~ I~ ~
I ~ ~ I , . , ~ , ~ c/L srA 1 a+3b.aa; ~ ; i JB vuLCAN v-ao96- I ~ ^ ~ ~ I, _ I I 1 i TOP , f 38.94 1 i j TOP f 138.50 1 (4') I ~ . I, ' I ~ r , r 1 ~ ~ C\ STA 16+20.00 I ',r~ E ~ 0.030-Ac.' ' ' ~ ' ~ ~ ~ ~ ~ ~ ~
i 1 ~ ws INV. IN 132.93 SEE SHEET C-6b 1 I, al ~ INV. OUT t3~;52r'' i lr~ T P 1 I j i ; ,--i INV. OUT 1 0 32.70 ~ / ' , ` ~ 32.83 ~ FOR WETLAND u I + i - INV. IN 125.62 ~ / , ~ \ ,f Z
~ , I 4 ~-t r ~ ~ ; - - , ~ II i1 ~)~=1 . 1 i _ 1 B01TpM DETAILS I I ~ . IHa ! r / / - ~ ~ ".1.,. - - INV. OUT 125.52 - -I ~ /
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~ 126 37,596 t _ , I I ~ ~ ~
t~ ? . _ 1 ~ ~ 1 ~ ~ 127 42,250 I ~ y i p b~ ~ . X ~ r i ~ k
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qT4 TOP OF DAM 128.00 O X m
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25 YR. ELEV. 126.44 25 YR. ELEV. 126.44 f 25 YR. ELEV. 126,44
f
10 YR. ELEV. 125.87 10 YR. ELEV. 125.87 a 10 YR. ELEV. 125.87
1 YR. ELEV. 125.27 1 YR. ELEV. 125.27
1 YR. ELEV, 125.27
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t
PERM. POOL ELEV. 123.73 ~ - - - - - - - DI-21a F- NCDOT STD. D.I. 840.01 W
- ~ PERM. POOL ELEV, 123.53 ~ - - _ - - - PERM. POOL ELEV. 123.50 W/2'x3' TRASH GRATE W
& 2 1 2 ORIFACE - / N
DI-20 ~ _ 4x8 DROP INLET TOP 125.5 R,..,. ~ INV. IN 122.60 0 ~
r..~~ ~I 200 W~TRASH GRATE ~ '^^A~ INV. OUT 122,50 f- 00
NCDOT STD. D.I. 840.01 f ~ & 2 1 2 ORIFACE W 2'x31 TRASH GRATE a t TOP 130,00 f ,~~~inunNyp O N
& 2 1 2 ORIFACE V. I _ IN N 123.55 f CAR z r
TOP 130.00 INV. OUT 123.47 `J ,.•~4ESSIpti•, 1, 4 Q O Z 9 9
INV, IN 123.73 INV. OUT 123.65 •Q <
- SEAI _ Y ~
19843 m D
5 WETLAND PROFILE FNGINEE• N N
O~Q
a Z NOT TO SCALE 00 ~ t
SCALE: 1" = 30'
0 30 60 75 90 105 120 C (6 -a
i

b. N N
GENERAL NOTES: Water Notes II II oncrete Notes
Sewer Notes S C
1. Boundary and topographical data is from an actual field survey by Joyner, Keeny and 1. No work is to begin until ermit is in hand from the NCDENR a rovin line stallation shall take place until an approved NCDENR permit has been 1. All construction, placing, pourin and curin concrete is to conform W w
Associates. Reference datum is MSL. Boundary description shown is NOT for lacem n p PP 9 1. No Sewer line installation shal p e t. issued. recordation. 2. All waterline placement to meet Cit of Rock Mount Standards. 9 9 to the latest J ~ edition of ACI 318. ~ a
2. All streets are to be public. All water and sewer mains are to be public. Y Y 2. All sewer line placement to rr ~ U acemen o meet City of Rocky Mount Standards. 2. All reinforcing steel is to be cold cut and bent. cn
3. New water lines shall be installed with a minimum cover of 4'-0" or in accordance 3. Unless noted otherwise, manh 3, All work shall comply with all applicable codes, regulations, end/or local standards with the profile shown on the Contract Drawin s. Bottom of the trench to be sha ed cones ru r herwise, manholes are to be precast concrete manholes with eccentric 3. Curb and Gutter: Portland cement concrete shall have a minimum o N ~ 28 day N o a
9 p bbe boots and moorba imposed by local utility, The City of Rocky Mount. to support the pipe throughout its entire len th. Workmonshi for trenchin and 4. Sewer Pi e: 9 P 9 P sand moorbases. Manholes to meet AASHTO M-199. compressive strength of 3,000 PSI, anon-vibrated slum between p 2 5 and 4-inches, a s
4. All construction and materials shall meet The City of Rocky Mount's Manual of installation of main shall conform essentially to practice outlined in AWWA C600-64. o. SDR-35 SMOOTHWALL: Pi e P minimum cement content of 545 pounds per cubic yard, an oir entrainment of ~ 1WALL: Pipe shall conform to ASTM D-3034 Type PSM, SDR-35. 5-7-percent and a maximum water-cement ratio of 0.545 in occor
Specifications, Standards and Design, latest edition. 4. No existing valves and fire hydrants shall be operated without the explicit permission b. DIP SEWER PIPE; Ductile Iron 5. The Contractor is to verify finished curb and gutter grades before pouring concrete from the Public Utility Owner. The contractor shall make arrangements with the local Iron Pi e for all i e u to and dance with Class B ~ Ductile Iron Gravity Sewer pipe shall be pressure Class 350 Ductile concrete as described in the NCDOT Standar d Speafications for Roads and Structures ~
curb and gutter. utility authority prior to connectin to existin mains. P P P P g g ANSI/AWWA C151/A21.51.91. Duc ~e up to and including 12 and shall conform to ASTM A746 and unless otherwise specified. N
6. The contractor shall notify and cooperate with all utility companies of firms having 5. The contractor shall provide all the material and appurtenances necessary for the X21.51.91. Ductile Iron Sewer Plpe interior Lining shop meet ANSI/AWWA 4, Alley Entrance: Portland cement concrete shall have a minimum 28 da coin ressive N
facilities on or adjacent to the site before disturbin alterin removin relocatin complete installation of the utilities. All i e and fittin s shall in C104/A21.4 for Ductile Iron Forc 9 9 9 9 p p g be spected prior to shall be ductile iron in accordan~ stren th y P :tile Iron Force Mains, these some standards shall apply. Fittings g of 4,000 PSI, anon-vibrated slump between 2.5 and 4-inches, a minimum ~ ~ i in accordance with the requirements of ANSI/AWWA C153/A21.53, cement content of 545 pounds per cubic yard, an oir entrainment of 5-7- ercent and m °
adjusting or connecting to said facilities, The owner shall pay all costs in connection being covered. with alteration of or relocation of any existing facilities. 6. Contractor shall seed, mulch, and tack all disturbed area within 7 da s after ANSI/AWWA C110/A21.10. Mechc P ~ i 21.10. Mechanical joints and slip joints shall conform to ANSI/AWWA a maximum water-cement ratio of 0.545 in accordance with Class B concrete as ~
y C111 A21.11 7, All structural fill material shall be free of all sticks, rocks, and clumps of mud. backfilling trench. All sedimentation control measures shall be kept in operable condition / described In the NCDOT Standard S ecifications for Roads an ~ ~ P d Structures unless w N
8. Unusable excavated materials and all waste resulting from clearing and grubbing shall until a stand of control measures shall be removed when authorized by the Engineer 5. Pipe bedding shall be Class B otherwise specified. Thickness to be minimum 6-inches over 4-inches CABC all be Class B modified (i.e. stone to top of pipe).
be disposed of off-site by the contractor in an approved solid waste landfill. No after the completion of the project. 6. Any well pointing, dewatering, on-site bury of clearing and. grubbing debris will be allowed, 7. All excavated wood and rocks shall be disposed off-site by the Contractor. Bury will in the cost of the line laid. Util 1, dewatering, etc. needed during sewer construction is to be included 5. Do not use chloride in any concrete which has reinforcing steel or wire fabric. i
9. Contact the NC One Call Center at least 48 hours prior to digging ®1.800.632.4949. not be permitted on-site. needed. If material of a select line laid. Utilize select fill from on-site for trench borrow when 6. Reinforcing steel shall meet ASTM A-615, Grade 60. Welded wire fabric shall meet ~ ASTM A-185. Tie wire shall conform to ASTM A-82. ~ N ~ ~ ~ ~ a ~ I of a select nature is not available, bring in from off-site, o ~
10, There is a 5' perimeter utility and drainage easement to be located along each lot 8. Water lines crossing existing asphalt pavement shall be installed by the open cut Contractor to include in base bic je in base bid trench borrow quote. 7. Lap welded wire fabric a minimum of one mesh. Lap all bars a minimum of 24°.
line. All lot dimensions shown are approximate. trench method unless otherwise indicated. Where lines cross grovel driveways, Contractor 7. The minimum clearances for ~ ~orances for water, sewer and storm drainage lines shall be as Alternate adjacent bar splices a minimum of 48".
11. Street lighting to be installed by The City of Rocky Mount. Actual locations may is to restore driveways to the original condition. Paved drives shall be repaired within follows: vary from suggested locations shown on construction plot. 7-days of open cut, 8. Use only approved chairs with sand plates to support reinforcin on rade. 9 9
12. An evaluation of 404 jurisdictional wetlands was conducted within the proposed 9. Contractor shall take proper precautions not to disturb existing property corner 9. All crossings of reinforcement are to be tied. Supports for reinforcing to hold bars against movement during pour and finish operation. Supports for reinforcing bars to be
project area. The wetlands within the project limits are denoted. DO NOT DISTURB markers, All disturbed property corner markers shall be replaced by a Registered Land Between Horizontal Vertical a minimum of 48 inches aport•
SITE WETLANDS until all 401 and 404 wetlands permits have been issued. Surveyor. Water and Sewer 10. Concrete shall be only plant-mixed, transit-mixed or ready-mixed concrete. The 10' 18" w/water above sewer
13. The contractor shall be responsible for all work zone traffic control in or adjacent to 10. All cost for the provision of erosion control rip rap, jute meshing, matting, grass City of Rocky Mount right-of-way. All signs, pavement markings and other traffic seeding and silt fence shall be included in the total base bid. Water and Storm Drainage time elapsing from mixing to placing the concrete shall not exceed ninety (90) minutes. rainage - 12" 11. Concrete shall not be deposited on frozen subgrade and shall not be poured when
control devices shall conform to the Manuel on Uniform Traffic Control Devices (MUTCD), 11. Contractor shall provide silt fencing wherever the new water mains cross-existing the air temperature for the succeeding 24-hour period is less than 32 degrees F.
2003 edition as amended. driveway pipes and/or parallel adjacent to existing concrete ditches. A silt fence shall Sewer and Storm Drainage rainage - 12" 12. All concrete when placed in forms shall have a tem er r p atu a between 50 degrees F
14. This site is not located within the protected watershed boundary of the City of be provided to protect the existing driveway pipes and concrete ditches from silt Rocky Mount. accumulation. and 90 degrees F and shall be maintained at a temperature of not less than 50
12. The maximum horizontal or vertical deflection of an 18 ft. 'oint of 6-inch, 8-inch 8. Maximum allowable infiltration 15. Contact Elaine Pate ~ 252.972,1126 to determine all applicable Water & Sewer Tap 1 x degrees for at least 72 hours for normal concrete and 24 hours for high earl stren th ile infiltration rate at the outlet end of the sewer i e shall not Y g P P concrete.
and 12-inch waterline is not to exceed 10-inches. e ceed 100 gallons per day per c and/or meter set fees that may be due on this project. len th I per day per one inch of pipe nominal diameter per mile of pipe 13. Do not place fresh concrete Burin summer on a dr
13. All bends 11 1 4 g a ong the entire system. 16. Prior to placing CABC stone base, the contractor should notify the City of Rocky / degree or greater and all tees are to be provided with thrust 9. Len the of sewer i g p pe hove bE tire system. befor I i g y subgrade. Moisten subgrade e p ac ng concrete. pipe hove been rounded to the nearest foot. Measurements on 14. Sub rade is to be firm free of w
Mount and the Project Engineer to inspect and proof roll the subgrade. Any stone blocking. Dead end lines or laterals larger than 2" in diameter shall have thrust collars sewer lines are strai ht lin i g e d stc placed without prior approval will be the sole responsibility of the contractor. on the last faint with a valve located at the upstream end of the thrust collar joint. distances and area r xim light line distances between manholes. All i e len the are horizontal g ~ ater and/or silt and undisturbed or compacted P P 9 properly. Consult Engineer if soft or yielding subgrade Is encountered for im rovement
pp o ate. 17. DESIGN/FIELD CONDITIONS quite easily may vary from that represented in the initial 14. Unless noted or shown otherwise on street plans, all water mains are to be offset a 10. The cam leted s st m h I Ipproximate. P directions. If ground water is entering subgrade, consult Engineer for instructions.
standard 6 ft. from the centerline of the street and located on th P y e s a I k soils report and/or topographical report. Isolated areas may show up weak and adverse e opposite side of the ressure air test when i e has I system shall be subjected to either on infiltration test or a low 15. Areas of concrete to be remove d shall be saw cut before removing. The saw cut
street centerline from the sewer, p P p soils or groundwater conditions may be discovered that were not revealed during the Engineer for rocedures for low yen pipe has less than 2 of water above top of pipe. Contact shall provide a smooth strai ht ed e ores for low pressure test. Manholes to be subjected to a vacuum ~ 4 9 g approximately two (2) inches deep before breaking
15. Utility contractor is responsible for notifying local authority of time and date he p F initial soils investigation. Therefore, the Owner/Client is to be aware that Stocks test. away the adjacent concrete.
En ineerin , P.A. will not and cannot be held res onsible for an failures to either a plans to commence construction. 9 9 P Y 11. The contractor shall provide c 16. Immediately after the forms have been removed and all honeycombed areas are ~ shall provide all the material and appurtenances necessary for the repaired, backfill to revent underwa h.
street or parking lot pavement design unless we con be fully and totally involved in the 16. Any well pointing, dewatering, etc. needed during construction shall be the cam lete installation of th il' ' responsibility of the contractor. Trench borrow needed Burin construction shall be P e ut iti construction process which may include, but may not necessarily be limited to, testing 9 being covered. I of the utilities. All pipe and fittings shall be inspected pnor to P s 17. Grooming of the concrete surface shall be done transverse to the direction of traffic ~
subgrade and base density, engaging the Design Engineer for the evaluation of the included in the cost of the line laid, unless otherwise specified. 12. The Contract r h II o s a make ar for all pedestrian areas. shall make arrangements with the local utility authority when 18. Joint s ocin shall be no less h n -
subgrade and for the observation of proof rolling subgrade end base at various steps of 17. Water Pipe to be Pressure Class 350 Ductile Iron Pipe for all pipe. Pipe shall connectin to existin m n ng manholes or mains. P 9 t a 8 feet. Where existing sidewalks ore being
conform to ANSI/AWWA C151 A21.51-91. Pi e shall be sli 'oint or m h ni I in g g v holes construction, opportunity for the Design Engineer to call in o soils engineer for / P p ~ ec a ca fo t 13. Locution size rid inv i e conformm v ert elev consultation and advice, etc. -steps which taken altogether with the initial design P P g to ANSI/AWWA C111/A21.11. Fittings shall be ductile iron in accordance be coordinated with the a roved widened, transverse joints shall be located so os to line up with existing joints in the ~ nd invert elevations of clean outs shown on "private" services are to adjacent existing sidewalk. Grooved 'oints shall not
shown on the plans, constitute the complete design of the road, street of parking area with the requirements of ANSI/AWWA C153 A21.53, ANSI AWWA C110 SA21.10. Pi e and m PP the approved Plumbing Plans for the building. All lumbrn is to ) be sealed. P 9 19. Concrete Sub shall be responsible for all score joints and expansion joints. A
/ / / p eet the requirements of the NC (private or public). The Design Engineer must be given the full latitude and opportunity fittings shall have cement mortar lining and seal coating, where applicable, in accordance revision. nts of the NC State Building Code, Volume II, Plumbing, latest preliminar score 'oint attern and x Y 1 p e ponsion Joint pattern shall be submitted to the
to complete the design by fully participating in the construction process. Plan design is with ANSI/AWWA C104/A21.4. 14. Contractor shall seed, mulch project engineer for review rior to ourin concret . Q P p g e seed, mulch and tack all disturbed areos within 7 days after 20. Ex ansion 'oints shall be on -
o small portion of the Design and cannot be separated from the construction process if 18. Valve box to be 3 piece telescopic with concrete collar when not in pavement. backfilling trench. All sedimentotic II sedimentation control measures shall be ke t In o eroble condition P 1 e half (1/2) Inch rn width and shall be placed between P P all rigid objects of a distance of no more than thin 30 feet o art n
the Owner's/Client's desire is to have the Design Engineer stand behind the completed 19. Fire Hydrants shall meet AWWA C-502 with minimum of 150-PSI working pressure. until a stand of grass is establisl designed project. 20. The contractor shall provde all the material and appurtenances necessary for the and rain. All erosion control mee ass is established and the area is capable of resisting erosion by wind Y ( ) p a d shall extend
18. All street returns to hove ADA approved access ramps, All street returns to hove complete installation of the utilities. All pipe and fittings shall be inspected prior to Engineer after the completion of ~n control measures shall be removed when authorized b the the full depth of the concrete with the top of the filler one-half (1/2) inch below the Y finished surface. :ompletion of the project.
25' radn, being covered. 15. NII excavated wood and rocks >od and rocks shall be disposed off site by the Contractor. Bury will 21. The edges of the curb/sidewalk shall be finished with an approved edging tool
19. Fire Department vehicular access to all structures under construction shall be 21. Upon completion of sections between main line valves, the line shall be tested for not be permitted on-site. i-site. one-half (1/2) inch radius. Joints shall be similarly finished immediate) after tem lutes
provided at all times. In areas where round surfaces are soft or like) to become soft, leakage at a static pressure of 100 psi or 1.5 times the workin ressure, whichever is 16. Sewer lines crossin existin 9 Y 9P 9 9 hove been removed. y P sing existing asphalt pavement shall be installed by the open cut
hard all weather surface roads shall be provided. greater, for two hours in accordance with the procedures set forth by AWWA C600-77, trench method unless otherwise it 20. Fire Protection water supply system including fire hydrants, shall be installed and in Section 4 -Hydrostatic Testing, is tc restore driveways to the on ~s otherwise indicated. Where lines cross gravel driveways, Contractor 22. Saw control joints as soon as fresh concrete will retain coarse aggregate a oinst Sys to the original condition. the sawing action. g
service prior to the placing of combustible building materials for structures or 22. Lines shall be flushed thoroughly to remove all dirt and debris. Chlorine shall be 17. Contractor shall take proper i take proper precautions not to disturb existing property corner 23. Contractor SHALL N('~~ POUR any concrete before forms are inspected b the ro'ect
combustible pre-tested fabricated building assemblies on the project site or utilizing applied to all water lines m sufficient concentration to leave an overall residual of 50 markers. All disturbed property c Y P1 red property corner markers shall be replaced by o Registered Land engineer and/or the architect. Any concrete that has not been approved b the
them m the construction of building structures. If phased coordination is planned, ppm. The chlorinated water shall remain in the Imes for 24 hours at the end of which Surveyor. Y engineer and/or owner will be the responsibility of the contractor.
coordinate installation of the fire protection water system is permitted. time the chlorine residual shall be at least 10 ppm. The lines shall then be flushed 18. All cost for the provision of E 21. All underground City electrical and gas facilities ore to be installed before installing until there is normal chlorine residual present and samples shall be collected for seedo~g and silt fence shall be irn provision of erosion control rip rap, jute meshing, matting, gross 24. Concrete Testing Requirements: Contractor to include in c f ~ ~e shall be in I ~ ost o Ilne Item)
curb and gutter and street improvements. If curb, gutter and street improvements are bacteriological analysis. 19. Contractor shall provide silt fE c uded in total base bid. Initial Test ~ provide silt fencing wherever the new sewer mains cross existing The initial test from first read -mix truck i
installed prior to electric and gas utility lines, the City will not accept responsibility for 23. Each lot shall be provided with one CRM standard three-quarter inch (1-inch) water driveway pipes and/or parallel adj ( y ) s to be taken after the second and is ar parallel adjacent to existing concrete ditches. A silt fence shall dispatched from the mixer and is to consist of the foil win Y
damages to curb and gutter and street improvements. If curb and gutter end street service top. be f:rovided to protect the existin pct the existing driveway pipes and concrete ditches from silt o 9~
improvements are installed prior to electric and gas utility lines, the City will not accept 24. The City will require inspections during construction and testing. Contractors must acc~:;nulation. responsibility for damages to curb and gutter or pavement, nor will the City absorb the coordinate inspections with City personnel and engineer. Contractors will be required to 20. Manholes or Wetwells qualif c 1. One slump test
Y cost of bores or pavement patching, or landscaping. Contact Kim Weaver ® protect and maintain all mains and appurtenances until acceptance following final street "Confined Access Entr " re uireme wells qualify as "confined" and require compliance with OSHA 2. Pull, prepare and store cylinders on-site for 24 hours.
252.972.1274 to coordinate installation of as service and contact Darryl Strother ~ improvements. ~,I,~ Y q g 25. No contractors ar _ apr ..able equipment and or devic try requirements. Certified equipment, proper notification and other 3. Temperature and or devices may be necessary to protect workers, after system Subsequent Tests
252.972.1273 to coordinate the installation of underground electrical service, e authorized to use un metered water during construction. is operational, from hydrogen-suli hydrogen-sulfide gas build-up or on otherwise oxygen-less After the above tests ore pulled from the initial truck, ever 5th truck thereafter
22. Surveyor to contract Sandra Lynch in Planning and Development at 252.972.1105 for 26. All pipe and appurtenances shall be thoroughly cleaned prior to placement. Pipe environment. block number ranges prior to submitting final plat, shall be laid with straight lines and even grades and all joints shall be perfectly fitted, 21. The contractor shall rovide t~ is to be tested y
23. Contractor to coordinate all disposal of excess topsoil and fill material on-site with During periods when pipe is not being laid, open ends shall be secure) blocked. P ;hall provide to Engineer, upon completion of water and sewer in the same manner os noted above.
Owner, 27. All excavation is unclassified and shall i Y construction, record drawings of t nclude all materials encountered. deviations from the ermitted lar drawings of the sewer installation specifically showing/depicting any permitted plans. Plans are to be marked in red and submitted to
24. All required sidewalk shown on the plan shall be installed when each individual lot is 28. All concrete use for blocking and concrete collars is to be minimum 3,000 psi at 28 p p Engineer. The final payment requ payment request will not be submitted to the owner nor will o
developed. days, air entrained. 25. Fire h drants shown on this Ian AR NOT T SCALE. The ore shown for enerai 29. Contractor shall saw-cut to rovide smooth transition wh r "certificate of substantial complet y p E 0 y g p s e e existing asphalt is to ~ntial completion" be issued until these "red-lined plans" have been Asphalt Testing Requirements
location and are not intended to be stoked with a computer generated stoking plan. be removed. completed and received by the En red by the Engineer. 'As-Built' plans shall include horizontal and
Contractor to field place fire hydrant per City of Rocky Mount Standards. 30. 'As Built' plans will be required before water wastewater s stems are laced in vertical tie-downs. Compaction: Testing for asphalt density is to follow NCDOT "Standard Specifications for
/ Y p 22. Utilit con r service. Contractor to include dimensions from existin above round im rovements to Y t actor is responsibl 26, Commercial property address numbers shall be a minimum of ten (10) inches in 9 9 P tans to cumin p ence construction. Is responsible for notifying local authority of time and date he Roads and Structures', Section 609-9, "Field Com action Qualit Mana em n ` P y g e t, construction. latest revision.
height with o minimum stroke width of one (1) inch. These numbers shall contrast w/ new utility system elements (lines, lateral, valves, clean-outs, etc.) This information shall be submitted alon with the final a merit a lication and a merit will not be 23. Each lot shall be provided onE provided one CRM standard four-inch (4) sanitary sewer service. Thickness: The minimum f; a uenc f
their background and shall be Arabic style numerals. g p y pp p y 27. Address numbers must be posted on the front of the structure nearest to the main released until received, 'As-Built' plans shall include horizontal and vertical tie-downs. q y o coring for thickness testing shall be on the
entrance in a position to be plainly legible, visible, and unobstructed from the street or basis of test sections consisting of not more than 1500 linear feet of lay down width, exclusive of intersections and irregular areas. The test sample is to be a 6-inch
road fronting property. cored sample. The sample is to be numbered and logged for identification purposes.
28. Plan is valid for o period of two (2) years from the date of approval. Contractor's Quality Control System:
29. BMP maintenance agreements, property owners associvtion documents and easements must be recorded and provided to City prior to acceptance of streets and issuance of a Follow NCDOT "Standard Specifications for Roads and Structures", Section 609-5,
Certificate of Occupancy in the Subdivision.
30, Plan vp royal and Bonding or Acceptance of Constructed Off-Site Roadway and Signal "Contractor's Quality Control System," latest revision: ~ co
Improvemen s identified in the TIA will be required prior to Approval of Subdivision Plat. Acceptance of said improvements will be required prior to Occupancy of any buildings in the Mixture and Job Mix Formula Adjustments: ~ ~ Follow NCDOT "Standard Specifications for Roads and Structures" Se i n - ao ~
Subdivision. ct o 609 4. ~ ~ 1 "Field Verification of Mixture and Job Mix Formula Adjustments ,latest revision. 1
1 rnaoM
Parking, Street or Building subgrade Preparation General: All other ~ I ~ applicable sections of Section 609 of the NCDOT Standard
Specifications for Roods and Structures" shall app) relatin to Qualit Control Plan N Y 9 Y ~ \ ~ ~ mix design, control limits, corrective action, equipment and measurement. ^N
A, subgrade on Precompocted Original Soil Testing Cost:
Drainage Notes , , Contractor to include allowance for cost of testing. Wes"
1. Remove all the topsoil and all questionable organic soil and extend a minimum of Z
four (4) feet beyond the outside edge of the pavement. OXm F"~ 2QO
1. Boxes may be reinforced masonry, masonry, precast concrete or cost-in-place 2. Precompvct the exposed grade with a vibratory roller weighing a minimum of ten (10) a~~
reinforced concrete, tons (static load) or equal to stabilize the initial settlement of the top strata of the 2. The maximum height of an un-reinforced masonry drainage structure with 8-inch soil. The stability of the subgrade will be considered adequate when the total
walls shall be limited to 8-foot from invert of the outlet pipe to the top of the casting, settlement after the last four (4) complete passes by the vibratory roller does not
Depths greater than 8-feet shall have walls 12-inches thick. Basins over 12-feet in exceed 1/8", Any area that settles excessively and foils to stabilize under continued
total depth shall be designed by o NC Professional Engineer, Four-inch walls are not rolling should be further undercut and replaced with properly compacted select ranular 9
allowed on drainage structures. fill. 3, Steps are to be provided on all basins deeper than 42".
4. Steps ore to be PS1-PF as manufactured by M. A. Industries or an approved equal. B. subgrade on Certified Compacted Fill H
Locate on non-pipe walls.
5. Mortar in masonry boxes is to be type M. 1. Prepare the site following the same procedures as outlined in Items 1 and 2 above. r-
6. Clay brick structures are not allowed. 2. Using the same compaction equipment as outlined above, compact new fill soil in 7. Concrete building brick is to meet ASTM C-55, Grade N, and Type 1. +/-8-inch layers to a minimum 98-percent of the maximum dr densit at its w w
Y Y 8. All iron castings are to be drilled and logged to the drainage structure. The drainage optimum moisture content in accordance with the Standard Proctor Method, ASTM
structure as well is to be drilled. Standard D 698-78 and field controlled in accordance with ASTM Standard D 2167-84, rn
9, All cast-in-place or recast concrete drainage structures located in paved vrevs or equal. The top one (1) foot of the pre ared fill sub rode should be cam acted to ~~~gmtuia!~4i ZO N
accessible to truck loadings to be designed to meet AASHTO HS 20-44 loading. See 100- r P g P pe cent of the maximum dry density using the Standard Proctor Method.
manufacturer's details for wall, top and bottom thickness. 3. The end of the fill should be terminated at the minimum I 10, All catch basins rates and frames are to be Vulcan or o roved e ual. Verif s ape of two (2) horizontal ~ ,•~~SSlQ~.ti _Z ~.~p ~ 9
g pp q Y to one (1) vertical measured from three (3) feet beyond the outside edge of the dimensions heights on castings ore not exceeded in critical areas before ordering pavement to the toe of the fill. The fill soil is to be sele r i 4 ~ ~ ~ = to EAL a o z
castings! ct g anular soil weighing a minimum of 110 pcf at its optimum moisture content. 18543
11. All concrete pipe is to be ASTM C-76, Class III with ram-nek. 4. A Densit Test shall be rovided on all Fill i n in R Y p Sect o s ovdwoy. WX w ~ i
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• Sf0/ A9fNTB AS/N 1 0 ~ NOT N T ro scAL R t E ~ / ~ooosT / N ENT AAN II II C EROSION AND SEDIMENTATION : : ,/~11i9 CONTROL NARRATI AN vE
C, NOr TO SCALE Cf PROJECT DESCRIPTION
0 ?a 4~- , The purpose of this project is to construct the commercial center Homed ~nstevd Pork. The site will be
iy u_ 5 t i J / Phase 1 will consist of clearing and grubbing and stripping of topsoil. Phase 2 will consist of final rvdin separated into two phases. ~ Q
P -~f i SEE EROSION CONTROL PLAN CLEAN-OUT M~ lN. I Q ~ _ FOR ACNAL Pll DIMENSIONS T i, S AKf q~ ~ =1~I=•~i K 1.5' contains approximately 28.11 acres vnd is located off Engl(sh Rood., Rocky Mount, NC. Ap roximate9 41 y of the site. The total site ~ ~ ~ / construction. P y 9 acres will be disturbed during z N
~.~1~r:~i- E rr~L. rrTir~; F--~~~`)~r`~« COQ: ~ ~ ~ .°t'„ k / •°:ti O ~ F: N O ~ The project is scheduled to begin construction In October 2005 with r ' x
iir„I11,~1 5 ~ ~ ~.Y ~ , a f• ~ -1 - _ ~ ~ !Q iDR and sediment control program (or this project will include the instollationeof completion and final stabilization by June 2006. The erosion w
4p Yee I~rP'~ iF ti .I t.. ~ r,~ ~ ~i ~ i ~,o h P~ - protection, silt fence, wet detention pond, with temporary and permanent seedinsuitv~ble construction entrances, outlet protection, inlet a g the site. ,n
~~~J'Ii II n0 ~e••.p•q•••~rWV••Oe4YC...+.ew•o .•.aw - Y~ til',.~ t ~ { ~ ra ~ r 0 EXISTING SITE CONDITIONS o r e r S N
~ ~ I I r r `a , L1G C ti_ ~ i~ i. wood sTnxas SET C _ - I , _ x~ ' . P~~ a '~~N The ro osed site i P P s currently undeveloped. The site drains into existing ditches and wetlands surrounding the ro ect area. N
~5 WASHED STONE LEAN OUT ~iil~l) 1~--1i f ; rr ~ ~ , (1/4" TO i/2" GRID OPENING) STAKE AT J~2 fiT--r - ~~G~-I-=1k I F I f~- '1~~1~11~ 1 ~ ~ ~ I I' P j ADJACENT PROPERTY a
PlT ~ i1 I~~ Ili i ~~u in". rr VOLUME ~-)~rr-,~-I -Il-ri-I ~-r~ FILTER FA Rl I +(1"~1~ f B C WIRE MESH CONCRETE BLOCK ( ~ ~ m o ~ o ' ~ ~ ~ ,d~~~~'=.,. All adjacent property lines ore shown on the Constr
CROSS SECTION I r p uction Plot plan. I f~ E ~ ~ d ~R .i a o
EMERGENCY ' ` ~ s ` j BY-PASS i t~ ~ ~-~I " s,4- t1 ~~.~,t,~ , e, SOILS
- 6'• BELOW r 5 , ~ ~ ~ ~r,~. 55~? f, The soil at this site is a sandy cloy loam. P 2 iY fyr f °'}~o O
DESIGN ~ OVERFILL 6" SETTLED I!-" ~ FOR SETREMENT TOP OF DAM- --iI-_. SETRED TOP ti 1• tFt~~..I ~ ~,z ~ z~• Z ; f I'>. , ~ j, EROSION AND SEDIMENT CONTROL MEASURES W
_ ' 1~if~:: 5Ef EROSION CONTROL PLAN y ; FOR ACTUAL PIT DIMENSIONS . , { j~~ ~ All vegetative and structural erosion and sediment control radices shall o
~ I ~ TM I / , ~ ~ / 4' MIN. 'r, . rl )Ii ,.~tiy,~~ ~ , ;;.1 .."t ~ji.~ I( ~r AGGREG~ P be constructed and maintained b the c n 2" - 3" COARSE these plans and specifications and the minimum standards re wired b th Y o tractor according to AGGREGATE vdditionol requirements as outlined by the Project Engineer, q y e city of Rocky Mount. The contractor shall also fallow vny
'11 I rJ~~~, ~~x' I---I I' ~-11~ . <5a DROP INLET ,%,/'r•i`'•~~,.. ~r'y ,'ti%,`, ( Ikl
-t I ~ v'~~\~• y'~~4(/ ~a Y ,SLOPE MAX. ;~I_ WITH GRATE `l , , ~ ~,v ~ ~;v r A 6 " MlN. Structural Practices
sPECIFlC ,~PUCA~oN: ~ ~ ~ ,~~fi~. ~ . ,v;{~~~.~~<`,~. _ , II ~ ~ ,r GENER li ~ ~ r, . I' AL NOTES' ~1}- ((-'V ~ •FILTER FABRrc ; ~w~ t. I srDE, L 1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved roads, 2. Construction Rood Stvbitization: Construction traffic shvil be limited to stabilized areas, At a minimum
THIS METHOD - - .r~`ir`~ ~ ,1(l~ / / ,W ` r , NATURAL 1 OF INLET PROTECTION IS APPLICABLE WHERE HEAVY ~ I II, ~ ~~\~~l~,,~~ , ,,SLOPE MAX caouND CLEAR THE ENTRANCE AND EXIT A. I I _ Y~~'' ~ ~ AND EXIT AREA OF ALL t/EGETATION, ROOTS, AND 3. S1trFenceshail be provided os shown on this drawing. , v temporary gravel construction
FLOWS ARE EXPECTED AND WHERE OVERFLOW CAPACITY IS t -i ~ W ' ~ ,f`` ./f z ,.Ij:: BLE MATERIAL, ' ~ " OTHER OBJECTIONA l1i-11P=~1)~1 I I~`i~~) i I Lam~- L ~..II. NECESSARY TO PREVENT EXCESSIVE PONDINO AROUND THE STRUCTURE. 111-iI("•~ ~ f~ 1 ) ~n'~r;t~ _L _k~~ l ~(~---!Lj Iii ~ 1=, ~1{ S t fences shall be provided where shown and as needed on the site plvn. These barriers shall be used to c n ' MATERIAL 4. Rip Rop/Grovel filter Sediment Basins: Construct bosh o tom sediment. to the shape and dimensions shown in the details. The basin (s to be placed
L CE THE I~~l _ _ .1 _ I GRA V ~Ii-~1i~-1~ - _ _ _ _1,;~~-ail ,11 ~i~,_ I1-~;. EL TO THE SPECIE 1r~I,--~,~ 1) I 1 ~l~ -li~._ 1i;11ii- ill Iil~ ~ N rid 0 THE PLANS, AND SMOOTH 1T. THE SPECIFIC GRADE AND DIMENSIONS SHOWN below the existing ditch flow line by 2' with the berm built above as dimensions 5. Fiberglass Netting Ditch Liner: In locations shown, place fiberglass nettin over seed straw
L v B - n R AV fL STONE SECTION 3. PROVIDE DRAINAGE TO CARRY WA1i iM00TH IT the Ions. 9 and tack. Size and dim n ' P e sions ore shown on CARRY WA TER TO SEDIMENT TRAP OR 0 THER
GENERAL NOTES' SUITABLE OUTLET. T Nf /NL Vegetative Practices
fT f0/ 119E NT f/LT fly 1. Clear, rub, and stri the area under the embankment of a!I ve efotian o 4. MAINTAIN THE GRAVEL PAD iN A C NOr TO SCALE surface soil contarnr~ hi 9 nd root mot. Remove o11 SEDIM < PAD !N A CONDITION TO PREVENT MUD OR Temporary seedin :All denuded area r r
g gh amounts of organic matter and stockpile or dispose of rt pro erl . Noul ENT FROM LEAVING THE CON,. all objectionable material fo the designated disposal area. P y PERIODIC TOPORESSING W~2 INCH 9 o a eas to be grade within 15 days shall receive temporary seeding within 15 days of compietin initial vG THE coNSTRUCrroN SirE THIS MAY REQUIRE earthwork. Temporary seeding shall also be used to stabilize finished rode or 9 9 evs if the time of year is outside the specified permanent
2. Ensure that fill material for the embankment is free of roofs, woody ve elation, or onic matter W/2 INCH STONE. seeding periods. Temporary seeding shall be in accordance with temporary seeding specificvtions.
other objectionable material. Place the fill in lifts not fo exceed 9 inches and m g .and Over fill the embankment 6 inches to allow for settlement. achme compact it. Management Strategies ~
3. Construct the outlet section in the embankment. Protect the connection between h 1, Perimeter measures are to be installed prior to grubbing or grading. 2. Tail Ditches shall be stabilized immediately following their construction. As an alternate, rock check dams m 1
soil from piping by using filter fabric or a keywo cutoff french between th f e rrprap and the the soil. y e riprop structure and outlets and/or the terminal downstream end of disturbance until ground cover is implemented. vy be provided at their
Place the (ilfer fabric between the riprop and soil. Extend the fabric across the s illwa 3. Stockpile vnd/or waste areas must be maintained within the limits of the areas protected b the ro 0 temporarily seeded if to be left stockpiled over 15 days. Y P P sed measures vnd otherwise
foundation and sides to the top a( the dam; or p y ~Excovate a keyway trench along the centerline of the spillway foundation extendin u the 4. Construction shall be planned so that grading operations can begin and end as quick) as ossible. ~
sides to the height of the dam. The french should be at least 2 /f. dee and 2 ~f. wide 5. Silt Fences shall also be installed prior to or as a first step in construction. Y P 6. The Contractor shall be responsible for the installation and maintenance of all erosion and sediment control r i
/ with 1: 1 side scopes. p NOl TO SCALE 4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment clean p act ces. Vegetative Ground Cover
5. A!I cut and fill slopes should be 2: 1 or flatter, out.
6. Ensure that the stone (drainage) section of the embankment has o minimum bottom width of 3 f and o maximum side slo es f t• S/LTff/~//f p o 1.1 that ext n //4f Immediately following grading, all areas shall receive either permanent or tem r
e d to the l~ttom of the spillway section. Nor ro ScaLE 10'x10'x2' EXCAVATED AREA FOR 2x2 OR 2x3 BASINS 7. Construct the minimum finished stone spillway bottom width, as shown on the fans with applicable, as follows: po ary seeding, as
slopes extending to the top of the over filled embankment. Kee the fhicknessp f ~ 2. 1 srde PLACE X57 STONE s illwa P o the sides of the MIRAF! MlRAF! f00X OR 1REVIRA 51115 Feb-May June-Oct Nov-JOn
TO ACT AS A FILTER 5'x10'x2' FOR V-4096-1 p y outlet structure at a minimum of 21 inches. The weir must be level and constructed to grade fo assure design capacity. FlL1ER 6" CLEAN-OUT STAKE-- 8. Material used in the stone section should be a well- raded mixture of scan FlL1ER CLOTH. SECURE TO POST.
_ ~ g e wrth a d size of 9 _ inches (class 8 erosion control stone is recommended) and a maximum stone size of 14 inches. Permanent Seed: K-31 Fescue K-31 Fescue K-31 Fescue
l ~ r r - I=~~' The stone may be machine faced and the sm i! - P o er stones work ed rnto the voids of the larger stones. a i~~~-~~_': y = ACCUMULATED SEDIMENT The stone should be hard, angular, and hi h! weather-resistant. e MAx. ~ 5#/1000 SF ®5#/1000 SF ®5#/1000 SF
9Y ~ ~ ~-~1 _ SET CLEAN-out STAKE AT 9. Ensure that the stone spillway outlet section extends downstream plus Brown plus Winter R
~ ~ _ = to ABOVE FLOW UNE. until stable conditions are reached and outlet velocif is Past the foe of the embankment ~ --WEEP- y acceptable for the receiving stream. Keep Top Millet ® ye Groin 35 Ac 25#/AC
I ~ HOLES 11 - the edges of the stone outlet section flush with the surroundin round an I I I~ - ~ - ~ ' -1 - confine 9 9 d shape the center to _ ~ the outflow stream (References: Outlet Protection).
_ ~~_I~i. 10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that fl w ' Temporary Seed: K-31 Fescu Winter Rye ~ e K-31 Fescue
" ~ I the embankment. o wrll not damage ; ~ ; • , ~ _ 11. Stabilize the embankment and o!I disturbed areas above the sediment ! ~ ~ BRICK OR BLOCK _ ®2#/1000 SF ~ 2#/1000 SF 50#/Ac
poo and downstream from the ' ' • ; fro immediafel after construction References: Surface Sfobilizafion). CATCH BASIN VARIES P y ( T , ^ ' l2. Show the drstonce from the to of the s illwa fo the sediment ! n 11~=~ plus Winter
• SEE PLANS P P Y ceo out level one-half the desi n E_~II: =iu.~-: „ _ - i. de th on the pions and mark it in the held. .~~ll 1~~ III ~ I -ill., • , . , , Rye 25#/Ac . .
11I _TI _ _ ll~. lil Ili:=_il~ ill :a~i lil ~l .l 'I . ~,1 J I iii 17 ill III ~ it II I u . i-I ~ i_-.III=~
_ _ _ _ „_l~i III"II!= I~( iI:'ll ~Il-~r ,'Ii ~ ~ I II Ii III 'la iii 111 ,III I,jl, Ili .:III:---lit-: I-~ I, ~ , I~~~~j Fertilizer: 10-10 10 ®25#/1000 SF ' ~ ~ l l Lime: 100 1000 SF
- -rrt I'II,-i..I.I_,I ilk.li..-LI., ~I~, ,I!,;,~I ..!II I--1 11=.I I I~~ ~ 1. III 'll II' ~Il=-ail II'lil_ ill~ll~ I~ ~ III 1" ~ ~l ,Ili: I I 1-11i.-ill_~ I - I. ,i~ Mulch: S r w < ,_lli I~~,.I_ __II I L_.II ;_II-_.III_ t a ®75#/1000 ..F
III--~" '--III= Tack: 200 gallons/Ac on all mulching
COMPACTED FILL
FLOW \ ~ . i/i ~ i Maintenance
ij i'/ ~ , rf
MP i FLOW l~iQ r P/ P f ~~f~`'j 1. Reseed and mulch bore spots larger than 9 square feet (limited to Sy maximum of site area. 2. Maintain all seeded vreas until uniform sto.~o is acce tvble. ~
' I ~ BACKFi ~'.I LC MlN. ~ FILTER FABRIC-- l!~ --W001 ~ , ~ ' . ~ ' r1 I I ~ ~ / Ail ~ , i N K A Lf C L R T 1E 1 P D A ~ T f T/ Ic-- 1, ll WOODEN OR 3. If rowth is not established b final r ' P ~ FlL>£R FABRIC-- WOODEN OR 9 Y p oleo ,nspection, continue specified attention until the stand is acce table. ~I,i~ METAL POST M TA 4• Correct and repair all undue settlin and erosion wi P
~ ' ' ~ ' ' ~ i! r ` ~ Nor ro scAL , II~ META ~ , • ~ ~ ~ ' ~ ~ i l • / ~ E GRAVEL. E L POST 9 thin 1 year after final inspection. 5. Remove from the site, all erosion control structures after complete stobilizvtion at end of construc i
• ~ ~--r4" EXTENSION OF FABRIC ~ Ohl 6. Remove silt fr ton erl om sediment pits and from Fehic'1 check dams when silt is within half depth of the it oP s ~Ild AND WIRE fNTO TRENCH I I/; where silt cannot re-enter i P p wa . Dis ose of in an r p t /trop. Y P a ea
% , ~ ~ WOOD OR L I (L . • ~ ; / 7. Place rock from rock check dams an r d g noel /rip rap filter basins in ditch line as armor protection. Do not dis ose of rock. Ail
i' % ~ ~ ~ i ~ ~ ~--METAL POS l -1 I r I i I t r ~ ~ j - ~ I ~ armor protection is to fit contour of channel. Do not dum but h P stone I ~ ~ ~ P. andspreod.
i~~ ,A~~~ ~ ~ ~ ~ - I I .~.~I( Ili li,l t r'~~ I FLOW f i,~ ~ ' ~ ~ ll_ t ,`l~~ i~,' I ,I' li / ~ i ' ~ ~ ~ 1 !I- Ili.- Rf/NFORCEO CON R ' ~ l I~~ i ' 1 i~ i / / ~ ~ C ETE PIPE ~ ~ ~ , i I , ~ ~ k • I I ~ I Calculations I, i~~, II, -.i it I.. II,~:-~~11 in ni-11
_ ~I,;. V~ FLOW ~j ~'iir 1~::1 i I I ~ i ro l : , • • . • • WIRE The practice utilized for the pro osed site did re it I I ~ ,I li~-'j P qu a formal calculations. Cvlculations have been rovided.
1~; A. 'i;i~~,~ I I ~ P
111 ; ] _ m m ~R IiI I 1 I ~ 1 I i __I m
/ i~ I ~ ~ SILT FENCE V-TRENCH J I 2 - (:~11~_-li'"ili='=~j~I~- I 2 KMC,LLC ~ ~ L.. j I I ~ 6100 Fairview Road
Q I I ~ I I co e" I ~ Suite 350 Charlotte, NC 28210 I m
° ll a ~i ` f Att n i e t on. Tom Cluderoy ~ 1 , I Phone: [phone]
a v V ~
N GENERAL NOTES•
p ' r, coNSrR /P T T Uc rH Lf T E S /M P ED Nr T E f BAR T Rl / f Nor ro scnLE SYNTHETI F C !L TER FABRICS. )IMENT BARRIER OF STANDARD OR EXTRA STRENGTH ~BRICS.
II N 2. CONSTRUCT THE FILTER FABRIC FI TER FABRIC FROM A CONTINUOUS ROLL, WHEN JOINTS
I I ARE NECESSARY, SECURELY FAST! CURELY FASTEN THE FILTER CLOTN ONLY AT A SUPPORT Initial Construction Sequence
U POST WITH OVERLAP TO THE NEX PIPE OUTLET TO FLAT AREA No wELt-DEFlNED cNANNEt H. ~ 3. SUPPORT FILTER FABRIC BY WIRE TO THE NEXT POST. 1. Obtain erosion control
. d ~t } ; OF EACH SUPPORT POS L ~RfC BY WIRE MESH FASTENED TO THE UPSLOPE SI pion approval prior to beginning land disturbance. Retain v copy of the approved erosion control Ian ~E onsite. Call the city of Rocky Mount of 252.972.1121 io notify the inspector of a start date rior to land P vnd permit 'DST 2. Construct the construction entrances as shown on the plans. P disturbance.
4. DO NOT ATTACH FILTER FA A , A BRlC Ti 3. Construct the stone fire cleaning facilities of the entrance as shown on the pions. Maintain the Con r ~ rER FABRIC TO EXISTING TREES, co
~ A . ' A _ _ WOOD OR mud and silt will not be tracked onto paved surface. If mud is tracked onto the road surface, it is touction Entrance daily to ensure that p1 ~ 4. Construct all perimeter erosion control measures to contain sediment on-site. Permvnentl seed all be removed immedately, r ~
~ e ~ 1 ar ~T - ~ I,T~ METAL POST ~ s during construction. Y arevs that will need to be disturbed ~ 01 ~ 5. Begin Clearing and Grubbing and stripping of topsoil. ~ ~
~ _ ' I 6. Continue grading vnd construction of the project. Do not allow any area to be disturbed an Ian er ~ j O
temporary seeding. Y g than 15 days without applying e} ~ 01 7. Maintain erosion control measures daily and reseed disturbed areas os needed.
1 ~ ~ 8. Inspect all erasion control devices weekly vnd efter each rainfall event. Repair as needed. ~ N N
PLAN VI } t PLAN ' • EW VIEW N^N ~N v
~:I„ # ~ ~ a~~ NW
iia ~ I. F t,~ ~ ~j v Z J
CL I3 OXm IQO
La I---Lv ..1,, ! L ~ ~ I-- .u I ~ j f P R A r D/ v f / N Final Co a ~ ~ N n structlon Sequence
~ i I~ f ~ NOT TO SCALE ~ ~ i. Begin site construction and or utility construction.
_ , . 1 r l I 1, , . ~ ~ 2' MIN. 2. Install all primary drainage ditches and pines and wet detention basins. V. 3. Dig excavated drop inlet protection around each cvtch basin or ' nction boxes.
I _ ~ 1 .G ~ , .~1I~ , , _ I- . i i i~ 4. Install outlet rotection as no ~ P fed on the pion.
FILTER BLANKET ~ 1~1L~ ~ ~dt~ -d~~ri _ I OR (MIRAF7 140N) SECTION A-A fTL R ~ ~ COMPACTED SDIL- TE BLANKET - ~ ~ S11T FENCE I I 5. Seed, Sirow, and Tock ail areas that ore graded to their final disposition. z 6. Continue grading vnd construction of the project. Do not allow
OR (MIRAFl 140N) SECTION A-A I I I ~ MIRAFI lOOX I I I I ~ F`pw temporary seeding. 1 any area to be disturbed any longer than 15 days without applying
OR iREViRA ~ r I 7. Mointvin erosion control measures doily and reseed disturbed areas as needed. i ..~l. i~ 8. Inspect all erosion control devices weekly and after each rainfall event. Re air a
PiPE OUT U tl1 U II,.~~I, III ~I~::_i~~ III I!I "I' lI, 1 1- I' 1. LET TO FLAT AREA PIPE OUTLET TO 5 5 U ,Ihi~~,,I1ll' ,II If. Ill;-111„ IIt :.Ii II n,-.III !~I:- I I ~ 1-:,_ilt . ~ . ~~_.1 ~ ~ ~1n-I~~ -11 NO WELL-DEFINED CHANNEL WELL-DEFINED CHANNEL ~ il! ~.l~ =1 1 ~ 9. After the site is completely stabilized and the ro' ct en i . , P s needed. 1~ i ~ I I~ 'I- ~11ilIl ~~~I ~I p )a gneer has certified cam letion i 'll~ I' "-'ii~.:Ilt_ii~_!IF_~:IC__nl_ mevsures ore to be removed and all disturbed areas are to be seed. P vnd stabilization. Ail temporary erosion control
6' TYP, 10. Permanently seed all disturbed areas. ~ rP,
W W
GENERAL NOTES• N
1• La = THE LENGTH OF THE R1P RAP APRON O ~
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6". ~ ~
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE `~p~nnulfp~ Z N
TOP OF THE BANK, WHICHEVER 1S LESS. p.•OFESSTpN•.•~fi aOZ
4. A FiLTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE Q~ 9<'~ 9 % 3
RIP RAP ANh) Snil F/JllA1r]eTinnr - . n w
5. FLARED END SECTION IS OPTIONAL. SEE PLANS FOR REQUIREMENT SEAL v w x
6. SEE PLAN AND PROFILES FOR ACTUAL DIMENSIONS. 1 m5 9843 m m
I = .,N~INE6.• O . Q
. Q
C-10

u
1
! ' rte; ~ ~ ~ ~ ~ ~ rn ~ ~ ~ ~
i ~ ,'I 'I I ~ 1 ~ ~ l i ,1 ~ ~ 1
l ~ ~ ~ ' i I M ~ I ~ ~ o i 7 1 ~ I ~ ~ ~
_ ~ l ~ ~ ; ! I I 1 t II II ~ ~ ~ 1 ~ ~ ! rY ~ I
1 ; ~ l i I ~ i 4 ~ t 1 l
l~ P l l ' 1 ~ l
t w
t i ~ i 1 1 '~~v sue. ~ i ~ ~ ~ ~ ~ I I~~ ~ z z ~ ~ i ! s n l w w rn `i i r ~ ~
1 ~l ~ t ~ ~ ~ j ( ~ (~d (n ~ ~ r,T'~ C.. r~ . ~ ~ O O O ~ a
1 ` s ` ~ . ~ - - ~r _ , ~ v r ' J i t~ " ~ti ' J W
t~~ } i s ~ ~ v _.1 ` l d J ~ : i , ~ i) ~ r ~'~i ~ _ ~ ~ ~ 3 ~ a': r 1~~ ~o
l:_; ~ ~ I 1 ~ s ~ ~ \ ~ ~ ~ l 1 1 ~ ~ W W
\ t ~ 1 ~
~ I ff l ~ , y / ~ ~ `i~ ~
I I ~ ~ " < r o
_ , ~ :,x, a I ~i~i ~ ~ - ~ ~ ~ d
I. it r ~ ~ ~ :.yam O O Z O f ! ~ ` i ~ I` ? i ~ I I ~ N
f i i ~ti,q ; j ~ ( i ~ I ~ i ! Np I f 1 r I ~i t I I 0
~v , ~ i 1'~'~ i' I ~ ~ z
I I w - ~ .-Nr~d~~ a J
i ~ j5\ j~ • i L ~ o ~ 0 I_L ~ I
~ l i ~'.1 ~ I` `4 ` i 0 i ~ ~ I, > ~ ~ ~
\ `1' ` 4 i ~ Ifs ~ f ~ ~ ~ , I ~ .s. ~ II. ~ i
l ~I, t 1 I.- +I r
1
~ , ~1, i ~ t.:` i \ l ~ h., ;t, ~ ~ 0 : ~ i ~ x ~ ~ . j
~ ~l ~ ~ ~ ~ 't 'a ~ • ~ ~ ~ . z ,f~ 11 ~ . e.~'
~,t ` ~ 1 ~ `
\ ; 'V ' 1 t ~ ~ ~ ~ , ; t ~i~ f"'"~ t _ ~ s ,c , ~ i • ~ i,_ r
\ \ ~ ~ ~ xis... '0"' .,c#Y 7 _ ~i~'~a ~ it (
1 . ~ v \ ~ i ~ ~ E 1~ K. 1. 0 ~ , a' 't .•.J1.: r% ~ ~ ! ~ I ~ ~ ~ 1.
Yi t ~i~ ~ . r L .•Y'L \ r f ~ r. r.. ,
.1. -t ~ ~ ~ °x '
....~1 . , . } r:~ i ~ + ~ -
\ an p , R; i ~ ~ <~1, ~
~ . t i r ( ~ i 1 ~ ! ~ i ~ ~ ~ ~ J,: ,i,.
~ ~ r -~,,~,c. v Al
~n v~ `v ~ ~Y ~ l FI l~'~ ~ ~ _ .I-, .
, c° • • \ < ~ t ~ ~ % ~ ~ ~
y\ 1~ \ l ~ 1 ~ ` ~ ~ - ~ . ~
r:,~ ,t *'iY'ii I ~ rTY~' V r. ~ ~ _
~ i 1 , . , . 1 ir~~ % 1 J
l t~ ~ ~,0 ~ 1,
/ 1 . I .~t
'.,t. \ ~ zt , .
, ~ f, ~k ~ -r , ~ ~ -
~ ,1 ~ :~Y
•'s'• ~ t j j L'
. ~ . ~ / / ~ ` ,
; ~ ~ ' ~ i v I
\
, .'t'.'~ I ~ ~ ~1~~ ~ i' '~l ~ ~ ;'C ~ ~ ~ : Y ~ I ~ ; 4 ~ ~ti 7~
~ ~ k~J~~ 1 / i~ `I ~ ~1 l
,~l~l~.: I ~ Y it ~
„1 l ~ v I I ~ t i~ ~
~i~,... ' r g ~ V i . . r ~
.•.1.•.... 1j ~ r~,i,' ~ ~ '1' ci 'C v f S
'Y ~ 1' ~ ~ L I z
, I.. r _ _ I' 'i ~ ~ ;i Y ~ . ~ s, ~ ~
;7 ~
. ~ . k, •r L f- 'f- ~ k ~
f,` i 1. ~ ~
I ~ I 1i i~~ I,.~ ~ ~ `j ~
i, , j ~ I
i k
~ - 9 ~ + ; ~ i
~ ~ I,. ' v, s.. ~(j f ,y ~ a"',i~ 1L: j ~
~ _ ~ ~ _ ~ i ~ TOTAL FOR ALL BASINS) r i
~ ELEVATION AREA (S.F.) _ ~ :r i; ~ ~
~ ~ I
I 123 23,237
I ~ ! ~ ~ - _ i' ~ : ~
I 28 827 I 124 ,
f - i~ ~ _ f I ~ ~ ! j,
_ ~ 125 33121 k ,y y ~ ~ I ~I nn
~'f 'J" i I Ill :3 ~t
il: 126 37,596 Y
it - ~ ~ , L.c - _ _ _ _
I 127 42,250 ~ 'v ~ G f- , " ~ " ~ ~ I
~J . j 128 48,921 1 i
i~l
~
rn
0 c', ~ : , r7 rn aD
Q NIo
0 rr, _ ~
J N
u i N N N r.'~ q ;:,.1~ n.
U ,N W v li(
OX~_m
TOP OF DAM 131.00 , , T P F DAM 128.00 ~ = Q ~ 0 o awe
'''3
25 YR, ELEV. 126.44
LEV. 126.44 25 YR. ELEV. 126.44 25 YR, E f
7 10 YR. ELEV. 125.87 10 YR. ELEV. 125.8 10 YR. ELEV. 125.87
S 1 YR. ELEV, 125.27 F"'~
1 YR. ELEV. 125.27 1 YR. ELEV. 125.27
s :E DI-21 a
3 NCDOT STD. D.I, 840.01 W/2'x3' TRASH GRATE
V. 1 3.73 PERM. POOL ELEV. 123.53 0 PERM. POOLELE 2 ~ ~ $ ~ ~ PERM. POOL ELEV. 123.50 & 2 1/2 ORIFACE
- - _ TOP 125.5 w ~
DI-20 f } $ 4x8' DROP INLET - INV. IN 122.60 ~ ~ - _ ,a INV. OUT 122.50 zW ~
x. ; _ ~ W/TRASH GRATE ,r Q ~ ..,.••''0 1 ~ l1~ P~
` 4 . 1 ~ , ~ , . ° ~ & 2 1 /2 ORIFACE ,7 NCDOT STD. D.I. 8 0 0 n . f• f Q ~ CARD m, ~ l v
TOP 130.00 r ~ - ~ W/2'x3' TRASH GRATE ;~fi & 2 1 /2 ORIFACE INV. IN 123,55 ~ ~ - : • .,~o~ •EESSio: i z~ • oz
TOP 130.00 INV. OUT 123.47
INV. IN 123.73 SEAL N x .Q QOJ
inns niiT 1~~R5 19843 2`~ ~ w m 5
4 i o '
~v FNGINE~~ m. O O V3 Q a Z
f ~HAE 4,,Y
s SCALE; 1 - 30'
0 30 60 75 90 105 120
6a
i

' ! l ~
\ \ h I i ~~r ~j, ~rV~ % N 'far / ~ n~, ~~p + ~ ? ~ I, ~ \ / ` ~ ~ I ~ I ~ j- ~ l J r,
+ ` ~ ~ \ \ \ I ,
~ ~ ~ r ~ ; N l / / ~ 1 / I ~ ~ ~ ~ ~
~ ~ I } ~ ~ i ~ \ + q / / I ~ / I p ,4 " i A ~ n Ip IQ
~ v I 1 . . ,J_ -,1 .7~ - / ~ ~ ~ ~
i A I fl / ~ ~ e i \ ~ ~\1~ J_ `L~~- , / ~ lrlq J~ ~ O ~ N, '~0, ~tP ~ > > 1
~ ' ~ ~ g s~ r+1a I ` ~ H+ETIIAND v \ _ v`` ~ - A / / ~ \ - r~ I 10'W x 150'L ~ ~ ~ ~ ( I ~ / QLASS A RIP R'AP I x ~ ~ . ~ ; ~ I I ) /
m a w"' + ~n ~ O r I ; A ~o' ~ / _127 ` i/'h • - _ _ _ 1 'n~ ~ QLASS A RII ~Ir+ w ~ IMP ~T \ ; ~ _ , ~ ~1 w a i ~ M 1 ~ r-, , a. 1 ~ I + / i / 1ti 1 P I ~ ( \ - ~ / ~ i , f- - . v ` V , , ~c ~ ~ ~ ` ~ EMERGENCY ~ ; , + I A ~ i17.~, f ~,C,), 3 ELEV. ®12E x ~ ~ I W EMERGENCY SP LLWAY I ~ ~ f I / I ~ Q
_ ~a ~,I ~ - ~ ELEV ®126.5 I I A~ ~ / !x I Q rn ~ ~ ~ ,~.kx I / ~ ' f ty ~ / I W (~1 (V i ( ry / I I
. . .
v ~ 1 ~ v , i . I >i .1t~ ~ ~ v ~ - C' r ~ n _ 77 ;;xlx , ~ \ ~T\ x k I ~ ~ ~ ~ , , - ------y- -----------i~, I I ~ z
I I I m l I x v~ y ~ I ~ ~ ~ x 1 ~ ~ ~ / a FES-z1e ~ l ~ : i o ~ ~ 1 I ~ ~
I I ~ I ' I I \ \ \ \ \ - '3o a i , ! - r ~ ~INd. F~S k k i ~ j ~ I ~ I ~ ~ i i A~ I f I I O (118.50 ~ \ ~ ~.I I ~ o
11 ~ \k kl ~ I + ~ I 64 1F:30' rIZEP \ / N~+ N I d i
I I , I I a 1 I I P ~ \ ~ y~ k ~ ~ ~ I ~ I fir` i~ ~ q~ -r .r.~;,~, A ~ ~ \ ~0 ~ m ` I ~,.I ® 6.07 W FEby\V A ~ _ , V°~ ~ ~ / ~ N N ~iV ~ I N r~ \ ,x ~ v I
yy ~ ti k\A 'i`~ f I I v ,v, ~ k ~r , ~ r~ . l I A I I ~ N
1.-.f k x x ~ x ~ I , k' ~
I~ I x Ix x I ~ x ~ 1 a i I ° °o ~ I I ~ N ~I N Y ~ 11 k ~ ~ ~ I I I N
L ~ k x~ x 1 I I a I `c x ry I I o d
l " ,I 'NCDOTISTDi 01.1..840;01 x k I k x~ x ~ ~ z
r I I ~ n" ~ ~ n ~k/ ~ .1 j .~i I ~ .,F~r ` 1 is ~'/2'k31;TRASH GRATE x 1 ~ I / - ~ ~ I x _ ~ I l i'~~ 2,.1 /2 0 (FACE k x ~ x~ k N ~ ry~ I I I ~ I - N o ~
t~ ~ - ~ - - 6 / / I I r- \ ~ 4 , r`a ~V `i ~ ~ ~ I k 'k. TOP 125.5I~ x m ~1.,'-t1 x 1 o I I ~ I I e f" I I I ' `INV, IN 122x60'` k . i ~ k ~ I ~ ~ 1 I I
- - - - 'o I I ~ 1 F, INV, OUT 12.50 ~ x x ~ I I
/ V ~ \ \ ~ ~ -1 qtr ~ L_,~<I ~ ~C .~I ~ ~ r k tp V I N / ~ A i ~Y~ I i
/ V ~ ~ i i i / ~ , i ~ A\ ~ ~ v ,I
a ii ill III 1 i / ! J r- - - ~ I f'~`~ \ \ v u, ~ . f „ ,v ~ 1 1 ,a I r~' ' ~ x ~ + ~ I ,Ii . ~r.. ~ 1 ~ / d \ I I
~I fi7; 7, ~ I / ' ~ j I A \ ~ ` , ash V n. ~ I-( 1 t': ~ I ~ , I~`~ ~ 1 ~ v', ~ 1 I
I / i I " I a v V A ~ I J I \ > ~ .Y ~ `c; ~ k k\ / A X127 I
~ 1 ~ r ~ ~ ~ ~ ~ ~ - I I ~i oA. ~ ~ gi ~ 1. 1 ~ ~ ~ IA r, I I i V ~ \ I / lib ~ ~ I v` 6 V~` ` I I h I ~ om 5~ / / % i WLCAN V 096-1 I a „r* ~ \ ` i ( \ ~ N ~ A, ,YI h k k ~ M \ I
I ~ I ~ ~ v r / ~ - C/L 5'~A ~d8~'bo- I 'v~ ~ ~ M \ A N~ I ' ~ I i ~ v ~ I ,v' TOP,~13 . 4 I A 1 i ~ ~ ~~~,y 1~ k x I / r- A O jV I ~ 1 P„F... ~ 1r , a ~ ~ I2 I~ I
_ ~ J I A ,SEE SHEf~T L 6a'~ I' I 1 7 I ih I i , . ; ~ ~h / INd. T 132.so I I v ~ _ t , ~ FOR WEfiLANp
1 ~ .I I I 1 _ ' I I a ~ ~ I ~ _ ~ , , ~ ~ (~4TT0~1 bEJAll3; fAl~3; \ k y~ x k k r? ~ O I \ ~ I I A ~ J I
' ~ ~ ~ / . i '1 ~a v ,m x ' 'tix I x % l ~ _ 23~' o ~ k x rx x x I I\ A n ~ I\ Q ~ . ~ I ~ ~ 1 ~ \
~ I ~I ^ , / ~ I I vy v ~ l x ~ >s. I I '125-.~,~ + Q~ ~ I
/ ~`v F - ` ~ I c , A~~ ( , t ~ I 1 ~ v C~-15 ~ ~ k k x k X°~ I \ ~ x x `~B X26 "s ; k ~ I + ~ ~ I ~ . k r. Jf I
- / / I I ~ CB-1,3 ~ r' WLCANN V-4096-1 (4');,, I I ~l S , ~ Z I WLCAN. v 4os6-i (a') v I _ ~ ~ a k V(1,LCAN"V-409 1 r~') ~ I I -4096-1~(4')p; , ~ ~ ~ x ~CyLkST 20+2 ~49~Y k ( I I ~ ~ 18+,94.8; ` I / jx ~ \ I
c / / \ r \ r G' L STA. 18+94.8; ~ ' ~ , ~ 141.E C/L STA „14+80.00 - ~ 'TOP,'133.29 .I ~r' ~ ~ - - ' ti~ / I 60 LF 30" TOP 136.7 9, ~ ` x .TOP 1 P~.85` I I ~
- - - - a~~ _ _ / I ~`rt ~ ~ IN1~,, OUT 128.90',. 1 , - _ I _ / ~ RCP ®0,57> INV. IN 130.94 q ~ _ - ~ ~ - i2a.so~, ~ ~ I ~N ~ )Nri 1N; 121..61' lI k I ~ I , ~ ~ 1 ~ ~p ~ ~ x IN .OUT 1~1. 1 ~ ~ ~ ~ I I I x k ~ I ~ ~ .k I rV ! \ l~
~ '~i ~ do I + i ~ ~ `I _ ..1 ROP \ ------7---- • INH:- OUT 130.84 ~n~ . _'r ~ ' ~ , ~B,IF 30" E ! Vo , +G / _ D LET o ~ ~ 1 1 , 1 I ~ ~ I / TOP 7. , a ~ _ ~ RCP';® 2.07 9, I ~ ~ - g 25 - UI - I ! ~ I 112 LF 1 30' ~ t x I I w 2 \ 1 } 40 W x 20 L x ~8 . D~EP S j 2:07 I~ ~ I C I ~ C
m 1' E~ INV OUT 131.24 , ~ ',a i 1 i. ~ Lam. ~ j f.- t,;' ` t ®0.3% c I 112 lF T'N~N x Lr~55'I RIP R P 01~R ~ 24 RCP I I Ir ~1; ~ t ®0.3% W~2-6'FE$ MIRAfI 140N / f X, • I I I r f ~ I ~ I
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'11 +.a I ~ / \ / ,,RAP ® .5% I o~ ~ INV. 430.06 (~6")I I TOP 133.29 I r , ~ J ' I I v~ ~ ti .x I ~ k x x IRC~ ®10.59: I I ~ ~
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1, I I I n _ VULCAN V-4 6-1 4' -1 ~ 3 I \ I ~ 4+ ( ) I / INV. OUT 127. 4 " P 4. • / I ~ 2 RC I + C/L STA 13 0.00 1 I I , ~ ~ ~ k k /;x ~ I I ro { ~ ~ I
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~ ~ ' + ~ INV. IN 41;92 DI ~ Q 1 I ~i ` C STA 18+ O.~I I 1 + I~- , I , ~ I ( ) ~ 3 I Q ~I / 826 iii I I ~ ~ Y/ ~ 9 I i x >1 ~ x I ~ , , - ~ I~ ~ , i ~
I I~~ ~ rl c INV.- T 131.82 ~ ,3 , r,} T 131.34 v1 I L ~ I ~R. J-~ v.. I ~ to ~ r VIN 125.4 yi:'~ I, I ~ x I \ ~ ~ l ~1, ~ , L~~F~ V. 098- (4~ I , ~ \ I
„ INV r/ 1~ i ~ ~ 1 I ~ 4 ~ ~-v ~ ti ~ .our i25.7a ~ , ? C~-18 wf.cAN ~ 1NV. 54 ~ ®>~1~,~4,0 :,_v, U STA ~20~ . a" A ~ x t . 28 4 18 Wf.CAN ~ (-(BURY INV. 0~'~I~~< , a ~ _ v ~o v v ~ ~ I
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p ~I I ~ ~ n ~ I i ~ / - RCP ®0.2 l{ _ ~ N C~L STA 18+SZ.36~>1 I ~ M n ~ I CB . 8 ~ ~ ,rDp 131.2s _r, - I 7+ ~ i ~ ~ ~ / - - - - - - - 'q T~ _ i I i, ~ ~ M' ~ WLCAN V-:4096=1 4' t ~ , ~I _ INV. IN 125.45, , 131.29 I , 60 lF OF,`~RIP E ~12~ h ~ \ BURY INVERT ~ ~
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9, +I. II 1 . s + ~ T m. ~ i - ~ c?OP 130.58 ~ r I ~ fi S. I r ~ ~ ~ 1 ~ rip! ,I ~ I ~ 1 INV.I 1 I ENDWALL51 ~ r, ~ 3 a' ~ ~ v ~ 1 I
~ I I I ~ 1 ~ ~ N 26.4 k r ~ I n ~ ~ 1 I~ INV. OUT 12 1 ~ i~ - er t I r~. - ~ I FE~~~(~b ~ ~,7 , k i ..IMPACT ~3 _ \ \ ,~/l STA 19+41.OQ k ~ ~ _ _ ~ - I
~ 1 a, + ~ - - 1 ~ I I i ~ / n ~ I ~ t ~ r ~ ~ INV. FES I I I ~ ~ C6 , ~ ~ ! - ' DROP - LEf ~ 1 ` ~ ~ 16x40' E1~E~GENCYx ,%T NATIONWIDE 14 -'---1 ` I i _ ~ I I r~ 4 1 sP1r_LwaY w/CLASS a; ~ i t" ~ ~'1~4-, k WET~AND\ y - - ~ - - -
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rn. 4 . - ! ~ , ~ OP 141.68 I ~J°3 I I I ~ 1 ~ DI-2~ ~ ~ ~ 1t5 x ~ ~ 1 SEE:: SHEET C `'r . } I, ~ DPI, .4'x8' DROP ~INIET
~ ~ r l 1, ~ _ 6 INV~...IN 135.20 i ~ CB-~ I I 1 1 I I 0 LF 30" r; ~ I it ~ I ~ INV. OUT~I35.1 I 1 WLC N V-4096 ~ 41 ~ ~ RCP ®0.57'; 1 ( I I ' FOh, WETLAND J r ~ I W~TRASH GR~TE>~~ r ~ ~ x x Y - ~
it ~ 0 I I (i) i ~ i ~ ~ I C/L TA 14+20 I I f -1 / ~ ~ r,• ~ i1 i T I , 28 LF 30' / 40 'BOTTOM DETAILS%` ~ & 2 1 2~ORIFA x x~ A I I ~ / C& ~T \ f I r '4o LF i,, ` 'I ` ToP~.13b,GG ~ r k 1 v, I
,g ~ ~ p: _ ~ I OP1138.94 I I ~ RCF ®0.5%%' J / ~ ~ ~.I ~ 1~ 'I _ I - '168 LF 30'1 , INV,,,IN 131 7 (,130") i , 1 -5 ~ rr I ~ zRC „kCP ®0.37z,L ° 1, t ~ INV.~1N?123z55~` j ~ ~s `r ~ I i `INV:, 1 / ~ k x
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~ ~ ~ i ~ ~ . ~ _ ~ 1 ~ „ 1 ~ TOP 132.74 ~ f, C/L STA 1; C/L STA 17+6490 t" g. _ ~f, ti ~ ~ : ~ 13 ~ ~ k ~ ~ i I I
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~ _ / ,.d `9t ~a I \ ,MCP ®1.07. ` ~ • - - - - ~ ~ - - ~ -F- - - ~ _ ~ ~i ! 124.31 ~ \ S` W 6'F ~ l I ~ / ~ n. 733 ' ES~ 1~~1~6 ~ i v ~ k"' jy ~ / ~ V A k~X Ik ~
d, \ ""14i~ ^ ~ ~I I` 'a 1 ~ ~ ~ 5~ / F S-7 DI-20a + a,~ ~ S \ 1 - i n ~ INV. F . NCDbT STD:, NCDOT STD ;"D I 40.01:, ~ I x X% -k ~ / ~ ~ - - -v 3~ v x~~ I
~d + CB.~ ES r + t „ ( I I _ _ 1'25.00 ~.W/2'z3' TRH CAN V 4096 1 ~4) /2 x3 TRQSN. !;I?ATE „C ~ ~ ~ ~ S ~ ~
+ I I I i /L STA 12+40.00 ~ ~ ( / ~ r-. t,r. I', ' , ~ ~ & ~ i/2 Of I i ~ q. / ~ 28 LF,~24" ~ ~ ) ''TOb 130.00 & ~ 1/2 oRIFacE'' ~ I : k / / / h~ _ s~ ~o k , ~ ~ x TOb 130.00 f ~ • k ` i x / / / ~ j ~ ~ v ~ V ~ ~ pit i
I ~ i ! I P OP 141,68 ~ \ ~M i ~ / RCP- ®1.07 ~ { ~ ~ Ia,• LF 42" z,;~• n nrV tii I i e ' - IN . IN 123. ~ ~ ~ n, bl ° f INV. OU~ 135.48 _ ~ / / o. CP; ®1 0%, I n n'~ ~ : 'u~ . ~ tl ~ n INV. OUT 12 INV. IN 123.73,x' I~ ~ I, c ~ / ~ / / ` ~ \ \ k ~ u~ INV. OUT 123.6'3 ~ ~;'".Y / / ~ A ~ ~ (yam r.l
` y _ - . I f w I~ ~ ~ I ~ ~ TLAND k ~ ' j' i +38 \ \ ~ ~ e J I ~rl~ ~ ;r IMPACT J~2' / ~h ~ ' e ~ \ ~ x ~ ~
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I I 11_. ~ A~1. n' I ' OU1 13~~52' I ? / TOP 132.70 ! FOB WET'AN ~`I I, II I I iU SJ I ! f ~ / _ / i ' i INV 1N 125.62 I I L D ~ L~ ~ 'l'ip ` ~i'l~`, k f e l / ~ ~ A a~ V .Y k~ ~ ~
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~ ~ ?IP i , , , ~ ~ ~ - CONTOURS SHO~ / , CENTERLINE CURVE TABLE ~ . i " . ~ ' ' ` = ~ ? ` ~ , j ~ ~ ~ / 1 \ + + + + + + + + 404 JURISDICTIONAL WETLANDS $
HOD ~ ~ ! b ~ ! \ / ~ R LENGTH , ~ CURVE LENGTH RADIUS DELTA TANGENT CHORD DIREC110N C r f ~ ~ , , ii ' %,,,r, ~ ' a~ _ ~ •if ' ~ w Z , % ~ / ~ 1 1 o
C1 210.42 400.00 3008'24" 101,70 N4218'17"E 208.00 j ~ ~ " / / I \ \ NATIONWIDE PERMIT #I4 ~ Z
161.56 400.00 85.03 545'22 26 W 166.34 ~ ' C2 24'00'06" ~ ~ / / I 1 1 ROAD CROSSING WETLANDS / /
.i6 192.20 / ! .r' s, \ x:\ \ - ! C3 208.61 150.00 79'41'01" 125 S06'28'08"E ' ` - - r , \ \ I ~ ~ ~ ; - - - _ ~ E P IMPACT 0.234 Ac. ~ OFF-SITE ,Rr,DWAY / EIP ~ N ~
C4 117.10 1020.00 634'39" 58.61 549'35'58"E 117.03 - f ~ ~ C5 93.63 520.00 10'18'59" 46.94 N38'31'52 E % ///i , / > ~ • \ ~ I ~ IMPROVEMEIVT~ ARE ~ ~ ~
232.61 i `/,i' / / %j~ i~ 5'~`~~, h~~` ~ i' ~ 600.00 ' 4" 118.55 S32'30'44"W ~ i ' ~ -t%~' NO \ ~ , I C6 234.09 22 21 1 ` f', / . / , , ; i q N s . , i,,~ ~ t \ a` / NATIONWIDE PERMIT 12 ~ ° ~ SEPEkATE C01~STRU -10N ~ \ ~ _ ~
/ Ijdl ~ ~ ' , 1 ~ 1 1~.( NT : FsS; 1,~~ ',T - ' ' / \ l UTILITY LINE CROSSING WETLANDS ~ ~ ~ DOCr~IMENTS \
1 r - ~ / \ \ IMPACT 0.08 Ac. ,v~ / / v a 8
F A71 N BY 1HE DEPARTMENT OF PLANNING AND DEVELOPMENT THAT THIS CONSTRUCTION ~\J~' ~ , ;i / i ~ ; ; / I 1 1 ~ \ ~ `°~;rk CER11 IC 0 N } r / , / f r` 1~' ~ i; r ~ 1 ~ / - ~ \ NATIONWIDE PERMIT #39
PLAT CONFORMS TO THE PRELIMINARY PLAT APPROVED BY THE CITY PLANNING BOARD 0 .DAY OF 20_ , % / ~1i /I / ~ .'i/'~.+ ~ ~ ~ /4/ I I ~ 1 , ~ \ ~F ' .f g~. T , , , ~ \ \ GENERAL IMPACTS
/ , i ~ ~/P ~ / b ~ ~ i ~ g~: ~ / _ ~l \ IMPACT 0.181 Ac. ~ I~ ~
129.2 ~j~ ~ i/p~~','//~r, ~ \ ~ \ ,r DIRECTOR OF PLANNING AND DEVELOPMENT ~ ~'%/i,r fF ~ ..i /Q ~ ~ ~ \ \ _ j
LO / 0 1 i
i n /~i i 3~ Ac. . ~ t 2. F ti0 ~ ~ \ \ I I I Z
RTIFICATION BY THE CITY ENGINEERING DEPARTMENT THAT THIS CONSTRUCTION PLAT i k f ; . ~~9-'•! ~ ~ \ ti, , CE i ~ 1 -,.,.Y 1 F• q V~,~., w
AND REQUIRED IMPROVEMENT DRAMANGS MEET THE APPROPRIATE C11Y STANDARDS. / ~ ; ~ '//;''~~;ri~i f + y~!;' Z,, i ~ \ \ / ,'~Q /y'. ` ~0 J I ,I i 1 l 4`\`~ \ f • ~ I t r /r, n1.7 yr, / \ ~
i ~ / ,~„I I
/ DIRECTOR OF ENGINEERING ~ ` ~`,M t i .r ~l I I SITE INFORMA TlON , ~ s _ . , TRACK ACREAGE 28:1 Ac,
~ L r h ~ ;r l ~ 1 ~ I;~ y: S'
4 ' R W / v :t ~ ~ y / r 2 ~ / / , l . / ~ ~I V A / ~ ~ ~ r / i 'W /4 Z C. i v ~ l . 1. F ' I NUMBER OF LOTS
/ / ' ? ~ 4~ / v / i f/ / , / , ~ v v, q ~ h;J t ~Fi ~ ~ , ry ~ s ~
- , ' I LINEAR FOOTAGE OF STREETS :....::..:...........2461:63 LF. ` I r 1~ ''a h y' I
28' FF ` y / / / / ~ a 11 1 ~ ~ I ~C \tiJA 1 :`:v . / t IMPACT 1 ~l ~ ~ t ~ T ~ v 1 1 y ~ ~,Y_., ~1 \ J ~ ~ r ARGUS DRIVE :.......:............................................:......:.....930,09 L.F. 1 i ~ , 'V_ ~ I
4 , ~ , ~ ~ J ~ / h ~1 ~ , / / e, \FM ?sF 1 i % ~ i : ~~l • I 1 ' WINSTEAD PARK DRIVE .....:.......:.:..:..:.......:.:.........1,531.54 L.F,
2" SF9.5A ASPHALT SEE DE1All FOR CURB GEOMETRY 1(- ~ ; / .I ~ ~ + 1,~ i~, \NP ~ i ~ LO / ~ 1, \r ! L~ ; r \ - \ _ 1 - , ~ , ! I ! AREA OF PROPOSED STREET R/W:......... f 2.14 Ac.
1~ 'r yr• \ ~ \ / / ~ ~ \9,r 4 :•AC', ~/l s ~ ! p \ r l.~ M M9 ~ \ J ~ I ~ a`' \ / I I ~ ZONE B 5CU
2° 825,08 I 'T , ~ ~ f.~i ~ c^ lrl \ \ ' ~i \ \ I I i 1 ~ 'ti - - I i \ I I I I I ~ , ~ \ qR \ 'r~~s ~ I r TOWNSHIP ::......................:..::.....:::............::....:..::.:.:...........STONY CREEK
P AN 10" CABC - - \ 154.8 / / / ~ +1 . i ~ \2~.. \ i ~ \ \ J , SEE SITE L ti x , / + + ~ r~ , I ~ ~ , ~ \ 1 16 Ac, ' FOR SIDEWALK I / ~ ~ .3 ~ 1/ 1 T + I ~ r
2' MIN. COMPACTED SUBGRADE -PREPARE / f + l,~ ~ N Y~ .r , \ \ , LOCATION. PLANTING + + + + ~ , ~ ~ 1, ~ \?p,. - N,..~•v/ J~ ` \ _ 4C 5 F ~ ~ , "m,, , ~A I} + , ~ ~ ~ MINIMUM BUILDING SETBACKS
STRIP IN ACCORDANCE WITH GEOTECHNICAL / i ~ ~ ~ , ~ , ~ / REPORT, IF AVAILABLE.'
` ~ 1 ~ ,,:r ~ r ~ rn \ \ ~ I I ~ / I FRONL' ........:.:.::....:..............:.:..:::.....::....:..............................25 11 Ili ~ 1 I
CURB CROSS SECTI + + + + + + + + + + _ s~ STANDARD 30 t \ / y 9` SIDE \ f 'a~•. I I REAR :...........::....:..:.....:..........::....:.........................................10
NOi TO SCALE p / + + + + + + t ~ + + + I+ ~ m ~ ~'~.l \ \ \ / - I I \ 1 I 1 + ~ \ f ! I I ` \ \ SIDE STREET :......::.:..:.:::.:...........................................:...12.5
1 \ i t K\ ~ l ti I`` 11 \ \ ~ N
_ ~ ~ ~ \ i JI I i I / ~ + + ~ I 1 l \ ~ \ AREA DISTURBED f 3.5 Ac. \ ~ ~I > 1 y l~ ~1 1 \ \ \ 1 \ \ ? • I I ~ + + , + , \ 1 I I \ Nosh Count Tax Ma No. 384113121180
THE FOLLOWING ARE THE ~ + + ; ~ ~ \ ~ , \ ° ( fir i ! ! r l \ 1 ~ \ \ 1 I Y P OFF _.._-~~e~ I III i t~ I 1 \ 1\ 11
CONDITIONAL USES ADOPTED. ; ~ ; ~ \ ~ N / , `1 Ir \ \ 11 !q : + + « + + 1 \ !~I ~ FLOOD PANEL MAP .:..................:............3100923841 J ` ~ `~/s sF I I ~ + + + +1 + + I \ 1 ~ ~ ~I I
1. NO DRIVEWAYS OR ENTRANCES WILL BE PERMITTED / / r / ~ + + + + +1 . ~ ,u ~ I / 1 7 ' . S ~ e I U~ r I I,~ / ; + t,„±++++++~, + I \ 1 + I I III I ~ STREET NAME -STOP SIGN COMBINATION
/ 2 ~ ON U.S. HWY. 64 BY-PASS, N. WINSTEAD AVE., OR ~ / , / / ' x + + + Y ~ ~+~a I I i / rl,~ ~ / _tm_ _ `I + 1 •o' III I + + + + ) ~ I I , , STREET LIGHTING (M250A, 100 WATTS)
R AD OTHER THAN PUBLIC STREETS. ~ / / / \ ~ N B I E ENGLISH 0 / : ~1 / r ~ + . , . ~ L~ T 1 ~ :.y , r~, I + / 1I , i~ / \ ~ I I J r /~I ~ f l ~ : '4+++ + I 1 \ I I ) / Y y CATCH BASIN, PIPE do FLARED END C~"'~
I N THE SITE h f ~ ~ a + t +z. o ~ `.'l"a ~ 2. ANY OUTSIDE STORAGE OF COMMERCIAL COMMOD TIES 0 ~ , o , \ \ + + + ~.~1 ~ , ~.-~~~2 ~ J / ~ . , ~ _ n_ _ _ n-- - - - - -4~-' - ~ = I 1 t~ /d ~ + + + + + + + + + ~ I o' I I / d 1 I SECTION W RIP RAP OUTLET PROTECTION
/ R N D F VISUAL VIEW FROM ENGLISH ROAD BY NEW / / ~ ~ ~ 1 ' + + \ l + a.~s~ ; *,~F-~ , ~ - SHALL BE SC EE E 0 ~ / , i ~ l / i;; ~ ~ + i+ + + +-•~.~~~b 1 ~ I I , ~ + + + + ~ \ / I I ca--~ SANITARY SEWER LINE do MANHOLES 1 1 I r l l I t+++++++~ ~ ~ I 1 /
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