20031005 Ver 1_COMPLETE FILE_20030813

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O?O? W ATF-RQG
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Michael F. Easley, Governor
William G. Ross; Jr., Secretary
North Carolina Department of Environment and Natural Resources
?i
A?, =Alan ek, P.E., Director
DtyD of Water Quality
AP t
March 28, 2005 DENR r; i I`rv
1RfVGSANa ; ?r i jR BLANCH
BVT Real Estate Development/ Institutional Investments, Inc.
Attn: Mr. Michael Sauer
3350 Riverwood Avenue, Suite 1500
Atlanta, GA 39339
Subject: Notice of Violation
401 Water Quality Certification
Falls Village Townhomes, Falls Village Shopping Center
Falls of Neuse Road, Raleigh
DWQ Project No.
Wake County
Dear Mr. Sauer:
A site visit was made to the subject stormwater management facility on February 21, 2005 by R. Todd
Rall, City of Raleigh, and Ken Schuster, Division of Water Quality. The purpose of the visit was to observe the
operational status of the constructed wetland.
This Office is concerned with the apparent lack of maintenance of the constructed wetland facility at the
subject Falls Village location. Little to no vegetative plants were in place as required by the plans and mostly
barren earth was observed on the floor of the wetland basin. The outlet riser had a piece of scrap wood inserted
into one of the outlet holes, thereby hindering the designed purpose of the structure.
The Approval of the 401 that was issued September 12, 2003 requires that the constructed wetlands
operate as designed. Condition Number 4 of General Water Quality Certification Number 3402 requires that the
structural stormwater practices as approved by the Wetlands Unit as well as drainage patterns must be
maintained in perpetuity. The lack of maintenance is a violation of this Certification.
Violations of water quality approvals, statutes, and regulations are subject to the assessment of civil and
criminal penalties. The failure to provide adequate maintenance and upkeep could result in the assessment of
fines in an amount of up to $25,000 per day per violation. This office requests that you respond within 10 days
of receipt of this letter as to what is planned in order to remedy the violations.
Sincerely
Kenneth Schuster, P.E.
Surface Water Protection Supervisor
Cc: City of Raleigh, R Todd Rall, City Engineering Department
N A? Carolina
awra!!y
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Internet: h2o.enr.state.mus 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
QG Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
June 17, 2004
DWQ Project No. 031005
Falls Village Townhomes
Wake County
Mr. Donald A. Sever, P.E., Project Manager
Chas. H. Sells, Inc.
15300 Weston Parkway, Suite 106
Cary, North Carolina 27513
Subject: Stormwater Management Plan
Dear Mr. Sever:
The Wetlands Unit staff has reviewed the stormwater management plans as well as the
Operation and Maintenance Agreement for the Falls Village Townhomes project. We
understand that the vertical grades around the existing bioretention area does not allow
stormwater to enter. Your stormwater management plan,'dated April 22, 2004, addresses this
deficiency.
The Division of Water Quality is satisfied that the plans submitted are sufficient to satisfy the
conditions of the September 12, 2003 Water Quality Certification as long as the stormwater
management plans meet or exceed the all of the design requirements specified. This condition
applies unless more stringent requirements are in effect from other state water quality
programs.
• The facilities must be designed to treat the runoff from the entire project, unless
otherwise explicitly approved by the Division of Water Quality.
• Before any permanent building or other structure is occupied at the subject site, the
facilities (as approved by the Wetlands Unit) shall be constructed and operational,
and the stormwater management plan (as approved by the Wetlands Unit) shall be
implemented.
• The structural stormwater practices as approved by the Wetlands Unit as well as
drainage patterns must be maintained in perpetuity.
• No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
If you have any questions or would like to discuss this project, please contact Ms. Cynthia Van
Der Wiele at 919.715.3473 or Mr. John Dorney at 919.733.9649
Sincerely,
cc: DWQ Raleigh Regional Office
File Copy
4?A4ney, Man ger
1/Wetlands Unit
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
TFR?
G
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
June 7, 2004
DWQ Project No. 031005
Falls Village Townhomes
Wake County
Mr. Donald A. Sever, P.E., Project Manager
Chas. H. Sells, Inc.
15300 Weston Parkway, Suite 106
Cary, North Carolina 27513
Subject: Stormwater Management Plan
Dear Mr. Sever:
The Wetlands Unit staff has reviewed the stormwater management plans as well as the
Operation and Maintenance Agreement for the Falls Village Townhomes project. We
understand that the vertical grades around the existing bioretention area does not allow
stormwater to enter. Your stormwater management plan;;dated April 22, 2004, addresses this
deficiency.
The Division of Water Quality is satisfied that the plans submitted are sufficient to satisfy the
conditions of the September 12, 2003 Water Quality Certification as long as the stormwater
management plans meet or exceed the all of the design requirements specified. This condition
applies unless more stringent requirements are in effect from other state water quality
programs.
• The facilities must be designed to treat the runoff from the entire project, unless
otherwise explicitly approved by the Division of Water Quality.
• Before any permanent building or other structure is occupied at the subject site, the
facilities (as approved by the Wetlands Unit) shall be constructed and operational,
and the stormwater management plan (as approved by the Wetlands Unit) shall be
implemented.
• The structural stormwater practices as approved by the Wetlands Unit as well as
drainage patterns must be maintained in perpetuity.
• No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
If you have any questions or would like to discuss this project, please contact Ms. Cynthia Van
Der Wiele at 919.715.3473 or Mr. John Dorney at 919.733.9649
cc: DWQ Raleigh Regional Office
File Copy
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/nowetiands/
Sincerely, .
TRANSMITTAL
CHAco. H. SELLS, INC.
15300 Weston Pkwy, Suite 106, Cary, NC 27513
Phone: [phone]
Fax: [phone]
To: Bob Zarzecki Date:
WETLANDS/ 401 GROUP
APR 3 0 2004
WATER (QUALITY SECTION
April 26, 2004
Company: Division of Water Quality Project Townhomes at Falls Village
Address: 2321 Crabtree Blvd, Ste 250 Project # 03437
Raleigh, NC 27604-2260 Re: Plan Set for Review .
FOR YOUR:
0 Approval ? Use ? Information 0 Review & Comment ? Record ? Distribution
WE TRANSMIT THE FOLLOWING:
COPIES DATE DESCRIPTION
7 04-19-04 Sheets C1, C2, C3, C4, C4.1 AND C 4.2
REMARKS:
Bob,
This is the plan we talked about last week. You said you would need 7 copies.
Thanks,
Will Ferrell, Project Engineer
CC: File, Don Sever
15300 Weston Parkway, Suite 106, Cary, NC 27513 Phone: [phone] Fax: [phone]
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CHAS. H. SELLS, INC.
April 22, 2004
Mr. John Dorney
Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
SUBJECT: Falls Village Townhomes
DWQ Project No. 03-1005
CHS PROJECT NO. 03437.002
City of Raleigh, Wake County
Dear Mr. Dorney:

PRINCIPALS
STEVEN W. SMITH, P.E.
SUSAN K. FASNACHT, P.E.
MOSE D. BUONOCORE, P.E.
THOMAS NOVELLINO, C.P
SENIOR ASSOCIATES
PHILIPPE BOUSADER, P.E.
SCOTT W. DUNCAN, C.P.
NAOMI ISAACS
DAVID A. WEBBER, P.L.S.
ASSOCIATES
C. ROSS MASSEY, P.E.
DAVID K. BRUBAKER, P.L.S.
On September 12, 2003, we received a conditional approval letter for the project stating
that a stormwater management plan shall be approved in writing by your office before
any impervious cover is installed within the project area. The project is located off Falls
of the Neuse Road road in the city of Raleigh. Attached please find three copies of the
storm water plan for the proposed townhome project.
To summarize the project, there was correspondence with your office last summer
regarding the elimination of an office building and constructing townhomes in its place
which your office had approved. There is an existing bioretention area that was
designed to cover this location, but proposed vertical grades do not allow for the storm
water to enter into this bioretention area. This plan has a new bioretention device to
handle the additional storm water runoff.
We had some preliminary discussions with Mr. Bob Zarzecki of your office and he
thought what we are proposing looks acceptable. He stated the review of the
stormwater management plan falls under your jurisdiction.
Please call me to discuss any questions you may have on the above matter.
ley
?c70
15300 Weston Parkway • Suite 106 • Cary, NC 27513 • Tel: [phone] • Fax: [phone] • www.chashsells.com
AN EQUAL OPPORTUNITY EMPLOYER, M/F
April 22, 2004
Mr. Dorney
Division of Water Quality
Page 2 of 2
Sincerely,
Chas. H. Sells, Inc.
Donald A. Sever, P.E.
Project Manager
Enclosure:
CC: Michael G. Sauer, BVT Real Estate Development
Andrew latridis, iARC Design
Bob Lappas, Lappas & Havener
Ross Massey, ChasHSells
VAProjects\Sells Projects\03437 Falls Village Townhomes\correspondense\03437_DWQ_04_21_04.doc
W ATFR Michael F. Easley, Governor
Q William G
R
J
G
y .
oss
r., Secretary
North Carolina Department of Environment and Natural Resources
. I Alan W. Klimek, P. E. Director
{? 'C Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
September 12, 2003
DWQ Project No. 03-1005
Wake County
Page 1 of 2
BVT Real Estate Development / Institutional Investments, Inc.
Attn: Mr. Michael Sauer
3350 Riverwood Avenue, Suite 1500
Atlanta, GA 30339
Subject Property: Falls Village Townhomes, Falls Village Shopping Center, Falls of Neuse Rd., Raleigh, NC
UT to Mine Creek [03-04-02, 27-33-14, C NSW (nutrient sensitive)]
APPROVAL of 401 Water Quality Certification and Major Variance Approval per the Neuse River Buffer Protection
Rules (15A NCAC 2B .0233) with ADDITIONAL CONDITIONS
Dear Mr. Sauer:
You have our approval, in accordance with the attached conditions and those listed below, to place fill within or
otherwise impact 300 feet of intermittent stream and 0.69 acres of protected riparian buffers for the purpose of
constructing the proposed residential townhome community at the subject property, as described within your application
dated September 12, 2003. After reviewing your application, we have decided that the impacts are covered by the N.C.
Division of Water Quality (DWQ) General Water Quality Certification Number(s) 3402 (GC3402). The Certification(s)
allows you to use Nationwide Permit(s) 39 when issued by the US Army Corps of Engineers (USACE).. In addition, you
should obtain or otherwise comply with any other required federal, state or local permits before you go ahead with your
project including (but not limited to) Erosion and Sediment Control and Non-discharge regulations. Also, this approval
will expire when the accompanying 404 permit expires unless otherwise specified in the General Certification.
In addition, the DWQ has evaluated your proposed modifications to the Major Variance approved by the Environmental
Management Commission (EMC) on July 22, 1999 for the Falls Village Shopping Center as required under the
"Recommendation to Modify the Major Variance Request Procedures" approved by the Water Quality Committee of the
EMC on February 12, 2003. The DWQ had determined that the modifications as proposed within your application meet
all of the conditions required to authorize the DWQ to approve modifications to the previously approved Major Variance.
As such, the DWQ approves (by copy of this letter) the proposed modifications described within your application.
This approval is only valid for the purpose and design that you described in your application. If you change your project,
you must notify us and you may be required to send us a new application. If the property is sold, the new owner must
be given a copy of this Certification and approval letter and is thereby responsible for complying with all conditions. If
total fills for this project (now or in the future) exceed one acre of wetland or 150 linear feet of stream, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions fisted in the attached certification and any additional conditions listed below.
Conditions:

stormwater Management - An additional condition is that a final, written st
roved inn9 this ormwater management plan shall be
feted before Off ice any impervious cover is installed within the project area (site grading and fill can be
-,water ma'
stormwater management p/an is approved by the DWQ) per Condition No. 4 in GC No. 3402.
moment plan must include plans and specifications for stormwater management facilities that are
C Sll d N?%Watsrs classified as C NSW" and designed to remove 85%
IMWatet Best Management Practc es Manual. These f cSiS scmust b tdesi9ed to recent
t
f1 C /? Ana Division of Water Quality, WETLANDS / 401 UNIT
165'bQ? Blvd., Raleigh, NC 27604-2260 (Location)
O Mal Service Center, Raleigh, NC 27699-1650 (Mailing Address)
1. Conservation Areas - No impacts shall occur to buffers or streams within the conservation areas conditionally required
under the origini variance and Certification approval.
Page 2 of 2
the runoff from the entire project, unless otherwise explicitly approved by the Division of Water Quality. Also, before
any permanent building is occupied at the subject site, the facilities (as approved by this Office) shall be constructed
and operational, and the stormwater management plan (as approved by this Office) shall be implemented. The
structural stormwater practices as approved by this Office as well as drainage patterns must be maintained in
perpetuity. No changes to the structural stormwater practices shall be made without written authorization from the
Division of Water Quality. All stormwater shall be treated by the existing constructed wetland unless otherwise
explicitly approved by the DWQ.
3. Deed Notifications - Deed notifications or similar mechanisms shall be placed on all properties and lots with
retained jurisdictional wetlands, waters and protective buffers in order to assure compliance for future wetland,
water and buffer impact. These mechanisms shall be put in place prior to impacting any wetlands, waters and/or
buffers approved for impact under this Certification Approval and Authorization Certificate. You can obtain a copy
of a sample deed notification from our web site or by contacting the DWQ.
4. Certificate of Completion - Upon completion of all work approved within the 401 Water Quality Certification or
applicable Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality, 1650 Mail Service
Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in criminal and/or
civil penalties. This Certification shall become null and void unless the above conditions are made conditions of the
Federal 404 and/or coastal Area Management Act Permit. This Certification shall expire upon expiration of the 404 or
CAMA permit.
If you do not accept any of the conditions of this Certification or variance approval, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written
petition, which conforms to Chapter 150B of the North Carolina General, Statutes to the Office of Administrative
Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final and binding unless
you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act and the
Neuse riparian buffer protection rule as described within 15A NCAC 2B .0233. If you have any questions, please
telephone John Dorney at 919-733-9646 or Bob Zarzecki at 919-733-9726.
Attachments: Certificate of Completion
GC 3402
Cc:
bz
Andrew latridis, iARC Design, 417 N. Boylan Ave., Raleigh, NC 27603
Robert W. Emerson, RLA, Lappas + Havener, PA, PO Box 2625, Durham, NC 27715 (FAX [phone])
USACE Raleigh Regulatory Field Office
Steve Mitchell, DWQ Raleigh Regional Office
File Copy
Central Files °WQ # 031005
Date: September 12, 2003
Sincerely,
z
' i
i ARC design
417 N. Boylan Ave,
Raleigh, North Carolina 27603
919.834.1014
Fax Transmittal
Date: 9.12.2003
To: Bob Zarzecki
Fax No.: 733 6893
# Pages: 2
From: Andrew latridis
cc. Rob Emerson
Bob,
Please find signed form from Michael Sauer with BVT as was
requested.
Thank You for your time and help.
Andrew latridis
T'd STOTb68616 U21saa ONd T Wd92:2 6002 21 dag
jf buffer mitigation is required, please discuss what type of mitigation is proposed (i.e„ Donation
of Property, Conservation Easement, Riparian Buffer Restoration I Enhancetncn', Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropri0a information as-
_. ..identified within 15A NCAC,2B .0242 or .0260.
NIA
X1. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed). versus total ac ge on the site.
Discuss stormwate:r controls proposed in order to protect surface wat7and wetlands
downstream from the property.
Please see attachment,
XU. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (nc)ca sclLiae}_oL
wastewater generated from the proposed project, or available capacity of the Su j'ect facility.
XHL Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.'()500) or any iBufffer Rules?
f
Yes No
Is this an after-the-fact permit application?
Yes ? No ?
XIV. Other Circumstances (Optional):
It is the applicant's respongbility to submit the application sufficiently in dvaaee of desired
construction dues 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 (c.g., draw-down schedules for lakes, dates associated wi . Endangered and
Threatened Species, accessibility problems, or other issues outside of the applkant's control).
ApplicautlAgent's Signature Do
(Agent's signatare is valid only if an authorization letter from the applicant is
Pagc 12 of 12
2-d ST0Tf'686T6 U2TS9a ONU T
}
WdB2:2 6002 ZT JOS
09/12/2003 14:50 8565855 ENGINEERING PAGE 03
Wake County's sedimentation pollution control program is performance oriented, requiring protection of
the natural resources and adjoining properties. If at any time during this project it is deterniined that the Erosion and
Sedimentation Control Plan is inadequate to meet the requirermexxts of the Erosion and Sedimentation Control
Ordinance of Wake County , this office may require revisions in the plan and its implementation to ensure
compliance with the Ordinance- Also, please consider this letter as notice in accordance with the requiremeuts for
ADnrov_al_of Plans Section 4(8), this office may require revisions in the plan and its iuTlementation to ensure
eorWhance with the Ordinance.
Please note that this approval is based in part on the. accuracy of the iuforrnation provided concerning
financial respousibility. You are requested to file an amended Financial Responsibility Form if any changes become
necessary,
Your cooperation is appreciated and we look forward to working with you on this project. If there are any
questions, please do not hesitate to- contact this office.
Sincere ,
F. M Go?x?$5?6-`75 8
Fnvix tntal Engineez/Planner I
cc:Stancil & Associates, P.L.S., P,A_
Mr. John. Doruey, P.E.
Mr. Ken Schuster, P.E.
I P,
Lappas + Havener, PA
L A N D S C A P E A R C H I T E C T S
Record of Transmittal
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PA The Power House 300 Fuller Street Durham, NC 27701 Ph 919.419.1199
www.lhpa-nc.com PO Box 2625 Durham, NC 27715 Fx 919.419.1669
Lappas + Havener
L A N D S C A P E A R C H I T
September 3, 2003
Mr. Robert Zarzecki
NCDENR, Division of Water Quality
401 Wetlands Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: Falls Village Townhomes
(USACE Action ID #200320935)
Dear Bob,
f
" 114491
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As requested, we are providing supplemental information regarding proposed modifications to
the Major Variance from the Neuse River riparian buffer rules that was granted for the
renovation of the Falls Village Shopping Center in July 1999. Please also refer to our previous
correspondence, dated August 11, 2003 (Attachment `A'). The following narrative addresses the
three findings of fact required by the Environmental Management Commission in order to
approve the changes.
1. Practical Difficulties or Hardships
The owner of the property began the shopping center renovation project with the
understanding that he would be allowed to develop the 3.99-acre parcel in the northwest
portion of the site. The approved plans showed a large office building and surface parking lot
on the parcel, with total stream impacts of approximately 450 linear feet. The first phase of
construction did not include the office building site, and affected only about 100 linear feet of
stream channel. Changes to the real estate market have made the office building project less
economically viable. As a result, the developer has rezoned the site for residential use, and
plans to construct as many as 29 townhome units there.
Because the remaining channel segment bisects the undeveloped parcel from east to west,
strict adherence to the riparian buffer protection requirements, including a 100' setback on
both sides, would leave only 0.6 acres of buildable area. This would allow construction of
only one or two townhomes, which would not be financially feasible. Economic hardship
would be created for the property owner by restricting his ability to reasonably develop the
remainder of the site.
PA The Power House 300 Fuller Street Durham, NC 27701 Ph 919.419.1199
www.lhpa-nc.com PO Box 2625 Durham, NC 27715 Fx 919.419.1669
Lappas + Havener, PA
L A N D S C A P E A R C H I T E C T S
2. General Purpose and Intent of the Riparian Rules
The primary purpose of the Neuse Riparian Rules is to improve water quality by reducing the
amount of nitrogen reaching the Neuse River and its tributaries. The development of
townhomes on this site will contribute to those efforts by treating all runoff from the site in
constructed water quality devices (most likely using existing constructed wetlands), and
through preservation of the Neuse Riparian Conservation Easement that was dedicated prior
to the first phase of construction.
3. Public Safety and Welfare, and Preservation of Water Quality
Water quality and public welfare will be immediately improved by the removal of an unstable
and eroded remnant channel, eliminating the downstream siltation that often occurs during
intense storm events. Upon approval of the modifications, the channel will be immediately
filled and the area fine graded and stabilized, using Best Management Practices to minimize
erosion and sedimentation.
As the design of the townhome development is finalized, a detailed Stormwater Management
Plan will be submitted to the DWQ, demonstrating full compliance with the conditions of the
Major Variance and the Neuse Rules regarding nitrogen loading. Runoff from the townhome
site will be collected with catch basins and curb inlets and conveyed to constructed water
quality device(s) via gravity sewers. The existing wetland basin south of the site was
designed to treat the stormwater from the entire shopping center development, including a
large office building and surface parking lot on the 3.99-acre parcel. Although the
townhomes will likely comprise considerably less impervious surface, the existing basin may
be situated too high topographically to accept gravity flow from the lower-lying parts of the
site. A new device may be needed to treat some or all of the runoff, and is shown on the
enclosed preliminary sketch site plan (Attachment `B'). Detailed design calculations and
final plan layout will be included in the Stormwater Management Plan.
Please do not hesitate to call if you have any questions or require any additional information. We
appreciate your attention to this matter.
Sincerely,
Robert W. Emerson, RLA
Lappas + Havener, PA
PA

Lappas + Havener
L A N D S C A P E A R C H [ T
August 11, 2003
Mr. Bob Zarzecki
NCDENR - Division of Water Quality
401 Wetlands Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
PA
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,,?J`j ry
Re: Falls Village Townhomes
Action ID #199920599 and #200320935
Dear Mr. Zarzecki,
Please find enclosed a completed Pre-Construction Notification Application Form for the above
referenced project, and a check for the $475 review fee. As we discussed on the telephone,
previous permits authorized 590 lineal feet of stream impacts as part of the first phase of the
shopping center expansion. That phase was completed in 2001, with only 230 if of the upstream
channel actually being filled. The owner wishes to proceed with the second phase of the project,
and is requesting that a new 401 permit be issued, authorizing the filling of the remaining on-site
segment of the former stream channel (approx. 3501f).
Although the runoff from shopping center site has been diverted to an adjacent engineered basin,
the remnant swale continues to collect and hold stormwater. In severe events, the eroded channel
floods neighboring downstream properties with silt-laden runoff. The owner hopes to improve
this situation immediately by filling in the remaining segment of the channel. The USACE has
issued a 404 Permit authorizing the impacts under Nationwide Number 39, and the City of
Raleigh has approved the grading plan for the fill operations, contingent upon approval from
DWQ.
As you may be aware, the northwestern portion of the site was recently rezoned from Shopping
Center to R10, and the owner intends to develop a portion of the area as twnhomes. Please see
the enclosed preliminary sketch plan showing the proposed layout. The development will
comply fully with all conditions spelled out in the Approval Notification Letter from your office
dated August 8, 1999, the variance issued by the NC Environmental Management Commission
on July 22, 1999, and the ordinance (2003-444 ZC 536) adopted by the City Council in rezoning
the site. Please note in particular that no structures will be located in either the Neuse River
Conservation Area or the 100' natural buffer yard along the northern property line.
PA The Power House 300 Fuller Street Durham, NC 27701 Ph 919.419.1199
c A.lhpa-nc.com PO Box 2625 Durham, INC 27715 Fx 919.419.1669
Lappas + Havener, PA
L A N D S C A P E A R C H I T E C T S
Given that no new impacts are proposed beyond those previously authorized, and that this
residential project will create far less impervious surface than the (previously approved) shopping
center addition would have, we are hopeful that your office will quickly approve this request and
issue a new permit. We very much appreciate your time and assistance. Please do not hesitate to
call if you have any questions or concerns.
Sincerely,
Robert W. Emerson, RLA
Lappas + Havener, PA
PA
.t9.4
Office Use Only: ''Z
PF'orm ve 2002
USACE Action ID No. 200320935 DWt No.
(If any particular item is not applicable to this project, please enter "Not Applica WUA".)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ? 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: 39 (,Already qpproved)_
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: ?
II. Applicant Information
1. Owner/Applicant Information
Name: BVT Real Estate Development/Institutional Investments Inc
Mailing Address: 3350 Riverwood Avenue
Suite 1500
Atlanta, GA 30339
Attn: Mr. Michael Sauer
Telephone Number:_ [phone] Fax Number: [phone]
E-mail Address: msauer(a-),b corn
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: Andrew Iatridis
Company Affiliation:_ iARC Design
Mailing Address: 417 N. Boylan Ave.
Raleigh NC 27603
Telephone Number:- [phone] Fax Number: [phone]
E-mail Address: andrew(i6arcdesign.com
Page 5of12
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: Falls Village Townhomes
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 1717.13-03-7607
4. Location
County: Wake Nearest Town:_ _ Raleigh
Subdivision name (include phase/lot number): Falls Village Shopping Center .
Directions to site (include road numbers, landmarks, etc.):_ Behind shopping center, at the
intersection of Falls of Neuse Road and Hunting Ridge Road.
5. Site coordinates, if available (UTM or Lat/Long): 35°52'30" N, 78°37'30"E
(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): 3.19 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Mine Creek
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at hql?://h2o.enr.state.nc.us/admin/mAps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Please see attachment.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used:
Please see attachment.
11. Explain the purpose of the proposed work:
Please see attachment.
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.
Please see attachment.
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.
No future permit requests are anticipated at this time
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
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Provide a written description of the proposed impacts: Fill approximately 350 lineal
feet of del?raded remnant stream channel Watershed upstream was previously diverted to
adjacent constructed wetland basin.
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***

Last eacn impact separateiy and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
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://www.fema.pov.
*** 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). m
List the total acreage (estimated) of all existing wetlands on the property: N/A
Total area of wetland impact proposed: N/A
3. Individually list all intermittent and perennial stream impacts below: Qo,
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?
lease s ecify)
1 clear, grade, fill 350 UT -Mine Creek 10-12' Perennial

h k,-
LLD-
F List each impact separately and identity temporary impacts. Impacts include, but are not limited to: culverts and associated rip-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
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: r350li eal feet
Page 8 of 12
x
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 ofWaterbody

(if applicable)
Type ofWaterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* 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.): Wetlands basin previously constructed as part of
phase 1 work.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Water quality, stormwater detention
Size of watershed draining to pond: 33.4 Ac Expected pond surface area:
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.
Please see attachment.
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.
Page 9 of 12
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.
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.
Please see attachment.
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 htip://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
-Does the project- involve. an expenditure of._public_ (federal/state) funds. or the use of_public.
(federal/state) 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 2B .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.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
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.- -
N/A
XI. 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.
Please see attachment.
XII. 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.
Sewers will discharge b avity to existing 8" DIP public sanitary sewer main
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No ?
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).
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Pre-Construction Notification Attachment
III. Project Information
Page 1 of 2
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 consists of a 3:I9=acre parceq-iri the-northwestern portion of -the Falls- - - - _-----
Village Shopping Center property, at the intersection of Falls of Neuse Road and
Hunting Ridge Road. The parcel is bounded by the existing shopping center to
the east, a constructed stormwater basin to the south, a Neuse River Conservation
area to the west, and single-family residential areas to the north.
10. Describe the overall project in detail, including the type of equipment to be used:
The proposed project will consist of nine multi-story townhome buildings,
comprising twenty-four total units for sale. The buildings will be arranged
somewhat formally on a looped private street, with vehicular access gained only
from the shopping center (east) side. In initial grading operations, approximately
0.9 acres of existing vegetation will be cleared, and the remnant drainage swale
will be filled using imported materials. Heavy equipment will be utilized for the
clearing and grading operations, and traditional sedimentation and erosion control
measures will be employed in accordance with the State Best Management
Practices. A testing agency will be employed throughout the fill operations to
ensure adequate soil bearing capacities.
11. Explain the purpose of the proposed work.
The purpose of the initial grading work is to prepare the undeveloped portion of
the site for construction and to address concerns raised by neighbors about silt-
laden runoff from the existing degraded channel. The development of this portion
of the site is an integral and financially critical component of the larger shopping
center redevelopment project, the first phase of which was completed in 2001.
IV. Prior Project History
...Describe previously approved wetland, stream, and buffer impacts, along with associated
mitigation, (where applicable)...
07/22/99 - Variance from Neuse riparian buffer rules issued by NC
Environmental Management Commission.
08/08/99 - Approval of 401 Water Quality Certification, listing three conditions:
Creation of Conservation Easement, Stormwater Management Plan, and
Compliance with Variance.
01/04/00 - Nationwide Permit No. 26 issued (USACE Action ID 199920599),
authorizing filling of 590 lineal feet of stream channel.
06/18/03 - Nationwide Permit No. 39 issued (USACE Action ID 200320935),
authorizing filling of 350 lineal feet of stream channel.
Pre-Construction Notification Attachment Page 2 of 2
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts ... Also discuss how impacts
were minimized once the desired site plan was developed.
The shopping center property is located in a heavily developed urban
environment and is somewhat irregularly shaped with respect to the adjacent
roadways. The shopping center was originally developed prior to the creation of
the Neuse Riparian rules, and the ability to expand and improve the development
was critical to the financial feasibility of the project. It was not determined to be
viable to upgrade the site without impacting the existing tributary.
Impacts were minimized during the design of the shopping center expansion and
the townhome project by establishment of conservation areas and buffers.
Residential density was sacrificed (net loss of 5 residential units) from the original
target of 29 townhomes, in order to maintain the integrity of the conservation
areas.
VIII. Mitigation
1. Provide a brief description of the proposed mitigation plan....
.No mitigation is proposed as part of this project. An engineered wetland was
designed and built to treat the runoff for the entire shopping center site as part of
the initial shopping center expansion. That basin will remain in place, and will be
unaffected by this project.
XI. Stormwater
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.
With the exception of an existing asphalt path, the 3.19-acre parcel is almost
entirely unpaved. However, the adjacent engineered wetland was designed to
accommodate the runoff from a commercial development on this site. The
townhome development will have roughly half as much impervious surface as the
approved commercial development on the same site would have.
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Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, PE, Director
Division of Water Quality
Recommendation to Modify the Major Variance Request Procedures
Division of Water Quality Staff
February 12, 2003
In December of 2002, the Water Quality Committee (Committee) approved a modification to a major variance that was
initially approved by the Environmental Management Commission in May of 1999. The Committee stipulated that Staff
has the authority to approve future modifications to the variance if certain conditions are met. In addition, the Committee
instructed Staff to present draft conditions that if met will allow Staff to approve modifications to all previously approved
major variances.
For any variance request, the Division of Water Quality (Division) or delegated local authoNty-is required to make a finding.
of fact as to whether the following conditions have been met:
1. There are practical difficulties or unnecessary hardships that prevent compliance with the strict letter of the
riparian buffer protection requirements;
2. The variance is in harmony with the general purpose and intent of the State's riparian buffer protection
requirements and preserves its spirit; and
3. In granting the variance, the public safety and welfare have been assured water quality has been protected, and
substantial justice has been done.
The Division or delegated local authority presents its preliminary findings to the Committee (who was delegated the
responsibility from the Environmental Management Commission in February of 1999). The Committee determines if it
agrees that the requirements for granting a variance have been met. Upon the Committee's approval the Division or
delegated local government issues a final decision granting the major variance.
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
Page 2 pfy2
The variance approval is typically for a specific site plan. It has been the Staff's policy that any modifications (no matter
how small) to an approved site plan will require approval by the Committee. The Committee has instructed Staff to draft
conditions for their approval that if met will allow Staff to approve modifications to previously approved major variances.
The following conditions are hereby approved by the Water Quality Committee of the N.C. Environmental Management
Commission that if met (as determined by Staff) shall authorize Staff to approve modifications to previously approved
Major Variances. If Staff determines that these conditions can not be met, then the proposed modifications shall require
approval by the Committee.
Conditions:
1. The modifications do not change the original preliminary findings that all of the requirements for a Major Variance
.have been met pursuant to. 15A NCAC 02B.0233(9)(a), 15A NCAC 02B .0243(9)(a) and 15A. NCAC 02B
.0259(9)(a);
2. The modifications do not result in additional impacts (either direct or indirect) to buffers or water quality;
3. The basic purpose of the project is unchanged; and
4. The modifications comply with the specific conditions or stipulations required under the original variance approved
by the Water Quality Committee as per 15A NCAC 02B .0233(9) (c) (ii), 15A NCAC 02B .0243(9) (c)(ii) and 15A
NCAC 02B.0259(9)(c)(ii).
Signed:
Date:
Dr. Charles H. Peterson, Chair
Water Quality Committee
N.C. Environmental Management Commission
imap://bob.zarzecki %40dwq.denr.ncmail.net @ cros.ncmail.net:143/fe...
of .
Subject: RE: Falls Village
From: "Bob Lappas" <[e-mail]>
Date: Wed, 20 Aug 2003 09:10:13 -0400
To: "'Bob Zarzecki"' <[e-mail]>
Thanks. See you then.
-----Original Message----- ..
From: Bob Zarzecki [maiito:[e-mail]]
Sent: Tuesday, August 19, 2003 1:40 PM
To: Steve Mitchell; John Dorne dot. ]o_hrr -Bob=-I
Subject: Re: Falls
All: Plan to mee m on Thursday, August 28th at our office (Parkv' 2321
Crabtree Blvd.). _
Bob: Be prepared to at least conceptua y discuss t e stormwater management plan for the
site and also the phased construction.
- Bob
Steve Mitchell wrote:
27 and 28 work for me. When & where?
Bob Zarzecki wrote:
John, 'Dodd & Steve:
Bob Lappas has submitted an application for a NW39. They are proposing
to modify the proposed development at Falls Village from what was
approved in the original Major Variance. The modifications include
changing the original office complex to residential townhomes. They
are
not proposing any impacts beyond those proposed within the Major
Variance. However, it is not clear how they intend to handle the
stormwater from the development. The original variance required that
all stormwater go to the constructed wetland, but this may not be
possible due to site elevations (without pumps anyway). I recommended
approval of their request with the condition that a Stormwater
Management Plan be approved by the DWQ prior impacting the stream and
buffers. They would like to discuss an option that would allow them to
fill the stream and buffers before they get stormwater plan approval.
Please check your schedules. I'm guessing that we'll need about an
hour. Below are some dates and times that currently work for me.
Other
dates and times may work but I'll need to play with my schedule.
- Bob
Fri 8/22 (all day)
Weds 8/27 (all day)
Thurs 8/28 (all day)
Thurs 9/4 (all day)
1 of 1 8/20/2003 11:01 AM
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mailbox:///C I/Documents%20and%20Settings/bob_zarzecki/Applicat...
Subject: Falls Village
Subject: Re: Falls Village
From: Bob Zarzecki <[e-mail]>
mailbox:///C l/Documents%20and%20Settings/bob_zarzecki/Applicat...
Date: Tue, 19 Aug 2003 13:40:04 -0400
To: Steve Mitchell <[e-mail]>, John Dorney <[e-mail]>, "Todd St.
John" <[e-mail]>, Bob Lappas <[e-mail]>
All: Plan to meet at 3 pm on Thursday, August 28th at our office (Parkview Bldg., 2321 Crabtree Blvd.).
Bob: Be prepared to at least conceptually discuss the stormwater management plan for the site and also
the phased construction.
- Bob
Steve Mitchell wrote:
27 and 28 work for me. When & where?
Bob Zarzecki wrote:
John, Todd & Steve:
Bob Lappas has submitted an application for a NW39. They are proposing
to modify the proposed development at Falls Village from what was
approved in the original Major Variance. The modifications include
changing the original office complex to residential townhomes. They are
not proposing any impacts beyond those proposed within the Major
Variance. However, it is not clear how they intend to handle the
stormwater from the development. The original variance required that
all stormwater go to the constructed wetland, but this may not be
possible due to site elevations (without pumps anyway). I recommended
approval of their request with the condition that a Stormwater
Management Plan be approved by the DWQ prior impacting the stream and
buffers. They would like to discuss an option that would allow them to
fill the stream and buffers before they get stormwater plan approval.
Please check your schedules. I'm guessing that we'll need about an
hour. Below are some dates and times that currently work for me. Other
dates and times may work but I'll need to play with my schedule.
- Bob
Fri 8/22 (all day)
Weds 8/27 (all day)
Thurs 8/28 (all day)
Thurs 9/4 (all day)
1 of 1 8/19/2003 1:40 PM
Lappas + Havener, PA
L A N D S C A P E A R C H I T E C T S
Record of Transmittal
From:
Job:
Date:
To:

CC:

.............................................................................. .....................`... ? ? / .. ? ..............:......
.................. 'UG. . ? ..2.0.03.........................
,MATE
.......... ................................................... ..............
AL1!EGTI
........................................................................................................................................................................
®1 /? The Power House 300 Fuller Street Durham, NC 27701 Ph 919.419.1199
www.lhpa-nc.com PO Box 2625 Durham, NC. 2 7715 Fx 919.419.1669
Lappas + Havener
L A N D S C A P E A R C H I T
August 11, 2003
Mr. Bob Zarzecki
NCDENR - Division of Water Quality
401 Wetlands Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
PA
T S
Re: Falls Village Townhomes
Action ID #199920599 and #200320935
Dear Mr. Zarzecki,
c71 r
AUG .i 3 2603
TYSECTION
Please find enclosed a completed Pre-Construction Notification Application Form for the above
referenced project, and a check for the $475 review fee. As we discussed on the telephone,
previous permits authorized 590 lineal feet of stream impacts as part of the first phase of the
shopping center expansion. That phase was completed in 2001, with only 2301f of the upstream
channel actually being filled. The owner wishes to proceed with the second phase of the project,
and is requesting that a new 401 permit be issued, authorizing the filling of the remaining on-site
segment of the former stream channel (approx. 3501f).
Although the runoff from shopping center site has been diverted to an adjacent engineered basin,
the remnant swale continues to collect and hold stormwater. In severe events, the eroded channel
floods neighboring downstream properties with silt-laden runoff. The owner hopes to improve
this situation immediately by filling in the remaining segment of the channel. The USACE has
issued a 404 Permit authorizing the impacts under Nationwide Number 39, and the City of
Raleigh has approved the grading plan for the fill operations, contingent upon approval from
DWQ.
As you may be aware, the northwestern portion of the site was recently rezoned from Shopping
Center to R10, and the owner intends to develop a portion of the area as townhomes. Please see
the enclosed preliminary sketch plan showing the proposed layout. The development will
comply fully with all conditions spelled out in the Approval Notification Letter from your office
dated August 8, 1999, the variance issued by the NC Environmental Management Commission
on July 22, 1999, and the ordinance (2003-444 ZC 536) adopted by the City Council in rezoning
the site. Please note in particular that no structures will be located in either the Neuse River
Conservation Area or the 100' natural buffer yard along the northern property line.
PA The Power House 300 Fuller Street Durham, NC 27701 Ph 919.419.1199
www.lhpa-nc.com PO Box 2625 Durham, NC 27715 Fx 919.419.1669
Lappas + Havener, PA
L A N D S C A P E A R C H I T E C T S
Given that no new impacts are proposed beyond those previously authorized, and that this
residential project will create far less impervious surface than the (previously approved) shopping
center addition would have, we are hopeful that your office will quickly approve this request and
issue a new permit. We very much appreciate your time and assistance. Please do not hesitate to
call if you have any questions or concerns.
Sincerely,
vrV ? •
Robert W. Emerson, RLA
Lappas + Havener, PA
PA
Office Use Only: Form Version May 2002
USACE Action ID No. 200320935 DWQ No. <: ? s.
(If any particular item is not applicable to this project, please enter "Not Applicab e"or YA".)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ? 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: 39 (Already Mproved)
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: ?
II. Applicant Information
Owner/Applicant Information
Name: BVT Real Estate Development/Institutional Investments, Inc.
Mailing Address: 3350 Riverwood Avenue
Suite 1500
Atlanta, GA 30339
Attn: Mr. Michael Sauer
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: msauer(a-,bvt.com
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.)
N
Company Affiliation: iARC Design
Mailing Address: 417 N. Boylan Ave. MUG- 1 22Q@4
Raleigh, NC 27603
,41ATI:pni1AI in/Qr-p '0N
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: andrewAiarcdesign.com
Page 5 of 12
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: Falls Village Townhomes
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 1717.13-03-7607
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): Falls Village Shopping Center
Directions to site (include road numbers, landmarks, etc.): Behind shopping center, at the
intersection of Falls of Neuse Road and Hunting Ridge Road.
5. Site coordinates, if available (UTM or Lat/Long): 35°52'30" N, 78°37'30"E
(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):
7. Nearest body of water (stream/river/sound/ocean/lake): Mine Creek
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at hV://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Please see attachment.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used:
Please see attachment.
11. Explain the purpose of the proposed work:
Please see attachment.
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.
Please see attachment.
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.
No future permit requests are anticipated at this time.
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
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Provide a written description of the proposed impacts: Fill approximately 350 lineal
feet of degraded remnant stream channel. Watershed upstream was previously diverted to
adjacent constructed wetland basin.
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***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
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://www.fema.gov.
*** 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: N/A
Total area of wetland impact proposed: N/A
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?
leasespecify)
1 clear, grade, fill 350 UT - Mine Creek 10-12' Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-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
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mgpguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 350 lineal feet
Page 8 of 12
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 of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* 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.): Wetlands basin previously constructed as part of
phase 1 work.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Water quality, stormwater detention
Size of watershed draining to pond: 33.4 Ac Expected pond surface area:
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.
Please see attachment.
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.
Page 9 of 12
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/newetlands/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.
Please see attachment.
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
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) 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 2B .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.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
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.
XI. 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.
Please see attachment.
XII. 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.
Sewers will discharge _by gravity to existing 8" DIP public sanitary sewer main
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No ?
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).
N/A
p an't/Agent's Signature Date
(Agent's gnature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Pre-Construction Notification Attachment
III. Project Information
Page 1 of 2
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 consists of a 3.19-acre parcel in the northwestern portion of the Falls
Village Shopping Center property, at the intersection of Falls of Neuse Road and
Hunting Ridge Road. The parcel is bounded by the existing shopping center to
the east, a constructed stormwater basin to the south, a Neuse River Conservation
area to the west, and single-family residential areas to the north.
10. Describe the overall project in detail, including the type of equipment to be use&
The proposed project will consist of nine multi-story townhome buildings,
comprising twenty-four total units for sale. The buildings will be arranged
somewhat formally on a looped private street, with vehicular access gained only
from the shopping center (east) side. In initial grading operations, approximately
0.9 acres of existing vegetation will be cleared, and the remnant drainage swale
will be filled using imported materials. Heavy equipment will be utilized for the
clearing and grading operations, and traditional sedimentation and erosion control
measures will be employed in accordance with the State Best Management
Practices. A testing agency will be employed throughout the fill operations to
ensure adequate soil bearing capacities.
11. Explain the purpose of the proposed work:
The purpose of the initial grading work is to prepare the undeveloped portion of
the site for construction and to address concerns raised by neighbors about silt-
laden runoff from the existing degraded channel. The development of this portion
of the site is an integral and financially critical component of the larger shopping
center redevelopment project, the first phase of which was completed in 2001.
IV. Prior Project History
...Describe previously approved wetland, stream, and buffer impacts, along with associated
mitigation, (where applicable)...
07/22/99 - Variance from Neuse riparian buffer rules issued by NC
Environmental Management Commission.
08/08/99 - Approval of 401 Water Quality Certification, listing three conditions:
Creation of Conservation Easement, Stormwater Management Plan, and
Compliance with Variance.
01/04/00 - Nationwide Permit No. 26 issued (USACE Action ID 199920599),
authorizing filling of 590 lineal feet of stream channel.
06/18/03 - Nationwide Permit No. 39 issued (USACE Action ID 200320935),
authorizing filling of 350 lineal feet of stream channel.
Pre-Construction Notification Attachment Page 2 of 2
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts ... Also discuss how impacts
were minimized once the desired site plan was developed.
The shopping center property is located in a heavily developed urban
environment and is somewhat irregularly shaped with respect to the adjacent
roadways. The shopping center was originally developed prior to the creation of
the Neuse Riparian rules, and the ability to expand and improve the development
was critical to the financial feasibility of the project. It was not determined to be
viable to upgrade the site without impacting the existing tributary.
Impacts were minimized during the design of the shopping center expansion and
the townhome project by establishment of conservation areas and buffers.
Residential density was sacrificed (net loss of 5 residential units) from the original
target of 29 townhomes, in order to maintain the integrity of the conservation
areas.
VIII. Mitigation
1. Provide a brief description of the proposed mitigation plan....
No mitigation is proposed as part of this project. An engineered wetland was
designed and built to treat the runoff for the entire shopping center site as part of
the initial shopping center expansion. That basin will remain in place, and will be
unaffected by this project.
XI. Stormwater
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.
With the exception of an existing asphalt path, the 3.19-acre parcel is almost
entirely unpaved. However, the adjacent engineered wetland was designed to
accommodate the runoff from a commercial development on this site. The
townhome development will have roughly half as much impervious surface as the
approved commercial development on the same site would have.
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JUN. 1U. LUUJ b: GUAM bLLKS 'KANUKA KALLIt h
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U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 200320935 County: Wake
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property
Owner BVT Capital Partners XVII
Attn: John DiGiovanni
Address: 3350 Riverwood Pkwy. #1500
Atlanta, GA 30339
Telephone Number?770-61 S-35Q8
name/number, town, etc.): The property is
Size and Location of Property (waterbodv. Highway
approximately 25 acres in size and located west of the intersection of Falls of the Neuse Road (SR 2000)
and Hunting Ridge Road, east of Suburban Drive, in Raleigh, Wake County, North Carolina.
Description of Activity: This permit authorizes mechanized landclearing, excavation, and the placement
of fill associated with the development of Falls Village Shopping Center Addition. Impacts to waters
authorized by this permit are 0.06 acre (350 linear feet of stream channel). This permit authorizes the
remainder of previously authorized impacts under Nationwide Permit #26 (AID 199920599). Total
impacts for the project should not exceed 0.095 acre (590 linear feet-of stream channel).
Applicable Law: ___XSection 404 (Clean Water Act, 33 USC 1344) only.
Section 10 (River and Harbor Act of 1899) only.
Authorization: Regional General Permit Number
39 Nationwide Permit Number
Any violation of the conditions of the Regional General or Nationwide Permit referenced above may
subject the permittee to a stop work order, a restoration orders and/or appropriate legal action.
This Department of the Army Regional General Permit or Nationwide Permit verification does not
relieve the permittee of the responsibility to obtain any other required Federal, State, or local
approvals/permits. The permittee may peed to contact appropriate State and local agencies before
beginning work. If you have any questions regarding the Corps of Engineers regulatory program,
please contact Amanda D. Jones at telephone number (919) 876 - 8441 extension 30
Regulatory Project Manager
Date Junc 18, 2003 Expiration
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE ATTACHED
TO THE YELLOW (FILE) COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
CF: Skanska USA Building, Inc.
Attn: Bob Brooks
3101 Industrial Drive, Suite 100
Raleigh, NC 27609
'E it
AUG 3 2003
"1 U LI
CT10
I I SE 'A,
JUL.29.2003 4:41PM BEERS SKANSKA RALEIGH
5lCMSKA
June 11, 2003
Ms. Amanda Jones
US Army Corps of Engineers
Raleigh Regulatory Field Office
6508 Falls of Neuse Road, suite 120
Raleigh, NC 27615
Reference:

Falls Village Shopping Center
Action ID #199920599, Nationwide Permit 426
Dear Amanda,
NO. 6417 P. 1
Skanska USA Building Inc.
Carolinas/Virginia Division
3101 Industrial Drive, Suit: 100
Raleigh, NC 27808
Phone [phone]
Fmx 819.828-2114
woo www.skanskausa.com
Thank you for your time last week to review the above noted permit. This permit authorized
the laud clearing, excavation, and placement of fill associated with the development of
various additions to Falls Village Shopping Center, with impacts limited to 590 LF of stream
channel. Phase 1 of the FVSC additions were completed 2 years ago and only 230 LF of the
stream channel was impacted at that time. Phase 2 of the project is now ready to proceed
and the balance of the impacted area of the stream, channel, approximately 350 LF will now
be impacted. No new impacts to the area will be made. The conservation area adjacent to
Suburban Drive will remain as indicated and approved on the above noted permit, The only
changes to the permitted and approved site drawing is the building, noted as Major B, will
become a residential townhouse development. A full site plan is attached for your review.
Phase 2 of the project should be completed within the next 12 months, pending sales of the
units. The permit noted above has expired and we are requesting that a new permit be
issued, so phase 2 of the project can proceed. Since there are no new impacts to the area, we
are hopeful that your office will approve this request and issue the new permit as soon as
possible.
Thank you for your cooperation. Please advise if you have any questions.
Sincerely,
Bob Brooks
Senior Project Manager
Cc: John DiGiovanni - BVT
Andrew latridis - iARC design
f7m -?v l10g
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P %;?.
MAY.22. 2003 1:2-IPM" 6"BEERS SKANSKA RALEIGH
• LJWaftRMen• : Environment
and Natural Resources
DMSiOrl Of Water QuaRy
James a. Hirt, Jr., GOVMOr
WaYne McDevitt, Ssc nMery
Kett T. Stevens, pirector
N0. 554
i
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Z'd SIOT1,COGT6 u9isea Oad T Wd00:T 0002 ZZ ReW
MAY-22-2003 1:22PM BEERS SKANSKA RALEIGH NO. 5541; P. 3
Phis Ieaer compkta ?M n•iCr of d+. Divitioo of wow Qowp, „0aw
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MAY.12. 2003 1:22PM
This
ree<uiraamn
United Sto
Quality Re
..0200 for
wetland alr
are not a ?
a?a?igable - ?
deteribed
regulation;
replaces w4
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Nationwide
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NO. 5541 'P. 4
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MAY-22-2003 1:22FM BEERS SKANSKA RALEI6H
NO, 55411 P. 5 - -
plaming and Desi
'fining Manual ? Manual' or tht Wirth Caroline, SI face
AesouFC•s to theavailable from the Civicfon of Lana
utilized to ?°iOiogat or Centxai 4ttice5)
utter Prevent exes??ces of the approprtace c 71 bidity
design ali as standard (SO MS in stream and river not
classes, acid trout water reservoirs, VWQ. Zg per= fp all sa twacer
waters); all lakes and to
NTVs
7. All sediment and erosion control in tr ut
and w4ters shall be remv measuras laced is
tlands
after the Division of ?a Rescheeg hnatl
projects tirade rea tired
as re1easod the
8• Additional Site-sDacific conditions MOY be with greater than one-thir4 acre irvact to to . c oiects
l
linear feet of atreatns ISO
linear feet O In order which are proposed under this
applicable wales to ensure ronpliance wieh ali
• 9 • applicable water quality And of fluent standards:
Measures shall be
from ccming into contacttwithewaterslof the fscit* uaci etthe
concrete has haxdened
20. It an environmentU d n
is not valid until 4 FORS2orLR0D is issued this ty the St cation
Clearingh0V8e; by the se to
1t• Conctrrance lrpe,
individual DwQ that this Certification applies C an
coincide PTOJOct shall expire on 13 December 1998 to
frith the axpitatio?n data of Nationwide Permit z 6,
NOR-compliance with or violation of tba Conditions herein got
fox.b by a specific fill project shall result in revocation of this
Cpencationaltiess. for the project and
Civil p may also result in criminal at?d or
Tht Director of the North Carolina Divisioq of water.Gua
require Sutnission of a •tormal a
Certification for an PP1iCativ» for individual l.'ity maY
Ceter?nad that the y pxo3ect in this category of activity, if it is
dt;er u en arOJOct is likely to have a significant adver e
Of the upon water dqualitY or degrade the..vacars,ao that--•eacistin
ounscreem aacera are precluded, 9 set'
public, hearings may 'be held stir s
apDlicattana prior to a Ctrtificstion decision iii acions or arp•p of
otbFivirenmentaltmaAaQemg Che Director o ;the North. Csrciinatb via on
Effective date: 11 February 1997.
DIVISSON Fr WATER AL 1'Y
ey
A. Preston it. P.R.
birector
geacest .2 6
WQC # 3106

S'd Si01bE8616 u21sau ONU 3 Wd00.=1 6002 22 Rew
MAY,22.2003 1:23PM BEERS SKANSKA RALEIGH
stdLu of NOW ruuurld
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McD"tt, Secretary
Kerr T. Stevens, Director
N0.554
NCDEI
FNVIRONMCW AND NM%A".L
July 9, 1999
Mr. Todd J. Walter RECEIVED JUL
Agora Developments, L.L_C
330011ardson Road
Columbia, SC 29204 '
Re: falls Village Shopping Center Variance Request
Wake County
Dear W. Rice:
As you are iware, the North Carolina Environmental M1nagement Commission
granted Agora Developments , I2.C a variance from the Neuse River riparian'
rotes (TL5A. NCAC 28.0233) for the proposed expansion of the Falls Village
Center at 6683 Falls of the Noose Road in Raleigh. Tlw variance was granted I
proposed shopping center expansion and soamwater treat =nt as shown on tho
dated May 11, 1999. The EMC also requested that a conservation easement be
the remaining riparian buffers on the property to protect them from impacts in
Agora Developments will now need to submit a completed Pre-constmetion N
(PCN) application for r udwdzstion under the U3 Army. Corps of 9n9itteers 4Q
program and the Division's 401 water quality certification program. Along wi
form to the State, you should include a gsyment of $475.00 for( the 401 applica
and the conservation easement that you propose for the rooWning riparian .buff
If you have any questions concoming this matter, please feel free to call Pete C
myself at 733-1786.
i?
Donley
ellands / 40 t Unit
CC: Steve Mitchell, Raleigh Region a] Office
Seven K Rice, Rice and Ataoc.
wedac& / 101 Vole 4401 Reedy Owk Rod Riidg, Nora i
Telephow 919433-1764 FAX 0 73SM59
A&ZWI C"ftu girt Al atuli c AM*& Ewbyer Sm eseycmn m poll eoaevmc ?
P. 6
of
4 ,rage
I (EMC)
wffer
Shopping
or the
plats
placed on
he fiuure,
dfication
s peu0it
K the PCN
ion fee
K areas. -
)lwell or
27607
9-d slolbCt36i6 u2isea oau 3 Wd00=i C00a as ReW
MAY. 22. 2003 .1:23PM BEERS SKANSKA RALEIGH
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MAY-22-2003 1:24PNI BEERS SKANSKA RALEIGH
U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 12=599
GENERAL PERMIT (REGIONAL AND NATIONWIDE)
Property
Owner, Agora - reloaments_ LLC
Atur_ TmW W, sic a
Address 33b011arJ= Road
Col bia. SC 29208
Telepheae Numbe: 803-790-9114
Anthoriized
NO. 55411 P. 8
Telephose
Size a,rA lamtkn2f Enotm twat v. 'ShM aaS&gmbar. ?e g;lcte k the propaW is
appmximately 25 acres in size and is located west of the b"neation of Falls of ft News Road (SR
20W) and hunting Ridge Road, avast of Suburban Drive, in Raleigh, Wake County. North Carolina The
site is 4atcenc to an um med UibutM a Mine Creel:. above headwaters. in the Neuse It4va Basin. .
Reutzytioa of At twity: This permit authorizes mecbwiized lattdekfrin& "cavatialL the placement
of fill associated wlth the development of the Falls Village Shopping Ccmtx Addi on, ilnQacts 10
wcdandz and waters authorised by this pit=h total 0.095 acre (590 Hncat feet ofsutam c 6armi).
Applirabk Law: x Seetioa toe (Ckae Water Act, 33 USC 1344) only.
-Section 10 (River sad Ehwwr Act of 189p) only.
AetNorizatioa: . aal Geaeral Permit Plumber
26 Nat'aswide Perth Number
Amy ylobtioe of the cooditboos'ef the Reiieaal General oft NAden*1de Permit rekre cod above Ma'y
subject the perntlUft to a atop wttrk order, a rastoradoli'ordtr, awdlor approplust I -Td acdoa.
This Department of the Army Rtgional Geaeral lrerait or Nl dmwidc Penak,yeril cation.does Rot,
relleve the pawiittee of the respo"ibility to obtain any other required Feder State, or local
apprWreWpermits. The pwrmaitteo may need to coaeoet appifopriatt State and local apaeita bdere
bcgiaming work. It Yoe bays any gttestions ri wirdlig tie Corps of Ev&oets regu ry program,
phase contact Todd Tuatwell at telephone number - 4"l
Regulatory project Matnaller
Date hn_qgX 4 2000 Eipitatioa?att: Fc 11 Z
SURVEY PI ATS, FIELD SKETCH, W'EYI.AND DBLDMATION FORM, ETC., MUST SE 47TACHED
TO TH19 YELLOW 0=) COPY OF TIUS FOAM, 0 REQUMM OR AVAH ABLE.
Ct?:
8'd S101bC66T6 u2isaa oau t Wd10:T C002 a2 ReW
MAY.22.2003 1:24PN BEERS SKANSKA RALEIGH
Permit Number. 199920599 -- liationwidc Permit Nuarber 26
Name of PcrtWtiee: Agon DeMopmeats, LLC
Project Manager. Todd Tugwell
Issuance: January 4, 2000
NO. 5541 1 P. 9
upon completion of the activity authorized by this permit and any mitigation req ted by
the permit, sign this certification and Mum it to tht fbilpwing address:
US ARMY CORPS OF ENGINEERS
RALEIGH REGULATORY FIELD OFFICE
6sos FALLS OF NLUSE ROAD. SUITE 120
RALE'ICH, NORTH CAROLINA 27615
Please note that your permittd activity is subject to a eompliaaec inspection by V.S.
Aany Corps of E *ineera represenbtive. If you fall to comply with this permit you an
subjcct to permit suspension, modification, or revocation.
I h6eby dusky that the work authorized by the above rt fmnced permit has be
completed in accordance with the terms and condition of the said permit, arrd raq ired
mitigatiort was completed in accotdaaee with *a permit eoaditions-

S?atar+e.olJ'e t
6'd S101bE86TG u2isea Odd T Wd10:T 6002 aU ReW
MAY. 22. 2003 1:24PM BEERS SKANSKA RALEIGH NO, 5541! P. 10
Exempt Allowable Allowable i Prohibitcd
with
Mitigation
Scientific studies and stream gauging X
Stream reacmdon X
Streambank stabilisation X
Temporary roads:
• Temporary roads tltst disturb less than or equal to 2.900 X
square feet provided that vegetation is restored within sis
ro?oodts
• Temporary road: that dimab greater than 23W square X
feet provided that vegetation is restored within six
Months
Temporary w dlmwt and erosion control devices:
• in Zoos 2 Wy provided that the vegetation in Zone I Is X
not compromised and that dlsdtarge is released as
diffints flow in aceardaoce with Item (S)
• In Zones 1 and 2 to control impacts assocWed with rate X
approved by the Division or that have received a
vartarce provided that sediment and erosion control for
upland areas is addressed to the maximum extent
practical outside the buffer.
• , III-stream temporary erosion and sediment control X
measures for work within a stream channel
Underground elect is adUry lines;
• Impacts tither than perpendkWar crossings in Zone 2 X
only ,
• Impacts other than perpendieulat crossings in Zone Ir X
• PupeadtcWar crossings that disturb less than or equal to X
40 linear feet of riparian buffet'
• PtspendicWar arossinp that disturb greater than 4o X '
linear tent of dpadm buffers
OT-d STOTbE8GTG U21saa Obd t WdTO:T EOOZ zZ ReW
Lappas + Havener, PA
L A N D S C A P E A R C H I T E C T S
Record of Transmittal
From:
Job:
Date:
Via: Express Delivery / U.S. Mail ?
To: Z6C
CC:
WMANnRldnionili
W I gM11WIF
Courier ? NATERQ U 4 Total
Sheets
.........................................................................................................................................................................
MPA The Power House 300 Fuller Street Durham, NC 27701 Ph 919.419.1199
www.lhpa-nc.com PO Box 2625 Durham, NC 27715 Fx 919.419.1669
1% NOV.18'2002 12:58
NMI-18-2002 1126
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Covemor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
#6586 P.002
PM
NCCAROUNA ENR
ENVtRONmEN4T Ar4o KowuRAL REmouRr-w
July 9, 1999
Mx. Todd J_ Walter
Agora Developments, L.L.C
3300Harcison toad
Columbia, SC 29204
Re: Falls Village Shopping Center Variance Request
Wake County
Dear Mr. Rine:
RECEIVEI) JUL 1 a 1?99
As you are aware, the North Cap olina Envi ronmentat Management Cornrnission (EMC)
granted Agora Developments , LLC a variance from the Neuse River riparian buffer
rules U15A. NCAC 2B.0233) for the proposed expansion of the Falls Village Shopping
Center at 6683 Falls of the Neuse Road in Raleigh. The variance was granted for the
proposed shopping center expansion and stormwater treatment as shown on the plats
dated May 11, 1999. The EMC also requested that a conservation easement be placed on
the remaining riparian buffers on the pmperry to protect them from impacts in the future.
Agora Developments will now need to submit a completed Pre-construction Notification
(PCN) application for authorization under the US Army Corps of Engineers 404 permit
program and the Division's 401 water quality certification program. Along with the PCN
form to the State, you should include a payment of $475.00 for the 401 application fee
and the conservation easement that your propose for the remaining; riparian buffer areas.
If you have any questions concerning this matter, please feel free to call Pete Colwell or
myself at 733-1786.

Unit
Cc: Steve MtehelL Raleigh Regional Office
Swe n M. Rice, Rice and Assoc.
wetMds 1401 tlnt 4401 Ready C=k Road. xialwfsh. Noah Cadina 27607
Tdcphano 919-733.1786 FAX # [phone]
!e Win? rk.PK"atfty A!lln?va Acaoa F=pk*w 30% fteytte0t10% PM 00=MerFaw
NOV.18'2002 12:58 #6586 P.003
NOV-18-2002 11:26 P.03
A(.;()KA DEVELOPMENTS, LLC
3300 HARRI..SON ROAD
C01,UNDIA SC 29244
TEL,. $03-190.9114 FAX: [phone]
FACSIMILU TRANSMITTAL SHEET
TO: FROM:
St a Rim Todd W *=
COMPANY: DATE:
Ri= & A o6w" jannaty 7, 2004
FAX NUMARR: TOTAL NO. OF rA(,',ES INCLUDING
COYER:
3
PHONE NUMBER: SENDER'S REFERENCE NUMBjM:
RF: YOUR REFERENCE NUMBER:
Fags Vie ? Ce?er
O URC; l~ N r 13FOR RF-VIE-W O PLEASE COMMENT O PLEASE REPLY
NO'T'ES/COMMENTS:
Stever
Atta bW is Qcceral Pamex fur land dcaipg at Falls Vi Shopping C'.cntm.
JUM aMdvcd. today.
ivdd J. Walter
NOV.18'2002 12:58
NOV-18-2002 11:27
P.04
U.S_ ARMY COM OF ENGINEERS
Wilmmi ton Dlstrid
Action ID: ,?, 1 20599 County: &A
GENERA':.'PERMI'T (REGIONAL AND NATIONWIDE) VERWICATION
Property
C
Qwner „-A&ora,,DevelQ2MMts..I.L_ --
Attn: T, Vlralier
Address 13gQ IMsoaAod-. _
CqLUjXh& Q M04--..
Telephone NumiberAl 32Q?3J l? _ ----
,author
Agent
Address
Tdtpbone Number
Sion mad Location of EURI I'Y (wws#er-bo dy- 1119km ' ofttra MM & '-' The Property is
rlppmximately 25 acres in sin wd is ImMed west of the intavection of Falls of Om Neusse Road (SR
2000) and Hunting Ridge Road, east of Suburban Drive, in Ruleigh, Wake County, North Cuolin& The
site is adjacent to $n unnamd tributary of Mine Creel:, above headwaters, in the Neuse River Basin.
Descdp 2f Aob , This permit authorizes 9=banized Iandclearing, excavation, and the placement
of fill associated wi* the development of the Falls Village Shopping Ceatc r Addition. InVK s to
wetlands and waters authorbW by this permit allot 0.095 acre (540 linear feet of stream clayinei).
Applicable taw: X Section 404 (rlean Ws*r Att. 33 USC 1344) only.
Section 10 (River and Rarbor Act of IM) only.
Autborirstien_ Regionel General rerwit Somber
2d lriauiom?vede Permit Number
Any violation of the coliditiious of the Regional eral or Nationwide Permit r6erefneW above way
subject the permittce to a stoles work order, a restoration order, and/or appropriate legal action.
This Department of the Army Regio ml C meml ]Permit or Nationwide Permit verification does not
rellevt the permittee of the responsibility to obtain any other rMalred Federal, State, or local
appr slpermits. The per nittee may mead to contact apprvpritate State and bmW agencies before
beginning work. If you have any questions regarding the Corps of Engineers regulatory prograu.,
please contact jQdd Tvgw!ell _at telephone number 9l -8441 ' n ?6
Regulatory jWjwt MwMer
Date g Jw>y 4. ZS)Q4 Expiration
#6586 P.004
II
SURVEY PLATS, FIELD SKETC11, WETLAA" DELUMATION FORM, ETC., MUST BE ATTACEMP
TO TM YELLOW (Frr.>y) COPY OF TRIS FORK IF ItEQU7' D OR AVAIIABLE.
CF:
NOV.18'2002 12:59
NOV-18-2002 11:27
Pem it Number;
199920599 - Nationwidc Irmo# lumber 26
Name of Perwittec_ Agora Dc dopmeots, LLC
Project bl=ger,
Issue:
Todd Tagwell
January 4,2M
P.05
ilpvn completion of the activity au*oriz+cd by this permit surd any nuftatfon rewired by
the permit, sign this ecRification and mum it to the following address:
US ARMY CORPS OF ENGIKEERS
RALEIGH REGULATORY FIELD OFFICE
65" FALLS OF NEUSE ROAD, SU'I'E 120
RALEIGH, NORTH CAROLINA 27615
Please note that your permitted activity is subject to a compliance inspection by an U.S.
Army Corps of Engine= cepreseatative. If you fail to comply with this permit you arc
subject to permit suspamon, anodification, or revocation.
I hereby certify that the warts authorized by the above cetmr red permit is beet
completed its =oWW= with the rams said m"600 ,of t1w said pv=it, ar?d required
mitigation was complcted in accordawA with tlst pmt condfaons.
#6586 P.005
suture of Permutes
NOV.18'2002 12:59
Ni7V-18-2002 11.27
vtsiC Vi i?lOfth G?rQiina
Department of Environment
and Natural R"Ources
aiv of WilW OLmoty
James 8. Hunt, Jr,, Qowmor
Wayne Mrpe,o, S+em tary
.
Kerr T. Steven, pirg ttar
#6586 P.006
NCDEO
P.06

Meet'" rat?nw? rl+teiwr or F
ek1P1Fm"Mew AM PjAVl4U4. Fft=WptCcs
Aug,rst B. 1999
Walt coum
DWQ Pfojeat if OW24
""ft ma of l93 wow Qnm ft Como" fta ADMmmm coL+iDrl m aacd Nerve W'e'
5W W ROW
Fuld Wow &WW'"
3300 IWrWM Mad
ColumbaL SC 29204
Dear Mr. 'hit :
Yau haft our ugpcp*' is wcada:tce Vft the s=CU d conditions, W place fill ataterW in 430 feet of fq' =" for the
pu`p°'a of reneva "S fi!a ftMV'RW Sh4 *q C"ftr, as you daM*ed ill SWU Moon mated July !3.1999. Aftor
r vk*ieg Y= you, we have dmided that obis ON is ao veed by (knerd Water Qg4ty Cadfludon OWMbef 31 OV.
7bx Cadael t allows Y= to uae Nationwide P=* Nomber 26 when the Corp Of igesrs issue it. This apprOvd is alsa
valid for die Nouse River gutter Rules (15A NCAC 29 433). b edditiM you dtld get any Odd &edetol. state of local
permit bEft+e you g0 abtad with your project including (but not limited to) Sedimentaad Dtnsica, CossW StormwaW. Non.
O!large and Water Supply Watershed reguladooa. Also dug spprowd will expire wbw the 60compm*ii 404 of CAW
expuss laminas O*WW10 "WW i» the f+WCW Cati1'iratim.
TWs appOW Is only Valid Cdr ft purpose ed design that you de cnW in you applicatioe. Ifyft chop p yvur
projocs, You most nodO Os and send us a oew qVilcmi. if the prop my is sold, the now owner must be men a vW of mis
QUWcaaau aced 4WOYltl Wer and is Ow tby rcgmnAbk for complying wit all corx idoft, If told wetland 10 for this
project (now of in tilt future) emwd one acre, compgan y w gatign ntay be reTAred aS des dWd is ISA NCAC 2H
-05094 Pas rbis VPMval tv be vdfd, YOU must folly* the Com idups limed in the ambehed C'.arliftetioo. This sppmvai :hail
Wine when the eottltfponding Nedwwido Permit esp'm d 4S adwwbe ptxr++ldtd in the Cenral catifi axiom
t. A couseivadott a erica sbW be plued on aft lots with remami,n; Jlaisttitxitimal wtt4pndt and watexs ur areas within 50
feet of ao sVeaM and p to prrveps Wpact Wit than that ollowed by UA NCAC 28.0233 (N"w River Duffer
Rules). These madmftus shall be put in pled whWn 30 days of flee date of this itttxr or the ismmm of the 404 Pad*
(whudever is IM).
2. An aftfiou 1, condition is that a final. writ ;a stosrnw*fer MVAV=nt putt ahOl be approved by ibis OfrWW btlom the
kwace spodfied in ilk Gertdieation otter. Tk t4 mwatet musgaaseac plan snust ipci,tdo Aims curl splcHICxtkw for
S ? ?t Wi ifq? designed to remove 15% TSS according td (IM Hyatt t?OC<cM1 vtrgion of the NC AE K
fxceities. as Ii ? Manus!- Also, before MW PernMent buikkq is Qoeupied at the subject sire, the
epprovd by this Office. shall be Commucted and operational. and be ataeeetw4W bptlnegat cat plan. as
approved by this Offim stall be imple awned.
3. lbepwjem
l shalt be bull; a sudmized by a variance. issued by life KC Pa vironmenW Matqpmw COttuttlssicn on July
22,
If Mott do not scars t any of dw crandi wm of dtis C=ificefiM) vu gamy ask for an adjudicsevey lap'pring, You must
act widxia 60 day: vF dXe deft that you tvc4ra M h kt ux. To asl[ for a tteotirt$. Mead r wrinft pz tiriva wturA confoms to
Cltapisr 1508 of Me Now* Carotim GCmW 5MIM to die WO of Admkdswmive Hearmp. PD Boz 77447. Ralelgh. NC
2761 L•7447. Mft Oktification and its conditions sm Omal and O atom you ask fur bearing.
Division of Water OuWhy + Gil :*nmenW Sdwxm Omnch
Envbo. Ode VR OMnch, 4401 ReedyCm@k Rd.. "h; NC 7 Tqb m#W 919.7W1Y8 FAX # MWW
An egold C Worazft Aifincwh" AW" &Mployrr • W% mry*&l0% part ewmx for pa*r
NOV.18'2002 12:59
NOV-18-2002 11-28
#6586 P.007
P.07
Tha kW ""W O ft t+ricw of MA DMI&M Of Wzkt Quality auadcr Section 401 Otto CR= 9N&W Act. 9 you
hm 4" gvvaW f, pkm Vlepbw;Oa Dm" at 919 733-9W
Cu Wilminpa Cmp ot'1~'npon
Carps of rawmem Ra1+dO Field Office
1oha Ekxm
COrtorat Fifes
swpa+dy,
lGarT. 9"em/
9907 JW
TOTRL P.07
NOV.18'2002 12:59

NOV-18- 2 1129
#6586 P.008
P.01
This General Certification is issued in Conformity with the
regvirremeats of Section 401„ Public Laws 92-SOO and 95-217 of the
Vni¢ed states and subject to the North Carolina Division of water
Quality Regulations in 15A NCAC 2K. SaCtion .0500 and 15A NCAc 2B
.0200 for the discharge of fill material to waters and adjacent
wetland areas Which are above the headwaters or to wetland areas that
are not a part of the surface tributary system to interstate waters or
twigable waters of the Quited States (i.e.. isolated uetlaads) as-
described in 33 CFR 330 Appendix A t8f (26) of the Corps of Engineers
r"ulationa (i.e_. Watiopwidw permit No. 26). This Certification
replaces water Gualizy Certification Number 2671 issued on danuo y 21,
1992. This WOC is rescinded when the Corps of Englneers reauthorizes
Nationwide 26 or when deemed appropriate by the Director of M.
Tree state of North Carolina certifies that the specified category
pf activity will not violate applicable portions of Sections 301, 392,
3C3, 396 and 307 of the Public Laws 92-500 and 95-217 if conducted in
accordance with the conditions hereinafter set forth.
Coadittous of Cert if icotiou :
1. Proposed fill or substantial modification of greater than
one-third acre 10.135 ha) of wetlands or warers for a
project requires a written concurrence from the Division of
Water Quality:
2. Proposed fill or substantial modification of equal to or
less than one-third acre (0.135 tea) of wetly da for a
project does not require written concurrence front the
Division of Water Quality as'long as the project 3s in
compliance with all conditions of this General
Certification;
3 , Proposed fill or substantial modification of any amount of
wetlands classified in accordance with i5A NCAC 28
.0101(e) (7) as unique Wetlands (UKO shall require written
concurrence from the Division of Water Quality lii accordance
with 154% NCAC Zit .05P6(e);
4_ Proposed fill or substantial modification of greater than
150 linear feet (45.7 m) of streams for a project, requires a
written concurrence with the Division of Water Quality. For
the purpose of this Certification. streams are defined a<s
blue or purple lines for permanent or intermittent stream
as shown on the most recent version of the USCS 1:24,400
topographic map or other site-specific data;
5 proposed fill or substantial modification of less than or
equal co 150 linear feet (45.7 P) of strearms for 4 project
does not require a written concurrence from the Division of
Water Quality as long da the project is in compliance with
all conditions of this General Certification- For the
p%tFpose 91 this Certification. streams are defined as blue
or purple lines for permanent or intermittent streams as
shown on the most recent version of the USGS 1:24,000
topQgratphic map or ether site-specific data;
5. That appropriate sediment and erosion control practices
which equal or exceed those outlined in the most recent
edition of the "North Carolina Sediment sad Erosion Control
NOV.18'2002 13:02

NOV-18-2@92 11:30
#6586 P.009/020
P.02
PZan'tAg and Design Manual' or the 'North Carolina Surface
Mining Manual- (available ft= the Division of L ZC1
Resource$ in the X)ENN'R Regional or Central Offices) must be
utiliz*d to prevent exc*eda=es of the appropriate turbidity
water g"li,t.y° standard (50 XMs in streams and rivers not
designated as trout waters by on; 25 Ms in all saltwater
classes, and all lakes and reservoira; 10 Ms in trout
waters):
7. All sedimftr. and erosion control measures placed in wet lands
and waters $hali be removed Arad the natural grade restored
after the Division of Land Resourcos has rele&sed the
project;
e. Additional site-specific Conditions may be added to projects
with greater than one-third acre invact to wetlands or 150
linear feet of streams which are proposed under this
Certification in order to ensure com li.ance with all
applicable water quality and effluent standards;
9. Measures shall be taken to prevent live or fresh CogCrete
from coming into contact with waters of the state until the
concrete has hardeaed;
10. If an environmental document is required, this Certification
is not valid until a VONSI or ROD is issued by the State
Clearinghouse;
il. Concurrence from DK that this Certification applies to an
individual project shall expire on 13 December 1998 to
coincido with the expiration date of Xationwide Permit 25.
Non-compliance with o :-iolation of the +ctmditions herein set
0
!o--.h by a specific fill project shall result in revocation of this }
C'@?rtifi:erion for the project and may also resulC in criminal and/or
ci-:?_ penalties.
The Director of the North Carolina Division of Water Quality may
require submission of a formal application for iladividual
Certification for stay project in this category of activity, if it is
determined that the project is likely to have a significant adverse
effect upon water quality or degrade-the waters so that existing uses
of the wetland or downstream waters are precluded.
Public hearings may be held for specific applicatio" or group of
aPp3.icatx0ns prior to a Certification decision if deemed in the
public's best interest by the Director of the North Carolina Division
of 16nviroroental Management.
Effective date: 11 February 1997.
BY
A. Preston
s;.
Director
DIVISION F WATER AL1TY
gencert.26
3108
Nov.18'2002 13:02
NOV-18-2002 11:30
wvwam a -naw t1uawf
#6586 P.010/020
P.03
rub ? G
a
Variance Request Farm -
Neuse R1w Basin: Nutrient SensWve Wat+em Management Stray
Protectkm ahd Maintenance am' Riparian Areas Rote (15A NCAC.0233)
(?Q7 ? 77t?'F kimr rrt?y be pbotacvpned far' use as ari wagin,-r/_
Part 1: General Information
a.
6.
1. ApplicanTs rrame (the corporftn. ind'rvi#ual. We- who owns tlar project):
. ??i?RA 'l)EyI;LDI>i?1Er1T5? C..?.?C. '.
Print C WhedSigning Offidal (arson legally responssib!e #or the faeffity and its comp s)
Nurse: PIN. °T a ass Wn j. gje
titer:' 5K.
Y.c? - FAR E5, ?aF..rT
Street address: 3?oC> N?a max. sc?nr • ?'a.vD ? - - -- -
city, State. Zfp: - - - - .,..R-
Telephone:
Fa)c (86-5) 110 - 47007.
3. Project Name (Sub6wision, tacr7,ty, or estabr anent name - consistent with project name on
plans. spe?ons, letters, operation and maintenarmw agreementK. etc.):
eM L5 Yr c 4 C SPIO PPr^t ?, !(.6 -r R
-tiff
4. Lo on of lracfty
Soreet address: (PG. 5 3 FA 9.z s az t=ux E RP 4 r
City: State, Zip: St A L IrJ G?w _ AIX . z 7C, r S _
County: w K c '
Labtude/lo gitude- - ° - 5a' - 3a" 30
5_ Directions to faalityr from nearest major intersection (Also otlac'h a map):
bAe ?Z: dB _. rVJWPJER_ OF- FA"15 '4F News ? 9-0--*?P +q?J0-
R004 1>
/?eRKS
Contact person who can aMwer gcrestiaras atmut the facility-
Name.
Telephone.
Fwc
Email:
7. Requested Environmental Management Commission Hearing CWe: :1W16Y A 1333
vem+on 1. September IM
NOV.18'2002 13:02 #6586 P.011/020
NOV--2S-2W2 it=30 p_04
I 10071: 771er, prpr edtbe 1Yeteariavr ?4rra R'ufe aeaws Cle
art#2 Vw f a va bmm ban afededparry~ D* Aftwingewx2fta apply C" s ,
(a) P?+?.ef dues arh?$/pps +.ai?td resdt from ?iat? of $Je r?d?;• .
' ? tbl stieh ' ?ordl?? arhaedstaps resrdt hom ?+l?t at$ pear jp the psapert). ?vK?+red ?d
(C) an 9dalptxp0scand Ort!?e" NnxwbgP+esaredwafiergUaW* UF0bepW0C*d&1f !
srlAPfte ee diode sT$* var*enee m?m gra d,&
This part d the app&a? is tv exal,?n har ? P+neds arzria (aj ? (D).
1. Attach a domed d+ t'rort (2-3 pages) explaining fie fQllawkg-
' The pmdT 40hoes Or hardships that would remait fr0rn strict application of the Rule.
Now these d06CUlties or hips restdt from OxWfOom that are urmque to the property
+ Why reconfiguring andlor reducing Me btht-upon area to preserve a greater portior: of the
riparian area is not feasible ion this M*-a If ewrion is hardship is the major -
Corrsid+e?tion, then indude a zpedrm explamtian of the emnornic hardship and the
• propm#on of the hardship to the entire vahie of the project
Part 3: Water Quality Protic"On
MOT 7Trrs part Qf?e FPpfrCadarr is td expra how the plajsst nteels crit4rtc?n (c): the general paupose ,and
me Awent Oro* ? pm,.,a "We rjaky 1? O bep !adew s?'sr4-Jpjs? r?+dd be ?e
1. Briefly summarize haw wabw quality wM be protected on thi$ p a jec t Also attach a detailed
narrative (1-2 pages) desc ing the nonstruchnal and shuowal measures that tin71 be used
fur Protecting water quality and reducing nitrogen inputs to surface water.
S
2.. What is the total project area in acres? ' zS..-z ' . '
3. Which Of the following perrnWapprovals wilt be required for this project?
LAMA Major
? - $efflmentll resion Control
,. 401 C4Mcatiornl404 Permit
Variarme Req oW t=ann. page 2
VW-407 Z: SgAOnber'6995
NoV.16'2002 13:03
NOV-18-2002 11:31

#6586 P.012/020
P-05
4. CompieLe f e fbWwing Womtadm lair each drainage basi L 9 there are more theft two
drainage basi<rs In die pmjex#. stlach an a4di anal sheet w-M the won for each basin
provided in the same famist as bellow.
Frojetr wmmaobn qr * aag* Ba ma i Drria"e Basin Z
Receiving strt+tt name
ftecsntg s dsss N W
Oa kiage twain area (M4 3 y3 . 14 toms
Emm9 +mpaym= mm' (ate i ? . z A cR Es
Proposed it?tpexvipeeF aria (La ) zz . 5 meets
% b"Pervious area (on-site) -3,
% knPemious area .
Irnparvior? ar4a Or4hmgs basin i Drama" basin 2
on'dit taaldngs 5.7 Ace as
OW-5ite sires:
?? par'fgrrg n. cRa '
On-Me sidewalks AttteS
OIt1 ?r1-Site 0.1 d c0.L"$
.Z .l. In1t.RES „!?`
.,.Z-z - 5 Ate S
ere mtemer sne roe mrs rnforrrigcrorr rn7Jmzoair.3Q?re.JsGrlrasS?arpnarneu?rrrrri
: Total amass on -sSe pW o7 z*e area drat &dos M muyh Mc project
' loWmioux area is de&md as the butt-upon area moudg% W rW reeled to, bur?dirrgsr parkng areas.
?? g>? artas, etG .
5. Hour was the off site impervious area fisted 2bove derived?
TAF irtPERt'0S2::$ ARM gas: 24LI.oggrEO _1K -rx onmpwsk OxA ou4iai
PALE. TWFOOKn4d"c"J WAS r*Kgw 1e40M SuKiI.En #M w4k6 Gpe„jrY T-Ag
MAP rr4F:*Rmmt*r 54.
$. Whet wM be the annual nitrogen toad contributed by -this site after development ire pounds per
acre per year w0vut structural SMPs (stormvvater pofrd, wetland, infiitrati" basin, etc)?
Aftch a detailed plan fr r an proposed stmOur;il stom.mater BMPs.
Drainage
basin 5ixe of
drainage
basin
lacj Foci-dovelopmenr
hifogan la ding late
widrorrt a'mps'
!lbstaclyrl BMP jo&ogen
removal
effreieneY$
("1.) Roal nitrogen
loading rate
(lbslac" Ffnal rlib'ingen
laadmg irvm
drainage basin
(lbsl
7 33. t.$ 55 G.S Io
2

_;.?Otaly'?r..;;:.
. ".?.• _ •_?.
•;r j±.}:7 .
To I
? .fy5?.,s
f Y,"'a-3s'?N?-
'•r,? ??•r
M=A COICrOaCKOS anu rerereI=S
a attach CaiCdllat%oO$ and relerr ncea.
Vey Refit Form, pace 3
V 1: Septeftoor t998
NOV.18'2002 13:03
NOV-18-2002 11:31
#6586 P.013/020
P-06
7-• The apou&e .--vp61MM W ftmt(s) r1stMd below mut t be dWChed for each EW sue;
Fwmr SMMt -10Z Walt Oeftndw Basin Sctppie~nent
Form SVNt,t-t03 lntflltradon Basin StsWeam"
.
Form SWU-105 Qxb OuM $ys*m Supplerrmt
Form SVV1)-406 05 Site Systern Sqv anent
FQnM SWU-107 Urs mtlyd trdM-AM Trenth Supptment
Form SVVLI-109 Irutova" SWs Supplement -
Part 4: Subm°Itt l Checklist
A complete apppumtion submittal conssts of the following components, Incomplete subrnitCals
wilt be reftuned to the appranht The aompktt vanarce request submittal must be received 90
days prior to the t?MG meeting at which you wish the request to be heard. Initial beknv to
ke a Ctat thip ne any information has been provided.
Applk=ws
Item.
Of" and two oapies of the VariaaG± Request Form and me attaduhhents
ft W below.
• A vidr* map of the pr4fect (see Part 1, Rem 5)
A Nan Vve demon n of the need fora variance (see Part 2)
A detaW narrative desosiption of swrmwater treatrerer+tfd%mgerriant (see Part
3. ltwn f)
Caifations supporting nitrogtr taradfng es"tas (se- Part 3, Item 6)
-Cakulaftrrs and r&erenc*s sUpport3lhg nitrogen removal from proposed 6MPs'
(see Part 3. lta 6)
Location and dehft W 34 proposed stnrc Ui W starun rater BMPS (sea Part 3.
Item 6) . .10 • Three o*es of the apprkmble SuppWwnt Form(s) for each BMP and/or
narni&e, for each innovaWe 04P (see? Part 3. item 7)
Three copies of plans and specficaborrs, including:
0 Developrnent/!'rojed Marne
0 Fri nee r and tin
.. 0 : Legend and no* wrdw
0 Sc *e (1" = 107 or V = SW is prefdrn B) '
Q Revision MMtWa date
0 Mean high waterline (f appbCable)
0 Olmensioned property/project boundary
0 Lowdon map with named streets or NC'-Stale Road numbers
0 9Vn3l contours. proposed contours,.spot elevaWns, Onished floor
eJtiarrs '
0 oetaats of man, panting. =We-sacs, sidewaks. and curb and queer
0 Footprint of arry proposed bees or other strmtvres
0 Wellartds detinea0d. or a note on plans that crone exist
0 Evbtng drainage [mdutgng off site). drainage easements, pipe Sizez, runoff
cakulatiom
0 Drainage basins delineated
0 Pernrmial and kderminent strearro, pows. Likes. rivers and caofts
0 Loc sadon of forest vegetation a" the streams, ponds. lakes, rivers and
estuaries -
vaftncm Requeg F-ogn. page 4
Ver loft 1: septmxaw 1998
NOV.18'2002 13:03 #6586 P.014/020
NOV-18-2002 11:32 F7.07
EI/ Yom sigma as ift 7 r t aPP YOU cefgy ttra alt struchrdt SWWWAW best
9 P requked by Oft vwMnM shall be bcaied in recordW SWrnwatm
ewemenb. that fhe e3mnents wit mn t the land. heat the taretaot bo ct npd or
deleted wRhmA km the State, and ffut Om easements VA be remxded pftr b Me
sale of any ital. e
Part 6: Agent Authorization
If you wish to designate .submittal authority to another individual or firm so that they may provide
irdb anatio n on your behalf, pleas complet hits section:
Desk-.Wed agent Cmdividual or fan):_ R i C N? As ,wr?S
MaeTireg adder nc. tr E N T ' W
citrr.staw ?ia
Telephoria:
Fax
Email:

Part T= Applicant's Certification _
Oxint or type name of pion
Imsted in Part 1. ltene 2), certify that•the Womiation included ort thus pennit ippffcation forme is
correct that this Pry ct wM be constr? in confor r;mr : with the approved plates and tha# the - .
deed restr& ons in a=rdence Wim fact 5 of this form will be recorded with afl.fequired permit
ca"Cli#Ons.
signature:
Date: Sq
Title: {y
Vari Requed Fgrm Pwje 5
Varsion t; ? 1958 .
,Ptiti.E/?S-50CIR•T- 'reCI?Cf. C.C'JHJj
NOV.1812002 13:04
NOV-16-2002 11:32
ATTACHMENT TO VARIANCE RE-QUEST
Part 2: Demonstration of Need for a Variance
RA RIFF CULTiES O H SHIPS
#6586 P.015l020
P.09
The site containing the Neuse Riparian Area is a 25.2 acre tract of land, of which,
17.4 acres was developed as a shopping center in the 1970"s and 7.8 acres that has
remained undeveloped. It is the intention of the developer to redevelop and provide a
face lift to the existing buildings and expand tine site by building new shops and a free
standing retail building on the undeveloped portion of the site.
The property is located in a heavily developed urban environment and the
undeveloped land is irregularly shaped from a road frontage and accessibility
standpoint. These two foctors are unique to this property when comparing it to other
undeveloped sites nonnally found at the periphery of urban settings. Current zoning,
zoning conditions, buffer requirements, building setbacks, and the site topography
also contribute to limiting development options, especially in light of the Nause
Riparian Anna being located in the middle of the undeveloped portion of the property.
According to zoning conditions, a 100-foat wide undisturbed buffer along the
northern property line must be provided- The buffer extends a distance of 740 k-W for
a total of 1.7 :acres, or 22% of the undeveloped portion of the site. A separate area
consisting of a perimeter band of residentially zoned land, 1.3 acres, comprises 17%
of the undeveloped portion of the site. In addition, there exists approximately 0.5
acres of Neese Riparian Area outside of the 100-foot wide buffer and the residentially
zoned area, or 6% of the undeveloped portion of the site. The total unusable area is
3.5 acres, or 45% of the undeveloped portion of the site: ° -
In order for the developer to make it financially feasible to upgrcade-the existing
shopping center it will be necessary to develop the undeveloped portion of the site, in
particular a portion that is covered by a Neese Riparian Area: Initial plans called for
disturbing approximately 650 lineal feet of the Neuse Riparian Area. After meeting
with DWQ Staff to review our proposed plan, we reduced the length of disturbance by
more than 2001 feet to substantially minimize the affected area- In addition, the
developer proposes to install and maintain an engineered wetlonnd and storm writer
de*ntion basin to remove dissolved nutrients and suspended particles. Marsh areas
provided within the engineered wetland will contain plants that effectively remove
urban pollutants.
Extensive landscaping and buffering will be installed and will serve a dual purpose.
First, to screen adjacent developed and undeveloped residential property, and second,
to provide additional areas to infiltruie and cleanse storm water runoff. The s'de plan
currently before the City of Raleigh for consideration and approval will add 184 new
NOV.18`2002 13:04
NW-10-2002 11;33
#6586 P.016l020
P.09
tt`e~es and 2074 new shrubs to the existing developed shopping center. The proposed
addition to the shopping center will include 148 new trees and 1228 new shrubs. In
addition. the proposed engineered wetland and storm water detention basin will treat
the storm water runoff from 14.8 acres of oflihe development consisting of a portion
of o country club and golf course, an apartment site, and commercial sites.
This commercial site cannot be feasibly developed without a variance. The east west
Neuse River buffer extends to the existing developed shopping center. Any expansion
of the existing center will encroach into the buffer regardless of configuration. We
have reduced the impact to buffer by reconfiguring the site and providing building
walls which server as retaining walls. This reconfiguration arose from our meeting with
DWQ staff. Without the approval of the variance, neither the shopping center
expansion nor the wetland/detention basin construction will occur. If the constructed
wetlands are not built, then the untreated runoff from the 25.6 developed acres in the
38.4-acre watershed will continue to flow without any filtering or detention. It is the
opinion of the E6ginee*r that the storm water quality, #rom a nutrient loading
standpoint, to the Nesuser River Buffer will be greatly enhanced. The water quality
improvements i'hat will be into fled as part of the shopping center redevelopment will
remove pollutants from both a Asting development runoff and new construction runoff.
The owner of the shopping center purr-hvsed the property prior to the institution of the
Neuse Riparian rules. The shopping center is in a developed portion of the city. It
was reasonable for the owner to expect to be able to develop the remaining portion of
the shopping center. With zoning in place and conceptual plans prepared, the owner
entered into contract to sell the land for the expanded center for 1.7 million dollars.
The ability to expand the- current center adds value .-to the - prop".- Without the
expansion, not only is the value of the expansion lost, but the value .of the existing
center is reduced. In addition, the lass in rentals from the expanded shopping center
will be $1,500,00 annually. This is based on the exisffmg-square footage of shopping
center being 145,124 sq. ft., the expansion fielding a new total of 249,500 sq. ft.
and the cost of a shopping center rental being $15 per-square foot. _
NOV.18'2002 13:05 #6586 P.017/020
NOV-18-2002 11:33 P.10
ATTACHMENT" TO VARMCE REQUEST
Part 3: Protection of Water Quality
Water qualify at Palls Village Shopping Center will be protected by a collection system
that gathers storm water and deposits the runoff in an engineered wetland. Also,
intensive landscaping olong the perimeter of the•project limits will aid in the treatment
of overland flow.
The colledon system utilizes erosting and proposed storm structures {catch basins arad
drain inlets} to collect storm runoff and convey the wafer to the tngineired wetland.
The water is released into the foreboy of the wetland where the velocity is reduced
significantly, allowing the particulate matter to settle. The storm runoff then meanders
through'the wetland and is released through an outlet Structure. The treated water
enters the erasting City of Raleigh storm drainage system and is eventually released to
Kline Creek The wetland is designed according to the NCDENR manual,
'Stormwater Best Managernent Practices'. A copy of the design is included in this
dpplication_
Nitrogen compounds ore found in a variety of forms in surface water. 'Some of the
compounds ore not dissolved but rather odsorh'ed onto particulate matter. The
`tortuous path- provided by the engineers wetland allows settling to occur, $5% T5S
removal, thereby reducing `he nitrogen load into the r-eiving body of water. Settling
the particulate matter has the added effect of removing metals and nonsoluble
pollutants as well.
The length of the flow path and the settling time provided by the wetland will have the
added benefit of'increottnd'infiltration. The filtering action of soil rand plants, :and
biological odivities in the soil, take up a variety of nutrients as stormwoter moves
through the engineered wetland.
For dissolved nutrients, vegetation in the engineered wetland will be the focal point of
reducing inputs to s6rfoce water. The bquotic plants provide longer contact times with
pollutants, aid in the-settling of pdrticles that have pollutants adsorbed on them, and
greatly increase biological uptake as they consume dissolved nutrients through the
water. It is the case that the aquatic plants should 'be harvested periodically, usually in
the autumn after the plant has died, to pmvent eutrophicaiion end algal bloorns as the
poont decays,
it should be of rtote that this project will improve water quality clown stream. Prior to
the construdion of this wetland, storm water from this drainage area was deposited in
the Neese River Buffer directly. This project will route 33.4 acres of drainage through
an engineered wetland where previously no retention, detention, storage or treatment
of any kind was offeted.
r NOV.18'2002 13:05 #6586 P.018l020
NOV-18-2002 11:34 P111
ATTACWMNT TO VARIANCE REQUEST
Part 3: Protection of Water Quality, Nitrogen LoadioV Removol EWiency calculc6ons
Nitrogen Loading
From Schueler, the 5imp6 Method yields a N-loading raft of 11.8 lWacre/yeor. This
value is obtained from table 1-5 that is attached. The 33.4 acne droinoV area has
been determined to be -°70% impervious.
Ref: Scheuler, T.R. 1987. Controlling Urban Runoff: A Practical Manual for
Planning and Designing Urban BMN. Publication number 87703.
Metropolitan Washington Council of Governments. 275pp.
Renlovgl,E{?iCionCy
hosed on the published removal efficiencies, drainage basin sire and percent
imperviousness, the removal efficiency of the proposed engineered wetiond is •--55%.
Ref: NMENR composite of previous wetland studies (ottached)
Leost 5ctut?res
Regression
Calculations: Bosig i e 9GimperV1QVA %Remov_o4 Removoi4ya rvious
40 ac. 30 0 .476
18 oc 60 23 .383
121 ac 75 76 .987
Our Site: 33 ac 70 55 .786"
'computed bossed on least squares regression
•Y NOV.18'2002 13:05 #6586 P.019/020
NOV-18-2002 11:34 P.12

Vort for Se'"'t" Values
FW1UtOnt F of
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Table 1.5: Annual SUM Si
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Stormwater Wetlands
Summary of Research Conducted In the Southeasti-1963 .-Present
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Summary of Research Conducted In the Southeast, 1983 • Present
Michael D. Allen, PE
Land Development Division
i
PO Box 33127
Raleigh, NC 27636
Direct: 919-858-1888
Fax: [phone]
[e-mail]
ff IF,
BARBARA H. MULREY ENGINEERING, INC.
6750 Tryon Road
Cary, NC 27511
Phone: [phone]
www.bhme.com
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FALLS VILLAGE SHOPPING CENTER
WAKE COUNTY, NORTH CAROLINA
6683 Falls of The Neuse Road
25.15 Acres
STORM WATER DETENTION & ENGINEERED WETLAND
HYDROLOGY & HYDRAULIC CALCULATIONS
prepared by:
I&A
RICE &
ASSOffATES
116 New Edition Court
Cary, North Carolina 27511
Voice: 919.462.8474
Fax: [phone]
May 11, 1999
' FALLS VILLAGE SHOPPING CENTER
WAKE COUNTY, NORTH CAROLINA
' 6683 Falls of The Neuse Road
25.15 Acres
I STORM WATER DETENTION & ENGINEERED WETLAND
! HYDROLOGY & HYDRAULIC CALCULATIONS
' prepared by.
!
I&A
! RICE&
ASSOCIATES
!
116 New Edition Court
Cary, North Carolina 27511
! Voice: 919.462.8474
Fax: [phone]
!
May 11, 1999
!
!
!
!
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FALLS VILLAGE SHOPPING CENTER
1
WAKE COUNTY, NORTH CAROLINA
6683 Falls of The Neuse Road
25.15 Acres
STORM WATER DETENTION & ENGINEERED WETLAND
'
HYDROLOGY & HYDRAULIC CALCULATIONS
prepared by.
RICE &
ASSOCIATES
116 New Edition Court
Cary, North Carolina 27511
Voice: 919.462.8474
fox 919.462.8707
May 11, 1999
TABLE OF CONTENTS
¦ • Vicinity Map/ USGS Quadrangle Map
• Summary of Procedures and Results
• Area Calculations
0 Hydraulic Calculations
LAKE FOREST DRIVE
HUNTING RIDGE
ROAD
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SANDY FORKS F`
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V I C I N I T Y M A P
1 " = 500'
i
INFORMATION TAKEN FROM FOUR (4) GEODETIC QUADRANGLE SHEETS:
BAYLEAF, NC; WAKE FOREST, NC; RALEIGH EAST, NC; and RALEIGH WEST, NC
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... .?,. CONTOUR :MTcRVA.L 10 i=-?cT
n NATtOWAL 3EDDETIC VERTICAL DATUM DF 924
?p.? y 0
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r GENERAL
SUMMARY OF PROCEDURE AND RESULTS
• The proposed project will consist of constructing multiple 1-story buildings and two 2-story
building additions within an existing shopping center. The project will have a total of
249,500 square feet of gross building area and approximately 519,500 square feet of
parking areas and drives.
• The undeveloped portion of the site proposed for expansion contains a Neuse River Basin
Stream and associated buffers. As mitigation for disturbing the NRB Stream Buffer the
developer proposes to construct an engineered wetland. The wetland is designed to trap
and settle out suspended solids in stormwater runoff from a majority of the existing
shopping center, all of the proposed shopping center addition, and offsite existing
development consisting of a country club and golf course, an apartment complex, and
single family subdivisions. The developer also proposes to maintain an existing 100 foot
wide natural buffer along the north property line that will "filter"storm water runoff from
existing developed single family subdivision lots.
• The drainage area that will be treated consists of 33.4 acres (see attached page). The
on-site drainage is from the shopping center and is 52.5% (17.5 acres) of the total
drainage area. The developer proposes to construct a "wet" pond in accordance with the
Stormwater Best Management Practices. handbook of the North Carolina Department of
Environment and Natural Resources.
DESIGN PARAMETERS
The engineered wetland was designed in accordance of NCDEHNR Best Management
Practices.
• Maximum Impervious Area = 70%
• Surface Area to Drainage Area Ratio = 2.75%
• Permanent Pool Depth = 3 feet
• Outlet Pool (3' deep) = 15% of Surface Area
• Forebay (3' deep) = 15% of Surface Area
• Upper Marsh (0" - 9" deep) = 35% of Surface Area
• Lower Marsh (9" 18" deep) = 35% of Surface Area

r
r
METHODOLOGY
• To model the detention pond the HydraflowTM "Hydrographs for Windows" by Intelisolve
software package was used.
r • This software created an inflow hydrograph based on drainage basin characteristics input
by the user.
r • The user modeled the wetland as a reservoir, which was used as the basin of interest. The
inflow hydrograph was routed through the designed pond and the stage-storage, stage-
discharge and drainage characteristics were plotted.
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1
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AREA CALCULATIONS
10
WETLAND CALCULATIONS
' Surface Area Sizing
• Drainage Area = 33.4 ac.
t • Max. Impervious Area = 70%
• Permanent Depth = 3 feet
• SA/DA = 2.75%
(surface area to drainage area ratio)
• Surface Area = (2.75/100) * (33.4 ac.) * (43560 sf/ac)
= 40,010 sf
Allocation of.Pond Surface Area
• 35% of SA - Upper Marsh - 0 to 9" Deep
• 35% of SA - Lower Marsh - 9 to 18" Deep
• 15 % of SA - Outlet Pool
' • 15% of SA - Forebay
Wetland Required Surface Area Provided Surface Area
' 0 to 9" Dee = .35 40,010 = 14,005 sf 14,184 sf
9 to 18" Deep = (.35) * (40,010) = 14,005 sf 14,205 sf
Outlet Pool = (.15) * (40,010) = 6,002 sf 6,042 sf
Forebay = (.15) * (40,010) = 6,002 sf 6,010 sf
Total Surface Area 40,014sf 41,441 sf
Volume to be Stored from the 1 " Storm
• Runoff Coefficient (Rv) = Storm runoff (in) / Storm rainfall (in)
• Percent Impervious (1) = Drainage area (ac) / Impervious portion of DA (ac.)
1 Rv = 0.05 + .009 * (1)
= 0.05 + .009 * (70)
' = 0.68 in/in
• Vol. from 1" of Runoff = (Design rainfall) * (Rv) * (Drainage Area)
_ (1") * (0.68 in/in) * (7.0 ac.) * (lft/12in )* (43560 sf/ac.)
' = 17,280 cf
1
1
1
1
HYDRAULIC SUMMARY
Total drainage area = 33.7 acres
On-site drainage area = 17.5 acres'
• Developed peak run-off for 10-year event without storm water detention = 123.5 CFS
• Proposed peak run-off for 10-year event with storm water detention = 88.9 CFS
• Maximum water surface elevation for routed 10-year event 416.24 FEET
• Developed peak run-off for 100-year event without storm water detention = 199.5 CFS
• Proposed peak run-off for 100-year event with storm water detention = 105.7 CFS
• Maximum water surface elevation for routed 100-year event= 417.80 FEET
• Engineered wetland designed to contain first 1" of runoff and release in a 2-5 day period
• Outlet structure to be a 4'x 4' reinforced concrete structure with 36" reinforced concrete
pipe outletting to an existing stormwater system in Suburban Drive
• 24-hour drawdown will be accomplished by infiltration into the soil and by the 4" orifice
which will outlet at the normal water surface, into the structure.
• The forebays, the 9-18" areas', and the '0-9" areas' were designed in accordance with the.
NCDENR Best Management Practices manual, as a percentage drainage of area.
THE PROPOSED STORMWATER DETENTION POND WILL REMOVE >85% OF
SUSPENDED SOLIDS BY CAPTURING THE INITIAL 1- INCH OF STORM WATER RUNOFF,
DETAINING THAT VOLUME AND RELEASING IT OVER A 2 - 5 DAY PERIOD.
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..............................................? R.:7• ?t'lit:Y,?' _'.':.:.: .':::Y?1?/j•`?{•q.•.'` •i::. ?4
2-ST Rr
........... ................. ! s ?::ti .':.bCpti :?.,,??? :•:?? .':.`.:ji .'
?.• .sib :ti•: :•: ...
4 5 •? v i
? .......................
' ...........::.. T Ppa ?. G
?p\N\NA? N a= `''
•t 8
• } _::
%
W " A10
494. CB #9 • ' 4
#lt' _ 25b,54' - • -:.
•
. `Y: 'C: ::'???°•::.• .??•.
EK•.?S.. MANHOLE - ?'+'- - r.
S
RIM h-EV. = 438.56 E NTER
`-?'?' r • •.
NEW SHOPS:.
IN i? 425.66 \?..' •?`?`S / !• k ?XIb4T. STRE • :::;
pl1T = 425.56 --- . .
6,b9O SF s `+ I
-MAX\] El
S \ E.
OG SS Fk g+ EX. S.S. MANHOLE.' • • 8^i • o- • •~ ~ • - ' /?
' HYDRAULIC CALCULATIONS
' All constructed wetlands have been sized to accommodate the 10 and 100-yr events. The
constructed wetlands will capture the first one (1) inch of runoff from the site and store that
volume for a minimum of two (2) days.
t
HYDROLOGIC SOIL TYPES
The geologic information concerning this site was obtained from the "Soil Survey of Wake
County, North Carolina" (US Department of Agriculture Soil Conservation Service). The
drainage basin of this site is composed of both the Appling and the Cecil soil types (ApB,
CeC, and CeC2 . The soil types are in hydrologic group "B". It is assumed the hydrologic
soil type is type "B", reflecting saturated conditions.
I The existing drainage basin (33.4 acres) is composed of a shopping center, off site
apartments, off site residential with a 100-foot undisturbed buffer, and portions of an off site
' golf course. The shopping center is assumed to be impervious except for the traffic islands
and landscaping. The apartment site is light residential as most of the contributing area has
' vegetative cover. The residential area is wooded and the undisturbed buffer is thickly
wooded. The golf course has vegetative cover over most of the area.
' In formulating the SCS curve number, a composite curve number was used (CN 86). The
Shopping Center comprises 52.5% of the drainage basin and has a CN of 98. The
apartment site comprises 7.8% of the drainage area and has a CN of 85. The golf course
' comprises 29.8% of the drainage area and has a CN of 70. The wooded area makes up
9.8% of the drainage area and has a CN of 70. These numbers yield a composite curve
number of 86.

2.4 SYNTHETIC UNIT HYDROGRAPH DEVELOPMENT 129

TABLE 2.1
' Runoff Curve Numbers for Selected Agricultural, Suburban, and
Urban Land Use (Antecedent moisture condition II; la = 0.2S)
I HYDROLOGIC
SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land'
Without conservation treatment 72 81 88 91
With conservation treatment 62 71 78 81
Pasture or range land
' Poor condition 68 79 86 89
Good condition 39 61 74 80
Meadow
' Good condition 30 58 71 78
Wood or forest land
Thin stand, poor cover, no mulch 45 66 77 83
i Good covert 25 55 70 77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
Good condition: grass cover on 75% or more of the area 39 61 74 80
Fair condition: grass cover on 50 - 75% of the area 49 69 79 84
Commercial and business areas (85% impervious) 89 92 94 95
' Industrial districts (72% impervious) 81 88 91 93
Residential3
' Average lot size Average % impervious4
1/8 ac or less 65 77 85 90 92
1/4 ac 38 61 75 83 87
' 1 /3 ac 30 57 72 81 86
1/2 ac 25 54 70 80 85
1 ac 20 51 68 79 84
' Paved parking lots, roofs, driveways, etc.5 98 98 98 98
Streets and roads
_Paved with curbs and storm sewers5 98 98 98 98
' Gravel 76 85 89 91
Dirt 72 82 87 89
' 1. For a more detailed description of agricultural land use curve numbers, refer to National Engineering
Handbook, Section 4, "Hydrology," Chapter 9, Aug. 1972.
2. Good cover is protected from grazing and litter and brush cover soil.
' 3. Curve numbers are computed assuming that the runoff from the house and driveway is directed
toward the street with a minimum of roof water directed to lawns where additional infiltration could
occur.
' 4. The remaining pervious areas (lawn) are considered to be in good pasture condition for these curve
' numbers.
5. In some warmer climates of the country a curve number of 95 may be used.
1
Joins sheet .3u)
2 0,00
000 i
Scale 1:15840
: Mi,e
5000 Feet

I
C

I
I
I
j oiAL- DRA?NAUE At?EA = 33.3 AC
sa?et?ossy g autd d pal 6661 to =Zo=51 5o jdy uow 6Mp'3Sd8 pal\3S @5211iASIIej\omavv\'S
HYDRAULIC CALCULATIONS
i
May 11, 1999 RICE &
ASSOCIATES
Mr. Peter B. Colwell
Wetland Scientist
NC Department of Environment, Health
and Natural Resources
Division of Environmental Management
Environmental Sciences Branch
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Re: Falls Village Shopping Center
Proposed Redevelopment
Dear Mr. Colwell:
Thank you for taking time out of your busy schedule the other week to meet with me,
our soils scientist, and architect to walk the site and give us an opportunity to
introduce you to the existing site conditions and discuss development options. Based
on your input during the meeting and our previous meeting with you, Steve Mitchell,
and John Dorney we have modified our site plan to minimize the amount of Neuse
River Basin Stream Buffers (NRBSB) affected by the proposed development. Our
modifications include the following:
The storm water detention basin has been modified to include engineered
wetlands to provide removal of suspended particulate urban storm water pollutants
and dissolved nutrient uptake by the wetland plants in the proposed marsh areas.
2. The engineered detention/wetland area was reconfigured and relocated out of the
NRBSB area to minimize the disturbed area.
3. The proposed building located at the northwest corner of the site was moved to the
east to further minimize disturbance of the NRBSB. (The back side of the building
will serve as a retaining wall.)
4. The disturbance of the NRBSB has been reduced by more than 200 lineal feet
from our original plan submitted to you and your staff. (Total disturbed length of
NRBSB now proposed is less than 450 lineal feet.)
5. The landscaping of the site has been upgraded to provide additional buffers, trees,
and shrubs around the perimeter of the site and in the area of disturbance to
116 New Edition Court • Cary, North Carolina 27511 • Voice 919.462.8474 • Fax [phone] • Email: [e-mail]
. --
Mr. Peter B. Colwell
Falls Village Shopping Center
Storm Water Detention & Engineered Wetlands
May 11, 1999
Page 2
provide additional storm water filtering capability and dissolved nutrient
assimilation.
Attached you will find three (3) copies of our site plans showing the proposed site plan
improvements and three (3) copies of our storm water detention and engineered
wetland calculations.
Rice & Associates sincerely believes that the proposed treatment of the storm water
runoff from the shopping center and offsite developed areas will greatly improve
downstream water quality. Upon your concurrence that we have adequately
addressed your concerns we will provide you with an operation manual and a
maintenance agreement as part of the final package.
We request staff approval of the proposed improvements and that you place our
variance request on the agenda of the next Environmental Management Commission
meeting for consideration.
Rice & Associates appreciates your assistance and cooperation with this project and
we look forward to working with you.
Very truly yours,
RICE,&--A?SOCIA
.- - ,
n M. Ri(`e, P.E.
Cc: Todd Walters
Greg Sanchez
Kevin Martin
Greg Hallam
P6 New Edition Court
' (ary, North Carolina 27511 PROJECT: -^ FALL S V 1 Lt- AGE S )4o P Pl N G C EN r E R
' Voice: 919.462.8474
&M In. 919.462.8707
RICE
ASSOCIATES CIVIL ENGINEERING & PUNNING BY: Ts? g .?4 DATE: -4 S.'? SHEET NO. _1 OF . /_t___?_._
1
Hydrograph
Report
Page 1
Hya. No. 1
10-yr Falls Village Drainage Area
Hydrograph type = SCS Runoff Peak discharge = 123.49 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 33.37 ac Curve number = 86
Basin Slope = 3.2 % Hydraulic length = 2000 ft
Tc method = LAG Time of conc. (Tc) = 25.3 min
Total precip. = 5.40 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
Total Volume= 458,111 cult, 10.517 acft
' Hydrograph Discharge Table
Time --Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
5.10 0.01 6.17 0.33 7.23 0.74 8.30 1.22
5.13 0.02 6.20 0.35 7.27 0.75 8.33 1.24
5.17 0.02 6.23 0.36 7.30 0.77 8.37 1.27
5.20 0.03 6.27 0.37 7.33 0.78 8.40 1.29
5.23 0.04 6.30 0:38 7.37 0.79 8.43 1.32
' 5.27 0.04 6.33 0.39 7.40 0.81 8.47 1.35
5.30 0.05 6.37 0.41 7.43 0.82 8.50 1.38
5.33 0,06 6.40 0.42 7.47 0.83 8.53 1.41
5.37 0.07 6.43 0.43 7.50 0.85 8.57 1.44
5.40 0.08 6.47 0.44 7.53 0.86 8.60 1.47
5.43 0.09 6.50 0.45 7.57 0.88 8.63 1.51
5.47 0.10 6.53 0.47 7.60 0.89 " 8.67 1.54
5.50 0.11 6.57 0.48 7.63 0.90 8.70 1.57
5.53 0.12 6.60 0.49 7.67 0.92 8.73 1.61
5.57 0.13 6.63 0.50 7.70 0.93 8.77 1.64
5.60 0.14 6.67 0.52 7.73 0.95 8.80 1.68
' 5.63 0.15 6.70 0.53 7.77 0.96 8.83 1.72
5.67 0.16 6.73 0.54 7.80 0.97 8.87 1.75
5.70 0.18 6.77 0.56 7.83 0.99 8.90 1.79
5.73 0.19 6.80 0.57 7.87 1.00 8.93 1.83
5.77 0.20 6.83 0.58 7.90 1.02 8.97 1.86
5.80 0.21 6.87 0.59 7.93 1.03 9.00 1.90
5.83 0.22 6.90 0.61 7.97 1.05 9.03 1.94
5.87 0.23 6.93 0.62 8.00 1.06 9.07 1.98
5.90 0.24 6.97 0.63 8.03 1.07 9.10 2.02
5.93 0.25 7.00 0.65 8.07 1.09 9.13 2.06
5.97 0.26 7.03 0.66 8.10 1.10 9.17 2.09
6.00 0.28 7.07 0.67 8.13 1.12 9.20 2.13
6.03 0.29 7.10 0.69 8.17 1.14 9.23 2.16
6.07 0.30 7.13 0.70 8.20 1.16 9.27 2.20
6.10 0.31 7.17 0.71 8.23 1.17 9.30 2.23
6.13 0.32 7.20 0.73 8.27 1.20 9.33 2.25
Continues on next page...

10-yr Falls Village Drainage Area Page 2
HYdrograph Discharg e Table
' Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
9.37 2.28 11.00 6.05 12.63 20.77 14.27 6.30
9.40 2.31 11.03 6.18 12.67 19.42 14.30 6.22
9.43 2.33 11.07 6.33 12.70 18.41 14.33 6.15
9.47 2.35 11.10 6.48 12.73 17.48 14.37 6.09
' 9.50 2.37 11.13 6.64 12.77 16.63 14.40 6.03
9.53 2.39 11.17 6.81 12.80 15.86 14.43 5.98
9.57 2.41 11.20 7.01 12.83 15.17 14.47 5.93
9.60 2.43 11.23 7.22 12.87 14.56 14.50 5.88
9.63 2.46 11.27 7.45 12.90 14.01 14.53 5.84
9.67 2.48 11.30 7.76 12.93 13.51 14.57 5.80
70
9 51
2 11
33 8.10 12.97 13.07 14.60 5.76
.
9.73 .
2.54 .
11.37 8.46 13.00 12.67 14.63 5.72
9.77 2.57 11.40 8.83 13.03 12.31 14.67 5.68
9.80 2.61 11.43 9.23 13.07 11.98 14.70 5.64
9.83 2.65 11.47 9.64 13.10 11.68 14.73 5.60
' 9.87 2.70 11.50 10.06 13.13 11.40 14.77 5.57
9.90 2.75 11.53 10.60 13.17 11.14 14.80 5.53
9.93 2.80 11.57 11.32 13.20 10.89 14.83 5.49
9.97 2.85 11.60 12.33 13.23 10.65 14.87 5.45
10.00 2.91 11.63 13.75 13.27 10.42 14.90 5.42
10.03 2.97 11.67 15.71 13.30 10.21 14.93 5.38
10.07 3.03 11.70 18.35 13.33 10.00 14.97 5.34
10.10 3.10 11.73 21.77 13.37 9.81 15.00 5.30
10.13 3.17 11.77 26.17 13.40 9.62 15.03 5.27
10.17 3.24 11.80 31.76 13.43 9.44 15.07 5.23
10.20 3.31 11.83 38.84 13.47 9.27 15.10 5.19
10.23 3.38 11.87 47.67 13.50 9.10 15.13 5.15
10.27 3.46 11.90 58.49 13.53 8.94 15.17 5.12
10.30 3.54 11.93 70.90 13.57 8.78 15.20 5.08
10.33 3.63 11.97 83.77 13.60 8.63 15.23 5.04
10.37 3.71 12.00 95.94 13.63 8.48 15.27 5.00
10.40 3.80 12.03 106.64 13.67 8.34 15.30 4.96
10
43 3
89 12.07 115.27 13.70 8.20 15.33 4.93
.
10.47 .
3.99 12.10 121.12 13.73 8.06 15.37 4.89
10.50 4.09 12.13 123.49 << 13.77 7.93 15.40 4.85
10.53 4.18 12.17 121.62 13.80 7.80 15.43 4.81
10.57 4.29 12.20 115.81 13.83 7.67 15.47 4.78
t 10.60 4.39 12.23 107.58 13.87 7.55 15.50 4.74
10.63 4.50 12.27 98.46 13.90 7.43 15.53 4.70
10.67 4.61 12.30 89.28 13.93 7.31 15.57 4.66
10.70 4.73 12.33 80.13 13.97 7.20 15.60 4.62
' 10.73 4.85 12.37 71.11 14.00 7.08 15.63 4.59
10.77 4.98 12.40 62.30 14.03 6.97 15.67 4.55
10.80 5.12 12.43 53.81 14.07 6.86 15.70 4.51
10.83. 5.26 12.47 45.75 14.10 6.76 15.73 4.47
10.87 5.41 12.50 38.36 14.13 6.65 15.77 4.43
10.90 5.56 12.53 31.91 14.17 6.56 15.80 4.40
10.93 5.72 12.57 26.69 14.20 6.46 15.83 4.36
10.97 5.88 12.60 23.01 14.23 6.38 15.87 4.32
Continues on next page...

10-yr Falls Village Drainage Area
Hydrograph Discharge Table
t Time -- Outflow Time -- Outflow
(hrs cfs) - (hrs cfs)

I

15.90 4.28
15.93 4.24
15.97 4.20
16.00 4.17
16.03 4.13
16.07 4.09
16.10 4.05
16.13 4.02
16.17 3.98
16.20 3.95
16.23 3.92
16.27 3.89
16.30 3.86
16.33 3.84
16.37 3.82
16.40 3.80
16.43 3.78
16.47 3.76
16.50 3.74
16.53 3.73
16.57 3.71
16.60 3.70
16.63 3.68
16.67 3.67
16.70 3.66
16.73 3.64
16.77 3.63
16.80 3.62
16.83 3.60
16.87 3.59
16.90 3.58
16.93 3.56
16.97 -3.55
17.00 3.54
17.03 3.52
17.07 3.51
17.10 3.50
17.13 3.48
17.17 3.47
17.20 3.45
17.23 3.44
17.27 3.43
17.30 3.41
17.33 3.40
17.37 3.39
17.40 3.37
17.43 3.36
17.47 3.35
17.50 3.33
17.53
17.57
17.60
17.63
17.67
17.70
17.73
17.77
17.80
17.83
17.87
17.90
17.93
17.97
18.00
18.03
18.07
18.10
18.13.
18.17
18.20
18.23
18.27
18.30
18.33
18.37
18.40
18.43
18.47
18.50
18.53
18.57
18.60
18.63
18.67
18.70
18.73
18.77
18.80
18.83
18.87
18.90
18.93
18.97
19.00
19.03
19.07
19.10
19.13
3.32
3.31
3.29
3.28
3.26
3.25
3.24
3.22
3.21
3.20
3.18
3.17
3.16
3.14
3.13
3.11
3.10
3.09
3.07
3.06
3.05
3.03
3.02
3.01
2.99
2.98
2.96
2.95
2.94
2.92
2.91
2.90
2.88
2.87
2.85
2.84
2.83
2.81
2.80
2.79
2.77
2.76
2.74
2.73
2.72
2.70
2.69
2.68
2.66

Time -- Outflow
(hrs cfs)
19.17 2.65
19.20 2.63
19.23 2.62
19.27 2.61
19.30 2.59
19.33 2.58
19.37 2.57
19.40 2.55
19.43 2.54
19.47 2.52
19.50 2.51
19.53 2.50
19.57 2.48
19.60 2.47
19.63 2.46
19.67 2.44
19.70 2.43
19.73 2.41
19.77 2.40
19.80 2.39
19.83 2.37
19.87 2.36
19.90 2.35
19.93 2.33
19.97 2.32
20.00 2.30
20.03 2.29
20.07 2.28
20.10 2.26
20.13 2.25
20.17 2.24
20.20 2.23
20.23 2.22
20.27 2.21
20.30 2.20
20.33. 2.19
20.37 2.18
20.40 2.18
20.43 2.17
20.47 2.17
20.50 2.16
20.53 2.16
20.57 2.16
20.60 2.15
20.63 2.15
20.67 2.15
20.70 2.14-
20.73 2.14
20.77 2.14
Page 3
Time -- Outflow
(hrs cfs)
20.80 2.14
20.83 2.13
20.87 2.13
20.90 2.13
20.93 2.13
20.97 2.12
21.00 2.12
21.03 2.12
21.07 2.12
21.10 2.11
21.13 2.11
21.17 2.11
21.20 2.10
21.23 2.10
21.27 2.10
21.30 2.10
21.33 2.09
21.37 2.09
21.40 2.09
21.43 2.09
21.47 2.08
21.50 2.08
21.53 2.08
21.57 2.07
21.60 2.07
21.63 2.07
21.67 2.07
21.70 2.06
21.73 2.06
21.77 2.06
21.80 2.06
21.83 2.05
21.87 2.05
21.90 2.05
21.93 2.05
21.97 2.04
22.00 2.04
22.03 2.04
22.07 2.03
22.10 2.03
22.13 2.03
22.17 2.03
22.20 2.02
22.23 2.02
22.27 2.02
22.30 2.02
22.33 2.01
22.37 2.01
22.40 2.01
Continues on next page...
10-yr Falls Village Drainage Area Page 4
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
22.43 2.00 24.07 1.80
22.47 2.00 24.10 1.74
22.50 2.00 24.13 1.65
22.53 2.00 24.17 1.53
22.57 1.99 24.20 1.40
22.60 1.99 24.23 1.24
22.63 1.99 24.27 1.06
' 22.67 1.99 24.30 0.90
22.70 1.98 24.33 0.75
22.73 1.98 24.37 0.61
22.77 1.98 24.40 0.49
22.80 1.97 24.43 0.38
22.83 1.97 24.47 0.29
22.87 1.97 24.50 0.20
22.90 1.97 24.53 0.14
22.93 1.96 24.57 0.08
22.97 1.96 24.60 0.04
23.00 1.96 24.63 0.01
23.03 1.96
23.07 1.95
23.10 1.95 ...End
23.13 1.95
'
23.17 1.94
23.20 1.94
23.23 1.94
23.27 1.94
23.30 1.93
23.33 1.93
23.37 1.93
23.40 1.93
23.43 1.92
23.47 1.92
23.50 1.92
23.53 1.91
23.57 1.91
23.60 1.91
23.63 1.91
23.67 1.90
23.70 1.90
23.73 1.90
23.77 1.90
23.80 1.89
23.83 1.89
23.87 1.89
23.90 1.88
23.93 1.88
23.97 1.88
24.00 1.88
'
24.03 1.85
i
i
i
I - SCS Runoff -10 Yr - Qp = 123.49 cfs
150-
100
Q
50 / Out
0
0 5 10 15 20 25 30
Time (Hrs)
i
i
i
i
10-YEAR EVENT - PROPOSED CONDITIONS
INFLOW HYDROGRAPH
Hydrograph Report
Page 1
Hyd. No. 2
100-yr Falls Village Drainage Area
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 33.37 ac
Basin Slope = 3.2 %
Tc method = LAG
Total precip. = 8.00 in
Storm duration = 24 hrs
Peak discharge = 199.46 cfs
Time interval = 2 min
Curve number = 86
Hydraulic length = 2000 ft
Time of conc. (Tc) = 25.3 min
Distribution = Type II
Shape factor = 484
Total Volume = 754,958 cult, 17.331 acft
' Hydrog raph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
3.70 0.01 4.77 0.49 5.83 1.12 6.90 1.82
3.73 0.02 4.80 0.51 5.87 1.14 6.93 1.84
3.77 0.03 4.83 0.53 5.90 1.16 6.97 1.86
3.80 0.03 4.87 0.55 5.93 1.18 7.00 1.89
3.83 0.04 4.90 0.57 5.97 1.20 7.03 1.91
3.87 0.06 4.93 0.58 6.00 1.22 7.07 1.93
3.90 0.07 4.97 0.60 6.03 1.24 7.10 1.96
3.93 0.08 5.00 0.62 6.07 1.27 7.13 1.98
3.97 0.09 5.03 0.64 6.10 1.29 7.17 2.00
4.00 0.11 5.07 0.66 6.13 1.31 7.20 2.02
4.03 0.12 5.10 0.68 6.17 1.33 7.23 2.05
4.07 0.14 5.13 0.70 6.20 1.35 7.27 2.07
4.10 0.15 5.17 0.72 6.23 1.37 7.30 2.09
4.13 0.17 5.20 0.74 6.27 1.39 7.33 2.12
4.17 0.19 5.23 0.75 6.30 1.42 7.37 2.14
4.20 0.20 5.27 0.77 6.33 1.44 7.40 2.16
4.23 0.22 5.30 0.79 6.37 1.46 7.43 2.19
4.27 0.24 5.33 0.81 6.40 1.48 7.47 2.21
4.30 0.25 5.37 0.83 6.43 1.50 7.50 2.23
4.33 0.27 5.40 0.85 6.47 1.53 7.53 2.26
4.37 0.28 5.43 0.87 6.50 1.55 7.57 2.28
4.40 0.30 5.47 0.89 6.53 1.57 7.60 2.31
4.43 0.32 5.50 0.91 6.57 1.59 7.63 2.33
4.47 0.33 5.53 0.93 6.60 1.61 7.67 2.35
4.50 0.35 5.57 0.95 6.63 1.64 7.70 2.38
4.53 0.37 5.60 0.97 6.67 1.66 7.73 2.40
4.57 0.39 5.63 0.99 6.70 1.68 7.77 2.42
4.60 0.40 5.67 1.01 6.73 1.70 7.80 2.45
4.63 0.42 5.70 1.03 6.77 1.73 7.83 2.47
4.67 0.44 5.73 1.06 6.80 1.75 7.87 2.50
4.70 0.46 5.77 1.08 6.83 1.77 7.90 2.52
'
4.73 0.47 5.80 1.10 6.87 1.79 7.93 2.54
Continues on next page...
i

100-yr Falls Village Drainage Area
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
Time -- Outflow
(hrs cfs)
Page 2
Time -- Outflow
(hrs cfs)
7.97 2.57 9.60 5.04 11.23 13.23 12.87 22.61
8.00 2.59 9.63 5.07 11.27 13.62 12.90 21:75
8.03 2.61 9.67 5.11 11.30 14.16 12.93 20.97
8.07 2.64 9.70 5.15 11.33 14.73 12.97 20.28
8.10 2.67 9.73 5.20 11.37 15.34 13.00 19.66
8.13 2.69 9.77 5.25 11.40 15.98 13.03 19.09
8.17 2.72 9.80 5.32 11.43 16.65 13.07 18.58
8.20 2.75 9.83 5.39 11.47 17.35 13.10 18.11
8.23 2.79 9.87 5.47 11.50 18.06 13.13 17.67
8.27 2.83 9.90 5.55 11.53 18.98 13.17 17.27
8.30 2.87 9.93 5.64 11.57 20.19 13.20 16.88
8.33 2:91 9.97 5.74 11.60 21.91 13.23 16.50
8.37 2.96 10.00 5.84 11.63 24.33 13.27 16.15
8.40 3.01 10.03 5.95 11.67 27.67 13.30 15.81
8.43 3.06 10.07 6.06 11.70 32.12 13.33 15.49
8.47 3.12 10.10 6.17 11.73 37.88 13.37 15.18
8.50 3.17 10.13 6.29 11.77 45.25 13.40 14.89
8.53 3.23 10.17 6.41 11.80 54.54 13.43 14.61
8.57 3.29 10.20 6.54 11.83 66.21 13.47 14.34
8.60 3.35 10.23 6.67 11.87 80.61 13.50 14.08
8.63 3.42 10.27 6.81 11.90 98.09 13.53 13.83
8.67 3.48 10.30 6.95 11.93 117.95 13.57 13.58
8.70 3.55 10.33 7.10 11.97 138.39 13.60 13.35
8.73 3.61 10.37 7.25 12.00 157.56 13.63 13.12
8.77 3.68 10.40 7.41 12.03 174.27 13.67 12.89
8.80 3.75 10.43 7.57 12.07 187.55 13.70 12.67
8.83 3.81 10.47 7.73 12.10 196.31 13.73 12.46
8.87 3.88 10.50 7.90 12.13 199.46 << 13.77 12.25
8.90 3.95 10.53 8.07 12.17 195.85 13.80 12.05
8.93 4.02 10.57 8.25 12.20 186.02 13.83 11.85
8.97 4.09 10.60 8.43 12.23 172.41 13.87 11.66
9.00 4.16 10.63 8.62 12.27 157.44 13.90 11.47
9.03 4.23 10.67 8.82 12.30 142.43 13.93 11.29
9.07 4.30 10.70 9.02 12.33 127.53 13.97 11.11
9.10 4.37 10.73 9.23 12.37 112.88 14.00 10.93
9.13 4.43 10.77 9.46 12.40 98.63 14.03 10.76
9.17 4.50 10.80 9.69 12.43 84.95 14.07 10.59
9.20 4.56 10.83 9.93 12.47 72.01 14.10 10.43
9.23 4.62 10.87 10.19 12.50 60.20 14.13 10.27
9.27 4.68 10.90 10.45 12.53 49.94 14.17 10.12
9.30 4.73 10.93 10.72 12.57 41.68 14.20 9.97
9.33 4.77 10.97 11.00 12.60 35.87 14.23 9.84
9.37 4.81 11.00 11.28 12.63 32.35 14.27 9.71
9.40 4.85 11.03 11.51 12.67 30.23 14.30 9.60
9.43 4.89 11.07 11.74 12.70 28.66 14.33 9.49
9.47 4.92 11.10 11.99 12.73 27.19 14.37 9.39
9.50 4.95 11.13 12.26 12.77 25.86 14.40 9.30
9.53 4.98 11.17 12.56 12.80 24.66 14.43 9.22
9.57 5.01 11.20 12.88 12.83 23.58 14.47 9.14
Continues on next page...

' 100-yr Falls Village Drainage Area
Hydrograph Discharge Table
Page 3
' Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs). (hrs cfs) (hrs cfs) (hrs cfs)
' 14.50 9.07 16.13 6.17 17.77 4.94 19.40 3.91
14.53 9.00 16.17 6.12 17.80 4.92 19.43 3.89
14.57 8.93 16.20 6.07 17.83 4.90 19.47 3.86
14.60 8.87 16.23 6.02 17.87 4.88 19.50 3.84
' 14.63 8.81 16.27 5.98 17.90 4.86 19.53 3.82
14.67 8.75 16.30 5.94 17.93 4.84 19.57 3.80
14.70 8.69 16.33 5.90 17.97 4.82 19.60 3.78
14.73 8.64 16.37 5.86 18.00 4.79 19.63 3.76
14.77 8.58 16.40 5.83 18.03 4.77 19.67 3.74
14.80 8.52 16.43 5.80 18.07 4.75 19.70 3.72
' 14.83
14.87 8.46
8.40 16.47
16.50 5.77
5.75 18.10
18.13 4.73
4.71 19.73
19.77 3.69
3.67
14.90 8.34 16.53 5.72 18.17 4.69 19.80 3.65
14.93 8.29 16.57 5.70 18.20 4.67 19.83 3.63
14.97 8.23 16.60 5.68 18.23 4.65 19.87 3.61
15.00 8.17 16.63 5.66 18.27 4.63 19.90 3.59
15.03 8.11 16.67 5.64 18.30 4.60 19.93 3.57
15.07 8.05 16.70 5.61 18.33 4.58 19.97 3.55
' 15.10 7.99 16.73 5.59 18.37 4.56 20.00 3.52
15.13 7.93 16.77 5.57 18.40 4.54 20.03 3.50
15.17 7.88 16.80 5.55 18.43 4.52 20.07 3.48
' 15.20
15.23 7.82
7.76 16.83
16.87 5.53
5.51 18.47
18.50 4.50
4.48 20.10
20.13 3.46
3.44
15.27 7.70 16.90 5.49 18.53 4.46 20.17 3.42
15.30 7.64 16.93 5.47 18.57 4.44 20.20 3.41
15.33 7.58 16.97 5.45 18.60 4.41 20.23 3.39
' 15.37 7.52 17.00 5.43 18.63 4.39 20.27 3.38
15.40 7.46 17.03 5.41 18.67 4.37 20.30 3.36
15.43 7.41 17.07 5.38 18.70 4.35 20.33 3.35
' 15.47 7.35 17.10 5.36 18.73 4.33 20.37 3.34
15.50 7.29 17.13 5.34' 18.77 4.31 20.40 3.33
15.53 7.23 17.17 5.32 18.80 4.29 20.43 3.32
15.57
15.60 7.17
7.11 17.20
17.23 5.30
5.28 18.83
18.87 4.27
4.25 20.47
20.50 3.32
3.31
15.63 7.05 17.27 5.26 18.90 4.22 20.53 3.30
15.67 6.99 17.30 5.24 18.93 4.20 20.57 3.30
15.70 6.93 17.33 5.22 18.97 4.18 20.60 3.29
' 15.73 6.88 17.37 5.19 19.00 4.16 20.63 3.29
15.77 6.82 17.40 5.17 19.03 4.14 20.67 3.28
15.80 6.76 17.43 5.15 19.07 4.12 20.70 3.28
15.83 6.70 17.47 5.13 19.10 4.10 20.73 3.28
15.87 6.64 17.50 5.11 19.13 4.08 20.77 3.27
15.90 6.58 17.53 5.09 19.17 4.06 20.80 3.27
' 15.93
15.97 6.52
6.46 17.57
17.60 5.07
5.05 19.20
19.23 4.03
4.01 20:83
20.87 3.26
3.26
16.00 6.40 17.63 5.03 19.27 3.99 20.90 3.26
16.03 6.35 17.67 5.01 19.30 3.97 20.93 3.25
16.07 6.29 17.70 4.98 19.33 3.95 20.97 3.25
' 16.10 6.23 17.73 4.96 19.37 3.93 21.00 3.24
' Continues on next page.,.

' 100-yr Falls Village. Drainage Area
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
' 21.03 3.24 22.67 3.03
21.07 3.23 22.70 3.03
21.10 3.23 22.73 3.02
21.13 3.23 22.77 3.02
' 21.17 3.22 22.80 3.02
21.20 3.22 22.83 3.01
21.23 3.21 22.87 3.01
' 21.27 3.21 22.90 3.00
21.30 3.21 22.93 3.00
21.33 3.20 22.97 2.99
21.37 3.20 23.00 2.99
' 21.40 3.19 23.03 2.99
21.43 3.19 23.07 2.98
21.47 3.18 23.10 2.98
21.50 3.18 23.13 2.97
' 21.53 3.18 23.17 2.97
21.57 3.17 23.20 .2.97
21.60 3.17 23.23 2.96
' 21.63 3.16 23.27 2.96
21.67 3.16 23.30 2.95
21.70 3.15 23.33 2.95
21.73 3.15 23.37 2.94
' 21.77 3.15 23.40 2.94
21.80 3.14 23.43 2.94
21.83 3.14 23.47 2.93
21.87 3.13 23.50 2.93
' 21.90 3.13 23.53 2.92
21.93 3.13 23.57 2.92
21.97 3.12 23.60 2.91
' 22.00 3.12 23.63 2.91
22.03 3.11 23.67 2.91
22.07 3.11 23.70 2.90
t 22.10
22.13 3.10
3.10 23.73
23.77 2.90
2.89
22.17 3.10 23.80 2.89
22.20 3.09 23.83 2.89
22.23 3.09 23.87 2.88
' 22.27 3.08 23.90 2.88
22.30 3.08 23.93 2.87
22.33 3.07 23.97 , 2.87
' 22.37 3.07 24.00 2.86
22.40 3.07 24.03 2.83
22.43 3.06 24.07 2.75
22.47 3.06 24.10 2.65
' 22.50 3.05 24.13 2.51
22.53 3.05 24.17 2.34
22.57 3.05 24.20 2.13
22.60 3.04 24.23 1.90
22.63 3.04 24.27 1.62

Time -- Outflow
(hrs cfs)
24.30 1.37
24.33 1.14
24.37 0.94
24.40 0.75
24.43 0.58
24.47 0.44
24.50 0.31
24.53 0.21
24.57 0.12
24.60 0.06
24.63 0.02
... End
Page 4
i
i
i
i
i
2 - SCS Runoff -100 Yr - Qp = 199.45 cfs
200
150
Q 100
50
0
/ Out
0 5 10 15 20 25 30
Time (Hrs)
100-YEAR EVENT - PROPOSED CONDITIONS
INFLOW HYDROGRAPH
Hydrograph Report Page 1
t
Hyd. No. 3
' 10-year routed
Hydrograph type = Reservo ir Peak discharge = 88.87 cfs
'
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = Engr Wetland 5-
Max. Elevation = 416.24 ft Max. Storage = 159,610 cuft
storage Indication method used. Total Volume = 413,312 tuft, 9.488 acft
' Hydrograph Discharge Table
Time Inflow Elevation CuIv. A Culy. B Culy. C Weir A Weir B Weir C Outflow
' (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
7.70 0.93 413.09 75.63 0.02 ----- ----- ----- ----- 0.02
7.73 0.95 413.09 75.65 0.02 ----- ----- ----- ----- 0.02
' 7.77 0.96 413.09 75.67 0.02 0.02
7.80 0.97 413.10 75.69 0.02 -----
----- ----- ----- 0.02
7.83 0.99 413.10 75.71 0.02 ----- ----- ----- ----- 0.02
7.87 1.00 413.10 75.73 0.03 0.03
'
7.90 1.02 413.11 75.75 0.03 ----- ----- ----- ----- 0.03
7.93 1.03 413.11 75.78 0.03 ----- ----- ----- ----- 0.03
7.97 1.05 413.11 75.80 0.03 ----- ----- ----- ----- 0.03
8.00 1.06 413.11 75.82 0.03 - 0.03
'
8.03 1.07 413.12 75.84 0.03 -----
---- ----- -----
0.03
8.07 1.09 413.12 75.86 0.04 ----- ----- ----- ----- 0.04
8.10 1.10 413.12 75.89 0.04 0.04
8.13 1.12 413.13 75.91 0.04 0.04
8.17 1.14 413.13 75.93 0.04 ----- ----- ----- ----- 0.04
8.20 1.16 413.13 75.96 0.04 ----- ----- ------ ----- 0.04
8.23 1.17 413.14 75.98 0.04 0.04
'
8.27 1.20 413.14 76.01 0.05 ----- ----- ----- ----- 0.05
8.30 1.22 413.14 76.03 0.05 ----- ----- ----- ----- 0.05
8.33 1.24 413.14 76.06 0.05 ----- ----- ----- ----- 0.05
8.37 1.27 413.15 76.08 0.05 ----- ----- ----- ----- 0.05
'
8.40 1.29 413.15 76.11 0.05 ----- ----- ----- ----- 0.05
8.43 1.32 413.16 76.13 0.06 ----- ----- ----- ----- 0.06
8.47 1.35 413.16 76.16 0.06 ----- ----- ----- ----- 0.06
' 8.50 1:38 413.16 76.19 0.06 0.06
8.53 1.41 413.17 76.22 0.06 ----- ----- ----- -----
0.06
8.57 1.44 413.17 76.25 0.07 ----- ----- ----- ----- 0.07
8.60 1.47 413.17 76.28 0.07 0.07
'
8.63 1.51 413.18 76.31 0.07 ----- ----- ----- ----- 0.07
8.67 1.54 413.18 76.34 0.07 ----- ----- ----- ----- 0.07
8.70 1.57 413.19 76.37 0.08 ----- ----- ----- ----- 0.08
8.73 1.61 413.19 76.40 0.08 0.08
'
8.77 1.64 413.19 76.43 0.08 ----- ----- ----- ----- 0.08
8.80 1.68 413.20 76.47 0.09 ----- ----- ----- ----- 0.09
8.83 1.72 413.20 76.50 0.09 ----- ----- ----- ----- 0.09
' 8.87 1.75 413.21 76.54 0.09 ----- ----- ----- ---- 0.09
' Continues on next page...
10-year routed
Hydrograph Discharge Table
' Time Inflow Elevation Culy. A CuIv. B Culv. C Weir A
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs)
8.90 1.79 413.21 76.57 0.10
8.93 1.83 413.22 76.61 0.10 ----- -----
8.97 1.86 413.22 76.65 0.10 ----- -----
9.00 1.90 413.23 76.68 0.11 ----- -----
9.03 1.94 413.23 76.72 0.11

9.07
1.98
413.24
76.76 ----- -----
0.11
9.10 2.02 413.24 76.80 0.12 ----- -----
9.13 2.06 413.25 76.84 0.12

9.17
2.09
413.25
76.88 =__-= ===--
0.12
9.20 2.13 413.26 76.93 0.13
9.23 2.16 413.27 76.97 0.13 ----- -----
9.27 2.20 413.27 77.01 0.14
9.30 2.23 413.28 77.06 0.14 ----- -----
9.33 2.25 413.28 77.10 0.14 ----- -----
9.37 2.28 413.29 77.15 0.15 ----- -----
9.40 2.31 413.29 77.19 0.15
9.43 2.33 413.30 77.24 0.16 ----- -----
0.47 2.35 413.31 77.28 0.16 ----- -----
9,50 2.37 413.31 77.33 0.16

9.53
2.39
413.32
77.38 =-_-- ----_
0.16
9.57 2.41 413.33 77.42 0.17
9.60 2.43 413.33 77.47 0.17 ----- -----
9.63 2.46 413.34 77.52 0.17

9.67
2.48
413.35
77.57 ----- -----
0.18
9.70 2.51 413.35 77.61 0.18 ----- -----
9.73 2.54 413.36 77.66 0.1118 ----- -----
9.77 2.57 413.36 77.71 0.19

9.80
2.61
413.37
77.76 -
0.19 ----- ----
.9.83 2.65 413.38' 77.81 0.19 ----- -----
9.87 2.70 413.39 77.87 . 0.20
9.90 2.75 413.39 77.92 0.20

9.93
2.80
413.40
77.97 ----- ---N
0.20
9.97 2.85 413.41 78.03 0.21 ----- -----
10.00 2.91 413.41 78.08 -
0.21

10.03
2.97
413.42
78.14 ----- ---
-
0.21
10.07 3.03 413.43 78.20 0.22 ---- -----
10.10 3.10 413.44 78.26 0.22 ----- -----
10.13 3.17 413.45 78.32 0.22
_
10.17 3.24 413.45 78.38 ----- ____
0.22
10.20 3.31 413.46 78.44 0.23 ----- -----
10.23 3.38 413.47 78.51 0.23 ----- -----
10.27 3.46 413.48 78.57 -
0.23
10.30 3.54 413.49 78.64 ----- ----
0.23
10.33 3.63 413.50 78.71 0.23 ----- -----
10.37 3.71 413.51 78.78 0.24
10.40 3.80 413.52 78.84 0.24 ----- _----
10.43 3.89 413.53 78.91 0.25 ----- -----
10.47 3.99 413.54 78.98 0.25 ----- -----
10.50 4.09 413.55 79.05 0.26 ----- -----
Weir B Weir C
(cfs) (cfs)
Page 2
Outflow
(cfs)
0.10
0.10
0.10
0.11
0.11
0.11
0.12
0.12
0.12
0.13
0.13
0.14
0.14
0.14
0.15
0.15
0.16
0.16
0.16
0.16
0.17
0.17
0.17
0.18
0.18
0.18
0.19
0.19
0.19
0.20
0.20
0.20
0.21
0.21
0.21
0.22
0.22
0.22
0.22
0.23
0.23
0.23
0.23
0.23
0.24
0.24
0.25
0.25
0.26
Continues on next page...
' 10-year routed Page 3
Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
10.53 4.18 413.56 79.12 0.26 0.26
'
10.57 4.29 413.57 79.20 0.27 ----- ----- ----- ----- 0.27
10.60 4.39 413.58 79.27 0.27 ----- ----- ----- ----- 0.27
10.63 4.50 413.59 79.35 0.27 ---- ----- ----- ----- 0.27
' 10.67 4.61 413.60 79.43 0.28 0.28
10.70 4.73 413.61 79.51 0.28 ----- ----- ----- ----- 0.28
10.73 4.85 413.62 79.59 0.28 ----- ----- ----- ----- 0.28
10.77 4.98 413.63 79.68 0.29 ----- ----- ----- ----- 0.29
' 10.80 5.12 413.64 79.77 0.29 0.29
10.83 5.26 413.66 79.86 0.29 ----- ----- ----- ----- 0.29
10.87 5.41 413.67 79.95 0.30 ----- ----- ----- ----- 0.30
10.90 5.56 413.68 80.05 0.30 0.30
'
10.93 5.72 413.70 80.14 0.31 ----- ----- ----- ----- 0.31
10.97 5.88 413.71 80.25 0.31 ----- ----- ----- ----- 0.31
11.00 6.05 413.72 80.35 0.31 ----- ----- ----- ----- 0.31
' 11.03 6.18 413.74 80.46 0.32 0.32
11.07 6.33 413.75 80.56 0.32 --_ - ----- --- _ ----- 0.32
11.10 6.48 413.77 80.68 0.33 ----- ----- ----- ----- 0.33
11.13 6.64 413.79 80.79 0.33 0.33
'
11.17 6.81 413.80 80.91 91 0.33 -- =_--- 0.33
11.20 7.01 413.82 81.03 0.34 --
- ----- - _ -- 0.34
11.23 7.22 413.84 81.15 0.34 ----- ----- ----- ----- 0.34
11.27 7.45 413.85 81.28 0.35 0.35
11.30 7.76 413.87 81.41 0.35 ----- ----- ----- ----- 0.35
11.33 8.10 413.89 81.54 0.36 ----- ----- ----- ----- 0.36
11.37 8.46 413.91 81.69 0.36 ----- ----- ----- ----- 0.36
' 11.40 8.83 413.93 81.84 0.37 - 0.37
11.43 9.23 413.96 81.99 0.37 ----- ----- ----
--_ - 0.37
11.47 9.64 413:98 82.16 0.38 ----- ----- ----- ----- 0.38
11.50 10.06 414.00 82.33 0.38 0.38
'
41.53 10.60 414.03 82.49 0.39 0.39
11.57 11.32 414.05 82.67 0.40 ----- ----- ----- ----- 0.40
11.60 12.33 414.08 82.86 0.40 ----- ----- ----- ----- 0.40
11.63 13.75 414.11 83.07 0.41 0.41
'
11.67 15.71 414.14 83.31 0.42 ----- ----- ----- ----- 0.42
11.70 18.35 414.18 83.59 0.42 ----- ----- ----- ----- 0.42
11.73 21.77 414.23 83.91 0.43 ----- ----- ----- ----- 0.43
' 11.77 26.17 414.29 84.30 0.44 0.44
11.80 31.76 414.35 84.77 0.46 ----- ----- -----
----- 0.46
11.83 38.84 414.44 85.34 0.47 ----- ----- ----- ----- 0.47
11.87 47.67 414.54 86.03 0.49 0*49
'
.11.90 58.49 414.67 86.87 0.54 ----- ----- ----- --
--- 0.51
51
11.93 70.90 414.82 87.88 0.54 1.16 - 1.70
11.97 83.77 414.99 89.03 0.57 ----- 6.18 ----- ----- 6.75
12.00 95.94 415.18 90.22 0.60 - 14.00 14.60
'
12.03 106.64 415.37 91.43 0.62 -
--- 23.99 ----- - _-- 24.62
12.07 115.27 415.56 92.61 0.65 ----- 35.47 ----- ----- 36.12
12.10 121.12 415.73 93.71 0.67 ----- 47.57 ----- ----- 48.25
' 12.13 123.49 << 415.89 94.69 0.69 ----- 59.37 ----- ----- 60.07
Continues on next page...

10-year routed Page 4
Hydro graph Discharge Table
Time Inflow Elevation Culv. A Culv. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
12.17 121.62 416.02 95.49 0.71 ----- 69.89 ----- ----- 70.60
12.20 115.81 416.12 96.09 0.72 ----- 78.07 ----- ----- 78.79
12.23 107.58 416.19 96.49 0.72 ----- 83.81 ----- ----- 84.53
12.27 98.46 416.23 96.72 0.68 ----- 87.12 ----- ----- 87.80
12.30 89.28 416.24 << 96.79 0.66 ----- 88.21 ----- ----- 88.87 <<
12.33 80.13 416.23 96.74 0.67 ----- 87.46 ----- ----- 88.13
12.37 71.11 416.21 96.59 0.71 ----- 85.20 ----- ----- 85.92.
12.40 62.30 416.17 96.35 0.72 ----- 81.84 ----- ----- 82.56
12.43 53.81 416.12 96.05 0.72 ----- 77.56 ----- ----- 78.28
12.47 45.75 416.06 95.70 0.71 ----- 72.71 ----- ----- 73.42
12.50 38.36 415.99 95.31 0.71 ----- 67.41 ----- ----- 68.12
12.53 31.91 415.92 94.88 0.70 ----- 61.85 ----- ----- 62.55
12.57 26.69 415.85 94.45 0.69 ----- 56.38 ----- ----- 57.07
12.60 23.01 415.78 94.02 0.68 ----- 51.21 ----- ----- 51.89
12.63 20.77 415.72 93.63 0.67 ----- 46.55 ----- ----- 47.22
12.67 19.42 415.66 93.26 0.66 ----- 42.47 ----- ----- 43.13
12.70 18.41 415.61 92.94 0.66 ----- 38.89 ----- ----- 39.54
12.73 17.48 415.56 92.65 0.65 ----- 35.82 ----- ----- 36.48
12.77 16.63 415.52 92.39 0.64 ----- 33.10 ----- ----- 33.75
12.80 15.86 415.48 92.15 0.64 ----- 30.72 ----- ----- 31.36
12.83 15.17 415.45 91.93 0.63 ----- 28.63 ----- ----- 29.26
12.87 14.56 415.42 91.73 0.63 ----- 26.73 ----- ----- 27.36
12.90 14.01 415.39 91.55 0.63 ----- 25.06 ----- ----- 25.68
12.93 13.51 415.36 91.39 0.62 ----- 23.59 ----- ----- 24.21
12.97 13.07 415.34 91.24 0.62 ----- 22.25 ----- ----- 22.87
13.00 i 2.67 4 i 5.32 91. i 0 0.62 ----- 21.02 ----- ----- 21.64
13.03 12.31 415.30 90.97 0.61 ----- 19.92 ----- ----- 20.53
13.07 11.98 415.28 90.85 0.61 ----- 18.97 ----- ----- 19.58
13.10 11.68 415.26 90.75 0.61 ----- 18.09 ----- ---- 18.70
13.13 11.40 415.24 90.65 0.61 ----- 17.29 ----- ----- 17.89
13.17 11.14 415.23 90.55 0.60 ----- 16.54 ----- ----- 17.14
13.20 10.89 415.22 90.47 0.60 ----- 15.85 ----- ----- 16.45
13.23 10.65 415.20 90.39 0.60 ----- 15.21 ----- ----- 15.81
13.27 10.42 415.19 90.31 0.60 ----- 14.65 ----- ----- 15.25
13.30 10.21 415.18 90.24 0.60 ----- 14.15 ----- ----- 14.74
.13.33 10.00 415.17 90.18 0.59 ----- 13.67 ----- ----- 14.27
13.37 9.81 415.16 90.11 0.59 ----- 13.23 ----- ----- 13.82
13.40 9.62 415.15 90.06 0.59 ----- 12.81 ----- ----- 13.40
13.43 9.44 415.14 90.00 0.59 ----- 12.42 ----- ----- 13.01
13.47 9.27 415.14 89.95 0.59 ----- 12.05 ----- ----- 12.64
13.50 9.10 415.13 89.90 0.50 ----- 11.69 ----- ----- 12.28
13.53 8.94 415.12. 89.85 0.59 ----- 11.36 ----- ----- 11.95
13.57 8.78 415.11 89.81 0.59 ----- 11.05 ----- ----- 11.63
13.60 8.63 415.11 89.77 0.59 ----- 10.75 ----- ----- 11.34
13.63 8.48 415.10 89.73 0.58 ----- 10.47 ---- ' ----- 11.05
13.67 8.34 415.10 89.69 0.58 ----- 10.22 ----- ----- 10.80
13.70 8.20 415.09 89.65 0.58 ----- 9.99 ----- ---- 10.58
13.73 8.06 415.09 89.62 0.58 ----- 9.78 ----- ----- 10.36
13.77 7.93 415.08 89.59 0.58 ----- 9.57 ---- ----- 10.15
Continues on next page...
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7

10-year routed
Hydrograph Discharge Table
Page 5
Time Inflow Elevation Culv. A Culy. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
13.80 7.80 415.07 89.55 0.58 ----- 9.36 ----- ----- 9.94
13.83 7.67 415.07 89.52 0.58 ----- 9.17 ----- ----- 9.75
13.87 7.55 415.07 89.49 0.58 ----- 8.98 ----- ----- 9.55
13.90 7.43 415.06 89.46 0.58 ----- 8.79 ----- ----- 9.37
13.93 7.31 415.06 89.43 0.58 ----- 8.61 ----- ----- 9.19
13.97 7.20 415.05 89.40 0.58 ----- 8.44 ----- ---- 9.02
14.00 7.08 415.05 89.38 0.58 ----- 8.27 ----- ----- 8.85
14.03 6.97 415.04 89.35 0.58 ----- 8.11 ----- ----- 8.69
14.07 6.86 415.04 89.32 0.57 ----- 7.95 ----- ----- 8.53
14.10 6.76 415.04 89.30 0.57 ----- 7.80 ----- ----- 8.38
14.13 6.65 415.03 89.28 0.57 ----- 7.65 ----- ----- 8.23
14.17 6.56 415.03 89.25 0.57 ----- 7.51 ---- ----- 8.08
14.20 6.46 415.03 89.23 0.57 ----- 7.37 ----- ----- 7.94
14.23 6.38 415.02 89.21 0.57 ----- 7.23 ----- ----- 7.80
14.27 6.30 415.02 89.19 0.57 ----- 7.10 ----- ----- 7.67
14.30 6.22 415.02 89.17 0.57 ----- 6.98 ----- ----- 7.55
14.33 6.15 415.01 89.15 0.57 ----- 6.86 ----- ----- 7.43
14.37 6.09 415.01 89.13 0.57 ----- 6.74 ----- ----- 7.31
14.40 6.03 415.01 89.11 0.57 ----- 6.63 ----- ----- 7.20
14.43 5.98 415.00 89.09 0.57 ----- 6.52 ----- ----- 7.09
14.47 5.93 415.00 89.08 0.57 ----- 6.42 ----- ----- 6.99
14.50 5.88 415.00 89.06 0.57 ----- 6.33 ----- ----- 6.90
14.53 5.84 415.00 89.04 0.57 ----- 6.25 ----- ----- 6.82
14.57 5.80 414.99 89.03 0.57 ----- 6.18 ----- ----- 6.74
14.60 5.76 414.99 89.02 0.57 ----- 6.10 ----- ---- 6.67
14.63 5.72 414.99 89.00 0.57 ----- 6.03 ----- ----- 6.60
14.67 5.68 414.99 88.99 0.57 ----- 5.96 ----- ----- 6.53
14.70 5.64 414.99 88.97 0.57 ----- 5.90 ----- ----- 6.46
14.73 5.60 414.98 88.96 0.57 ----- 5.83 ----- ----- 6.40
14.77 5.57 414.98 88.95 0.57 ----- 5.77 ---- ----- 6.34
14.80 5.53 414.98 88.94 0.57 ----- 5.71 ----- ----- 6.28
14.83 5.49 414.98 88.93 0.57 ----- 5.65 ----- ----- 6.22
14.87 5.45 414.98 88.92 0.57 ----- 5.60 ----- ----- 6.16
14.90 5.42 414.98 88.90 0.56 ----- 5.54 ---- ----- 6.11
14.93 5.38 414.97 88.89 0.56 ----- 5.49 ----- ----- 6.05
14.97 5.34 414.97 88.88 0.56 ----- 5.44 ----- ----- 6.00
15.00 5.30 414.97 88.87 0.56 ----- 5.38 ----- ----- 5.95
15.03 5.27 414.97 88.86 0.56 ----- 5.33 ----- ----- 5.90
15.07 5.23 414.97 88.85 0.56 ----- 5.28 ---- ----- 5.85
15.10 5.19 414.97 88.84 0.56 ----- 5.24 ----- ----- 5.80
15.13 5.15 414.96 88.83 0.56 ----- 5.19 ----- ----- 5.75
15.17 5.12 414.96 88.82 0.56 ----- 5.14 ----- ----- 5.71
15.20 5.08 414.96 88.82 0.56 ----- 5.10 ----- ----- 5.66
15.23 5.04 414.96 88.81 0.56 ----- 5.05 ----- ----- 5.61
15.27 5.00 414.96 88.80 0.56 ----- 5.01 ----- ----- 5.57
15.30 4.96 414.96 88.79 0.56 ----- 4.96 ----- ----- 5.52
15.33 4.93 414.96 88.78 0.56 ----- 4.92 ----- ----- 5.48
15.37 4.89 414.95 88.77 0.56 ----- 4.87 ----- ----- 5.44
15.40 4.85 414.95 88.76 0.56 ----- 4.83 ----- ---- 5.39
Continues on next page...

10-year routed Page 6

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I
Hydrograph Discharge Table
Time Inflow Elevation Culv. A Culv. B Culv. C. Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
15.43 4.81 414.95 88.76 0.56 ----- 4.79 ----- ----- 5.35
15.47 4.78 414.95 88.75 0.56 ----- 4.75 ----- ----- 5.31
15.50 4.74 414.95 88.74 0.56 ----- 4.70 ----- ----- 5.27
15.53 4.70 414.95 88.73 0.56 ----- 4.66 ----- ----- 5.22
15.57 4.66 414.95 88.72 0.56 ----- 4.62 ----- ----- 5.18
15.60 4.62 414.95 88.71 0.56 ----- 4.58 ----- ----- 5.14
15.63 4.59 414.94 88.71 0.56 ----- 4.54 ----- ----- 5.10
15.67 4.55 414.94 88.70 0.56 ----- 4.50 ----- ----- 5.06
15.70 4.51 414.94 88.69 0.56 ----- 4.46 ----- ----- 5.02
15.73 4.47 414.94 88.68 0.56 ----- 4.42 ----- ----- 4.98
15.77 4.43 414.94 88.67 0.56 ----- 4.38 ----- ----- 4.94
15.80 4.40 414.94 88.67 0.56 ----- 4.34 ----- ----- 4.90
15.83 4.36 414.94 88.66 0.56 ----- 4.30 ----- ----- 4.86
15.87 4.32 414.94 88.65 0.56 ----- 4.26 ------ ----- 4.82
15.90 4.28 414.93 88.64 0.56 ----- 4.22 ----- ----- 4.78
15.93 4.24 414.93 88.63 0.56 ----- 4.18 ----- ----- 4.74
15.97 4.20 414.93 88.63 0.56 ----- 4.14 ----- ----- 4.70
16.00 4.17 414.93 88.62 0.56 ----- 4.10 ----- ----- 4.66
16.03 4.13 414.93 88.61 0.56 ----- 4.06 ---- ----- 4.62
16.07 4.09 414.93 88.60 0.56 ----- 4.03 ----- ----- 4.58
16.10 4.05 414.93 88.60 0.56 ----- 3.99 ----- ---- 4.54
16.13 4.02 414.93 88.59 0.56 ----- 3.95 ----- ----- 4.51
16.17 3.98 414.93 88.58 0.56 ----- 3.91 ----- ----- 4.47
16.20 3.95 414.92 88.57 0.56 ----- 3.87 ----- ----- 4.43
16.23 3.92 414.92 88.57 0.56 ----- 3.84 ----- ----- 4.39
16.27 3.89 414.92 88.56 0.56 ----- 3.80 ----- ----- 4.35
16.30 3.86 414.92 88.55 0.56 ----- 3.76 ----- ----- 4.32
16.33 3.84 414.92 88.54 0.56 ----- 3.73 ----- ----- 4.28
16.37 3.82 414.92 88.54 0.56 ----- . 3.69 ----- ----- 4.25
16.40 3.80 414.92 88.53 0.56 ----- 3.66 ----- ----- 4.21
16.43 3.78 414.92 88.52 0.56 ----- 3.63 ----- ----- 4.18
16.47 3.76 414.92 88.52 0.56 ----- 3.60 ----- ----- 4.15
16.50 3.74 414.92 88.51 0.56 ----- 3.57 ----- ----- 4.12
16.53 3.73 414.91 88.51 0.56 ----- 3.54 ----- ----- 4.09
16.57 3.71 414.91 88.50 0.56 ----- 3.51 ----- ----- 4.06
16.60 3.70 414.91 88.50 0.56 ----- 3.48 ----- ----- 4.04
16.63 3.68 414.91 88.49 0.55 ----- 3.45 ----- ----- 4.01
16.67 3.67 414.91 88.49 0.55 ----- 3.43 ----- ----- 3.98
16.70 3.66 414.91 88.48 0.55 ----- 3.40 ----- ----- 3.96
16.73 3.64 414.91 88.48 0.55 ----- 3.38 ----- ----- 3.94
16.77 3.63 414.91 88.47 0.55 ----- 3.36 ----- ----- 3.91
16.80 3.62 414.91 88.47 0.55 ----- 3.34 ----- ----- 3.89
16.83 3.60 414.91 88.46 0.55 ----- 3.32 ----- ----- 3.87
16.87 3.59 414.91 88.46 0.55 ----- 3.29 ----- ----- 3.85
16.90 3.58 414.91 88.45 0.55 ----- 3.27 ----- ---- 3.83
16.93 3.56 414.91 88.45 0.55 ----- 3.25 ----- ----- 3.81
16.97 3.55 414.90 88.45 0.55 ----- 3.24 ----- ----- 3.79
17.00 3.54 414.90 88.44 0.55 ----- 3.22 ----- ----- 3.77
17.03 3.52 414.90 88.44 0.55 ----- 3.20 ----- ----- 3.75
Continues on next page...

10-year routed Page 7
' Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
17.07 3.51 414.90 88.44 0.55 3.18 3.73
17.10 3.50 414.90 88.43 0.55 ----- 3.16 =____ --- - 3.72
17.13 3.48 414.90 88.43 0.55 ----- 3.15 ----- ----- 3.70
17.17 3.47 414.90 88.43 0.55 ----- 3.13 ----- ----- 3.68
17.20 3.45 414.90 88.42 0.55 3.11 3.67
17.23 3.44 414.90 88.42 0.55 ----- 3.09 ----- ----- 3.65
17.27 3.43 414.90 88.42 0.55 ----- 3.08 ----- ----- 3.63
17.30 3.41 414.90 88.41 0.55 3.07 3.62
17.33 3.40 414.90 88.41 0.55 -----
- 3.05 ----- ----- 3.61
17.37 3.39 414.90 88.41 0.55 -- 3.04 ----- ----- 3.60
17.40 3.37 414.90 88.40 0.55 ----- 3.03 ----- ----- 3.58
17.43 3.36 414.90 88.40 0.55 3.02 - 3.57
17.47 3.35 414.90 88.40 0.55 ----- 3.01 ---- ----- 3.56
17.50 3.33 414.90 88.39 0.55 ----- 2.99 ----- ----- 3.55
17.53 3.32 414.90 88.39 0.55 ----- 2.98 ----- ----- 3.53-
17.57 3.31 414.90 88.39 0.55 2.97 3.52
17.60 3.29 414.90 88.38 0.55 ----- 2.96 ----- ----- 3.51
17.63 3.28 414.89 88.38 0.55 ----- 2.95 ----- ----- 3.50
17.67 3.26 414.89 88.38 0.55 2.93 3.48
17.70 3.25 414.89 88.37 0.55 2.92 -----
----- 3.47
17.73 3.24 414.89 88.37 0.55 ----- 2.91 --- ---- 3.46
17.77 3.22 414.89 88.37 0.55 ----- 2.89 ----- ----- 3.45
17.80 3.21 414.89 88.36 0.55 2.88 3.43
'
17.83 3.20 414.89 88.36 0.55 ----- 2.87 ----- ----- 3.42
17.87 3.18 414.89 88.35 0.55 ----- 2.86 ----- ----- 3.41
17.90 3.17 414.89 88.35 0.55 ----- 2.84 ----- ----- 3.40
17.93 3.16 414.89 88.35 0.55 2.83 3.38
17.97 3.14 414.89 88.34 0.55 ----- 2.82 ----- ----- 3.37
18.00. 3.13 414.89 88.34 0.55 ----- 2.81 ----- ----- 3.36
18.03 3.11 414.89 88.34 0.55 2.79 -
- 3.34
18.07 3.10 414.89 88.33 0.55 ----- 2.78 -
----- 3.33
18.10 3.09 414.89 88.33 0.55 2.77 3.32
18.13 3.07 414.89 88.33 0.55 ----- 2.75 ----- ----- 3.30
18.17 3.06 414.89 88.32 0.55 2.74 3.29
18.20 3.05 414.89 88.32 0.55 ----- 2.73 ----- ----- 3.28
18.23 3.03 414.88 88.32 0.55 ----- 2.71 ----- ----- 3.26
18.27 3.02 414.88 88.31 0.55 ----- 2.70 ----- ----- 3.25
18.30 3.01 414.88 88.31 0.55 2.69 3.24
18.33 2.99 414.88 88.30 0.55 ----- 2.67 ----- ----- 3.22
18.37 2.98 414.88 88.30 0.55 ----- 2.66 ----- ----- 3.21
18.40 2.96 414.88 88.30 0.55 ----- 2.65 ----- ----- 3.20
' 18.43 2.95 414.88 88.29 0.55 2.63 3.18
18.47 2.94 414.88 88.29 0.55 ----- 2.62 ----- 3.17
18.50 2.92 414.88 88.29 0.55 ----- 2.61 ---- ----- 3.16
18.53 2.91 414.88 88.28 0.55 2.59 3.14
'
18.57 2.90 414.88 88.28 0.55 ----- 2.58 ---- -----
- 3.13
18.60 2.88 414.88 88.27 0.55 ---- 2.57 ---- ----- 3.12
18.63 2.87 414.88 88.27 0.55 ----- 2.55 ----- ----- 3.10
' 18.67 2.85 414.88 88.27 0.55 ----- 2.54 ----- ----- 3.09
Continues on next page...
10-year routed
Hydrograph Discharge Table
Time Inflow Elevation
(hrs) (cfs) (ft)
18.70 2.84
'
18.73 2.83
18.77 2.81
18,80 2,80
18.83 2.79
18.87 2.77
18.90 2.76
18.93 2.74
18.97 2.73
19.00 2.72
19.03 2.70
19.07 2.69
19.10 2.68
19.13 2.66
19,17 2,65
19.20 2.63
19.23 2.62
19.27 2.61
19.30 2.59
'
19.33 2.58
19.37 2.57
19.40 2.55
19.43 2.54
'
19.47 2.52
19.50 2.51
19.53 2.50
' 19.57 2.48
19.60 2.47
19.63 2.46
19.67 2.44
'
19.70 2.43
19.73 2.41
19.77 2.40
19.80 2.39
'
19.83 2.37
19.87 2.36
19.90 2.35
19.93 2.33
19.97 2.32
20.00 2.30
20.03 2,29
'
20.07 2.28
20.10 2.26
20.13 2.25
20.17 2.24
20.20 2.23
20.23 2.22
20.27 2.21
1 20.30 2.20
414.88
414.88
414.88
414.88
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.87
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414.86
414, 86
414.86
414.85
414.85
414.85
414.85
414.85
414.85
414.85
414.85
414.85
414.85
Culy. A Culy. B Culv. C Weir A
(cfs) (cfs) (cfs) (cfs)
88.26 0.55 ----- 2.53
88.26 0.55 ----- 2.51
88.26 0.55 ----- 2.50
88.25 0.55 ----- 2.49
88.25 0.55 ----- 2.47
88.24 0.55 ----- 2.46
88.24 0.55 ----- 2.45
88.24 0.55 ----- 2.43
88.23 0.55 ----- 2.42
88.23 0.55 ----- 2.41
88.23 0.55 ----- 2.39
88.22 0.55 ----- 2.38
88.22 0.55 ----- 2.37
88.21 0.55 ----- 2.35
88.21 0.55 ----- 2.34
88.21 0.55 ----- 2.33
88.20 0.55 ----- 2.31
88.20 0.55 ----- 2.30
88.20 0.55 ----- 2.28
88.19 0.55 ----- 2.27
88.19 0.55 ----- 2.26
88.18 0.55 ----- 2.24
88.18 0.55 ----- 2.23
88.18 0.55 ----- 2.22
88.17 0.55 ----- 2.20
88.17 0.55 ----- 2.19
88.17 0.55 ----- 2.18
88.16 0.55 ----- 2.16
88.16 0.55 ---- 2.15
88.15 0.55 ----- 2.13
88.15 0.55 ----- 2.12
88.15 0.55 ----- 2.11
88.14 0.55 ----- 2.09
88.14 0.55 ----- 2.08
88.14 0.55 ----- 2.07
88.13 0.55 ----- 2.05
88.13 0.55 ----- 2.04
88.12 0.55 ----- 2.03
88.12 0.55 ----- 2.01
88.12 0.55 ----- 2.00
88.11 0.55 ----- 1.98
88.11 0.55 ----- 1.97
88.11 0.55 ----- 1.96
88.10 0.55 ----- 1.94
88.10 0.55 ----- 1.93
88.09 0.55 ----- 1.92
88.09 0.55 ----- 1.90
88.09 0.55 ----- 1.89
88.08 0.54 ----- 1.88
Page 8
Weir B Weir C Outflow
(cfs) (cfs) (cfs)
----- ----- 3.08
----- ----- 3.06
----- ----- 3.05
----- ----- 3.04
----- ----- 3.02
----- ----- 3.01
----- ----- 3.00
----- ----- 2.98
----- ----- 2.97
----- ----- 2.96
----- ----- 2.94
----- ----- 2.93
----- ----- 2.91
----- ----- 2.90
----- ---- 2.89
----- ----- 2.87
----- ----- 2.86
----- ----- 2.85
----- ----- 2.83
----- ----- 2.82
----- ----- 2.81
- ---- 2.79
----- ----- 2.78
----- ----- 2.76
----- ----- 2.75
----- ----- 2.74
----- ----- 2.72
----- ----- 2.71
----- ----- 2.70
----- ----- 2.68
----- ----- 2.67
----- ----- 2.65
----- ----- 2.64
---- ---- 2.63
----- ----- 2.61
----- ----- 2.60
----- ----- 2.59
----- ----- 2.57
----- ----- 2.56
----- ----- 2.54
----- ---- 2.53
----- ----- 2.52
----- ----- 2.50
----- ----- 2.49
----- ---- 2.48
--- ---- 2.46
----- ----- 2.45
----- ----- 2.44
----- ----- 2.42
Continues on next page.:.
10-year routed
Hydrograph Discharge Table
Page 9
Time Inflow Elevation Culy. A CuIv. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
20.33 2.19 414.85 88.08 0.54 ----- 1.86 ----- ----- 2.41
20.37 2.18 414.85 88.08 0.54 ----- 1.85 ----- ----- 2.40
20.40 2.18 414.85 88.07 0.54 ----- 1.84 ----- ----- 2.39
20.43 2.17 414.85 88.07 0.54 ----- 1.83 ----- ----- 2.37
20.47 2.17 414.85 88.07 0.54 ----- 1.82 ----- ----- 2.36
20.50 2.16 414.85 88.06 0.54 ----- 1.81 ----- ----- 2.35
20.53 2.16 414.85 88.06 0.54 ----- 1.80 ----- ----- 2.34
20.57 2.16 414.85 88.06 0.54 ----- 1.79 ----- ----- 2.33
20.60 2.15 414.85 88.05 0.54 ----- 1.78 ----- ----- 2.32
20.63 2.15 414.84 88.05 0.54 ----- 1.77 ----- ----- 2.31
20.67 2.15 414.84 88.05 0.54 ----- 1.76 ----- ----- 2.30
20.70 2.14 414.84 88.05 0.54 ----- 1.75 ----- ----- 2.29
20.73 2.14 414.84 88.05 0.54 ----- 1.74 ----- ----- 2.29
20.77 2.14 414.84 88.04 0.54 ----- 1.73 ----- ----- 2.28
20.80 2.14 414.84 88.04 0.54 ----- 1.73 ----- ----- 2.27
20.83 2.13 414.84 88.04 0.54 ----- 1.72 ----- ----- 2.26
20.87 2.13 414.84 88.04 0.54 ----- 1.71 ----- ----- 2.26
20.90 2.13 414.84 88.03 0.54 ----- 1.70 ----- ----- 2.25
20.93 2.13 414.84 88.03 0.54 ----- 1.70 ----- ----- 2.24
20.97 2.12 414.84 88.03 0.54 ----- 1.69 ----- ----- 2.24
21.00 2.12 414.84 88.03 0.54 ----- 1.69 ----- ----- 2.23
21.03 2.12 414.84 88.03 0.54 ----- 1.68 ----- ----- 2.22
21:07 2.12 414.84 88.03 0.54 ----- 1.67 ----- ----- 2.22
21.10 2.11 414.84 88.02 0.54 ----- 1.67 ----- ----- 2.21
21.13 2.11 414.84 88.02 0.54 ----- 1.66 ----- ----- 2.21
21.17 2.11 414.84 88.02 0.54 ----- 1.66 ----- ---- 2.20
21.20 2.10 414.84 88.02 0.54 ----- 1.65 ----- ----- 2.19
21.23 2.10 414.84 88.02 0.54 ----- 1.65 ----- ----- 2.19
21.27 2.10 414.84 88.02 0.54 ----- 1.64 ----- ----- 2.18
21.30 2.10 414.84 88.02 0.54 ----- 1.64 ----- ----- 2.18
21.33 2.09 414.84 88.01. 0.54 ----- 1.63 ----- ----- 2.18
21.37 2.09 414.84 88.01 0.54 ----- 1.63 ----- ----- 2.17
21.40 2.09 414.84 88.01 0.54 ----- 1.62 ----- ----- 2.17
21.43 2.09 414.84 88.01 0.54 ----- 1.62 ----- ----- 2.16
21.47 2.08 414.84 88.01 0.54 ----- 1.61 ----- ----- 2.16
21.50 2.08 414.84 88.01 0.54 ----- 1.61 ----- ----- 2.15
21.53 2.08 414.84 88.01 0.54 ----- 1.61 ----- ----- 2.15
21.57 2.07 414.84 88.01 0.54 ----- 1.60 ----- ----- 2.15
21.60 2.07 414.84 88.01 0.54 ----- 1.60 ----- ----- 2.14
21.63 2.07 414.84 88.00 0.54 ---- 1.59 ----- ----- 2.14
21.67 2.07 414.84 88.00 0.54 ---- 1.59 ----- ----- 2.13
21.70 2.06 414.84 88.00 0.54 ----- 1.59 ----- ----- 2.13
21.73 2.06 414.84 88.00 0.54 ----- 1.58 ----- ----- 2.13
21.77 2.06 414.84 88.00 0.54 ----- 1.58 ----- ----- 2.12
21.80 2.06 414.84 88.00 0.54 ----- 1.58 ----- ----- 2.12
21.83 2.05 414.84 88.00 0.54 ----- 1.57 ----- ----- 2.12
21.87 2.05 414.84 88.00 0.54 ----- 1.57 ----- ---- 2.11
21.90 2.05 414.84 88.00 0.54 ----- 1.57 ----- ----- 2.11
21.93 2.05 414.84 88.00 0.54 ----- 1.56 ----- ----- 2.10

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Continues on next page...

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10-year routed
Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs)
21.97 2.04 414.84 87.99 0.54 ----- 1.56
22.00 2.04 414.84 87.99 0.54 ----- 1.56
22.03 2.04 414.84 87.99 0.54 ----- 1.55
22.07 2.03 414.84 87.99 0.54 ----- 1.55
22.10 2.03 414.84 87.99 0.54 ----- 1.55
22.13 2.03 414.84 87.99 0.54 ----- 1.54
22.17 2.03 414.84 87.99 0.54 ----- 1.54
22.20 2.02 414.84 87.99 0.54 ----- 1.54
22.23 2.02 414.83 87.99 0.54 ----- 1.53
22.27 2.02 414.83 87.99 0.54 ----- 1.53
22.30 2.02 414.83 87.99 0.54 ----- 1.53
22.33 2.01 414.83 87.98 0.54 ----- 1.52
22.37 2.01 414.83 87.98 0.54 ----- 1.52
22.40 2.01 414.83 87.98 0.54 ----- 1.52
22.43 2.00 414.83 87.98 0.54 ----- 1.51
22.47 2.00 414.83 87.98 0.54 ----- 1.51
22.50 2.00 414.83 87.98 0.54 ----- 1.51
22.53 2.00 414.83 87.98 0.54 ----- 1.51
22.57 1.99 414.83 87.98 0.54 ----- 1.50
22.60 1.99 414.83 87.98 0.54 ----- 1.50
22.63 1.99 414.83 87.98 0.54 ----- 1.50
22.67 1.99 414.83 87.98 0.54 ----- 1.49
22.70 1.98 414.83 87.98 0.54 ----- 1.49
22.73 1.98 414.83 87.97 0.54 ----- 1.49
22.77 1.98 414.83 87.97 0.54 ----- 1.49
22.80 1.97 414.83 87.97 0.54 ----- 1.48
22.83 1.97 414.83 87.97 0.54 ----- 1.48
22.87 1.97 414.83 87.97 0.54 ----- 1.48
22.90 1.97 414.83 87.97 0.54 ----- 1.47
22.93 1.96 414.83 87.97 0.54 ----- 1.47
22.97 1.96 414.83 87.97 0.54 ----- 1.47
23.00 1.96 414.83 87.97 0.54 ----- 1.47
23.03 1.96 414.83 87.97 0.54 ----- 1.46
23.07 1.95 414.83 87.97 0.54 ----- 1.46
23.10 1.95 414.83 87.97 0.54 ----- 1.46
23.13 1.95 414.83 87.97 0.54 ----- 1.45
23.17 1.94 414.83 87.96 0.54 ----- 1.45
23.20 1.94 414.83 87.96 0.54 ----- 1.45
23.23 1.94 414.83. 87.96 0.54 ----- 1.45
23.27 1.94 414.83 87.96 0.54 ----- 1.44
23.30 1.93 414.83 87.96 0.54 ----- 1.44
23.33 1.93 414.83 87.96 0.54 ----- 1.44
23.37 1.93 414.83 87.96 0.54 ----- 1.43
23.40 1.93 414.83 87.96 0.54 ----- 1.43
23.43 1.92 414.83 87.96 0.54 ----- 1.43
23.47 1.92 414.83 87.96 0.54 ----- 1.43
23.50 1.92 414.83 87.96 0.54 ----- 1.42
23.53 1.91 414.83 87.96 0.54 ----- 1.42
23.57 1.91 414.83 87.96 0.54 ----- 1.42
Weir B Weir C
(cfs) (cfs)
Page 10
Outflow
(cfs)
2.10
2.10
2.09
2.09
2.09
2.08
2.08
2.08
2.08
2.07
2.07
2.07
2.06
2.06
2.06
2.05
2.05
2.05
2.05
2.04
2.04
2.04
2.03
2.03
2.03
2.02
2.02
2.02
2.02
2.01
2.01
2.01
2.00
2.00
2.00
2.00
1.99
1.99
1.99
1.99
1.98
1.98
1.98
1.97
1.97
1.97
1.97
1.96
1.96
Continues on next page...

i
i
i
i

I
I
I

10-year routed
Hydrograph Discharge Table
Time Inflow Elevation CuIv. A CuIv. B Culy. C Weir A Weir B Weir C
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
23.60 1.91 414.83 87.95 0.54 ----- 1.42 ---- -----
23.63 1.91 414.83 87.95 0.54 ----- 1.41 ----- -----
23.67 1.90 414.83 87.95 0.54 ----- 1.41 ----- -----
23.70 1.90 414.83 87.95 0.54 ----- 1.41 ----- -----
23.73 1.90 414.83 87.95 0.54 ----- 1.41 ----- -----
23.77 1.90 414.83 87.95 0.54 ----- 1.40 ----- ----
23.80 1.89 414.83 87.95 0.54 ----- 1.40 -----
23.83 1.89 414.83 87.95 0.54 ----- 1.40 ----- -----
23.87 1.89 414.83 87.95 0.54 ----- 1.39 ----- -----
23.90 1.88 414.83 87.95 0.54 ----- 1.39 ----- -----
23.93 1.88 414.83 87.95 0.54 ----- 1.39 ----- -----
23.97 1.88 414.83 87.95 0.54 ----- 1.39 ----
24.00 1.88 414.83 87.95 0.54 ----- 1.38 ----- -----
24.03 1.85 414.83 87.94 0.54 ----- 1.38 ----- -----
24.07 1.80 414.83 87.94 0.54 ----- 1.37 ----- -----
24.10 1.74 414.83 87.94 0.54 ----- 1.37 ----- -----
24.13 1.65 414.83 87.94 0.54 ----- 1.35 ----- -----
24.17 1.53 414.83 87.93 0.54 ----- 1.34 ----- -----
24.20 1.40 414.83 87.93 0.54 ----- 1.31 ----- -----
24.23 1.24 414.82 87.92 0.54 ----- 1.29 ----- -----
24.27 1.06 414.82 87.91 0.54 ----- 1.25 ----- -----
24.30 0.90 414.82 87.90 0.54 ----- 1.20 -----
24.33 0.75 414.82 87.88 0.54 ----- 1.15 ----- -----
24.37 0.61 414.82 87.87 0.54 ----- 1.10 -----
24.40 0.49 414.81 87.85 0.54 ----- 1.04 ----- -----
24.43 0.38 414.81 87.83 0.54 ----- 0.97 ----- -----
24.47 0.29 414.81 87.81 0.54 ----- 0.91 ----- -----
24.50 0.20 414.81 87.80 0.54 ----- 0.84 ----- -----
24.53 0.14 414.80 87.78 0.54 ----- 0.78 ----- -----
24.57 0.08 414.80 87.76 0.54 ----- 0.71 -----
24.60 0.04 414.80 87.74 0.54 ----- 0.69 -----
24.63 0.01 414.79 87.72 0.54 ----- 0.67 ---- -----
24.67 0.00 414.79 87.70 0.54 ----- 0.65 -----
24.70 0.00 414.79 87.68 0.54 ----- 0.63 ----- -----
24.73 0.00 414.79 87.67 0.53 ----- 0.61 ----- -----
24.77 0.00 414.78 87.65 0.53 ----- 0.59 ----- -----
24.80 0.00 414.78 87.63 0.53 ----- 0.57 ----- -----
24.83 0.00 414.78 87.61 0.53 ----- 0.55 ----- -----
24.87 0.00 414.78 87.60 0.53 ----- 0.53 ----- -----
24.90 0.00 414.77 87.58 0.53 ----- 0.52 -----
24.93 0.00 414.77 87.56 0.53 ----- 0.50 ----- -----
24.97 0.00 414.77 87.55 0.53 ----- 0.48 ----- -----
25.00 0.00 414.77 87.53 0.53 ----- 0.46 ----- -----
25.03 0.00 414.76 87.51 0.53 ---- 0.45 ----- -----
25.07 0.00 414.76 87.50 0.53 ----- 0.43 ----- -----
25.10 0.00 414.76 87.48 0.53 ----- 0.41 ----- -----
25.13 0.00 414.76 87.47 0.53 ----- 0.40 ----- -----
25.17 0.00 414.75 87.45 0.53 ---- 0.38 ----- -----
25.20 0.00 414.75 87.44 0.53 ----- 0.37 ----- -----

Page 11
Outflow
(cfs)
1.96
1.95
1.95
1.95
1.95
1.94
1.94
1.94
1.94
1.93
1.93
1.93
1.92
1.92
1.92
1.91
1.90
1.88
1.86
1.83
1.79
1.74
1.69
1.64
1.58
1.51
1.45
1.38
1.31
1.25
1.22
1.20
1.18
1.16
1.14
1.12
1.10
1.08
1.07
1.05
1.03
1.01
0.99
0.98
0.96
0.94
0.93
0.91
0.90
Continues on next page...
10-year routed
' HYdro9raPh Discharge Table
Page 12
' Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
25.23 0.00 414.75 87.43 0.53 0.35 0.88
'
25.27 0.00 414.75 87.41 0.53 ----- 0.34 ----- ----- 0.87
25.30 0.00 414.75 87.40 0.53 ----- 0.32 ----- ----- 0.85
25.33 0.00 414.74 87.39 0.53 ----- 0.31 ----- ----- 0.84
' 25.37 0.00 414.74 87.37 0.53 0.30 0.82
25.40 0.00 414.74 87.36 0.53 =--- 0.28 ----- ----- 0.81
25.43 0.00 414.74 87.35 0.53 ----- 0.27 ----- ----- 0.79
25.47 0.00 414.74 87.33 0.53 0.25 0.78
25.50 0.00 414.73 87.32 0.53 ----- 0.24 ----- ----- 0.77
25.53 0.00 414.73 87.31 0.53 ----- 0.23 ----- --- 0.75
25.57 0.00 414.73 87.30 0.53 ----- 0.22 ----- ----- 0.74
25.60 0.00 414.73 87.29 0.53 - 0.20 0.73
'
25.63 0.00 414.73 87.27 0.52 ---- 0.19 ----- ----- 0.72
25.67 0.00 414.73 87.26 0.52 ----- 0.18 ----- ----- 0.70
25.70 0.00 414.72 87.25 0.52 ----- 0.17 ----- ----- 0.69
' 25.73 0.00 414.72 87.24 0.52 0.16 0.68
25.77 0.00 414.72 87.23 0.52 ---
_ 0.14 ----- ----- 0.67
25.80 0.00 414.72 87.22 0.52 ----- 0.13 ----- ----- 0.66
25.83 0.00 414.72 87.21 0.52 ----- 0.12 ----- ----- 0.65
' 25.87 0.00 414.72 87.20 0.52 0.11 0.63
25.90 0.00 414.71 87.19 0.52 ----- 0.10 ----- ----- 0.62
25.93 0.00 414.71 87.18 0.52 ----- 0.09 ----- ----- 0.61
25.97 0.00 414.71 87.17 0.52 0.08 0.60
'
26.00 0.00 414.71 87.16 0.52 ----- 0.07 -_ -- ----- 0.59
26.03 0.00 414.71 87.15 0.52 ----- 0.06 ----- ----- 0.58
26.07 0.00 414.71 87.14 0.52 ----- 0.05 ----- ----- 0.57
' 26.10 0.00 414.71 87.13 0.52 0.04 0.56
26.13 0.00 414.70 87.12 0.52 ----- 0.03 ----- ----- 0.55
.26.17 0.00 414.70 87.12 .0.52 ----- 0.02 ----- ----- 0.54
26.20 0.00 414.70 87.11 0.52 ----- 0.01 ----- ----- 0.53
26.23 0.00 414.70 87.10 0.52 0.00 0.52
26.27 0.00 414.70 87.09 0.52 ----- =--- ----- 0.52
26.30 0.00 414.70 87.08 0.52 ----- ----- ----- ----- 0.52
26.33 0.00 414.70 87.07 0.52 0.52
26.37 0.00 414.70 87.07 0.52 ----- ----- ----- ---- 0.52
26.40 0.00 414.69 87.06 0.52 ----- ----- ----- ----- 0.52
26.43 0.00 414.69 87.05 0.52 ----- ----- ----- ---- 0.52
' 26.47 0.00 414.69 87.04 0.52 0.52
26.50 0.00 414.69 87.03 0.52 ----- ----- -----
----- 0.52
26.53 0.00 414.69 87.02 0.52 ----- ----- ----- ----- 0.52
26.57 0.00 414.69 87.02 0.52 ----- ----- ----- ----- 0.52
' 26.60 0.00 414.69 87.01 0.52 ---- 0.52
26.63 0.00 414.69 87.00 0.52 -
---- ----- ----- ----- 0.52
26.67 0.00 414.68 86.99 0.52 ----- ----- ----- ----- 0.52
26.70 0.00 414.68 86.98 0.52 0.52
26.73 0.00 414.68 86.97 0.52 ----- ----- -----
----- 0.52
26.77 0.00 414.68 86.97 0.52 ----- ----- ----- ----- 0.52
26.80 0.00 414.68 86.96 0.52 ----- ----- ----- ----- 0.52
' 26.83 0.00 414.68 86.95 0.52 ----- ---- ----- ----- 0.52
Continues on next page...
10-year routed Page 13
Hydrograph Discharge Table
Time Inflow Elevation CuIv. A Culv. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
26.87 0.00 414.68 86.94 0.52 0.52
26.90 0.00 414.68 86.93 0.52 ----- ----- ----- ----- 0.52
26.93 0.00 414.67 86.92 0.52 ----- ----- ----- ----- 0.52
26.97 0.00 414.67 86.92 0.52 ----- ----- ----- ----- 0.52
' 27.00 0.00 414.67 86.91 0.52 0.52
27.03 0.00 414.67 86.90 0.52 --- - ----- ----- ----- 0.52
27.07 0.00 414.67 86.89 0.51 ----- ----- ----- ---- 0.51
2710 0.00 414.67 86.88 0.51 0.51
27.13 0.00 414.67 86.88 0.51 0.51
27.17 0.00 414.67 86.87 0.51 ---- ----- ----- ----- 0.51
27.20 0.00 414.66 86.86 0.51 ----- ----- ----- ----- 0.51
27.23 0.00 414.66 86.85 0.51 0.51
27.27 0.00 414.66 86.84 0.51 ----- ----- ----- ----- 0.51
27.30 0.00 414.66 86.83 0.51 ----- ----- ---- ---- 0.51
27.33 0.00 414.66 86.83 0.51 ----- ----- ----- ---- 0.51
' 27.37 0.00 414.66 86.82 0.51 ----- 0.51
27.40 0.00 414.66 86.81 0.51 ----- -----
__--- 0.51
27.43 0.00 414.66 86.80 0.51 ----- ----- ----- ----- 0.51
27.47 0.00 414.65 86.79 0.51 ---- ----- ----- ----- 0.51
27.50 0.00 414.65 86.78 0.51 ----- ----- ----- ----- 0.51
27.53 0.00 414.65 86.78 0.51 ----- ----- ----- ----- 0.51
27.57 0.00 414.65 86.77 0.51 ----- ----- ----- ----- 0.51
27.60 0.00 414.65 86.76 0.51 0.51
27.63 0.00 414.65 86.75 0.51 ----- ----- ----- ----- 0.51
27.67 0.00 414.65 86.74 0.51 ----- ----- ----- ----- 0.51
27.70 0.00 414.65 86.7 4 0.51 ----- ----- ---- ----- 0.51
27.73 0.00 414.64 86.73 0.51 _ 0.51
27.77 0.00 414.64 86.72 0.51 -----
-- ----- ---_ 0.51
27.80 0.00 414.64 86.71 _ 0.51 ----- ----- ----- ----- .0.51
27.83 0.00 414.64 86.70 0.51 0.51
'
27.87 0.00 414.64 86.70 0.51 ---- ----- ----- ----- 0.51
27.90 0.00 414.64 86.69 0.51 -
---- ----- ----- ----- 0.51
27.93 0.00 414.64 86.68 0.51 ----- ----- ----- ----- 0.51
27.97 0.00 414.64 86.67 0.51 ----- ----- ----- ----- 0.51
28.00 0.00 414.64 86.66 0.51 ----- ----- ----- ----- 0.51
28.03 0.00 414.63 86.65 0.51 ----- ----- ----- ----- 0.51
28.07 0.00 414.63 86.65 0.51 ----- ----- ----- ----- 0.51
28.10 0.00 414.63 86.64 0.51 ----- ----- ----- ----- 0.51
28.13 0.00 414.63 8.6.63 0.51 ----- ----- ----- ----- 0.51
28.17 0.00 414.63 86.62 0.51 ----- ----- ----- ---- 0.51
28.20 0.00 414.63 86.61 0.51 ----- ----- ----- ----- 0.51
28.23 0.00 414.63 86.61 0.51 ----- ----- ----- ----- 0.51
28.27 0.00 414.63 86.60 0.51 ----- ----- ----- ----- 0.51
28.30 0.00 414.62 86.59 0.51 ----- ----- ----- ----- 0.51
28.33 0.00 414.62 86.58 0.51 0.51
28.37 0.00 414.62 86.57 0.51 ----- ----- ----- ----- 0.51
28.40 0.00 414.62 86.56 0.51 ----- ----- ----- ----- 0.51
28.43 0.00 414.62 86.56 0.51 ----- ----- ----- ----- 0.51
28.47 0.00 414.62 86.55 0.51 ----- ----- ----- ----- 0.51
Continues on next page...
10-year routed Page 14
Hydrograph Discharge Table
f Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
28.50 0.00 414.62 86.54 0.51 -
- 0.51
'
28.53 0.00 414.62 86.53 0.51 -- -----
----- --_
_ 0.51
28.57 0.00 414.61 86.52 0.51 ---- ----- ----- ----- 0.51
28.60 0.00 414.61 86.52 0.51 ---- ----- ----- ----- 0.51
' 28.63 0.00 414.61 86.51 0.51 - 0.51
28.67 0.00 414.61 86.50 0.50 ----- ----- ---
_____ 0.50
28.70 0.00 414.61 86.49 0.50 ----- ----- ----- ----- 0.50
28.73 0.00 414.61 86.48 0.50 0.50
28.77 0.00 414.61. 86.48 0.50 0.50
28.80 0.00 414.61 86.47 0.50 ----- ----- ----- ----- 0.50
28.83 0.00 414.60 86.46 0.50 ----- ----- ----- ----- 0.50
28.87 0.00 414.60 86.45 0.50 -
- 0.50
'
28.90 0.00 414.60 86.44 0.50 -- ----- -
---
-- -- _ 0.50
28.93 0.00 414.60 86.44 0.50 ----- ----- ----- ----- 0.50
28.97 0.00 414.60 86.43 0.50 ----- ----- ----- ----- 0.50
29.00
I 0.00 414.60 86.42 0.50 ----- ----- ---- ----- 0.50
29.03 0.00 414.60 86.41 0.50 ----- ----- ----- ----- 0.50
29.07 0.00 414.60 86.40 0.50 ----- ----- ----- ----- 0.50
29.10 0.00 414.60 86.40 0.50 ----- ----- ----- ----- 0.50
29.13 0.00 414.59 86.39 0.50 0.50
29.17 0.00 414.59 86.38 0.50 ----- ----- ----- ----- 0.50
29.20 0.00 414.59 86.37 0.50 ---- ----- ----- ----- 0.50
29.23 0.00 414.59 86.36 0.50 0.50
'
29.27 0.00 414.59 86.35 0.50 ----- ----- ----- ----- 0.50
29.30 '0.00 414.59 86.35 0.50 ----- ----- ----- ----- 0.50
29.33 0.00 414.59 86.34 0.50 ----- ----- ----- ---- 0.50
' 29.37 0.00 414.59 86.33 0.50 - 0.50
29.40 0.00 414.58 86.32 0.50 -
--- ----- ----- ----- 0.50
29.43 0.00 414.58 86.31 0.50 ----- ----- ----- ----- 0.50
29.47 0.00 414.58 86.31 0.50 0.50
29.50 0.00 414.58 86.30 0.50 0.50
29.53 0.00 414.58 86.29 0.50 ----- ----- ----- ----- 0.50
29.57 0.00 414.58 86.28 0.50 ----- ----- ----- ----- 0.50
29.60 0.00 414.58 86.27 0.50 -
- 0.50
'
29.63 0.00 414.58 86.27 0.50 -
----- -----
-- ----- 0.50
29.67 0.00 414.57 86.26 0.50 ----- ----- ----- ---- 0.50
29.70 0.00 414.57 86.25 0.50 ----- ----- ----- ----- 0.50
29.73 0.00 414.57 86.24 0.50 0.50
29.77 0.00 414.57 86.23 0.50 ----- ----- ----- ----- 0.50
29.80 0.00 414.57 86.23 0.50 ----- ----- ----- ----- 0.50
29.83 0.00 414.57 86.22 0.50 0.50
29.87 0.00 414.57 86.21 0.50 0.50
29.90 0.00 414.57 86.20 0.50 ---- ----- ----- ----- 0.50
29.93 0.00 414.57 86.19 0.50 ----- ----- ----- ----- 0.50
29.97 0.00 414.56 86.19 0.50 - 0.50
'
30.00 0.00 414.56 86.18 0.50 -- -----
--_ - ----- -- 0.50
30.03 0.00 414.56 86.17 0.50 ----- ----- ----- --- 0.50
30.07 0.00 414.56 86.16 0.50 ---- ----- ----- ----- 0.50
' 30.10 0.00 414.56 86.15 0.50 ----- ----- ----- ----- 0.50
Continues on next page...

10-year routed Page 15
Hydro graph Discharge Table
' Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
30.13 0.00 414.56 86.15 0.50 - 0.50
' 30.17 0.00 414.56 86.14 0.50 ----- ---
---- ----- 0.50
30.20 0.00 414.56 86.13 0.50 ----- ----- ----- ----- 0.50
30.23 0.00 414.55 86.12 0.49 ----- ----- ----- ----- 0.49
' 30.27 0.00 414.55 86.11 0.49 0.49
30.30 0:00 414.55 86.11 0.49 ----- --- _ ----- ----- 0.49
30.33 0.00 414.55 86.10 0.49 ----- ----- ----- ----- 0.49
30.37 0.00 414.55 86.09 0.49 0.49
30.40 0.00 414.55 86.08 0.49 ----- ----- ----- ----- 0.49
30.43 0.00 414.55 86.07 0.49 ----- ----- ----- ----- 0.49
30.47 0.00 414.55 86.07 0.49 ----- ----- ----- ----- 0.49
30.50 0.00 414.55 86.06 0.49 ----- ----- ----- ----- 0.49

' 30.53 0.00 414.54 86.05 0.49 ----- ----- ----- ----- 0.49
30.57 0.00 414.54 86.04 0.49
----- ----- ----- -----

0.49
30.60 0.00 414.54 86.03 0.49 ----- ----- ----- ---- 0.49
' 30.63 0.00 414.54 86.03 0.49 --- 0.49
30.67 0.00 414.54 86.02 0.49 -- ----- ----- -----
--- 0.49
30.70 0.00 414.54 86.01 0.49 ----- ----- ----- ----- 0.49
30.73 0.00 414.54 86.00 0.49 ----- ----- ----- ----- 0.49
' 30.77 0.00 414.54 85.99 0.49 ----- ----- ----- ----- 0.49
30.80 0.00 414.53 85.99 0.49 ----- ----- ----- ----- 0.49
30.83 0.00 414.53 85.98 0.49 ----- ----- ----- ----- 0.49
30.87 0.00 414.53 85.97 0.49 -
- 0.49
' 30.90 0.00 414.53 85.96 0.49 -- --
-- -----
----- _ 0.49
30.93 0.00 414.53 85.96 0.49 ----- ----- ----- ----- 0.49
30.97 0.00 414.53 85.95 0.49 ----- ----- ----- ----- 0.49
' 31.00 0.00 414.53 85.94 0.49 ----- 0.49
31.03 0.00 414.53 85.93 0.49 -----
----- -----
--- 0.49
31.07 0.00 414.53 85.92 0.49 ----- ----- ----- ----- 0.49
31.10 0.00 414.52 85.92 0.49 0.49
' 31.13 0.00 414.52 85.91 0.49 ----- ----- ----- ----- 0.49
31.17 0.00 414.52 85.90 0.49 ----- ----- ----- ----- 0.49
31.20 0.00 414.52 85.89 0.49 ----- ----- ----- ----- 0.49
31.23 0.00 414.52 85.88 0.49 0.49
' 31.27 0.00 414.52 85.88 0.49 ----
----- ----- ----- 0.49
31.30 0.00 414.52 85.87 0.49 ---- ---- ----- ----- 0.49
31.33 0.00 414.52 85.86 0.49 ----- ----- ----- ----- 0.49
' 31.37 0.00 414.51 85.85 0.49 0.49
31.40 0.00 414.51 85.85 0.49 ----- ----- ----- ----- 0.49
31.43 0.00 414.51 85.84 0.49 ----- ----- ----- ----- 0.49
31.47 0.00 414.51 85.83 0.49 0.49
' 31.50 0.00 414.51 85.82 0.49 - ----- ----- --
----- 0.49
31.53 0.00 414.51 85.81 0.49 ---- ----- ----- ----- 0.49
31.57 0.00 414.51 85.81 0.49 ----- ----- ---- ---- 0.49
31.60 0.00 414.51 85.80 0.49 0.49
' 31.63 0.00 414.51 85.79 0.49 ----- ----- ----- ----- 0.49
31.67 0.00 414.50 85.78 0.49 ----- ----- ----- ----- 0.49
31.70 0.00 414.50 85.77 0.49 ----- ----- ----- ----- 0.49
' 31.73 0.00 414.50 85.77 0.49 ----- ----- ----- ----- 0.49
' Continues on next page...
1
1
1
10-year routed
Hydrograph Discharge Table
Page 16
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
31.77 0.00 414.50 85.76 0.49 ----- ----- ----- ----- 0.49
31.80 0.00 414.50 85.75 0.49 ----- ----- ----- ----- 0.49
31.83 0.00 414.50 85.74 0.48 ----- ----- ----- ----- 0.48
31.87 0.00 414.50 85.74 0.48 ----- ----- ----- ----- 0.48
31.90 0.00 414.50 85.73 0.48 ----- ----- ----- ----- 0.48
31.93 0.00 414.49 85.72 0.48 ----- ----- ----- ----- 0.48
31.97 0.00 414.49 85.71 0.48 ----- ----- ----- ----- 0.48
32.00 0.00 414.49 85.70 0.48 ----- ----- ----- ----- 0.48
32.03 0.00 414.49 85.70 0.48 ----- ----- ----- ----- 0.48
32.07 0.00 414.49 85.69 0.48 ---- ----- ----- ----- 0.48
32.10 0.00 414.49 85.68 0.48 ----- ----- ----- ----- 0.48
32.13 0.00 414.49 85.67 0.48 ----- ----- ----- ----- 0.48
32.17 0.00 414.49 85.66 0.48 ----- ----- ---- ----- 0.48
32.20 0.00 414.49 85.66 0.48 ----- ----- ----- ----- 0.48
32.23 0.00 414.48 85.65 0.48 ----- ----- ----- ----- 0.48
32.27 0.00 414.48 85.64 0.48 ----- ----- ----- ----- 0.48
32.30 0.00 414.48 85.63 0.48 ----- ----- ----- ----- 0.48
32.33 0.00 414.48 85.63 0.48 ----- ----- ----- ----- 0.48
32.37 0.00 414.48 85.62 0.48 ----- ----- ----- ----- 0.48
32.40 0.00 414.48 85.61 0.48 ----- ----- ----- ----- 0.48
32.43 0.00 414.48 85.60 0.48 ----- ----- ---- ----- 0.48
32.47 0.00 414.48 85.59 0.48 ----- ----- ----- ----- 0.48
32.50 0.00 414.48 85.59 0.48 ----- ----- ----- ----- 0.48
32.53 0.00 414.47 85.58 0.48 ----- ----- ----- ----- 0.48
32.57 0.00 414.47 85.57 0.48 ----- ----- ----- ----- 0.48
32.60 0.00 414.47 85.56 0.48 ----- ----- ----- ----- 0.48
32.63 0.00 414.47 85.56 0.48 ----- ----- ----- ----- 0.48
32.67 0.00 414.47 85.55 0.48 ----- ----- ----- ----- 0.48
32.70 0.00 414.47 85.54 0.48 ------ ----- ----- ----- 0.48
32.73 0.00 414.47 85.53 0.48 ----- ----- ----- ----- 0.48
32.77 0.00 414.47 85.52 0.48 ----- ----- ----- ----- 0.48
32.80 0.00 414.46 85.52 0.48 ----- ----- ----- ----- 0.48
32.83 0.00 414.46 85.51 0.48 ----- ----- ----- ----- 0.48
32.87 0.00 414.46 85.50 0.48 ----- ----- ----- ----- 0.48
32.90 0.00 414.46 85.49 0.48 ----- ----- ----- ----- 0.48
32.93 0.00 414.46 85.49 0.48 ----- ----- ----- ---- 0.48
32.97 0.00 414.46 85.48 0.48 ----- ----- ----- ----- 0.48
33.00 0.00 414.46 85.47 0.48 ----- ----- ---- ----- 0.48
33.03 0.00 414.46 85.46 0.48 ----- ----- ---- ----- 0.48
33.07 0.00 414.46 85.45 0.48 ----- ----- ---- ----- 0.48
33.10 0.00 414.45 85.45 0.48 ----- ---- ----- ----- 0.48
33.13 0.00 414.45 85.44 0.48 ----- ----- ----- ----- 0.48
33.17 0.00 414.45 85.43 0.48 ----- ----- ----- ----- 0.48
33.20 0.00 414.45 85.42 0.48 ----- ----- ----- ---- 0.48
33.23 0.00 414.45 85.42 0.48 ----- ----- ----- ----- 0.48
33.27 0.00 414.45 85.41 0.48 ----- ----- ----- ----- 0.48
33.30 0.00 414.45 85.40 0.48 ----- ----- ----- ----- 0.48
33.33 0.00 414.45 85.39 0.48 ----- ----- ----- ----- 0.48
33.37 0.00 414.45 85.38 0.47 ----- ----- ----- ----- 0.47
Continues on next page...
10-year routed Page 17
Hydrograph Discharge Table
Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
33.40 0.00 414.44 85.38 0.47 ----- ----- ----- ----- 0.47
33.43 0.00 414.44 85.37 0.47 ----- ----- ----- ----- 0.47
33.47 0.00 414.44 85.36 0.47 ----- ----- ----- ----- 0.47
33.50 0.00 414.44 85.35 0.47 ----- ----- ----- ----- 0.47
33.53 0.00 414.44 85.35 0.47 ----- ----- ----- ----- 0.47
33.57 0.00 414.44 85.34 0.47 ----- ----- ----- ----- 0.47
33.60 0.00 414.44 85.33 0.47 ----- ----- ----- ----- 0.47
33.63 0.00 414.44 85.32 0.47 ----- ----- ----- ----- 0.47
33.67 0.00 414.44 85.32 0.47 ----- ----- ----- ----- 0.47
33.70 0.00 414.43 85.31 0.47 ----- ----- ----- ----- 0.47
33.73 0.00 414.43 85.30 0.47 ----- ----- ----- ----- 0.47
33.77 0.00 414.43 85.29 0.47 ----- ----- ----- ----- 0.47
33.80 0.00 414.43 85.28 0.47 ----- ----- ----- ----- 0.47
33.83 0.00 414.43 85.28 0.47 ----- ----- ----- ----- 0.47
33.87 0.00 414.43 85.27 0.47 ----- ----- ----- ----- 0.47
33.90 0.00 414.43 85.26 0.47 ----- ---- ----- ----- 0.47
33.93 0.00 414.43 85.25 0.47 ----- ----- ----- ----- 0.47
33.97 0.00 414.42 85.25 0.47 ----- ----- ----- ----- 0.47
34.00 0.00 414.42 85.24 0.47 ----- ----- ----- ----- 0.47
34.03 0.00 414.42 85.23 0.47 ----- ----- ----- ----- 0.47
34.07 0.00 414.42 85.22 0.47 ----- ----- ----- ----- 0.47
34.10 0.00 414.42 85.22 0.47 ----- ----- ----- ----- 0.47
34.13 0.00 414.42 85.21 0.47 ----- ----- ----- ----- 0.47
34.17 0.00 414.42 85.20 0.47 ----- ----- ----- ----- 0.47
34.20 0.00 414.42 85.19 0.47 ----- ----- ----- ----- 0.47
34.23 0.00 414.42 85.19 0.47 ----- ----- ----- ----- 0.47
34.27 0.00 414.41 85.18 0.47 ----- ----- ----- ----- 0.47
34.30 0.00 414.41 85.17 0.47 ----- ----- ----- ----- 0.47
34.33 0.00 414.41 85.16 0.47 ----- ----- ----- ----- 0.47
34.37 0.00 414.41 85.15 0.47 ----- ----- ----- ----- 0.47
34.40 0.00 414.41 85.15 0.47 ----- ----- ----- ----- 0.47
34.43 0.00 414.41 85.14 0.47 ----- ----- ----- ----- 0.47
34.47 0.00 414.41 85.13 0.47 ----- ----- ----- ----- 0.47
34.50 0.00 414.41 85.12 0.47 ----- ----- ----- ----- 0.47
34.53 0.00 414.41 85.12 0.47. ----- ----- ----- ----- 0.47
34.57 0.00 414.40 85.11 0.47 ----- ----- ----- ----- 0.47
34.60 0.00 414:40 85.10 0.47 ----- ---- ----- ----- 0.47
34.63 0.00 414.40 85.09 0.47 ----- ----- ----- ---- 0.47
34.67 0.00 414.40 85.09 0.47 ----- ----- ----- ----- 0.47
34.70 0.00 414.40 85.08 0.47 ----- ----- ----- ----- 0.47
34.73 0.00 414.40 85.07 0.47 ----- ----- ----- ----- 0.47
34.77 0.00 414.40 85.06 0.47 ----- ----- ----- ----- 0.47
34.80 0.00 414.40 85.06 0.47 ----- ----- ----- ----- 0.47
34.83 0.00 414.40 85.05 0.47 ----- ----- ----- ----- 0.47
34.87 0.00 414.39 85.04 0.47 ----- ----- ----- ----- 0.47
34.90 0.00 414.39 85.03 0.47 ----- ----- ----- ----- 0.47
34.93 0.00 414.39 85.03 0.47 ----- ----- ----- ----- 0.47
34.97 0.00 414.39 85.02 0.46 ----- ----- ----- ----- 0.46
35.00 0.00 414.39 85.01 0.46 ----- ----- ----- ----- 0.46
Continues on next page.:.

10-year routed
Hydrograph Discharge Table
Time Inflow Elevation
(hrs) (cfs) (ft)
35.03 0.00 414.39
35.07 0.00 414.39
35.10 0.00 414.39
35.13 0.00 414.39
35.17 0.00 414.38
35.20 0.00 414.38
35.23 0.00 414.38
35.27 0.00 414.38
35.30 0.00 414.38
35.33 0.00 414.38
35.37 0.00 414.38
35.40 0.00 414.38
35.43 0.00 414.38
35.47 0.00 414.37
35.50 0.00 414.37
35.53 0.00 414.37
35.57 0.00 414.37
35.60 0.00 414.37
35.63 0.00 414.37
35.67 0.00 414.37
35.70 0.00 414.37
35.73 0.00 414.37
35.77 0.00 414.36
35.80 0.00 414.36
35.83 0.00 414.36
35.87 0.00 414.36
35.90 0.00 414.36
35.93 0.00 414.36
35.97 0.00 414.36
36.00 0.00 414.36
36.03 0.00 414.36
36.07 0.00 414.35
36.10 0.00 414.35
36.13 0.00 414.35
36.17 0.00 414.35
36.20 0.00 414.35
.36.23 0.00 414.35
36.27 0.00 414.35
36.30 0.00 414.35
36.33 0.00 414.35
36.37 0.00 414.34
36.40 0.00 414.34
36.43 0.00 414.34
36.47 0.00 414.34
36.50 0.00 414.34
36.53 0.00 414.34
36.57 0.00 414.34
36.60 0.00 414.34
36.63 0.00 414.34
Culy. A Culv. B Culy. C Weir A
(cfs) (cfs) (cfs) (cfs)
85.00 0.46 ----- -----
84.99 0.46 ----- -----
84.99 0.46 ----- -----
84.98 0.46 ----- -----
84.97 0.46 ----- -----
84.96 0.46 ----- -----
84.96 0.46 ----- -----
84.95 0.46 -----
84.94 0.46 ----- -----
84.93 0.46 ----- -----
84.93 0.46 ----- -----
84.92 0.46 ----- -----
84.91 0.46 ----- -----
84.90 0.46 ----- -----
84.90 0.46 ----- -----
84.89 0.46 ----- -----
84.88 0.46 ----- -----
84.87 0.46 ----- -----
84.87 0.46 ----- -----
84.86 0.46 ----- -----
84.85 0.46 ----- -----
84.84 0.46 ----- -----
84.84 0.46 ----- -----
84.83 0.46 ----- -----
84.82 0.46 ----- -----
84.81 0.46 ----- -----
84.81 0.46 ----- -----
84.80 0.46 ----- -----
84.79 0.46 ----- -----
84.78 0.46 ----- -----
84.78 0.46 ----- -----
84.77 0.46 ----- -----
84.76 0.46 ----- -----
84.75 0.46 ----- -----
84.75 0.46 ----- -----
84.74 0.46 ----- -----
84.73 0.46 ----- -----
84.72 0.46 ----- -----
84.72 0.46 ----- -----
84.71 0.46 ----- -----
84.70 0.46 ----- -----
84.69 0.46 ----- -----
84.69 0.46 ----- -----
84.68 0.46 ----- -----
84.67 0.46 -----
84.66 0.45 ----- -----
84.66 0.45 ----- -----
84.65 0.45 ----- -----
84.64 0.45 ----- -----
Weir B Weir C
(cfs) (cfs)
Page 18
Outflow`
(cfs)
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.45
0.45
0.45
0.45
Continues on next page...
1
10-year routed
Hydrograph Discharge Table
Page 19
Time Inflow Elevation Culy. A. Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
36.67 0.00 414.34 84.63 0.45 ----- ----- ----- ----- 0.45
36.70 0.00 414.33 84.63 0.45 ----- ----- ----- ----- 0.45
36.73 0.00 414.33 84.62 0.45 ----- ----- ----- ----- 0.45
36.77 0.00 414.33 84.61 0.45 ----- ----- ----- ----- 0.45
36.80 0.00 414.33 84.60 0.45 ----- ----- ----- ----- 0.45
36.83 0.00 414.33 84.60 0.45 ----- ----- ----- ----- 0.45
36.87 0.00 414.33 84.59 0.45 ----- ----- ----- ----- 0.45
36.90 0.00 414.33 84.58 0.45 ----- ----- ----- ----- 0.45
36.93 0.00 414.33 84.57 0.45 ----- ----- ----- ----- 0.45
36.97 0.00 414.33 84.57 0.45 ----- ----- ----- ----- 0.45
37.00 0.00 414.32 84.56 0.45 ----- ----- ----- ----- 0.45
37.03 0.00 414.32 84.55 0.45 ----- ----- ----- ----- 0.45
37.07 0.00 414.32 84.55 0.45 ----- ----- ----- ----- 0.45
37.10 0.00 414.32 84.54 0.45 ----- ----- ----- ----- 0.45
37.13 0.00 414.32 84.53 .0.45 ----- ----- ----- ----- 0.45
37.17 0.00 414.32 84.52 0.45 ----- ----- ----- ----- 0.45
37.20 0.00 414.32 84.52 0.45 ----- ----- ----- ----- 0.45
37.23 0.00 414.32 84.51 0.45 ----- ----- ----- ----- 0.45
37.27 0.00 414.32 84.50 0.45 ----- ----- ----- ----- 0.45
37.30 0.00 414.31 84.49 0.45 ----- ----- ----- ----- 0.45
37.33 0.00 414.31 84.49 0.45 ----- ----- ----- ----- 0.45
37.37 0.00 414.31 84.48 0.45 ----- ----- ----- ----- 0.45
37.40 0.00 414.31 84.47 0.45 ----- ----- ----- ----- 0.45
37.43 0.00 414.31 84.46 0.45 ----- ----- ----- --- 0.45
37.47 0.00 414.31 84.46 0.45 ----- ----- ----- ----- 0.45
37.50 0.00 414.31 84.45 0.45 ----- ----- ----- ----- 0.45
37.53 0.00 414.31 84.44 0.45 ----- ----- ----- ----- 0.45
37.57 0.00 414.31 84.43 0.45 ----- ----- ----- ----- 0.45
37.60 0.00 414.30 84.43 0.45 ----- ----- ----- ----- 0.45
37.63 0.00 414.30 84.42 0.45 ----- ----- ----- ----- 0.45
37.67 0.00 414.30 84.41 0.45 ----- ----- ----- ----- 0.45
37.70 0.00 414.30 84.41 0.45 ----- ----- ----- ----- 0.45
37.73 0.00 414.30 84.40 0.45 ----- ----- ----- ----- 0.45
37.77 0.00 414.30 84.39 0.45 ----- ----- ----- ----- 0.45
37.80 0.00 414.30 84.38 0.45 ----- ----- ----- ----- 0.45
37.83 0.00 414.30 84.38 0.45 ----- ----- ----- ----- 0.45
37.87 0.00 414.30 84.37 0.45 ----- ----- ----- ----- 0.45
37.90 0.00 414.30 84.36 0.45 ----- ----- ----- ----- 0.45
37.93 0.00 414.29 84.35 0.45 ----- ----- ----- ----- 0.45
37.97 0.00 414.29 84.35 0.45 ----- ----- ----- ----- 0.45
38.00 0.00 414.29 84.34 0.45 ----- ----- ----- ----- 0.45
38.03 0.00 414.29 84.33 0.45 ----- ----- ----- ----- 0.45
38.07 0.00 414.29 84.32 0.45 ----- ----- ----- ----- 0.45
38.10 0.00 414.29 84.32 0.45 ----- ----- ----- ----- 0.45
38.13 0.00 414.29 84.31 0.44 ----- ----- ----- ----, 0.44
38.17 0.00 414.29 84.30 0.44 ----- ----- ----- ----- 0.44
38.20 0.00 414.29 84.29 0.44 ----- ----- ----- ----- 0.44
38.23 0.00 414.28 84.29 0.44 ----- ----- ----- ----- 0.44
38.27 0.00 414.28 84.28 0.44 ---- ----- ---- ----- 0.44
Continues on next page...
10-year routed Page 20
' Hydrograph Discharge Table
' Time Inflow Elevation Cuiv. A Culy. B Cuiv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
38.30 0.00 414.28 84.27 0.44 0.44
' 38.33 0.00 414.28 84.27 0.44 ----- ----- ----- ----- 0.44
38.37 0.00 414.28 84.26 0.44 ----- ----- ----- ----- 0.44
38.40 0.00 414.28 84.25 0.44 ----- ----- ----- ----- 0.44
' 38.43 0.00 414.28 84.24 0.44 0.44
38.47 0.00 414.28 84.24 0.44 ----- ----- ----- ---- 0.44
38.50 0.00 414.28 84.23 0.44 ----- ----- ----- ----- 0.44
38.53 0.00 414.27 84.22 0.44 ----- ----- ----- ----- 0.44
' 38.57 0.00 414.27 84.21 0.44 ----- ----- ----- ----- 0.44
38.60 0.00 414.27 84.21 0.44 ----- ----- ----- ----- 0.44
38.63 0.00 414.27 84.20 0.44 ----- ----- ---- ----- 0.44
38.67 0.00 414.27 84.19 0.44 0.44
' 38.70 0.00 414.27 84.19 0.44 ----- ----- ----- ----- 0.44
38.73 0.00 414.27 84.18 0.44 ----- ----- ----- ----- 0.44
38,77 0.00 414.27 84.17 0.44 ----- ----- ----- ----- 0.44
' 38.80 0.00 414.27 84.16 0.44 0.44
38.83 0.00 414.27 84.16 0.44 ----- ----- ----- ----- 0.44
38.87 0.00 414.26 84.15 0.44 ----- ----- ----- ----- 0.44
38.90 0.00 414.26 84.14 0.44 0.44
' 38.93 0.00 414.26 84.13 0.44 ----- 0.44
38.97 0.00 414.26 84.13 0.44 ----- ----- ----- ----- 0.44
39.00 0.00 414.26 84.12 0.44 ----- ----- ----- ----- 0.44
39.03 0.00 414.26 84.11 0.44 0.44
' 39.07 0.00 414.26 84.11 0.44 ----- ----- -- -- ----- 0.44
39.10 0.00 414.26 84.10 0.44 ----- ----- ----- ----- 0.44
39.13 0.00 414.26 84.09 0.44 ----- ----- ---- ----- 0.44
' 39.17 0.00 414.25 84.08 0.44 0.44
39.20 0.00 414.25 84.08 0.44 ----- ----- ----- ----- 0.44
39.23 0.00 414.25 84.07 0.44 ----- ----- ----- ----- 0.44
39.27
39.30. 0.00
0.00 414.25
414.25 84.0
84.05 5 0.44
0.44
-
----- 0.44
0.44
39.33 0.00 414.25 84.05 0.44 -
----- ----- ---- ----- 0.44
39.37 0.00 414.25 84.04 0.44 ----- ----- ----- ----- 0.44
39.40 0.00 414.25 84.03 0.44 0.44
' 39.43 0.00 414.25 84.03 0.44 -----
----- ----- ----- 0.44
39.47 0.00 414.25 84.02 0.44 ----- ----- ----- ----- 0.44
39.50 0.00 414.24 84.01 0.44 ----- ----- ----- ----- 0.44
' 39.53 0.00 414.24 84.00 0.44 ----- ----- ----- ----- 0.44
39.57 0.00 414.24 84.00 0.44 ----- ----- ----- ----- 0.44
39.60 0.00 414.24 83.99 0.44 ----- ----- ----- ----- 0.44

' 39.63
39.67 0.00
0.00 414.24
414.24 83.98
83.98 0.44
0.44 ----- ----- ----- ----- 0.44
0.44
39.70 0.00 414.24 83.97 0.43 -
----- ----- ----- -_- 0.43
39.73 0.00 414.24 83.96 0.43 ----- ----- ----- ----- 0.43
39.77 0.00 414.24 83.95 0.43 0.43
39.80 0.00 414.24 83.95 0.43 ----- ----- ----- ----- 0.43
39.83 0.00 414.23 83.94 0.43 ----- ----- ----- ----- 0.43
39.87 0.00 414.23 83.93 0.43 ----- ----- ----- ---- 0.43
' 39.90 0.00 414.23 83.93 0.43 ---- ----- ----- ----- 0.43
Continues on next page...
¦
10-year routed
Hydrograph Discharge Table
Page 21
' Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (Cfs) (ft) (cfs) (cfs) (Cfs) (cfs) (cfs) (cfs) (cfs)
39.93 0.00 414.23 83.92 0.43 0.43
'
39.97 0.00 414.23 83.91 0.43 ----- ----- ----- ----- 0.43
40.00 0.00 414.23 83.90 0.43 ----- ---- ----- ----- 0.43
40.03 0.00 414.23 83.90 0.43 ---- ----- ----- ----- 0.43
' 40.07 0.00 414.23 83.89 0.43 - 0.43
40.10 0.00 414.23 83.88 0.43 ----- ----- ----- -
-- 0.43
40.13 0.00 414.22 83.88 0.43 ----- ----- ----- ----- 0.43
40.17 0.00 414.22 83.87 0.43 ----- ----- ----- ----- 0.43
' 40.20 0.00 414.22 83.86 0.43 ----- ----- ----- 0.43
40.23 0.00 414.22 83.85 0.43 - ----- ----- ----- 0.43
40.27 0.00 414.22 83.85 0.43 ----- ----- ----- ----- 0.43
40.30 0.00 414.22 83.84 0.43 0.43
'
40.33 0.00 414.22 83.83 0.43 ---- ----- ----- ----- 0.43
40.37 0.00 414.22 83.83 0.43 ----- ----- ----- ----- 0.43
40.40 0.00 414.22 83.82 0.43 ----- ----- ----- ----- 0.43
' 40.43 0.00 414.22 83.81 0.43 - "0.43
40.47 0.00 414.21 83.80 0.43 ----- -----
---- ---- 0.43
40.50 0.00 414.21 83.80 0.43 ----- ----- ----- ----- 0.43
4053 0.00 414.21 83.79 0.43 0.43
'
40.57 0.00 414.21 83.78 0.43 -
-- ----- - 0.43
40.60 0.00 414.21 83.78 0.43 --
---- ----- 0.43
40.63 0.00 414.21 83.77 0.43 ----- ----- ----- ----- 0.43
40.67 0.00 414.21 83.76 0.43 -
-
-- 0.43
'
40.70 0.00 414.21 83.75 0.43 -
---
- ----- ----- 0.43
40.73 0.00 414.21 83.75 0.43 ----- ----- ----- ----- 0.43
40.77 0.00 414.21 83.74 0.43 ----- ----- ----- ----- 0.43
' 40.80 0.00 414.20 83.73 0.43 - 0.43
40.83 0.00 414.20 83.73 0.43 --- ----- ---- ----- 0.43
40.87 0.00 414.20 83.72 0.43 ----- ----- ----- . ----- 0.43
40.90 0.00 414.20 83.71 0.43 ----- ----- ----- ---- 0.43
' 40.93 0.00 414.20 83.71 0.43 -
- ----- 0.43
40.97 0.00 414.20 83.70 0.43 --
-- -----
---
--- 0.43
41.00 0.00 414.20 83.69 0.43 ----- ----- ----- ---- 0.43
41.03 0.00 414.20 83.68 0.43 - 0.43
41.07 0.00 414.20 83.68 0.43 ----- ---
- ----- ----- 0.43
41.10 0.00 414.19 83.67 0.43 ----- ----- ----- ----- 0.43
41.13 0.00 414.19 83.66 0.43 ----- ----- ----- ----- 0.43
41.17 0.00 414.19 83.66 0.43 - 0.43
41.20 0.00 414.19 83.65 0.43 ---
- ----- ----- ----- 0.43
41.23 0.00 414.19 83.64 0.43 ----- ----- ----- ----- 0.43
41.27 0.00 414.19 83.63 0.42 ----- ----- ----- ----- 0.42
' 41.30 0.00 414.19 83.63 0.42 ---- 0.42
41.33 0.00 414.19 83.62 0.42 -
----- -----
- ---- 0.42
41.37 0.00 414.19 83.61 0.42 ----- ----- ----- ----- 0.42
41.40 0.00 414.19 83.61 0.42 0.42
'
41.43 0.00 414.18 83.60 0.42 ----- ----- ---- ----- 0.42
41.47 0.00 414.18 83.59 0.42 ----- ----- ----- ----- 0.42
41.50 0.00 414.18 83.58 0.42 ----- ----- ----- ----- 0.42
' 41.53 0.00 414.18 83.58 0.42 ---- ----- ----- ----- 0.42
Continues on next page...
i
10-year routed
' Hydrograph Discharge Table
Time
(hrs)
I 41.57
41.60
41.63
41.67
41.70
41.73
41.77
41.80
41.83
41.87
41.90
41.93
41.97
42.00
42.03
' 42.07
42.10
42.13
42.17
' 42.20
42.23
42.27
I 42.30
42.33
42.37
42.40
42.43
42.47
42.50
42.53
42.57
42.60
42.63
42.67
42.70
42.73
42.77
' 42.80
42.83
42.87
42.90
' 42.93
42.97
43.00
' 43.03
43.07
43.10
43.13
' 43.17
Page 22
Outflow
(cfs)
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
. 0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.42
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
Continues on next page...
Inflow
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elevation Culv. A CuIv. B Culy. C Weir A
(ft) WS) WS) WS) (cfs)
WS)
414.18 83.57 0.42 ----- ----- -----
414.18 83.56 0.42 ----- ----- -----
414.18 83.56 0.42 ----- ----- -----
414.18 83.55 0.42 ----- ----- -----
414.18 83.54 0.42 ----- ----- -----
414.18 83.54 0.42 ----- ----- -----
414.17 83.53 0.42 ----- ----- -----
414.17 83.52 0.42 ----- ----- -----
414.17 83.51 0.42 ----- ----- -----
414.17 83.51 0.42 ----- ----- -----
414.17 83.50 0.42 ----- ----- -----
414.17 83.49 0.42 ----- ----- -----
414.17 83.49 0.42 ----- ----- -----
414.17 83.48 0.42 ----- ----- -----
414.17 83.47 0.42 ----- ----- -----
414.17 83.47 0.42 ----- ----- -----
414.16 83.46 0.42 ----- ----- -----
414.16 83.45 0.42 ----- ----- -----
414.16 83.44 0.42 ----- ----- -----
414.16 83.44 0.42 ----- ----- -----
414.16 83.43 0.42 ----- ----- -----
414.16 83.42 0.42 ----- ----- -----
414.16 83.42 0.42 ---- ----- -----
414.16 83.41 0.42 ----- ----- -----
414.16 83.40 0.42 ----- ----- -----
414.16 83.40 0.42 ----- ----- -----
414.15 83.39 0.42 ----- ----- -----
414.15 83.38 0.42 ----- ----- -----
414.15 83.37 0.42 ----- ----- -----
414.15 83.37 0.42 ----- ----- -----
414.15 83.36 0.42 ----- ----- -----
414.15 83.35 0.42 ----- ----- -----
414.15 83.35 0.42 ----- ----- -----
414.15 83.34 0.42 ----- ----- -----
414.15 83.33 0.42 ----- ----- ` -----
414.15 83.33 0.42 ----- --=-- ----
414.14 83.32 0.42 ----- ----- -----
414.14 83.31 0.42 ----- ----- -----
414.14 -83.31 0.41 ----- ----- -----
414.14 83.30 0.41 ----- ----- -----
414.14 83.29 0.41 ----- ----- -----
414.14 83.28 0.41 ----- ----- -----
414.14 83.28 0.41 ----- ----- -----
414.14 83.27 0.41 ----- ----- -----
414.14 83.26 0.41 ----- ----- -----
414.14 83.26 0.41 ----- ----- -----
414.13 83.25 0.41 ----- ----- -----
414.13 83.24 0.41 ----- ----- -----
414.13 83.24 0.41 ----- ----- -----
Weir B Weir C
(cfs)
10-year routed
Hydrograph Discharge. Table
Time Inflow Elevation
(hrs) (cfs) (ft)
43.20 0.00 414.13
43.23 0.00 414.13
43.27 0.00 414.13
43.30 0.00 414.13
43.33 0.00 414.13
43.37 0.00 414.13
43.40 0.00 414.13
43.43 0.00 414.12
43.47 0.00 414.12
43.50 0.00 414.12
43.53 0.00 414.12
43.57 0.00 414.12
43.60 0.00 414.12
43.63 0.00 414.12
43.67 0.00 414.12
43.70 0.00 414.12
43.73 0.00 414.12
43.77 0.00 414.11
43.80 0.00 414.11
43.83 0.00 414.11
43.87 0.00 414.11
43.90 0.00 414.11
43.93 0.00 414.11
43.97 0.00 414.11
44.00 0.00 414.11
44.03 0.00 414.11
44.07 0.00 414.11
44.10 0.00 414.11
44.13 0.00 414.10
44.17 0.00 414.10
44.20 0.00 414.10
44.23 0.00 414.10
44.27 0.00 414.10
44.30 0.00 414.10
44.33 0.00 414.10
44.37 0.00 414.10
44.40 0.00 414.10
44.43 0.00 414.10
44.47 0.00 414.09
44.50 0.00 414.09
44.53 0.00 414.09
44.57 0.00 414.09
44.60 0.00 414.09
44.63 0.00 414.09
44.67 0.00 414.09
44.70 0.00 414.09
44.73 0.00 414.09
44.77 0.00 414.09
44.80 0.00 414.08
Culv. A Culy. B Culv. C Weir A
(cfs) (cfs) (cfs) (cfs)
83.23 0.41 ----- -----
83.22 0.41 ----- -----
83.22 0.41 ----- -----
83.21 0.41 ----- -----
83.20 0.41 ----- -----
83.20 0.41 ----- -----
83.19 0.41 ----- -----
83.18 0.41 ----- -----
83.18 0.41 ----- -----
83.17 0.41 ----- -----
83.16 0.41 ----- -----
83.15 0.41 ----- -----
83.15 0.41 -----
83.14 0.41 ----- -----
83.13 0.41 ----- -----
83.13 0.41 ----- -----
83.12 0.41 ----- -----
83.11 0.41 ----- -----
83.11 0.41 ----- -----
83.10 0.41 ----- -----
83.09 0.41 ----- -----
83.09 0.41 ----- -----
83.08 0.41 ----- -----
83.07 0.41 ----- -----
83.07 0.41 ----- -----
83.06 0.41 ----- -----
83.05 0.41 ----- -----
83.05 0.41 -----
83.04 0.41 ----- -----
83.03 0.41 ----- -----
83.03 0.41 ----- -----
83.02 0.41 ----- -----
83.01 0.41 ----- ----- "
83.01 0.41 ----- -----
83.00 0.41 ----- -----
82.99 0.41 ----- -----
82.98 0.41 ----- -----
82.98 0.40 ----- -----
82.97 0.40 ----- -----
82.96 0.40 ----- -----
82.96 0.40 ----- -----
82.95 0.40 ----- -----
82.94 0.40 ----- -----
82.94 0.40 ----- -----
82.93 0.40 ----- -----
82.92 0.40 ----- ---
82.92 0.40 ----- -----
82.91 0.40 ----- -----
82.90 0.40 ----- -----
Weir B Weir C
(cfs) (cfs)
Page 23
Outflow
(cfs)
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.41
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
Continues on next page...
1

'
10-year routed
Page 24
HYdro9raPh Discharge Table
' Time Inflow Elevation Culy. A Culy. B CuIv. C Weir.A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
44.83 0.00 414.08 82.90 0.40 ----- 0.40
' 44.87 0.00 414.08 82.89 0.40 ----- -----
----- 0.40
44.90 0.00 414.08 82.88 0.40 ----- ----- ---- ----- 0.40
44.93 0.00 414.08 82.88 0.40 ----- ----- ----- ----- 0.40
44.97 0.00 414.08 82.87 0.40 0.40
45.00 0.00 414.08 82.86 0.40 ----- ----- ----- ----- 0.40
45.03 0.00 414.08 82.86 0.40 ----- ----- ----- ----- 0.40
45.07 0.00 414.08 82.85 0.40 0.40
' 45.10. 0.00 414.08 82.84 0.40 -
--- --
-- -
-- 0.40
45.13 0.00 414.08 82.84 0.40 ---- --
-
-- 0.40
45.17 0.00 414.07 82.83 0.40 ----- ----- ----- ----- 0.40
45.20 0.00 414.07 82.82 0.40 --
- 0.40
' 45.23 0.00 414.07 82.82 0.40 -----
----- _---
_ 0.40
45.27 0.00 414.07 82.81 0.40 ----- ----- ----- ----- 0.40
45.30 0.00 414.07 82.80 0.40 ----- ----- ----- ----- 0.40
' 45.33 0.00 414.07 82.80 0.40 0.40
45.37 0.00 414.07 82.79 0.40 ----- ----- ----- _--- 0.40
45.40 0.00 414.07 82.78 0.40 ----- ----- ----- ----- 0.40
45.43 0.00 414.07 82.78 0.40 0.40
' 45.47 0.00 414.07 82.77 0.40 ----- ----- ----- ----- 0.40
45.50 0.00 414.06 82.76 0.40 ----- ----- ---- ----- 0.40
45.53 0.00 414.06 82.76 0.40 ----- ----- ----- ----- 0.40
45.57 0.00 414.06 82.75 0.40 - 0.40
' 45.60 0.00 414.06 82.74 0.40 --
-- ----- ----- ----- 0.40
45.63 0.00 414.06 82.74 0.40 ----- ----- ----- ----- 0.40
45.67 0.00 414.06 82.73 0.40 ----- ----- ----- ----- 0.40
' 45.70 0.00 414.06 82.72 0.40 0.40
45.73 0.00 414.06 82.72 0.40 ----- ----- ----- ----- 0.40
45.77 0.00 414.06 82.71 0.40 ----- ----- ------ ----- 0.40
45.80 0.00 414.06 82.70 0.40 0.40
' 45.83 0.00 414.06 82.70 0.40 0.40
45.87 0.00 414.05 82.69 0.40 -
----- ----- ----- ---- 0.40
45.90 0.00 414.05 82.68 0.40 ----- ----- ----- ----- 0.40
45.93 0.00 414.05 82.68 0.40 - 0.40
' 45.97 0.00 414.05 82.67 0.39 ----- ----- --
-- _ --- 0.40
46.00 0.00 414.05 82.66 0.39 ----- ----- ----- ----- 0.39
46.03 0.00 414.05 82.66 0.39 ----- ----- ----- ----- 0.39
' 46.07 0.00 414.05 82.65 0.39 0.39
46.10 0.00 414.05 82.64 0.39 ----- ----- ----- ----- 0.39
46.13 0.00 414.05 82.64 0.39 ----- ----- ----- ----- 0.39

' 46.17
46.20 0.00
0.00 414.05
414.04 82.63
82.62 0.39
0.39 ----- ----- ----- -----
--- - 0,39
0.39
46.23 0.00 414.04 82.62 0.39 --
---- ----- -----
--- 0.39
46.27 0.00 414.04 82.61 0.39 ----- ---- ----- ----- 0.39
46.30 0.00 414.04 82.60 0.39 0.39
' 46.33 0.00 414.04 82.60 0.39 -----
----- ----- ----- 0.39
46.37 0.00 414.04 82.59 0.39 ----- ----- ----- ---- 0.39
46.40 0.00 414.04 82.58 0.39 ----- ----- ----- ----- 0.39
' 46.43 0.00 414.04 82.58 0.39 ----- ----- ----- ----- 0.39
' Continues on next page...

10-year routed
I
I

Hydrograph Discharge Table
Time Inflow Elevation
(hrs) (cfs) (ft)
46.47 0.00 414.04
46.50 0.00 414.04
46.53 0.00 414.04
46.57 0.00 414.03
46.60 0.00 414.03
46.63 0.00 414.03
46.67 0.00 414.03
46.70 0.00 414.03
46.73 0.00 414.03
46.77 0.00 414.03
46.80 0.00 414.03
46.83 0.00 414.03
46.87 0.00 414.03
46.90 0.00 414.02
46.93 0.00 414.02
46.97 0.00 414.02
47.00 0.00 414.02
47.03 0.00 414.02
47.07 0.00 414.02
47.10 0.00 414.02
47.13 0.00 414.02
47.17 0.00 414.02
47.20 0.00 414.02
47.23 0.00 414.02
47.27 0.00 414.01
47.30 0.00 414.01
47.33 0.00 - 414.01
47.37 0.00 414.01
47.40 0.00 414.01
47.43 0.00 414.01
47.47 0.00 414.01
47.50 0.00 414.01
47.53 0.00 414.01
47.57 0.00 414.01
47.60 0.00 414.01
47.63 0.00 414.00
47.67 0.00 414.00
47.70 0.00 414.00
47.73 0.00 414.00
47.77 0.00 414.00
47.80 0.00 414.00
47.83 0.00 414.00
47.87 0.00 414.00
47.90 0.00 414.00
47.93 0.00 414.00
47.97 0.00 414.00
48.00 0.00 413.99
1 ...End

Culv. A Culy. B Culy. C Weir A
(cfs) (cfs) (cfs) (cfs)
82.57 0.39 ----- -----
82.56 0.39 -----
82.56 0.39 ----- -----
82.55 0.39 ----- -----
82.54 0.39 ----- -----
82.54 0.39 ----- -----
82.53 0.39 ----- -----
82.52 0.39 -----
82.52 0.39 ----- -----
82.51 0.39 ----- -----
82.50 0.39 ----- -----
82.50 0.39 ----- -----
82.49 0.39 ----- -----
82.48 0.39 ----- -----
82.48 0.39 ----- -----
82.47 0.39 ----- -----
82.47 0.39 ----- -----
82.46 0.39 ----- -----
82.45 0.39 ----- -----
82.45 0.39 ----- -----
82.44 0.39 ----- -----
82.43 0.39 ----- -----
82.43 0.39 ----- -----
82.42 0.39 ----- -----
82.41 0.39 ----- -----
82.41 0.39 ----- -----
82.40 0.39 ----- -----
82.39 0.39 ----- -----
82.39 0.39 ----- -----
82.38 0.39 ----- -----
82.37 0.39 ----- -----
82.37 0.39 ----- -----
82.36 0.39 ----- -----
82.35 0.38 ----- -----
82.35 0.38 ----- -----
82.34 0.38 ----- -----
82.34 0.38 ----- -----
82.33 0.38 ----- -----
82.32 0.38 ----- -----
82.32 0.38 ----- -----
82.31 0.38 ----- -----
82.30 0.38 ----- -----
82.30 0.38 ----- -----
82.29 0.38 ----- -----
82.28 0.38 ----- -----
82.28 0.38 ----- -----
82.27 0.38 ----- -----
Weir B Weir C
(cfs) (cfs)
Page 25
Outflow
(cfs)
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.39
0.38
0.38
0.38
0.38
0.38
0.38
0.38
0.38
0.38
0.38
0.38
0.38
0.38
0.38

i
3 - Reservoir -10 Yr - Qp = 88.87 cfs
In
/out
0 10 20 30 40
Time (Hrs)
0
50
10-YEAR EVENT - DEVELOPED CONDITIONS
10 YEAR ROUTED HYDROGRAPH
i
i
i
i
i
i
i
i
3 - Reservoir 10 Yr - Max. El. = 416.23 ft
420.0
417.3
.7
Elev (ft) 414412.0
409.3-
406.6
0 10 20 30 40 50
Time (Hrs)
i
i
i
10-YEAR EVENT - PROPOSED BASIN
TIME - ELEVATION CURVE
Hydrograph Report
Page 1
t Hyd. No. 4
100-year routed
' Hydrograph type = Reservoir.
Storm frequency = 100 yrs
Inflow hyd. No. = 2
' Max. Elevation = 417.80 ft
Storage Indication method used.
' Hydro graph Discharge Table
Time Inflow Elevation
' (hrs) (cfs) (ft)
5.87 1.14 413.09
5.90 1.16 413.09
' 5.93 1.18 413.10
5.97 1.20 413.10
6.00 1.22 413.10
6.03 1.24 413.11
'
6.07 1.27 413.11
6.10 1.29 413.11
6.13 1.31 413.12
6.17 1.33 413.12
'
6.20 1.35 413.12
6.23 1.37 413.13
6.27 1.39 413.13
' 6.30 1.42 413.14
6.33 1.44 413.14
. 6.37 1.46 413.14
6.40 1.48 413.15
6.43 1.50 413.15
6.47 1.53 413.16
6.50 1.55 413.16
6.53 1.57 413.16
t
6.57 1.59 413.17
6.60 1.61 413.17
6.63 1.64 413.18
t 6.67 1.66 413.18
6.70 1.68 413.19
6.73 1.70 413.19
6.77 1.73 413.19
6.80 1.75 413.20
6.83 1.77 413.20
6.87 1.79 413.21
6.90 1.82 413.21
'
6.93 1.84 413.22
6.97 1.86 413.22
7.00 1.89 413.23
7.03 1.91 413.23
= 105.73 cfs
= 2 min
= Engr Wetland 5-
= 244,978 cuff
Total Volume = 709,819 cuft, 16.295 acft
Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
75.64 0.02 ----- ----- ----- ----- 0.02
75.66 0.02 ----- ----- ----- ----- 0.02
75.68 0.02 ----- ----- ----- --- 0.02
75.71 0.02 ----- ----- ----- ----- 0.02
75.74 0.03 ----- ----- ----- ----- 0.03
75.76 0.03 ----- ----- ----- ----- 0.03
75.79 0.03 ----- ----- ----- ----- 0.03
75.81 0.03 ----- ----- ----- ----- 0.03
75.84 0.03 ----- ----- ----- ----- 0.03
75.87 0.04 ----- ----- ----- ----- 0.04
75.90 0.04 ----- ----- ----- ----- 0.04
75.93 0.04 ----- ----- ----- ----- 0.04
75.95 0.04 ----- ----- ----- ----- 0.04
75.98 0.04 ----- ----- ----- ----- 0.04
76.01 0.05 ----- ----- ----- ----- 0.05
76.04 0.05 ----- ----- ---=- ----- 0.05
76.07 0.05 ----- ---- ----- ---- 0.05
76.10 0.05 ----- ----- ----- ----- 0.05
76.14 0.06 ----- ----- ----- ----- 0.06
76.17 0.06 ----- ----- ----- ----- 0.06
76.20 0.06 ----- ----- ----- ----- 0.06
76.23 0.06 ----- ----- ----- ----- 0.06
76.26 0.07 ----- ----- ----- ----- 0.07
76.30 0.07 ----- ----- ----- ----- 0.07
76.33 0.07 ----- ----- ----- ----- 0.07
76.37 0.08 ----- ----- ----- ----- 0.08
76.40 0.08 ----- ----- ----- ----- 0.08
76.43 0.08 ----- ----- ----- ----- 0.08
76.47 0.09 ----- ----- ----- ----- 0.09
76.51 0.09 ----- ----- ----- ----- 0.09
76.54 0.09 ----- ----- ----- ----- 0.09
76.58 0.10 ----- ----- ----- ----- 0.10
76.61 0.10 ----- ---- ---- ----- 0.10
76.65 0.10 ----- ----- ----- ----- 0.10
76.69 0.11 ----- ----- ---- ----- 0.11
76.73 0.11 ----- ----- ----- ----- 0.11
Peak discharge
Time interval
Reservoir name
Max. Storage
Continues on next page...

100-year routed Page 2
' Hydro graph Discharge Table
' Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
7.07. 1.93 413.24 76.77 0.11 0.11
' 7.10 1.96 413.24 76.80 0.12 ----- ----- ----- ----- 0.12
7.13 1.98 413.25 76.84 0.12 ----- ----- ----- ----- 0.12
7.17 2.00 413.25 76.88 0.12 ----- ----- ----- ----- 0.12
7.20 2.02 413.26 76.92 0.13 0.13
7.23 2.05 413.26 76.96 0.13 ----- ----- ----- 0.13
7.27 2.07 413.27 77.00 0.13 ----- ----- ----- ----- 0.13
7.30 2.09 413.28 77.05 0.14 ----- ----- ----- ----- 0.14
7.33 2.12 413.28 77.09 0.14 ----- ----- ----- ----- 0.14
7.37 2.14 413.29 77.13 0.15 ----- ----- ----- ----- 0.15
7.40 2.16 413.29 77.17 0.15 ----- ----- ----- ----- 0.15
7.43 2.19 413.30 77.21 0.15 0.15
' 7.47 2.21 413.30 77.26 0.16 ----- ----- ----- ----- 0.16
7.50 2.23 413.31 77.30 0.16 ----- ----- ----- ----- 0.16
7.53 2.26 413.32 77.34 0.16 ----- ----- ----- ----- 0.16
' 7.57 2.28 413.32 77.39 0.17 0.17
7.60 2.31 413.33 77.43 0.17 ----- ----- ----- ----- 0.17
7.63 2.33 413.33 77.48 0.17 ----- ----- ----- ----- 0.17
7.67
7.70 2.35
2.38 413.34
413.35 77.52
77.57 0.17
0.18 ----- ----- ----- ----- 0.17
----
0.18
7.73 2.40 413.35 77.62 0.18 ----- ----- ----- _
---- 0.18
7.77 2.42 413.36 77.66 0.18 ----- ----- ----- ----- 0.18
7.80 2.45 413.36 77.71 0.19 0.19
' 7.83 2.47 413.37 77.76 0.19 ----- ---
----- ----- -----
0.19
7.87 2.50 413.38 77.81 0.19 ----- ----- ----- ----- 0.19
7.90 2.52 413.38 77.85 0.20 ----- ----- ----- ----- 0.20
' 7.93 2.54 413.39 77.90 0.20 0.20
7.97 2.57 413.40 77.95 0.20 ----- ----- ----- ----- 0.20
8.00 .2.59 413.40 78.00 0.20 ----- ----- ----- ----- 0.20
' 8.03
8.07 2.61
2.64 413.41
413.42 78.05
78.10 0.21
0.21 0.21
0.21
8.10 2.67 413.42 78.15 0.21 ----- ----- ---- ----- 0.21
8.13 2.69 413.43 78.20 0.22 ----- ----- ----- ---- 0.22
8.17 2.72 413.44 78.26 0.22 0.22
' 8.20 2.75 413.45 78.31 0.22 ----- ----- ----- ---- 0.22
8.23 2.79 413.45 78.36 0.22 ----- ----- ----- ----- 0.22
8.27 2.83 413.46 78.42 0.23 ----- ----- ----- ----- 0.23
' 8.30 2.87 413.47 78.47 0.23 0.23
8.33 2.91 413.47 78.53 0.23 ----- ----- ----- ----- 0.23
8.37 2.96 413.48 78.58 0.23 ----- ----- ----- ----- 0.23
' 8.40
8.43 3.01
3.06 413.49
413.50 78.64
78.70 0.23
0.23 0.23
0.23
8.47 3.12 413.51 78.75 0.24 ----- ----- ---- -
---- 0.24
8.50 3.17 413.51 78.81 0.24 ----- ----- ----- ----- 0.24
8.53 3.23 413.52 78.86 0.24 0.24
8.57 3.29 413.53 78.92 0.25 Y---
----- ----- ----- 0.25
8.60 3.35 413.54 78.98 0.25 ----- ---- ----- ----- 0.25
8.63 3.42 413.54 79.03 0.26 ----- ----- ----- ----- 0.26
t 8.67 3.48 413.55 79.09 0.26 ----- ----- ----- ----- 0.26
' Continues on next page...

100-year routed Page 3
' Hydro graph Discharge Table
' Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
8.70 3.55 413.56 79.15 0.26 - 0.26
' 8.73 3.61 413.57 79.22 0.27 ---- ----- -----
----- 0.27
8.77 3.68 413.58 79.28 0.27 ----- ----- ----- ----- 0.27
8.80 3.75 413.59 79.34 0.27 ----- ----- ----- ----- 0.27
' 8.83 3.81 413.59 79.41 0.27 0.27
8.87 3.88 413.60 79.47 0.28 ----- ----- ----- ----- 0.28
8.90 3.95 413.61 79.54 0.28 ----- ----- ----- ----- 0.28
8.93 4.02 413.62 79.61 0.28 ----- ----- ----- ----- 0.28
8.97 4.09 413.63 79.68 0.29 ----- ----- ----- ----- 0.29
9.00 4.16 413.64 79.75 0.29 ----- ----- ----- ----- 0.29
9.03 4.23 413.65 79.82 0.29 ----- ----- ----- ----- 0.29
9.07 4.30 413.66 79.90 0.30 0.30
' 9.10 4.37 413.67 79.97. 0.30 ----- ----- ----- ----- 0.30
9.13 4.43 413.68 80.05 0.30 ----- ----- ----- ----- 0.30
9.17 4.50 413.69 80.12 0.30 ----- ----- ----- ----- 0.30
9.20 4.56 413.70 80.20 0.31 0.31
9.23 4.62 413.71 80.28 0.31 ----- ----- ----- ----- 0.31
9.27 4.68 413.73 80.36 0.31 ----- ----- ----- ----- 0.31

' 9.30
9.33 4.73
4.77 413.74
413.75 80.44
80.52 0.32
0.32 ----- ----- ----- ----- 0.32
0.32
9.37 4.81 413.76 80.60 0.32 ----- ----- ----- ----- 0.32
9.40 4.85 413.77 80.68 0.33 ----- ----- ----- ----- 0.33
9.43 4.89 413.78 80.77 0.33 ----- ----- ----- ----- 0.33
' 9.47 4:92 413.79 80.85 0.33 ----- ----- ----- ----- 0.33
9.50 4.95 413.81 80.93 0.34 ----- ----- ----- ----- 0.34
9.53 4.98 413.82 81.02 0.34 ----- ----- ----- ----- 0.34
' 9.57 5.01 413.83 81.10 0.34 - 0.34
9.60 5.04 413.84 81.19 0.35 ----- ----- --
- ----- 0.35
9.63 5.07 413.85 81.27 0.35 --=-- ----- ------ ---- 0.35
' 9.67
9.70 5.11
5.15 413.87
413.88 81.36
81.45 0.35
0.35
----- ----- 0.35
0.35
9.73 5.20 413.89 81.53 0.36 ----- ----- ----- ----- 0.36
9.77 5.25 413.90 81.62 0.36 ----- ----- ----- ----- 0.36
9.80 5.32 413.92 81.71 0.36 0.36
' 9.83 5.39 413.93 81.80 0.37 -_ -- ----- ----- ----- 0.37
9.87 5.47 413.94 81.89 0.37 ----- ----- ----- ----- 0.37
9.90 5.55 413.95 81.98 0.37 ----- ----- ----- ----- 0.37
' 9.93 5.64 413.97 82.08 0.38 0.38
9.97 5.74 413.98 82.17 0.38 ----- ----- ----- ----- 0.38
10.00 5.84 413.99 82.27 0.38 ----- ----- ----- ----- 0.38

' 10.03
10.07 5.95
6.06 414.01
414.02 82.37
82.46 0.39
0.39 ----- ----- ----- -----
-- 0.39
0.39
10.10 6.17 414.04 82.56 0.39 -
----- -----
--- ----- ---- 0.39
10.13 6.29 414.05 82.65 0.39 ----- ----- ----- ----- 0.39
10.17 6.41 414.06 82.75 0.40 _ 0.40
t 10.20 6.54 414.08 82.86 0.40 ----- ----- ----- ----- 0.40
10.23 6.67 414.09 82.96 0.40 ----- ----- ----- ----- 0.40
10.27 6.81 414.11 83.07 0.41 ----- ----- ----- ----- 0.41
' 10.30 6.95 414.12 83.17 0.41 ----- ----- ----- ----- 0.41
Continues on next page...
1
100-year routed Page 4
Hydrograph Discharge Table
' Time Inflow Elevation, Culy. A Culy. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
10.33 7.10 414.14 83.28 0.41 ----- ----- ----- ----- 0.41
10.37 7.25 414.16 83.40 0.42 ----- ----- ----- ----- 0.42
10.40 7.41 414.17 83.51 0.42 ----- ----- ----- ----- 0.42
10.43 7.57 414.19 83.63 0.42 ----- ----- ----- ----- 0.42
' 10.47 7.73 414.21 83.75 0.43 --
- -- 0.43
10.50 7.90 414.22 83.87 0.43 ----- _ --- ----- 0.43
10.53 8.07 414.24 84.00 0.44 ----- ----- ---- ----- 0.44
' 10.57
10.60 8.25
8.43 414.26
414.28 84.12
84.25 0.44
0.44 0.44
0.44-
10.63 8.62 414.30 84.39 0.45 ----- ----- -N-- ----- 0.45
10.67 8.82 414.32 84.52 0.45 ----- ----- ----- ----- 0.45
10.70 9.02 414.34 84.66 0.45 -- 0.45
' 10.73 9.23 414.36 84.80 0.46 ----- = --- --- ----- 0.46
10.77 9.46 414.38 84.95 0.46 ----- ----- ----- ----- 0.46
10.80 9.69 414.40 85.10 0.47 ----- ----- ----- ----- 0.47
' 10.83 9.93 414.43 85.25 0.47 0.47
10.87 10.19 414.45 85.41 0.48 ----- ----- ----- ----- 0.48
10.90 10.45 414.47 85.57 0.48 ----- ----- ----- ----- 0.48

t 10.93
10.97 10.72
11.00 414.50
414.52 85.73
85.90 0.48
0.49 ----- ----- ----- -----
-
- 0.48
0.49
11.00 11.28 414.55 86.07 0.49 ----- ----- -----
-_ 0.49
11.03 11.51 414.57 86.24 0.50 ----- ----- ----- ----- 0.50
11.07 11.74 414.60 86.42 0.50 - - 0.50
' 11.10 11.99 414.63 86.61 0.51 --
- ---- ----- ----- 0.51
11.13 12.26 414.65 86.79 0.51 ----- ----- ----- ----- 0.51
11.17 12.56 414.68 86.98 0.52 ----- ----- ----- ----- 0.52
11.20 12.88 414.71 87.17 0.52 0.08 0.61
' 11.23 13.23 414.74 87.37 0.53 ----- 0.29 ----- ----- 0.82
.11.27 13.62 414.77 87.57 0.53. ----- 0.51 ----- ----- 1.04
11.30 14.16 414.80 87.77 0.54 ----- 0.75 ----- ----- 1.29
' 11.33 14.73 414.83 87.97 0.54 1.48 2.02
11.37 15.34 414.86 88.17 0.55 -_ -- 2.20 ----- ----- 2.75
11.40 15.98 414.89 88.37 0.55 ----- 2.91 ----- ----- 3.46
11.43 16.65 414.92 88.56 0.56 3.82 4.38
' 11.47 17.35 414.95 88.75 0.56 ----- 4.78 ----- ----- 5.34
11.50 18.06 414.98 88.94 0.57 ----- 5.72 ----- ----- 6.28
11.53 18.98 415.01 89.12 0.57 ----- 6.70 ----- ----- 7.27
11.57 20.19 415.04 89.30 0.57 7.79 8.37
' 11.60 21.91 415.06 89.48 0.58 ----- 8.92 -----
----- 9.50
11.63 24.33 415.09 89.68 0.58 ----- 10.14 ----- ----- 10.72
11.67 27.67 415.13 89.89 0.59 11.66 12.25
' 11.70 32.12 415.17 90.15 0.59 ----_ 13.45 =_--- ---== 14.05
11.73 37.88 415.21 90.44 0.60 15.65 16.25
11.77 45.25 415.27 90.80 0.61 ----- 18.51 ----- ----- 19.12
11.80 54.54 415.34 91.23 0.62 -
-- 22.15 ----- ----- 22.77
t 11.83 66.21 415.42 91.75 0.63 -
- 26.84 27.47
11.87 80.61 415.52 92.37 0.64 ----- 32.97 ----- ---- 33.61
11.90 98.09 415.64 93.13 0.66 ----- 40.92 ----- ---- 41.58
' 11.93 117.95 415.78 94.01 0.68 ----- 51.03 ----- ----- 51.71

Continues on next page...

i
100-year routed Page 5
' Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
11.97 138.39 415.94 95.01 0.70 63.51 -
-- 64.21
' 12.00 157.56 416.12 96.06 0.72 ----- 77.69 --
----- 78.41
12.03 174.27 416.30 97.13 0.58 ----- 93.24 ----- ----- 93.81
12.07 187.55 416.49 98.26 0.04 ----- 110.81 ----- ----- 98.26
' 12.10 196.31 416.69 99.48 131.18 99.48
12.13 199.46 << 416.91 100.74 ----- ----- 153.80 ----- ----- 100.74
12.17 195.85 417.12 101.95 ----- ----- 176.73 ----- ----- 101.95
12.20 186.02 417.32 103.03 ----- ----- 198.39 ----- ----- 103.03
' 12.23 172.41 417.48 103.94 217.59 103.94
12.27 157.44 417.61 104.67 ----- ----- 233.37 ----- ----- 104.67
12.30 142.43 417.71 105.20 ----- ----- 245.33 ----- ----- 105.20
12.33 127.53 417.77 105.56 - - 253.32 - 105.56
' 12.37 112.88 417.80 105.73 -
--- ---- 257.25 -_ -- ---- 105.73
12.40 98.63 417.80 105.73 ---- ----- 257.26 ----- ----- 105.73 <<
12.43 84.95 417.77 105.56 ----- ----- 253.52 ----- ----- 105.56
' 12.47 72.01 417.71 105.25 246.25 105.25
12.50 60.20 417.63 104.78 ----- ----- 235.90 ----- ----- 104.78
12.53 49.94 417.52 104.19 ----- ----- 222.95 ----- ----- 104.19
12.57 41.68 417.40 103.49 ----- ----- 208.04 ----- ----- 103.49
' 12.60 35.87 417.26 102.71 191.97 102.71
12.63 32.35 417.11 101.88 ----- ----- 175.37 ----- ----- 101.88
12.67 30.23 416.96 101.00 ----- ----- 158.71 ----- ----- 101.00
12.70 28.66 416.80 100.09 - 141.94 100.09
' 12.73 27.19 416.64 99.16 -
--- ----- 125.72 ----- ----- 99.16
12.77 25.86 416.48 98.21 0.07 ----- 110.05 ----- ----- 98.21
12.80 24.66 416.32 97.27 0.52 ----- 95.27 ----- ----- 94.80
12.83 23.58 416.17 96.40 0.72 82.46 83.18
' 12.87 22.61 416.05 95.66 0.71 --_ - 72.11 ----- ----- 72.83
12.90 21.75 415.95 95.01 0.70 ----- 63.57 ----- ----- 64.27
12.93 20.97 415.85 94.46 0.69 ----- 56.47 ----- ----- 57.16
' 12.97 20.28 415.78 93.97 0.68 50.62 51.30
13.00 19.66 415.71 93.56 0.67 ----- 45.76 ----- ----- 46.43
13.03 19.09 415.65 93.20 0.66 ----- 41.72 ----- ----- 42.39
13.07 18.58 415.60 92.88 0.66 38.24 ----
_ 38.90
' 13.10 18.11 415.55 92.60 0.65 --_ - 35.36 - --
- 36.01
13.13 17.67 415.52 92.36 0.64 ----- 32.82 ----- ----- 33.46
13.17 17.27 415.48 92.14 0.64 ----- 30.65 ----- ----- 31.29
13.20 16.88 415.45 91.95 0.63 28.77 29.41
' 13.23 16.50 415.42 91.77 0.63 ----- 27.10 ----- ----- 27.73
13.27 16.15 415.40 91.62 0.63 ----- 25.60 ----- ----- 26.23
13
30 15
81 415
38 91
47 0.62 ----- 24.34 ----- ----- 24.97
' .
13.33 .
15.49 .
415.35 .
91.34 0.62 23.20 - 23.82
13.37 15.18 415.34 91.23 0.62 ----- 22.16 ----
----- 22.78
13.40 14.89 415.32 91.12 0.62 ----- 21.21 ----- ----- 21.82
13.43 14.61 415.30 91.02 0.61 20.34 ----- ----- 20.95
' 13.47 14.34 415.29 90.93 0.61 ----- 19.59 20.20
13.50 14.08 415.28 90.85 0.61 ----- 18.91 ----- ----- 19.52
13.53 13.83 415.26 90.77 0.61 ----- 18.28 ----- ---- 18.89
' 13.57 13.58 415.25 90.70 0.61 ----- 17.70 ----- ----- 18.31

Continues on next page...

100-year routed
Hydrograph Discharge Table
' Time Inflow
(hrs) (cfs)
13.60 13.35
'
13.63 13.12
13.67 12.89
13.70 12.67
13.73 12.46
'
13.77 12.25
13.80 12.05
13.83 11.85
'
13.87 11.66
13.90 11.47
13.93 11.29
13.97 11.11
'
14.00 10.93
14.03 10.76
14.07. 10.59
14.10 10.43
14.13 10.27
14.17 10.12
14.20 9.97
14.23 9.84
14.27 9.71
14.30 9.60
14.33 9.49
14.37 9.39
14.40 9.30
14.43 9.22
14.47 9.14
'
14.50 9.07
14.53 9.00
14.57 8.93
I
14.60 8.87
14.63 8.81
14.67 8.75
14.70 8.69
'
14.73 8.64
14.77 8.58
14.80 8.52
14.83 8.46
14.87 8.40
14.90 8.34
14.93 8.29
I
14.97 8.23
15.00 8.17
15.03 8.11
15.07 8.05
I
15.10 7.99
15.13 7.93
15.17 7.88
15.20 7.82
Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C
(ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
415.24 90.63 0.61 ----- 17.15 ----- -----
415.23 90.57 0.60 ----- 16.64 ----- -----
415.22 90.51 0.60 ----- 16.16 -----
415.21 90.45 0.60 ----- 15.71 ----- -----
415.21 90.40 0.60 ----- 15.29 ----- -----
415.20 90.35 0.60 ----- 14.90 ----- -----
415.19 90.30 0.60 ----- 14.56 ----- -----
415.18 90.25 0.60 ----- 14.23 ----- -----
415.18 90.21 0.60 ----- 13.92 ----- -----
415.17 90.17 0.59 ----- 13.62 ----- -----
415.16 90.13 0.59 ----- 13.33 ----- -----
415.16 90.09 0.59 ----- 13.05 ----- -----
415.15 90.05 0.59 ----- 12.79 ----- -----
415.15 90.02 0.59 ----- 12.53 ----- -----
415.14 89.98 0.59 ----- 12.28 ---- -----
415.14 89.95 0.59 ----- 12.04 ----- -----
415.13 89.92 0.59 ----- 11.81 ----- -----
415.13 89.88 0.59 ----- 11.58 ----- -----
415.12 89.85 0.59 ----- 11.37 ----- -----
415.12 89.83 0.59 ----- 11.16 -----
415.11 89.80 0.59 ----- 10.96 -----
415.11 89.77 0.59 ----- 10.77 ----- -----
415.10 89.74 0.58 ----- 10.58 ----- -----
415.10 89.72 0.58 ----- 10.41 ----- -----
415.10 89.70 0.58 ----- 10.26 ----- -----
415.09 89.67 0.58 ----- 10.11 ----- -----
415.09 89.65 0.58 ----- 9.98 ----- -----
415.09 89.63 0.58 ----- 9.85 ----- -----
415.08 89.61 0.58 ----- 9.72 ----- -----
415.08 89.59 0.58 ----- 9.60 ----- -----
415.08 89.57 0.58 ----- 9.49 ----- -----
415.08 89.56 0.58 ----- 9.38 ----- -----
415.07 89.54 0.58 ----- 9.28 ----- -----
415.07 89.52 0.58 ----- 9.18 ----- -----
415.07 89.51 0.58 ----- 9.08 ----- -----
415.07 89.49 0.58 ----- 8.99 ----- -----
415.06 89.48 0.58 ----- 8.89 -----
415.06 89.46 0.58 ----- 8.81 ----- -----
415.06 89.45 0.58 ----- 8.72 ----- -----
415.06 89.44 0.58 ----- 8.64 ----- -----
415.05 89.42 0.58 ----- 8.56 ----- -----
415.05 89.41 0.58 ----- 8.48 ----- -----
415.05 89.40 0.58 ----- 8.40 ----- -----
415.05 89.39 0.58 ---- 8.33 ----- -----
415.05 89.37 0.58 ----- 8.26 ----- -----
415.05 59.36 0.58 ----- 8.18 ----- -----
415.04 89.35 0.58 ----- 8.11 ----- -----
415.04 89.34 0.58 ----- 8.04 ----- -----
415.04 89.33 0.58 ----- 7.97 ----- -----
Page 6
Outflow
(cfs)
17.76
17.25
16.77
16.31
15.89
15.50
15.16
14.83
14.52
14.21
13.93
13.65
13.38
13.12
12.87
12.63
12.40
12.17
11.96
11.75
11.54
11.35
11.17
10.99
10.84
10.70
10.56
10.43
10.31
10.19
10.07
9.96
9.86
9.76
9.66
9.56
9.47
9.39
9.30
9.22
9.14
9.06
8.98
8.91
8.83
8.76
8.69
8.62
8.55
Continues on next page...

100-year routed Page 7
Hydro graph Discharge Table
I Time Inflow Elevation Culv. A Culy. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
15.23 7.76 415.04 89.32 0.57 7.91 8.48
I
15.27 7.70 415.04 89.31 0.57 ----- 7.84 ----- ----- 8.41
15.30 7.64 415.04 89.30 0.57 ----- 7.77 ----- ----- 8.35
15.33 7.58 415.03 89.28 0.57 ----- 7.71 ----- ----- 8.28
15.37 7.52 415.03 89.27 0.57 7.64 8.22
15.40 7.46 415.03 89.26 0.57 --
-_ 7.58 ----- --- - 8.15
15.43 7.41 415.03 89.25 0.57 ----- 7.51 ----- ----- 8.09
15.47 7.35 415.03 89.24 0.57 ----- 7.45 ----- ----- 8.02
I 15.50 7.29 415.03 89.23 0.57 ----- 7.39 ----- ----- 7.96
15.53 7.23 415.02 89.22 0.57 ----- 7.33 ----- ----- 7.90
15.57 7.17 415.02 89.21 0.57 ----- 7.26 ----- ----- 7.84
15.60 7.11 415.02 89.20 0.57 7.20 7.77
15.63 7.05 415.02 89.19 0.57 ----- 7.14 ----- --- - 7.71
15.67 6.99 415.02 89.18 0.57 ----- 7.08 ----- ----- 7.65
15.70 6.93 415.02 89.17 0.57 ----- 7.02 ----- ----- 7.59
I 15.73 6.88 415.01 89.16 0.57 ----- 6.96 ----- ----- 7.53
15.77 6.82 415.01 89.15 0.57 ----- 6.90 ----- ----- 7.47
15.80 6.76 415.01 89.14 0.57 ----- 6.84 ----- ----- 7.41
15.83 6.70 415.01 89.13 0.57 ----- 6.77 ----- ----- 7.35
' 15.87 6.64 415.01 89.12 0.57 6.71 7.28
15.90 6.58 415.01 89.11 0.57 ----- 6.65 ----- ----- 7.22
15.93 6.52 415.01 89.10 0.57 ----- 6.59 ----- ---- 7.16
15.97 6.46 415.00 89.09 0.57 ----- 6.54 ----- ----- 7.10
'
16.00 6.40 415.00 89.09 0.57 ----- 6.48 ----- ----- 7.04
16.03 6.35 415.00 89.08 0.57 ----- 6.42 ----- ----- 6.98
16.07 6.29 415.00 89.07 0.57 ----- 6.36 ----- ----- 6.93
' 16.10 6.23 415.00 89.06 0.57 6.31 6.88
16.13 6.17 415.00 89.05 0.57 ----- 6.26 ----- --- _ 6.82
16.17 6.12 415.00 89.04 0.57 ----- 6.20 ----- ---- 6.77
16.20 6.07 414.99 89.03 0.57
- 6.15 6.72
16.23 6.02 414.99 89.02 0.57 - 6.10 -- 6.67
16.27 5.98 414.99 89.01 0.57 --
----- 6.05 ----- ---- 6.62
16.30 5.94 414.99 89.00 0.57 ----- 6.00 ----- ----- 6.57
16.33 5.90 414.99 88.99 0.57 5.95 6.52
I
16.37 5.86 414.99 88.98 0.57 ----- 5.90 ----- ---- 6.47
16.40 5.83 414.98 88.97 0.57 ----- 5.86 ----- ----- 6.42
16.43 5.80 414.98 88.96 0.57 ----- 5.81 ----- ----- 6.38
16.47 5.77 414.98 88.95 0.57 ----- 5.77 ----- ----- 6.33
16.50 5.75 414.98 88.94 0.57 ----- 5.72 ----- ----- 6.29
16.53 5.72 414.98 88.93 0.57 ----- 5.68 ----- ----- 6.25
16.57 5.70 414.98 88.92 0.57 ----- 5.64 ----- ----- 6.21
' 16.60 5.68 414.98 88.92 0.57 5.60 6.17
16.63 5.66 414.98 88.91 0.57 ----- 5.56 --- --_-
_ 6.13
16.67 5.64 414.97 88.90 0.56 ----- 5.53 ----- ----- 6.09
16.70 5.61 414.97 88.89 0.56 5.49 6.06
'
16.73 5.59 414.97 88.89 0.56 ----- 5.46 ----- ----- 6.02
16.77 5.57 414.97 88.88 0.56 ----- 5.42 ----- ----- 5.99
16.80 5.55 414.97 88.87 0.56 ----- 5.39 ----- ----- 5.96
16.83 5.53 414.97 88.87 0.56 ----- 5.36 ----- ----- 5.92
Continues on next page...
100-year routed Page 8
' Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs) (Cfs)
16.87 5.51 414.97 88.86 0.56 - 5.33 5.89
16.90 .5.49 414.97 88.86 0.56 ---- 5.30 ----- ----- 5.86
16.93 5.47 414.97 88.85 0.56 ----- 5.27 ----- ----- 5.83
16.97 5.45 414.97 88.84 0.56 ----- 5.24 ----- ---- 5.81
17.00 5.43 414.97 88.84 0.56 5.21 5.78
17.03 5.41 414.96 88.83 0.56 ----- 5.19 ----- -- -- 5.75
17.07 5.38 414.96 88.83 0.56 ----- 5.16 ----- ----- 5.72
17.10 5.36 414.96 88.82 0.56 ----- 5.13 ----- ----- 5.70
17.13 5.34 414.96 88.82 0.56 5.11 5.67
17.17 5.32 414.96 88.81 0.56 ----- 5.08 ----- ----- 5.64
17.20 5.30 414.96 88.81 0.56 ----- 5.06 ----- ----- 5.62
17.23 5.28 414.96 88.80 0.56 5.03 5.59
17.27 5.26 414.96 88.80 0.56 ----- 5.01 ----- ----- 5.57
17.30 5.24 414.96 88.79 0.56 ----- 4.98 ----- ----- 5.54
17.33 5.22 414.96 88.79 0.56 ----- 4.96 ----- ----- 5.52
' 17.37 5.19 414.96 88.78 0.56 4.93 5.50
17.40 5.17 414.96 88.78 0.56 ----- 4.91 ----- ----- 5.47
17.43 5.15 414.96 88.77 0.56 ----- .4.89 ----- ----- 5.45
17.47 5.13 414.95 88.77 0.56 4.86 5.43
17.50 5.11 414.95 88.77 0.56 4.84 5.40
17.53 5.09 414.95 88.76 0.56 ----- 4.82 ----- ----- 5.38
17.57 5.07 414.95 88.76 0.56 ----- 4.80 ----- ----- 5.36
17.60 5.05 414.95 88.75 0.56 4.77 5.33
17.63 5.03 414.95 88.75 0.56 ----- 4.75 ----- -- 5.31
17.67 5.01 414.95 88.74 0.56 ----- 4.73 ----- ----- 5.29
17.70 4.98 414.95 88.74 0.56 ----- 4.71 ----- ----- 5.27
' 17.73 4.96 414.95 88.73 0.56 4.68 _ 5.24
17.77 4.94 414.95 88.73 0.56 ----- 4.66 ----- -
_ - 5.22
.17.80 4.92 414.95 88.73 0.56 ----- 4.64 ----- ----- 5.20
17.83 4.90 414.95 88.72 0.56 ----- 4.62 ----- ----- 5.18
17.87 4.88 414.95 88.72 0.56 - 4.60 5.16
17.90 4.86 414.95 88.71 0.56 --_
-- 4.57 ----- ----- 5.13
17.93 4.84 414.94 88.71 0.56 ----- 4.55 ----- ----- 5.11
17.97 4.82 414.94 88.70 0.56 4.53 5.09
18.00 4.79 414.94 88.70 0.56 ----- 4.51 ----- ----- 5.07
18.03 4.77 414.94 88.70 0.56 ----- 4.49 ----- ----- 5.05
18.07 4.75 414.94 88.69 0.56 ----- 4.47 ----- ----- 5.03
' 18.10 4.73 414.94 88.69 0.56 4.44 5.00
18.13 4.71 414.94 88.68 0.56 ----- 4.42 ----- ----- 4.98
18.17 4.69 414.94 88.68 0.56 ----- 4.40 ----- ----- 4.96
18.20 4.67 414.94 88.67 0.56 ----- 4.38 ----- ----- 4.94
I 18.23 4.65 414.94 88.67 0.56 4.36 4.92
18.27 4.63 414.94 88.67 0.56 ----- 4.34 -----
----- 4.90
18.30 4.60 414.94 88.66 0.56 ----- 4.32 ----- ----- 4.87
18.33 4.58 414.94 88.66 0.56 4.29 4.85
18.37 4.56 414.94 88.65. 0.56 ----- 4.27 ----- ----- 4.83
18.40 4.54 414.94 88.65 0.56 ----- 4.25 ----- ----- 4.81
18.43 4.52 414.94 88.64 0.56 ----- 4.23 ----- ----- 4.79
18.47 4.50 414.93 88.64 0.56 ----- 4.21 ----- ----- 4.77
Continues on next page..,
i
100-year routed
Page 9
i Hydro graph Discharge Table
i Time Inflow Elevation Culy. A CuIv. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
18.50 4.48 414.93 88.64 0.56 - 4.19 4.75
i
18.53 4.46 414.93 88.63 0.56 --- 4.17 ---- --- 4.73
18.57 4.44 414.93 88.63 0.56 ----- 4.15 ----- ----- 4.70
18.60 4.41 414.93 88.62 0.56 ----- 4.12 ----- ----- 4.68
18.63 4.39 414.93 88.62 0.56 ----- 4.10 ----- ----- 4.66
18.67 4.37 414.93 88.62 0.56 ----- 4.08 ----- ----- 4.64
18.70 4.35 414.93 88.61 0.56 ----- 4.06 ----- ----- 4.62
18.73 4.33 414.93. 88.61 0.56 4.04 4.60
i
18.77 4.31 414.93 88.60 0.56 ----- 4.02 =_--_ - 4.58
18.80 4.29 414.93 88.60 0.56 4.00 ----- 4.56
18.83 4.27 414.93 88.59 0.56 ----- 3.98 ----- ----- 4.53
18.87 4.25 414.93 88.59 0.56 3.96 4.51
i
18.90 4.22 414.93 88.59 0.56 ----- 3.94 ----- ----- 4.49
18.93 4.20 414.93 88.58 0.56 ----- 3.91 ----- ----- 4.47
18.97 4.18 414.92 88.58 0.56 ----- 3.89 ----- ----- 4.45
19.00 4.16 414.92 88.57 0.56 3.87 4.43
i
19.03 4.14 414.92 88.57 0.56 ----- 3.85 ----- ----- 4.41
19.07 4.12 414.92 88.56 0.56 ----- 3.83 ----- ----- 4.39
19.10 4.10 414.92 88:56 0.56 3.81 4.36
'
19.13 4.08 414.92 88.56 0.56 --- 3.79 ----- =---- 4.34
19.17 4.06 414.92 88.55 0.56 _ 3.77 4.32
19.20 4.03 414.92 88.55 0.56 ----- 3.75 ----- ----- 4.30
19.23 4.01 414.92 88.54 0.56 3.72 4.28
'
19.27 3.99 414.92 88.54 0.56 ----- 3.70 ----- ---- 4.26
19.30 3.97 414.92 88.54 0.56 ----- 3.68 ----- ----- 4.24
19.33 3.95 4 i 4.92 88.53 0.56 ----- 3.66 ----- ----- 4.22
19.37 3.93 414.92 88.53 0.56 3.64 4.20
i
19.40 3.91 414.92 88.52 0.56 ----- 3.62 ----- ----- 4.17
.19.43 3.89 414.92 88.52 0.56 ----- 3.60 ----- ----- 4.15
19.47 3.86 414.92 88.51 0.56 ----- 3.58 ----- ----- 4.13
i 19.50 3.84 414.91 88.51 0.56 - 3.56 - 4.11
19.53 3.82 414.91 88.51 0.56 ---
- 3.53 -----
---- 4.09
19.57 3.80 414.91 88.50 0.56 ----- 3.51 ----- ----- 4.07
19.60 3.78 414.91 88.50 0.56 3.49 4.05
i
19.63 3.76 414.91 88.49 0.56 ----- 3.47 -- _- --- _ 4.03
19.67 3.74 414.91 88.49 0.55 ----- 3.45 ----- ----- 4.00
19.70 3.72 414.91 88.49 0.55 ----- 3.43 ----- ---- 3.98
19.73 3.69 414.91 88.48 0.55 ----- 3.41 ----- ----- 3.96
i
19.77 3.67 414.91 88.48 0.55 ----- 3.39 ----- ----- 3.94
19.80 3.65 414.91 88.47 0.55 ----- 3.37 ----- ----- 3.92
19.83 3.63 414.91 88.47 0.55 ----- 3.34 ----- ----- 3.90
i 19.87 3.61 414.91 88.46 0.55 3.32 3.88
19.90 3.59 414.91 88.46 0.55 --_ - 3.30 ----- ----- 3.86
19.93 3.57 414.91 88.46 0.55 ----- 3.28 ----- ----- 3.83
19.97 3.55 414.91 88.45 0.55 3.26 3.81
i
20.00 3.52 414.91 88.45 0.55 ---- 3.24 ----- ----- 3.79
20.03 3.50 414.90 88.44 0.55 ----- 3.22 ----- ----- 3.77
20.07 3.48 414.90 88.44 0.55 ----- 3.20 ----- ----- 3.75
i 20.10 3.46 414.90 88.44 0.55 ----- 3.18 ----- ---- 3.73
i Continues on next page...

100-year routed
I Hydrograph Discharge Table
I Time Inflow Elevation Culy. A Culy. B Culy. C Weir A
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs)
20.13 3.44 414.90 88.43 0.55 3.15
I
20.17 3.42 414.90 88.43 0.55 ----- 3.13
20.20 3.41 414.90 88.42 0.55 ----- 3.11
20.23 3.39 414.90 88.42 0.55 ----- 3.09
20.27 3.38 414.90 88.41 0.55 3.07
20.30 3.36 414.90 88.41 0.55 ----- 3.06
20.33 3.35 414.90 88.41 0.55 ----- 3.04
20.37 3.34 414.90 88.40 0.55 ---- 3.03
' 20.40 3.33 414.90 88.40 0.55 -- 3.02
20.43 3.32 414.90 88.40 0.55 -
_ 3.00
20.47 3.32 414.90 88.39 0.55 ----- 2.99
20.50 3.31 414.90 88.39 0.55 2.98
'
20.53 3.30. 414.90 88.38 0.55 ----- 2.97
20.57 3.30 414.89 88.38 0.55 ----- 2.95
20.60 3.29 414.89 88.38 0.55 ----- 2.94
20.63 3.29 414.89 88.38 0.55 2.93
'
20.67 3.28 414.89 88.37 0.55 ----- 2.92
20.70 3.28 414.89 88.37 0.55 ----- 2.91
20.73 3.28 414.89 88.37 0.55 ----- 2.90
' 20.77 3.27 414.89 88.36 0.55 2.89
20.80 3.27 414.89 88.36 0.55 ----- 2.88
20.83 3.26 414.89 88.36 0.55 ----- 2.87
20.87 3.26 414.89 88.36 0.55 2.86
'
20.90 3.26 414.89 88.35 0.55 ----- 2.85
20.93 3.25 414.89 88.35 0.55 ----- 2.85
20.97 3.25 414.89 88.35 0.55 ----- 2.84
21.00 3.24 414.89 88.35 0.55 2.83
'
21.03 3.24 414.89 88.34 0.55 -- _- 2.82
21.07 3.23 414.89 88.34 0.55 ----- 2.81
21.10 3.23 414.89 88.34 0.55 ----- 2.81
' 21.13 3.23 414.89 88.34 0.55 2.80
21.17 3.22 414.89 88.34 0.55 ----- 2.79
21.20 3.22 414.89 88.34 0.55 ----- 219
21.23 3.21 414.89 88.33 0.55 2.78
'
21.27 3.21 414.89 88.33 0.55 ----- 2.77
21.30 3.21 414.89 88.33 0.55 ----- 2.77
21.33 3.20 414.89 88.33 0.55 ----- 2.76
21.37 3.20 _ 414.89 88.33 0.55 2.75
'
21.40 3.19 414.89 88.32 0.55 ----- 2.75
21.43 3.19 414.89 88.32 0.55 ----- 2.74
21.47 3.18 414.89 88.32 0.55 ----- 2.74
' 21.50 3.18 414.89 88.32 0.55 2.73
21.53 3.18 414.89 88.32 0.55 ----- 2.72
21.57 3.17 414.89 88.32 0.55 ----- 2.72
21.60 3.17 414.88 88.31 0.55 2.71
'
21.63 3.16 414.88 88.31 0.55 ----- 2.71
21.67 3.16 414.88 88.31 0.55 ----- 2.70
21.70 3.15 414.88 88.31 0.55 ----- 2.70
' 21,73 3.15 414.88 88.31 0.55 ----- 2.69
Weir B Weir C
(cfs) (cfs)
Page 10
Outflow
(cfs)
3.71
3.69
3.67
3.65
3.63
3.61
3.60
3.58
3.57
3.56
3.54
3.53
3.52
3.51
3.49'
3.48
3.47
3.46
3.45
3.44
3.43
3.42
3.41
3.41
3.40
3.39
3.38
3.37
3.37
3.36
3.35
3.34
3.34
3.33
3.32
3.32
3.31
3.30
3.30
3.29
3.29
3.28
3.27
3.27
3.26
3.26
3.25
3.25
3.24
Continues on next page...

100-year routed
Hydrograph Discharge Table
Page 11
Time Inflow Elevation Culv. A Culy. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
21.77 3.15 414.88 88.31 0.55 ----- 2.69 ----- ----- 3.24
21.80 3.14 414.88 88.31 0.55 ----- 2.68 ----- ----- 3.23
21.83 3.14 414.88 88.30 0.55 ----- 2.68 ----- ----- 3.23
21.87 3.13 414.88 88.30 0.55 ----- 2.67 ----- ----- 3.22
21.90 3.13 414.88 88.30 0.55 ----- 2.67 ----- ----- 3.22
21.93 3.13 414.88 88.30 0.55 ----- 2.66 ----- ----- 3.21
21.97 3.12 414.88 88.30 0.55 ----- 2.66 ----- ----- 3.21
22.00 3.12 414.88 88.30 0.55 ----- 2.65 ----- ----- 3.20
22.03 3.11 414.88 88.30 0.55 ----- 2.65 ----- ----- 3.20
22.07 3.11 414.88 88.30 0.55 ----- 2.64 ----- ----- 3.19
22.10 3.10 414.88 88.29 0.55 ----- 2.64 ----- ----- 3.19
22.13 3.10 414.88 88.29 0.55 ----- 2.63 ----- ----- 3.18
22.17 3.10 414.88 88.29 0.55 ----- 2.63 ----- ----- 3.18
22.20 3.09 414.88 88.29 0.55 ----- 2.62 ----- ---,L 3.17
22.23 3.09 414.88 88.29 0.55 ----- 2.62 ----- ----- 3.17
22.27 3.08 414.88 88.29 0.55 ----- 2.61 ----- ----- 3.16
22.30 3.08 414.88 88.29 0.55 ----- 2.61 ----- ----- 3.16
22.33 3.07 414.88 88.28 0.55 ----- 2.60 ----- ----- 3.15
22.37 3.07 414.88 88.28 0.55 ----- 2.60 ----- ----- 3.15
22.40 3.07 414.88 88.28 0.55 ----- 2.60 ----- ----- 3.15
22.43 3.06 414.88 88.28 0.55 ----- 2.59 ----- ----- 3.14
22.47 3.06 414.88 88.28 0.55 ----- 2.59 ----- ---- 3.14
22.50 3.05 414.88 88.28 0.55 ----- 2.58 ----- ----- 3.13
22.53 3.05 414.88 88.28 0.55 ----- 2.58 ----- ----- 3.13
22.57 3.05 414.88 88.28 0.55 ----- 2.57 ----- ----- 3.12
22.60 3.04 414.88 88.27 0.55 ----- 2.57 ----- ----- 3.12
22.63 3.04 414.88 88.27 0.55 ----- 2.57 ----- ----- 3.11
22.67 3.03 414.88 88.27 0.55 ----- 2.56 ----- ----- 3.11
22.70 3.03. 414.88 88.27 0.55 ----- 2.56 ----- ----- 3.11
22.73 3.02 414.88 88.27 0.55 ----- 2.55 ----- ----- 3.10
22.77 3.02 414.88 88.27 0.55 ----- 2.55 ----- ----- 3.10
22.80 3.02 414.88 88.27 0.55 ----- 2.54 ----- ----- 3.09
22.83 3.01 414.88 88.27 0.55 ----- 2.54 ----- ----- 3.09
22.87 3.01 414.88 88.27 0.55 ----- 2.53 ----- ----- 3.08
22.90 3.00 414.88 88.26 0.55 ----- 2.53 ----- ----- 3.08
22.93 3.00 414.88 88.26 0.55 ----- 2.53 ----- ----- 3.08
22.97 2.99 414.88 88.26 0.55 ----- 2.52 ----- ----- 3.07
23.00 2.99 414.88 88.26 0.55 ----- 2.52 ----- ----- 3.07
23.03 2.99 414.88 88.26 0.55 ----- 2.51 ----- ----- 3.06
23.07 2.98 414.88 88.26 0.55 ----- 2.51 ----- ----- 3.06
23.10 2.98 414.88 88.26 0.55 ----- 2.50 ----- ----- 3.05
23.13 2.97 414.88 88.26 0.55 ----- 2.50 ----- ----- 3.05
23.17 2.97 414.88 88.25 0.55 ----- 2.50 ----- ----- 3.04
23.20 2.97 414.88 88.25 0.55 ----- 2.49 ----- ----- 3.04
23.23 2.96 414.88 88.25 0.55 ----- 2.49 ----- ----- 3.04
23.27 2.96 414.88 88.25 0.55 ----- 2.48 ----- ----- 3.03
23.30 2.95 414.87 88.25 0.55 ----- 2.48 ----- ----- 3.03
23.33 2.95 414.87 88.25 0.55 ----- 2.47 ----- ----- 3.02
23.37 2.94 414.87 88.25 0.55 ----- 2.47 ----- ----- 3.02
Continues on next page...
100-year routed
Hydrograph Discharge Table
Page 12
Time Inflow Elevation Culv. A Culv. B CuIv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
23.40 2.94 414.87 88.25 0.55 ----- 2.47 ----- ----- 3.01
23.43 2.94 414.87 88.25 0.55 ----- 2.46 ----- ----- 3.01
23.47 2.93 414.87 88.24 0.55 ----- 2.46 ----- ----- 3.01
23.50 2.93 414.87 88.24 0.55 ----- 2.45 ----- ----- 3.00
23.53 2.92 414.87 88.24 0.55 ----- 2.45 ----- ----- 3.00
23.57 2.92 414.87 88.24 0.55 ----- 2.44 ----- ----- 2.99
23.60 2.91 414.87 88.24 0.55 ----- 2.44 ----- ----- 2.99
23.63 2.91 414.87 88.24 0.55 ----- 2.44 ----- ----- 2.99
23.67 2.91 414.87 88.24 0.55 ----- 2.43 ----- ----- 2.98
23.70 2.90 414.87 88.24 0.55 ----- 2.43 ----- ----- 2.98
23.73 2.90 414.87 88.23 0.55 ----- 2.42 ----- ----- 2.97
23.77 2.89 414.87 88.23 0.55 ----- 2.42 ----- ----- 2.97
23.80 2.89 414.87 88.23 0.55 ----- 2.41 ----- ----- 2.96
23.83 2.89 414.87 88.23 0.55 ----- 2.41 ----- ----- 2.96
23.87 2.88 414.87 88.23 0.55 ----- 2.41 ----- ----- 2.96
23.90 2.88 414.87 88.23 0.55 ----- 2.40 ----- ----- 2.95
23.93 2.87 414.87 88.23 0.55 ----- 2.40 ----- ----- 2.95
23.97 2.87 414.87 88.23 0.55 ----- 2.39 ----- ----- 2.94
24.00 2.86 414.87 88.23 0.55 ----- 2.39 ----- ---- 2.94
24.03 2.83 414.87 88.22 0.55 ----- 2.38 ----- ----- 2.93
24.07 2.75 414.87 88.22 0.55 ----- 2.38 ----- ----- 2.93
24.10 2.65 414.87 88.22 0.55 ----- 2.36 ----- ----- 2.91
24.13 2.51 414.87 88.21 0.55 ----- 2.35 ----- ---- 2.89
24.17 2.34 414.87 88.21 0.55 ----- 2.32 ----- ----- 2.87
24.20 2.13 414.87 88.20 0.55 ----- 2.29 ----- ----- 2.83
24.23 1.90 414.86 88.18 0.55 ----- 2.24 ----- ----- 2.79
24.27 1.62 414.86 88.17 0.55 ----- 2.18 ----- ----- 2.73
24.30 1.37 414.86 88.15 0.55 ----- 2.12 ----- ----- 2.66
24.33 .1.14 414.86 88.13 0.55 ----- 2.04 ----- ----- 2.58
24.37 0.94 414.85 88.10 0.55 ----- 1.95 ----- ----- 2.50
24.40 0.75 414.85 88.08 0.54 ----- 1.86 ----- ----- 2.41
24.43 0.58 414.84 88.05 0.54 ----- 1.77 ----- ----- 2.31
24.47 0.44 414.84 88.02 0.54 ----- 1.67 ----- ----- 2.21
24.50 0.31 414.84 88.00 0.54 ----- 1.57 ----- ----- 2.11
24.53 0.21 414.83 87.97 0.54 ----- 1.46 ----- ----- 2.01
24.57 0.12 414.83 87.94 0.54 ----- 1.36 ----- ----- 1.90
24.60 0.06 414.82 87.91 0.54 ----- 1.26 ---- ----- 1.80
24.63 0.02 414.82 87.88 0.54 ----- 1.16 ----- ----- 1.71
24.67 0.00 414.82 87.86 0.54 ----- 1.07 ----- ---- 1.61
24.70 0.00 414.81 87.83 0.54 ----- 0.98 ----- ----- 1.52
24.73 0.00 414.81 87.81 0.54 ----- 0.90 ----- ----- 1.44
24.77 0.00 414.80 87.79 0.54 ----- 0.82 ----- ----- 1.36
24.80 0.00 414.80 87.77 0.54 ----- 0.74 ----- ----- 1.28
24.83 0.00 414.80 87.75 0.54 ----- 0.70 ----- ----- 1.23
24.87 0.00 414.80 87.73 0.54 ----- 0.68 ----- ----- 1.21
24.90 0.00 414.79 87.71 0.54 ----- 0.66 ----- ----- 1.19
24.93 0.00 414.79 87.69 0.54 ----- 0.64 ----- ----- 1.17
24.97 0.00 414.79 87.67 0.53 ----- 0.62 ----- ----- 1.15
25.00 0.00 414.78 87.65 0.53 ----- 0.60 ----- ----- 1.13
Continues on next page...
100-year routed Page 13
Hydrograph Discharge Table
Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
25.03 0.00 414.78 87.64 0.53 ----- 0.58 ----- ----- 1.11
25.07 0.00 414.78 87.62 0.53 ----- 0.56 ----- ----- 1.09
25.10- 0.00 414.78 87.60 0.53 ----- 0.54 ----- ----- 1.07
25.13 0.00 414.77 87.59 0.53 ----- 0.52 ----- ----- 1.06
25.17 0.00 414.77 87.57 0.53 ----- 0.50 ----- ----- 1.04
25.20 0.00 414.77 87.55 0.53 ----- 0.49 ----- ----- 1.02
25.23 0.00 414.77 87.54 0.53 ----- 0.47 ----- ----- 1.00
25.27 0.00 414.76 87.52 0.53 ---- 0.45 ----- ----- 0.98
25.30 0.00 414.76 87.51 0.53 ----- 0.44 ----- ----- 0.97
25.33 0.00 414.76 87.49 0.53 ----- 0.42 ----- ----- 0.95
25.37 0.00 414.76 87.47 0.53 ----- 0.40 ----- ----- 0.93
25.40 0.00 414.76 87.46 0.53 ----- 0.39 ----- ----- 0.92
25.43 0.00 414.75 87.45 0.53 ----- 0.37 ----- ----- 0.90
25.47 0.00 414.75 87.43 0.53 ----- 0.36 ----- ----- 0.89
25.50 0.00 414.75 87.42 0.53 ----- 0.34 ----- ----- 0.87
25.53 0.00 414.75 87.40 0.53 ----- 0.33 ----- ----- 0.86
25.57 0.00 414.74 87.39 0.53 ----- 0.31 ----- ----- 0.84
25.60 0.00 414.74 87.38 0.53 ----- 0.30 ----- ----- 0.83
25.63 0.00 414.74 87.36 0.53 ----- 0.29 ----- ---- 0.81
25.67 0.00 414.74 87.35 0.53 ----- 0.27 ----- ---- 0.80
25.70 0.00 414.74 87.34 0.53 ----- 0.26 ----- ----- 0.79
25.73 0.00 414.73 87.33 0.53 ----- 0.25 ----- ----- 0.77
25.77 0.00 414.73 87.31 0.53 ----- 0.23 ----- ---- 0.76
25.80 0.00 414.73 87.30 0.53 ----- 0.22 ----- ----- 0.75
25.83 0.00 414.73 87.29 0.53 ----- 0.21 ----- ----- 0.73
25.87 0.00 414.73 87.28 0.52 ----- 0.20 ----- ----- 0.72
25.90 0.00 414.73 87.27 0.52 ----- 0.18 ----- ----- 0.71
25.93 0.00 414.72 87.26 0.52 ----- 0.17 ----- ----- 0.70
25.97 0.00 414.72 87.25 0.52 ----- . 0.16 ----- ----- 0.68
26.00 0.00 414.72 87.23 0.52 ----- 0.15 ----- ----- 0.67
26.03 0.00 414.72 87.22 0.52 ----- 0.14 ----- ----- 0.66
26.07 0.00 414.72 87.21 0.52 ----- 0.13 ----- ----- 0.65
26.10 0.00 414.72 87.20 0.52 ----- 0.12 ----- ----- 0.64
26.13 0.00 414.71 87.19 0.52 ----- 0.10 ----- ----- 0.63
26.17 0.00 414.71 87.18 0.52 ----- 0.09 ----- ----- 0.62
26.20 0.00 414.71 87.17 0.52 ----- 0.08 ----- ----- 0.61
26.23 0.00 414.71 87.16 0.52 ----- 0.07 ----- ----- 0.60
26.27 0.00 414.71 87.15 0.52 ----- 0.06 ----- ----- 0.59
26.30 0.00 414.71 87.15 0.52 ----- 0.05 ----- ----- 0.58
26.33 0.00 414.71 87.14 0.52 ----- 0.04 ----- ----- 0.57
26.37 0.00 414.70 87.13 0.52 ----- 0.03 ----- ----- 0.56
26.40 0.00 414.70 87.12 0.52 ----- 0.03 ----- ----- 0.55
26.43 0.00 414.70 87.11 0.52 ----- 0.02 ----- ----- 0.54
26.47 0.00 414.70 87.10 0.52 ----- 0.01 ----- ----- 0.53
26.50 0.00 414.70 87.09 0.52 ----- ----- ----- ----- 0.52
26.53 0.00 414.70 87.09 0.52 ----- ----- ----- ----- 0.52
26.57 0.00 414.70 87.08 0.52 ----- ----- ----- ----- 0.52
26.60 0.00 414.70 87.07 0.52 ----- ----- ----- ----- 0.52
26.63 0.00 414.69 87.06 0.52 ----- ----- ----- ----- 0.52
Continues on next page...
100-year routed
Hydrograph Discharge Table
Page 14
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
26.67 0.00 414.69 87.05 0.52 ----- ----- ----- ----- 0.52
26.70 0.00 414.69 87.04 0.52 ----- ----- ----- ----- 0.52
26.73 0.00 414.69 87.04 0.52 ----- ----- ----- ----- 0.52
26.77 0.00 414.69 87.03 0.52 ----- ----- ---- ----- 0.52
26.80 0.00 414.69 87.02 0.52 ----- ----- ----- ----- 0.52
26.83 0.00 414.69 87.01 0.52 ----- ----- ----- ----- 0.52
26.87 0.00 414.69 87.00 0.52 ----- ----- ----- ----- 0.52
26.90 0.00 414.68 86.99 0.52 ----- ----- ----- ----- 0.52
26.93 0.00 414.68 86.99 0.52 ----- ----- ----- ----- 0.52
26.97 0.00 414.68 86.98 0.52 ----- ----- ----- ----- 0.52
27.00 0.00 414.68 86.97 0.52 ----- ----- ----- ----- 0.52
27.03 0.00 414.68 86.96 0.52 ----- ----- ----- ----- 0.52
27.07 0.00 414.68 86.95 0.52 ----- ----- ----- ----- 0.52
27.10 0.00 414.68 86.94 0.52 ----- ----- ----- ----- 0.52
27.13 0.00 414.68 86.94 0.52 ----- ----- ----- ----- 0.52
27.17 0.00 414.67 86.93 0.52 ----- ----- ----- ----- 0.52
27.20 0.00 414.67 86.92 0.52 ----- ----- ----- ----- 0.52
27.23 0.00 414.67 86.91 0.52 ----- ----- ----- ----- 0.52
27.27 0.00 414.67 86.90 0.52 ----- ----- ----- ----- 0.52
27.30 0.00 414.67 86.90 0.52 ----- ----- ----- ----- 0.52
27.33 0.00 414.67 86.89 0.51 ----- ----- ----- ----- 0.51
27.37 0.00 414.67 86.88 0.51 ----- ----- ----- ----- 0.51
27.40 0.00 414.67 86.87 0.51 ----- ----- ----- ----- 0.51
27.43 0.00 414.67 86.86 6.51 ----- ----- ----- ----- 0.51
27.47 0.00 414.66 .86.85 0.51 ----- ----- ----- ----- 0.51
27.50 0.00 414.66 86.85 0.51 ----- ----- ----- ----- 0.51
27.53 0.00 414.66 86.84 0.51 ----- ----- ----- ----- 0.51
27.57 0.00 414.66 86.83 0.51 ----- ----- ----- ----- 0.51
27.60. 0.00 414.66 86.82 0.51 ------ ----- ----- ----- 0.51
27.63 0.00 414.66 86.81 0.51 ----- ----- ----- ----- 0.51
27.67 0.00 414.66 86.80 0.51 ----- ----- ----- ----- 0.51
27.70 0.00 414.66 86.80 0.51 ----- ----- ----- ----- 0.51
27.73 0.00 414.65 86.79 0.51 ----- ----- ----- ----- 0.51
27.77 0.00 414.65 86.78 0.51 ----- ----- ----- ----- 0.51
27.80 0.00 414.65 86.77 0.51 ----- ----- ----- ----- 0.51
27.83 0.00 414.65 86.76 0.51 ----- ----- ----- ----- 0.51
27.87 0.00 414.65 86.76 0.51 ----- ----- ----- ----- 0.51
27.90 0.00 414.65 86.75 0.51 ----- ----- ----- ----- 0.51
27.93 0.00 414.65 86.74 0.51 ----- ----- ----- ----- 0.51
27.97 0.00 414.65 86.73 0.51 ----- ----- ----- ----- 0.51
28.00 0.00 414.64 86.72 0.51 ----- ----- ----- ---- 0.51
28.03 0.00 414.64 86.71 0.51 ----- ----- ----- ----- 0.51
28.07 0.00 414.64 86.71 0.51 ----- ----- ----- ----- 0.51
28.10 0.00 414.64 86.70 0.51 ----- ----- ----- ----- 0.51
28.13 0.00 414.64 86.69 0.51 ----- ----- ----- ----- 0.51
28.17 0.00 414.64 86.68 0.51 ----- ----- ----- ----- 0.51
28.20 0.00 414.64 86.67 0.51 ----- ----- ----- ----- 0.51
28.23 0.00 414.64 86.67 0.51 ----- ----- ----- ----- 0.51
28.27 0.00 414.63 86.66 0.51 ----- ----- ----- ----- 0.51
Continues on next page...
100-year routed
Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B CUIv. C Weir A Weir B Weir C
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
28.30 0.00 414.63 86.65 0.51 ----- ----- ----- -----
28.33 0.00 414.63 86.64 0.51 ----- ----- ----- -----
28.37 0.00 414.63 86.63 0.51 ----- ----- ----- -----
28.40 0.00 414.63 86.62 0.51 ----- ----- ----- -----
28.43 0.00 414.63 86.62 0.51 ----- ----- ----- -----
28.47 0.00 414.63 86.61 0.51 ----- ----- ----- -----
28.50 0.00 414.63 86.60 0.51 ----- ----- ----- -----
28.53 0.00 414.62 86.59 0.51 ----- ----- ----- -----
28.57 0.00 414.62 86.58 0.51 ----- ----- ----- -----
28.60 0.00 414.62 86.58 0.51 ----- ----- ----- -----
28.63 0.00 414.62 86.57 0.51 ---- ----- ----- -----
28:67 0.00 414.62 86.56 0.51 ----- ----- ----- -----
28.70 0.00 414.62 86.55 0.51 ----- ----- ----- ----
28.73 0.00 414.62 86.54 0.51 ----- ----- ----- -----
28.77 0.00 414.62 86.54 0.51 ----- ----- ----- -----
28.80 0.00 414.61 86.53 0.51 ----- ----- ----- -----
28.83 0.00 414.61 86.52 0.51 ----- ----- -----
28.87 0.00 414.61 86.51 0.51 ----- ----- ----- -----
28.90 0.00 414.61 86.50 0.50 ----- ----- ----- -----
28.93 0.00 414.61 86.50 0.50 ----- ----- ----- -----
28.97 0.00 414.61 86.49 0.50 ----- ----- ----- -----
29.00 0.00 414.61 86.48 0.50 ----- ----- ----- -----
29.03 0.00 414.61 86.47 0.50 ----- ----- ----- -----
29.07 0.00 414.61 86.46 0.50 ----- ----- -----
29.10 0.00 414.60 86.46 0.50 ----- ----- ----- -----
29.13 0.00 414.60 86.45 0.50 ----- ----- ----- -----
29.17 0.00 414.60 86.44 0.50 ----- ----- ----- -----
29.20 0.00 414.60 86.43 0.50 ----- ----- ----- -----
29.23 0.00 414.60. 86.42 0.50 ----- ----- ----- -----
29.27 0.00 414.60 86.41 0.50 ----- ----- ----- -----
29.30 0.00 414.60 86.41 0.50 ----- ----- ----- -----
29.33 0.00 414.60 86.40 0.50 ----- ----- ----- -----
29.37 0.00 414.59 86.39 0.50 ----- ----- ---- -----
29.40 0.00 414.59 86.38 0.50 ----- ----- ----- -----
29.43 0.00 414.59 86.37 0.50 ----- ----- -----
29.47 0.00 414.59 86.37 0.50 ----- ----- ----- -----
29.50 0.00 414.59 86.36 0.50 ----- ----- ----- -----
29.53 0.00 414.59 86.35 0.50 ----- ----- ----- -----
29.57 0.00 414.59 86.34 0.50 ----- ----- ----- -----
29.60 0.00 414.59 86.33 0.50 ----- ----- ----- -----
29.63 0.00 414.58 86.33 0.50 ----- ----- -----
29.67 0.00 414.58 86.32 0.50 ----- ----- ----- -----
29.70 0.00 414.58 86.31 0.50 ----- ----- -----
29.73 0.00 414.58 86.30 0.50 ----- ----- ---- -----
29.77 0.00 414.58 86.29 0.50 ----- ----- ----- -----
29.80 0.00 414.58 86.29 0.50 ----- ----- -----
29.83 0.00 414.58 86.28 0.50 ----- ----- ----- -----
29.87 0.00 414.58 86.27 0.50 ----- ----- ----- -----
29.90 0.00 414.58 86.26 0.50 ----- ----- ----- -----
Page 15
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Continues on next page...
100-year routed
Hydrograph Discharge Table
Page 16
Time Inflow Elevation Culy. A Culv. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
29.93 0.00 414.57 86.25 0.50 ----- ----- ----- ----- 0.50
29.97 0.00 414.57 86.25 0.50 ----- ----- ----- ----- 0.50
30.00 0.00 414.57 86.24 0.50 ----- ----- ----- ----- 0.50
30.03 0.00 414.57 86.23 0.50 ----- ----- ---- ----- 0.50
30.07 0.00 414.57 86.22 0.50 ----- ----- ---- ----- 0.50
30.10 0.00 414.57 86.21 0.50 ----- ----- ---- ----- 0.50
30.13 0.00 414.57 86.21 0.50 ----- ----- --- ----- 0.50
30.17 0.00 414.57 86.20 0.50 ----- ----- ----- ----- 0.50
30.20 0.00 414.56 86.19 0.50 ----- ---- ----- ----- 0.50
30.23 0.00 414.56 86.18 0.50 ----- ----- ----- ----- 0.50
30.27 0.00 414.56 86.17 0.50 ----- ----- ----- ----- 0.50
30.30 0.00 414.56 86.17 0.50 ----- ----- ----- ----- 0.50
30.33 0.00 414.56 86.16 0.50 ----- ----- ----- ----- 0.50
30.37 0.00 414.56 86.15 0.50 ----- ----- ----- ----- 0.50
30.40 0.00 414.56 86.14 0.50 ----- ----- ----- ----- 0.50
30.43 0.00 414.56 86.13 0.50 ----- ----- ----- ----- 0.50
30.47 0.00 414.56 86.13 0.49 ----- ----- ----- ----- 0.49
30.50 0.00 414.55 86.12 0.49 ----- ----- ----- ----- 0.49
30.53 0.00 414.55 86.11 0.49 ----- ----- ----- ----- 0.49
30.57 0.00 414.55 86.10 0.49 ----- ----- ----- ----- 0.49
30.60 0.00 414.55 86.09 0.49 ----- ----- ----- ----- 0.49
30.63 0.00 414.55 86.09 0.49 ----- ----- ----- ----- 0.49
30.67 0.00 414.55 86.08 0.49 ----- ----- ---- ----- 0.49
30.70 0.00 414.55 86.07 0.49 ----- ----- ----- ----- 0.49
30.73 0.00 414.55 86.06 0.49 ----- ----- ----- ----- 0.49
30.77 0.00 414.54 86.05 0.49 ----- ----- ----- ----- 0.49
30.80 0.00 414.54 86.05 0.49 ----- ----- ----- ----- 0.49
30.83 0.00 414.54 86.04 0.49 ----- ----- ----- ----- 0.49
30.87 0.00 414.54 86.03 0.49 ----- ----- ----- ----- 0.49
30.90 0.00 414.54 86.02 0.49 ----- ----- ----- ----- 0.49
30.93 0.00 414.54 86.01 0.49 ----- ----- ----- ----- 0.49
30.97 0.00 414.54 86.01 0.49 ----- ----- ----- ----- 0.49
31.00 0.00 414.54 86.00 0.49 ----- ----- ----- ----- 0.49
31.03 0.00 414.53 85.99 0.49 ----- ----- ----- ----- 0.49
31.07 0.00 414.53 85.98 0.49 ----- ----- ----- ----- 0.49
31.10 0.00 414.53 85.97 0.49 ----- ----- ----- ----- 0.49
31.13 0.00 414.53 85.97 0.49 ----- ----- ----- ----- 0.49
31.17 0.00 414.53 85.96 0.49 ----- ----- ----- ----- 0.49
31.20 0.00 414.53 85.95 0.49 ----- ----- ----- ----- 0.49
31.23 0.00 414.53 85.94 0.49 ----- ----- ----- ----- 0.49
31.27 0.00 414.53 85.93 0.49 ----- ----- ----- ----- 0.49
31.30 0.00 414.53 85.93 0.49 ----- ----- ----- ----- 0.49
31.33 0.00 414.52 85.92 0.49 ----- ----- ----- ----- 0.49
31.37 0.00 414.52 85.91 0.49 ----- - --- ----- ----- 0.49
31.40 0.00 414.52 85.90 0.49 ----- ----- ----- ----- 0.49
31.43 0.00 414.52 85.90 0.49 ----- ----- ----- ----- 0.49
31.47 0.00 414.52 85.89 0.49 ----- ----- ----- ----- 0.49
31.50 0.00 414.52 85.88 0.49 ----- ----- ----- ----- 0.49
31.53 0.00 414.52 85.87 0.49 ---- ----- ----- ----- 0.49
Continues on next page...
i
i
i
i
is
100-year routed
Hydrograph Discharge Table
Time Inflow Elevation
(hrs) (cfs) (ft)
31.57 0.00 414.52
31.60 0.00 414.52
31.63 0.00 414.51
31.67 0.00 414.51
31.70 0.00 414.51
31.73 0.00 414.51
31.77 0.00 414.51
31.80 0.00 414.51
31.83 0.00 414.51
31.87 0.00 414.51
31.90 0.00 414.50
31.93 0.00 414.50
31.97 0.00 414.50
32.00 0.00 414.50
32.03 0.00 414.50
32.07 0.00 414.50
32.10 0.00 414.50
32.13 0.00 414.50
32.17 0.00 414.50
32.20 0.00 414.49
32.23 0.00 414.49
32.27 0.00 414.49
32.30 0.00 414.49
32.33 0.00 414.49
32.37 0.00 414.49
32.40 0.00 414.49
32.43 0.00 414.49
32.47 0.00 414.48
32.50 0.00 414.48
2.53 0.00 414.48
2.57 0.00 414.48
2.60 0.00 414.48
2.63 0.00 414.48
2.67 0.00 414.48
2.70 0.00 414.48
2.73 0.00 414.48
2.77 0.00 414.47
2.80 0.00 414.47
2.83 0.00 414.47
2.87 0.00 414.47
2.90 0.00 414.47
2.93 0.00 414.47
2.97 0.00 414.47
3.00 0.00 414.47
3.03 0.00 414.47
3.07 0.00 414.46
3.10 0.00 414.46
3.13 0.00 414.46
3.17 0.00 3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
414.46
uly. A Culy. B Culy. C Weir A
(cfs) (cfs) (cfs) (cfs)
85.86 0.49 ----- -----
85.86 0.49 ----- -----
85.85 0.49 ----- -----
85.84 0.49 ----- -----
85.83 0.49 ----- -----
85.82 0.49 ----- -----
85.82 0.49 ----- -----
85.81 0.49 ----- -----
85.80 0.49 ----- -----
85.79 0.49 ----- -----
85.79 0.49 ----- -----
85.78 0.49 ----- -----
85.77 0.49 ----- -- -
85.76 0.49 ----- -----
85.75 0.49 ----- -----
85.75 0.48 ----- -----
85.74 0.48 ----- -----
85.73 0.48 ----- -----
85.72 0.48 ----- -----
85.71 0.48 ----- -----
85.71 0.48 ----- -----
85.70 0.48 ----- -----
85.69 0.48 ----- -----
85.68 0.48 ----- -----
85.68 0.48 ----- -----
85.67 0.48 ----- -----
85.66 0.48 ----- -----
85.65 0.48 ----- -----
85.64 0.48. ----- -----
85.64 0.48 ----- -----
85.63 0.48 ----- -----
85.62 0.48 ----- -----
85.61 0.48 ----- -----
85.61 0.48 ----- -----
85.60 0.48 ----- -----
85.59 0.48 ----- -----
85.58 0.48 ----- -----
85.57 0.48 ----- -----
85.57 0.48 ----- -----
85.56 0.48 ----- -----
85.55 0.48 ----- -----
85.54 0.48 ----- -----
85.53 0.48 ----- -----
85.53 0.48 ----- -----
85.52 0.48 ----- -----
85.51 0.48 ----- -----
85.50 0.48 ----- -----
85.50 0.48 ----- -----
85.49 C
0.48 ----- -----
Weir B Weir C
(cfs) (cfs)
Page 17
Outflow
(cfs)
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Continues on next page...
100-year routed Page 18
Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culv. B Cuiv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
33.20 0.00 414.46 85.48 0.48 - 0.48
33.23 0.00 414.46 85.47 0.48 -----
----- ----- ____ 0.48
33.27 0.00 414.46 85.46 0.48 ----- ----- ----- ----- 0.48
33.30 0.00 414.46 85.46 0.48 ----- ----- ----- ----- 0.48
33.33 0.00 414.45 85.45 0.48 -- 0.48
33.37 0.00 414.45 85.44 0.48 ----- ----- --
- ----- 0.48
33.40 0.00 414.45 85.43 0.48 ----- ----- ----- ----- 0.48
33.43 0.00 414.45 85.43 0.48 ----- ----- ----- ----- 0.48
33.47 0.00 414.45 85.42 0.48 0.48

33.50
0.00
414.45
85.41
0.48 ----- ----- ----- ---- 0.48
0.48
33.53 0.00 414.45 85.40 0.48 ----- ----- ----- ----- 0.48
33.57 0.00 414.45 85.40 0.48 0.48
33.60 0.00 414.45 85.39 0.48 ---- ----- ----- ----- 0.48
33.63 0.00 414.44 85.38 0.47 ----- ----- ----- ----- 0.47
33.67 0.00 414.44 85.37 0.47 ----- ----- ----- ----- 0.47
33.70 0.00 414.44 85.36 0.47 0.47
33.73 0.00 414.44 85.36 0.47 ---- ----- ----- ----- 0.47
33.77 0.00 414.44 85.35 0.47 ----- ----- ----- ----- 0.47
33.80 0.00 414.44 85.34 0.47 0.47
33.83 0.00 414.44 85.33 0.47 0.47
33.87 0.00 414.44 85.33 0.47 ----
----- ----- ----- 0.47
33.90 0.00 414.44 85.32 0.47 ----- ----- ----- ----- 0.47
33.93 0.00 414.43 85.31 0.47 - 0.47
'
33.97 0.00 414.43 85.30 0.47 ----- ----- -
-- ----- 0.47
34.00 0.00 414.43 85.30 0.47 ----- ----- ----- ----- 0.47
34.03 0.00 414.43 85.29 0.47 ----- ----- ----- ----- 0.47
34.07 0.00 414.43 85.28 0.47 0.47
34.10 0.00 414.43 85.27 0.47 ----- ----- ----- ----- 0.47
34.13 0.00 414.43 85.26 0.47 ----- ----- ----- ---- 0.47
34.17 0.00 414.43 85.26 0.47 ----- ----- ----- ----- 0.47
' 34.20 0.00 414.43 85.25 0.47 -
----- 0.47
34.23 0.00 414.42 85.24 0.47 ----- ----- -
--- 0.47
34.27 0.00 414.42 85.23 0.47 ----- ----- ----- ----- 0.47
34.30 0.00 414.42 85.23 0.47 0.47
'
34.33 0.00 414.42 85.22 0.47 ----- ----- ----- ----- 0.47
34.37 0.00 414.42 85.21 0.47 ----- ----- ----- ----- 0.47
34.40 0.00 414.42 85.20 0.47 ----- ----- ----- ----- 0.47
' 34.43 0.00 414.42 85.20 0.47 0.47
34.47 0.00 414.42 85.19 0.47 ----- ----- ----- - --- 0.47
34.50 0.00 414.42 85.18 0.47 ----- ----- ----- ----- 0.47
34.53 0.00 414.41 85.17 0.47 -
- 0.47
I
34.57 0.00 414.41. 85.17 0.47 ----
--
-
_
- 0.47
34.60 0.00 414.41 85.16 0.47 - --
-
---
-
-
-
--- 0.47
34.63 0.00 414.41 85.15 0.47 ----- ----- ----- ----- 0.47
34.67 0.00 414.41 85.14 0.47 0.47
'
34.70 0.00 414.41 85.13 0.47 ----- ---- ----- ----- 0.47
34.73 0.00 414.41 85.13 0.47 ----- ----- ----- ---- 0.47
34.77 0.00 414.41 85.12 0.47 ----- ----- ----- ----- 0.47
34.80 0.00 414.41 85.11 0.47 ----- ----- --- ----- 0.47
' Continues on next page...
100-year routed Page 19
Hydrograph Discharge Table
Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
34.83 0.00 414.40 85.10 0.47 ----- ----- ----- ---- 0.47
34.87 0.00 414.40 85.10 0.47 ----- ----- ----- ----- 0.47
34.90 0.00 414.40 85.09 0.47 ----- ----- ----- ----- 0.47
34.93 0.00 414.40 85.08 0.47 ----- ----- ---- ----- 0.47
34.97 0.00 414.40 85.07 0.47 ----- ----- ----- ----- 0.47
35.00 0.00 414.40 85.07 0.47 ----- ----- ----- ----- 0.47
35.03 0.00 414.40 85.06 0.47 ----- ----- ----- ----- 0.47
35.07 0.00 414.40 85.05 0.47 ----- ----- ----- ----- 0.47
35.10 0.00 414.40 85.04 0.47 ----- ----- ----- ----- 0.47
35.13 0.00 414.39 85.04 0.47 ----- ----- ----- ----- 0.47
35.17 0.00 414.39 85.03 0.47 ----- ----- ----- ----- 0.47
35.20 0.00 414.39 85.02 0.46 ----- ----- ----- ----- 0.46
35.23 0.00 414.39 85.01 0.46 ----- ----- ----- ----- 0.46
35.27 0.00 414.39 85.01 0.46 ----- ----- ----- ---- 0.46
35.30 0.00 414.39 85.00 0.46 ----- ----- ----- ----- 0.46
35.33 0.00 414.39 84.99 0.46 ----- ----- ----- ----- 0.46
35.37 0.00 414.39 84.98 0.46 ----- ----- ----- ----- 0.46
35.40 0.00 414.39 84.98 0.46 ----- ----- ----- ----- 0.46
35.43 0.00 414.38 84.97 0.46 ----- ----- ----- ----- 0.46
35.47 0.00 414.38 84.96 0.46 ----- ----- ----- ----- 0.46
35.50 0.00 414.38 84.95 0.46 ----- ----- ----- ----- 0.46
35.53 0.00 414.38 84.94 0.46 ----- ----- ----- ----- 0.46
35.57 0.00 414.38 84.94 0.46 ----- ----- ----- ----- 0.46
35.60 0.00 414.38 84.93 0.46 ----- ----- ----- ----- 0.46
35.63 0.00 414.38 84.92 0.46 ----- ----- ----- ----- 0.46
35.67 0.00 414.38 84.91 0.46 ----- ----- ----- ----- 0.46
35.70 0.00 414.38 84.91 0.46 ----- ----- ----- ----- 0.46
35.73 0.00 414.37 84.90 0.46 ----- ----- ----- ----- 0.46
35.77 0.00. 414.37 84.89. 0.46 ----- ----- ----- ----- 0.46
35.80 0.00 414.37 84.88 0.46 ----- ----- ----- ----- 0.46
35.83 0.00 414.37 84.88 0.46 ----- ----- ----- ----- 0.46
35.87 0.00 414.37 84.87 0.46 ----- ----- ----- ----- 0.46
35.90 0.00 414.37 84.86 0.46 ----- ----- ----- ---- 0.46
35.93 0.00 414.37 84.85 0.46 ----- ---- ----- ----- 0.46
35.97 0.00 414.37 84.85 0.46 ----- ----- ----- ---- 0.46
36.00 0.00 414.37 84.84 0.46 ---- ----- ----- ----- 0.46
36.03 0.00 414.36 84.83 0.46 ----- ----- ----- ----- 0.46
36.07 0.00 414.36 84.82 0.46 ---- ----- ----- ---- 0.46
36.10 0.00 414.36 84.82 0.46 ---- ----- ----- ----- 0.46
36.13 0.00 414.36 84.81 0.46 ----- ----- ----- ----- 0.46
36.17 0.00 414.36 84.80 0.46 ---- ----- ----- ----- 0.46
36.20 0.00 414.36 84.79 0.46 ----- ----- ----- ---- 0.46
36.23 0.00 414.36 84.79 0.46 ----- ----- ----- ----- 0.46
36.27 0.00 414.36 84.78 0.46 ----- ----- ----- ----- 0.46
36.30 0.00 414.36 84.77 0.46 ----- ----- ---- ---- 0.46
36.33 0.00 414.35 84.76 0.46 ----- ----- ----- ----- 0.46
36.37 0.00 414.35 84.76 0.46 ----- ----- ----- ----- 0.46
36.40 0.00 414.35 84.75 0.46 ----- ----- ---- ---- 0.46
36.43 0.00 414.35 84.74 0.46 ----- ----- ----- ----- 0.46
Continues on next page...
100-year routed Page 20
I Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (Cfs) (cfs) (cfs) (cfs) (Cfs) (Cfs)
36.47 0.00 414.35 84.73 0.46 - 0.46
36.50 0.00 414.35 84.73 0.46 --
----- _ ----- -----
0.46
36.53 0.00 414.35 84.72 0.46 ----- ----- ----- ----- 0.46
36.57 0.00 414.35 84.71 0.46 ----- ----- ----- ---- 0.46
36.60 0.00 414.35 84.70 0.46 ----- ----- ----- ----- 0.46
36.63 0.00 414.34 84.70 0.46 ----- ----- ----- ----- 0.46
36.67 0.00 414.34 84.69 0.46 ----- ----- ----- ----- 0.46
36.70 0.00 414.34 84.68 0.46 ----- ----- ----- ----- 0.46
' 36.73 0.00 414.34 84.67 0.46 ----- ----- ----- ----- 0.46
36.77 0.00 414.34 84.67 0.45 ----- ----- ----- ----- 0.45
36.80 0.00 414.34 84.66 0.45 ----- ----- ----- ----- 0.45
36.83 0.00 414.34 84.65 0.45 -
0.45
'
36.87 0.00 414.34 84.64 0.45 ----- ----- ---- -----
0.45
36.90 0.00 414.34 84.64 0.45 ----- ----- ----- ----- 0.45
36.93 0.00 414.33 84.63 0.45 ----- ----- ----- ----- 0.45
36.97 0.00 414.33 84.62 0.45 0.45
'
37.00 0.00 414.33 84.61 0.45 ----- ----- =--- -----
0.45
37.03 0.00 414.33 84.61 0.45 ----- ----- ----- ----- 0.45
37.07 0.00 414.33 84.60 0.45 ----- ----- ----- ----- 0.45
37.10 0.00 414.33 84.59 0.45 - -
0.45
37.13 0.00 414.33 84.59 0.45 ----- --
-- --_
-_ --
0.45
37.17 0.00 414.33 84.58 0.45 ----- ----- ----- ----- 0.45
37.20 0.00 414.33 84.57 0.45 0.45
37.23 0.00 414.32 84.56 0.45 ----- ----- -----
----- 0.45
37.27 0.00 414.32 84.56 0.45 ----- ----- ----- ---- 0.45
37.30 0.00 414.32 84.55 0.45 ----- ----- ----- ----- 0.45
37.33 0.00 414.32 84.54 0.45 0.45
I
37.37 0.00 414.32 84.53 0.45 ----- ----- ----- -----
0.45
37.40 0.00. 414.32 84.53 0.45 ----- ---- ----- ----- 0.45
37.43 0.00 414.32 84.52 0.45 ----- ---- ----- ----- 0.45
' 37.47 0.00 414.32 84.51 0.45 --
0.45
37.50 0.00 414.32 84.50 0.45 ----- ----- -
_ --- --
0.45
37.53 0.00 414.31 84.50 0.45 ----- ----- ----- ----- 0.45
37.57 0.00 414.31 84.49 0.45 0.45
37.60 0.00 414.31 84.48 0.45 ----- ----- ----- -----
0.45
37.63 0.00 414.31 84.47 0.45 ----- ---- ----- ----- 0.45
37.67 0.00 414.31 84.47 0.45 ----- ----- ----- ----- 0.45
37.70 0.00 414.31 84.46 0.45 0.45
'
37.73 0.00 414.31 84.45 0.45 -_ -- ----- ----- --- -
0.45
37.77 0.00 414.31 84.44 0.45 ----- ---- ----- ----- 0.45
37.80 0.00 414.31 84.44 0.45 ----- ----- ---- ----- 0.45
' 37.83 0.00 414.31 84.43 0.45 0.45
37.87 0.00 414.30 84.42 0.45 --- _ ----- ----- -----
0.45
37.90 0.00 414.30 84.42 0.45 ----- ---- ----- ----- 0.45
37.93 0.00 414.30 84.41 0.45 0.45
'
37.97 0.00 414.30 84.40 0.45 ----- ----- ----- ---- 0.45
38.00 0.00 414.30 84.39 0.45 ----- ----- ----- ----- 0.45
38.03 0.00 414.30 84.39 0.45 ---- ----- ----- ----- 0.45
38.07 0.00 414.30 84.38 0.45 ----- ----- ----- ---- 0.45
Continues on next page...
100-year routed Page 21
' Hydrograph Discharge Table
Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
38.10 0.00 414.30 84.37 0.45 --
- 0.45
38.13 0.00 414.30 84.36 0.45 ----- -----
-----
_ 0.45
38.17 0.00 414.29 84.36 0.45 ----- ----- ----- ----- 0.45
38.20 0.00 414.29 84.35 0.45 ----- ----- ----- ----- 0.45
38.23 0.00 414.29 84.34 0.45 -
- 0.45
'
38.27 0.00 414.29 84.33 0.45 --- -
----- -----
-_ 0.45
.38.30 0.00 414.29 84.33 0.45 ----- ----- ----- ---- 0.45
38.33 0,00 414,29 84.32 0.45 ----- ----- ----- ----- 0.45
38.37 0.00 414.29 84.31 0.44 0.44
38.40 0.00 414.29 84.31 0.44 ----- ----- ----- ----- 0.44
38.43 0.00 414.29 84.30 0.44 ----- ----- ----- ----- 0.44
38.47 0.00 414.28 84.29 0.44 0.44
38.50 0.00 414.28 84.28 0.44 ----- ----- ----- ----- 0.44
38.53 0.00 414.28 84.28 0.44 ----- ----- ----- ----- 0.44
38.57 0.00 .414.28 84.27 0.44 ----- ----- ----- ----- 0.44
38.60 0.00 414.28 84.26 0.44 0.44
38.63 0.00 414.28 84.25 0.44 ----- ----- ----- ----- 0.44
38.67 0.00 414.28 84.25 0.44 ----- ----- ----- ----- 0.44
38.70 0,00 414,28 84.24 0,44 ----- ----- ----- ----- 0,44
38.73 0.00 414.28 84.23 0.44 ----- 0.44
38.77 0.00 414.28 84.22 0.44 -----
----- -_-- 0.44
38.80 0.00 414.27 84.22 0.44 ----- ----- ----- ----- 0.44
38.83 0.00 414.27 84.21 0.44 0.44
38.87 0.00 414.27 84.20 0.44 ----- ----- ----- ----- 0.44
38.90 0.00 414.27 84.20 0.44 ----- ----- ---- ----- 0.44
38.93 0.00 414.27 84.1S 0.44 ----- ----- ----- ----- 0.44
38.97 0.00 414.27 84.18 0.44 - 0.44
'
39.00 0.00 414.27 84.17 0.44 ----- ----- ----- --_ 0.44
39.03 0.00 414.27 84.17 0.44 ----- ----- ----- ----- 0.44
39.07 0,00 414,27 84.16 0.44 ----- ----- ----- ----- 0.44
39.10 .0.00 414.26 84.15 0.44 0.44
39.13 0.00 414.26 84.14 0.44 ----- ----- ----- ----- 0.44
39.17 0.00 414.26 84.14 0.44 ----- ----- ----- ----- 0.44
39.20 0.00 414.26 84.13 0.44 0.44
39.23 0.00 414.26 84.12 0.44 ----- ----- ----- ----- 0.44
39.27 0.00 414.26 84.12 0.44 ----- ----- ----- ----- 0.44
39.30 0.00 414.26 84.11 0.44 ----- ----- ----- ---- 0.44
39.33 0.00 414.26 84.10 0.44 ----- ----- ----- ----- 0.44
'
39.37 0.00 414.26 84.09 0.44 ----- ----- ----- ----- 0,44
39.40 0.00 414.26 84.09 0.44 ----- ----- ----- ----- 0.44
39.43 0,00 414,25 84.08 0,44 ----- ----- ----- ----- 0.44
' 39.47 0.00 414.25 84.07 0.44 --- 0.44
39.50 0.00 414.25 84.06 0.44 ----- -----
-- -----
-- 0.44
39.53 0.00 414.25 84.06 0.44 ----- ----- ---- ----- 0.44
39.57 0.00 414.25 84.05 0.44 0.44
'
39.60 0.00 414.25 84.04 0.44 ----- ----- -----
- -- 0.44
39.63 0.00 414.25 84.04 0.44 ----- ----- ----- ----- 0.44
39.67 0.00 414.25 84.03 0.44 ----- ----- ----- ----- 0.44
' 39.70 0.00 414.25 84.02 0.44 ----- ----- ----- ----- 0.44
Continues on next page...

100-year routed
Hydrograph Discharge Table
Time
(hrs)
39.73
39.77
39.80
39.83
39.87
39.90
39.93
39.97
40.00
40.03
40.07
' 40.10
40.13
40.17
40.20
40.23
40.27
40.30
40.33
40.37
40.40
40.43
40.47
40.50
40.53
40.57
' 40.60
40.63
40.67
40.70
40.73
40.77
40.80
40.83
40.87
40.90
40.93
' 40.97
41.00
41.03.
41.07
' 41.10
41.13
41.17
' 41.20
41.23
41.27
41.30
' 41.33
Page 22
Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.00 414.24 84.01 0.44 ----- ---- ----- ---- 0.44
0.00 414.24 84.01 0.44 ----- ----- ----- ----- 0.44
0.00 414.24 84.00 0.44 ----- ---- ----- ----- 0.44
0.00 414.24 83.99 0.44 ----- ----- ----- ----- 0.44
0.00 414.24 83.99 0.44 ----- ---, ----- ----- 0.44
0.00 414.24 83.98 0.44 ----- ----- ----- ---- 0.44
0.00 414.24 83.97 0.43 ----- ----- ----- ----- 0.43
0.00 414.24 83.96 0.43 ----- ----- ----- ---- 0.43
0.00 414.24 83.96 0.43 ----- ----- ----- ----- 0.43
0.00 414.24 83.95 0.43 ----- ----- ----- ----- 0.43
0.00 414.23 83.94 0.43 ----- ----- ----- ----- 0.43
0.00 414.23 83.94 0.43 ----- ----- ----- ----- 0.43
0.00 414.23 83.93 0.43 ----- ---- ----- ----- 0.43
0.00 414.23 83.92 0.43 ----- ----- ----- ----- 0.43
0.00 414.23 83.91 0.43 ----- ----- ----- ----- 0.43
0.00 414.23 83.91 0.43 ----- ----- ----- ---- 0.43
0.00 414.23 83.90 0.43 ----- ----- ----- ----- 0.43
0.00 .414.23 83.89 0.43 ----- ----- ----- ----- 0.43
0.00 414.23 83.89 0.43 ----- ----- ----- ---- 0.43
0.00 414.23 83.88 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.87 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.86 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.86 0.43 ----- ----- ----- ---- 0.43
0.00 414.22 83.85 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.84 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.84 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.83 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.82 0.43 ----- ----- ----- ----- 0.43
0.00 414.22 83.81 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.81 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.80 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.79 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.79 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.78 ` 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.77 0.43 ----- ----- ----- ----- .0.43
0.00 414.21 83.76 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.76 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.75 0.43 ----- ----- ----- ----- 0.43
0.00 414.21 83.74 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.74 0.43 ----- ----- ---- ----- 0.43
0.00 414.20 83.73 0.43 ----- ---- ----- ----- 0.43
0.00 414.20 83.72 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.71 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.71 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.70 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.69 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.69 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.68 0.43 ----- ----- ----- ----- 0.43
0.00 414.20 83.67 0.43 ----- ----- ----- ----- 0.43
Continues on next page...
100-year routed
Hydrograph Discharge Table
Page 23
Time Inflow Elevation Culy. A Culv. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
41.37 0.00 414.19 83.67 0.43 ----- ----- ----- ----- 0.43
41.40 0.00 414.19 83.66 0.43 ----- ----- ----- ----- 0.43
41.43 0.00 414.19 83.65 0.43 ----- ----- ----- ----- 0.43
41.47 0.00 414.19 83.64 0.43 ----- ----- ----- ----- 0.43
41.50 0.00 414.19 83.64 0.43 ----- ----- ----- ----- 0.43
41.53 0.00 414.19 83.63 0.42 ----- ----- ----- ----- 0.42
41.57 0.00 414.19 83.62 0.42 ----- ----- ----- ----- 0.42
41.60 0.00 414.19 83.62 0.42 ----- ----- ----- ----- 0.42
41.63 0.00 414.19 83.61 0.42 ----- ---- ----- ----- 0.42
41.67 0.00 414.19 83.60 0.42 ----- ----- ----- ----- 0.42
41.70 0.00 414.18 83.59 0.42 ----- ----- ----- ----- 0.42
41.73 0.00 414.18 83.59 0.42 ----- ----- ----- ----- 0.42
41.77 0.00 414.18 83.58 0.42 ----- ----- ----- ----- 0.42
41.80 0.00 414.18 83.57 0.42 ----- ----- ----- ----- 0.42
41.83 0.00 414.18 83.57 0.42 ----- ----- ----- ----- 0.42.
41.87 0.00 414.18 83.56 0.42 ----- ----- ----- ----- 0.42
41.90 0.00 414.18 83.55 0.42 ----- ----- ----- ----- 0.42
41.93 0.00 414.18 83.55 0.42 ----- ----- ----- ----- 0.42
41.97 0.00 414.18 83.54 0.42 ----- ----- ----- ----- 0.42
42.00 0.00 414.18 83.53 0.42 ----- ----- ----- ----- 0.42
42.03 0.00 414.17 83.52 0.42 ----- ----- ----- ---- 0.42
42.07 0.00 414.17 83.52 0.42 ----- ----- ----- ----- 0.42
42.10 0.00 414.17 83.51 0.42 ----- ----- ----- ----- 0.42
42.13 0.00 414.17 83.50 0.42 ----- ----- ----- ----- 0.42
42.17 0.00 414.17 83.50 0.42 ----- ----- ----- ----- 0.42
42.20 0.00 414.17 83.49 0.42 ----- ----- ----- ----- 0.42
42.23 0.00 414.17 83.48 0.42 ----- ----- ----- ----- 0.42
42.27 0.00 414.17 83.48 0.42 ----- ----- ----- ----- 0.42
42.30 0.00 414.17 83.47 0.42 ----- ----- ----- ----- . 0.42
42.33 0.00 414.16 83.46 0.42 ----- ----- ----- ----- 0.42
42.37 0.00 414.16 83.45 0.42 ----- ----- ----- ----- 0.42
42.40 0.00 414.16 83.45 0.42 ----- ----- ----- ----- 0.42
42.43 0.00 414.16 83.44 0.42 ----- ----- ----- ----- 0.42
42.47 0.00 414.16 83.43 0.42 ----- ----- ----- ----- 0.42
42.50 0.00 414.16 83.43 0.42 ----- ----- ----- ----- 0.42
42.53 0.00 414.16 83.42 0.42 ----- ----- ----- ----- 0.42
42.57 0.00 414.16 83.41 0.42 ----- ----- ----- ----- 0.42
42.60 0.00 414.16 83.41 0.42 ----- ----- ----- ----- 0.42
42.63 0.00 414.16 83.40 0.42 ----- ----- ----- ----- 0.42
42.67 0.00 414.15 83.39 0.42 ----- ---- ----- ----- 0.42
42.70 0.00 414.15 83.38 0.42 ----- ----- ----- ----- 0.42
42.73 0.00 414.15 83.38 0.42 ----- ----- ----- ----- 0.42
42.77 0.00 414.15 83.37 0.42 ----- ----- ----- ----- 0.42
42.80 0.00 414.15 83.36 0.42 ----- ----- ----- ----- 0.42
42.83 0.00 414.15 83.36 0.42 ----- ----- ----- ----- 0.42
42.87 0.00 414.15 83.35 0.42 ----- ----- ----- ----- 0.42
42.90 0.00 414.15 83.34 0.42 ----- ----- ----- ----- 0.42
42.93 0.00 414.15 83.34 0.42 ----- ----- ----- ----- 0.42
42.97 0.00 414.15 83.33 0.42 ----- ----- ----- --- 0.42
Continues on next page...
i
100-year routed
Page 24
I Hydro graph Discharge Table
I Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
43.00 0.00 414.14 83.32 0.42 -
--
- 0.42
I
43.03 0.00 414.14 83.32 0.42 --
----- _
_
----- 0.42
43.07 0.00 414.14 83.31 0.41 ----- ----- ----- ----- 0.41
43.10 0.00 414.14 83.30 0.41 ----- ----- ----- ----- 0.41
43.13 0.00 414.14 83.29 0.41 - 0.41
I
43.17 0.00 414.14 83.29 0.41 -- ---- -----
----- _ 0.41
43.20 0.00 414.14 83.28 0.41 ----- ----- ----- ----- 0.41
43.23 0.00 414.14 83.27 0.41 ----- ----- ----- ----- 0.41
43.27 0.00 414.14 83.27 0.41 0.41
43.30 0.00 414.14 83.26 0.41 ----- ----- ----- ----- 0.41
43.33 0.00 414.14 83.25 0.41 ----- ----- ----- ----- 0.41
43.37 0.00 414.13 83.25 0.41 _ 0.41
'
43.40 0.00 414.13 83.24 0.41 ----- ----- ----- -
--- 0.41
43.43 0.00 414.13 83.23 0.41 ----- ----- ----- ----- 0.41
43.47 0.00 414.13 83.23 0.41 ----- ----- ----- ----- 0.41
43.50 0.00 414.13 83.22 0.41 0.41
'
43.53 0.00 414.13 83.21 0.41 --_ - ----- ----- ----- 0.41
43.57 0.00 414.13 83.21 0.41 ----- ----- ----- ----- 0.41
43.60 0.00 414.13 83.20 0.41 ----- ----- ----- ----- 0.41
43.63 0.00 414.13 83.19 0.41 0.41
43.67 0.00 414.13 83.18 0.41 ----- ----- ----- ----- 0.41
43.70 0.00 414.12 83.18 0.41 ----- ----- ----- ----- 0.41
43.73 0.00 414.12 83.17 0.41 - 0.41
I
43.77 0.00 414.12 83.16 0.41 -----
----- ----- --_ 0.41
43.80 0.00 414.12 83.16 0.41 ----- ----- ----- ---- 0.41
43.83 0.00 414.12 83.15 0.41 ----- ----- ----- ----- 0.41
43.87 0.00 414.12 83.14 0.41 - 0.41
'
43.90 0.00 414.12 83.14 0.41 -- ----- -----
----- _ 0.41
43.93 0.00 414.12 83.13 0.41 ----- . ----- ----- ----- 0.41
43.97 0.00 414.12 83.12 0.41 ----- ----- ----- ----- 0.41
' 44.00 0.00 414.12 83.12 0.41 ----- ----- ----- ----- 0.41
44.03 0.00 414.11 83.11 0.41 ----- ----- ----- ----- 0.41
44.07 0.00 414.11 83.10 0.41 ----- ----- ----- ----- 0.41
44.10 0.00 414.11 83.10 0.41 0.41
I
44.13 0.00 414.11 83.09 0.41 ----- ----- --_ - ----- 0.41
44.17 0.00 414.11 83.08 0.41 ----- ----- ----- ----- 0.41
44.20 0.00 414.11 83.08 0.41 ----- ----- ----- ----- 0.41
44.23 0.00 414.11 83.07 0.41 ----- ----- ----- ----- 0.41
'
44.27 0.00 414.11 83.06 0.41 ----- ----- ----- ----- 0.41
44.30 0.00 414.11 83.06 0.41 ----- ----- ----- ----- 0.41
44.33 0.00 414.11 83.05 0.41 ----- ----- ----- ----- 0.41
' 44.37 0.00 414.10 83.04 0.41 - -----
- 0.41
44.40 0.00 414.10 83.03 0.41 -----
--
_
-- 0.41
44.43 0.00 414.10 83.03 0.41 ----- ---- ----- ----- 0.41
44.47 0.00 414.10 83.02 0.41 0.41
'
44.50 0.00 414.10 83.01 0.41 ----- ----- ----- ----- 0.41
44.53 0.00 414.10 83.01 0.41 ----- ----- ----- ---- 0.41
44.57 0.00 414.10 83.00 0.41 ----- ---- ----- ----- 0.41
I 44.60 0.00 414.10 82.99 0.41 ----- ---- ----- ----- 0.41
Continues on next page...
100-year routed
Hydrograph Discharge Table
Time
(hrs)
44.63
44.67
44.70
44.73
' 44.77
44.80
44.83
44.87
44.90
44.93
44.97
' 45.00
45.03
45.07
45.10
' 45.13
45.17
45.20
' 45.23
45.27
45.30
45.33
I 45.37
45.40
45.43
45.47
45.50
45.53
45.57
' 45.60
45.63
45.67
45.70
I 45.73
45.77
45.80
'45.83
45.87
45.90
45.93
' 45.97
46.00
46.03
46.07
' 46.10
46.13
46.17
46.20
46.23
Inflow
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Elevation
(ft)
414.10
414.10
414.09
414.09
414.09
414.09
414.09
414.09
414.09
414.09
414.09
414.09
414.09
414.08
414.08
414.08
414.08
414.08
414.08
414.08
414.08
414.08
414.08
414.07
414.07
414.07
414.07
414.07
414.07
414.07
414.07
414.07
414.07
414.07
414.06
414.06
414.06
414.06
414.06
414.06
414.06
414.06
414.06
414.06
414.05
414.05
414.05
414.05
414.05
Page 25
Cult'. A Culy. B Culy. C Weir A Weir B Weir C Outflow
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
82.99 0.41
82.98 0.40
82.97 0.40
82.97 0.40
82.96 0.40
82.95 0.40
82.95 0.40
82.94 0.40
82.93 0.40
82.93 0.40
82.92 0.40
82.91 0.40
82.91 0.40
82.90 0.40
82.89 0.40
82.89 0.40
82.88 0.40
82.87 0.40
82.87 0.40
82.86. 0.40
82.85 0.40
82.85 0.40
82.84 0.40
82.83 0.40
82.83 0.40
82.82 0.40
82.81 0.40
82.81 0.40
82.80 0.40
82.79 0.40
82.79 0.40
82.78 0.40
82.77 0.40
82.76 0.40
82.76 0.40
82.75 0.40
82.74 0.40
82.74 0.40
82.73 0.40
82.72 0.40
82.72 0.40
82.71 0.40
82.70 0.40
82.70 0.40
82.69 0.40
82.68 0.40
82.68 0.40
82.67 0.40
82.67 0.39
----- ----- 0.41
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
---- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ---- 0.40
---- ---- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ---- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
---- ---- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.40
----- ----- 0.39
Continues on next page...
100-year routed Page 26
Hydrograph Discharge Table
' Time Inflow Elevation Culv. A Culy. B Cuiv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (CfS) (cfs) (cfs) (cfs) (cfs)
46.27 0.00 414.05 82.66 0.39 -
-- 0.39
'
46.30 0.00 414.05 82.65 0.39 --
-- -----
--- ----- 0.39
46.33 0.00 414.05 82.65 0.39 ----- ----- ----- ----- 0.39
46.37 0.00 414.05 82.64 0.39 ----- ----- ----- ----- 0.39
' 46.40 0.00 414.05 82.63 0.39 -
- 0.39
46.43 0.00 414.05 82.63 0.39 ----- ---
- --
-- ----- 0.39
46.47 0.00 414.04 82.62 0.39 ----- ----- ----- ----- 0.39
46.50 0.00 414.04 82.61 0.39 ----- ----- ---- ----- 0.39
' 46.53 0.00 414.04 82.61 0.39 -
- - 0.39
46.57 0.00 414.04 82.60 0.39 ---
---- -----
-_
_ -- 0.39
46.60 0.00 414.04 82.59 0.39 ----- ----- ----- ----- 0.39
46.63 0.00 414.04 82.59 0.39 0.39
'
46.67 0.00 414.04 82.58 0.39 ----- ----- ----- ----- 0.39
46.70 0.00 414.04 82.57 0.39 ----- ----- ----- ----- 0.39
46.73 0.00 414.04 82.57 0.39 ----- ----- ----- ----- 0.39
' 46.77 0.00 414.04 82.56 0.39 0.39
46.80 0.00 414.03 82.55 0.39 ----- ----- ----- ----- 0.39
.46.83 0.00 414.03 82.55 0.39 ----- ----- ----- ----- 0.39
46.87 0.00 414.03 82.54 0.39 ----- ---- ----- ----- 0.39
' 46.90 0.00 414.03 82.53 0.39 ----- ----- ----- ----- 0.39
46.93 0.00 414.03 82.53 0.39 ----- ----- ----- ----- 0.39
46.97 0.00 414.03 82.52 0.39 ----- ----- ----- ----- 0.39
47:00 0.00 414.03 82.51 0.39 ----- ----- ----- ----- 0.39
'
47.03 0.00 414.03 82.51 0.39 ----- ----- ----- ----- 0.39
47.07 0.00 414.03 82.50 0.39 ----- ----- ----- ----- 0.39
47.10 0.00 414..03 82.49 0.39 ----- ----- ----- ----- 0.39
' 47.13 0.00 414.03 82.49 0.39 - 0.39
47.17 0.00 414.02 82.48 0.39 -
----- ----- ----- --- 0.39
47.20 0.00 414.02. 82.47 0.39 ----- ----- ----- ----- 0.39
47.23 0.00 414.02 82.47 0.39 0.39
'
47:27 0.00 414.02 82.46 0.39 0.39
47.30 0.00 414.02 82.45 0.39 ----- ----- ----- ----- 0.39
47.33 0.00 414.02 82.45 0.39 ----- ----- ----- ----- 0.39
47.37 0.00 414.02 82.44 0.39 0.39
'
47.40 0.00 414.02 82.44 0.39 ----- ----- ----- ----- 0.39
47.43 0.00 414.02 82.43 0.39 ----- ----- ----- ---- 0.39
47.47 0.00 414.02 82.42 0.39 ----- ----- ----- ---- 0.39
' 47.'50 0.00 414.02 82.42 0.39 ----- ----- ----- ----- 0.39
47.53 0.00 414.01 82.41 0.39 ----- ----- ----- ----- 0.39
47.57 0.00 414.01 82.40 0.39 ----- ----- ---- ----- 0.39
47.60 0.00 414.01 82.40 0.39 ----- ----- ----- ----- 0.39
' 47.63 0.00 414.01 82.39 0.39 ----- ----- ----- ----- 0.39
47.67 0.00 414.01 82.38 0.39 ---- ----- ----- ----- 0.39
47.70 0.00 414.01 82.38 0.39 ---- ----- ----- ----- 0.39
47.73 0.00 414.01 82.37 0.39 -- 0.39
t
47.77 0.00 414.01 82.36 0.39 --- -
----- ----- -_ 0.39
47.80 0.00 414.01 82.36 0.39 ----- ----- ---- ----- 0.39
47.83 0.00 414.01 82.35 0.38 ----- ----- ----- ---- 0.38
' 47.87 0.00 414.00 82.34 0.38 ----- ----- ----- ----- 0.38
Continues on next page...
r
100-year routed
Page 27
r Hydrograph Discharge Table
r Time Inflow Elevation Culy. A Culv. B Culv. C Weir A Weir B Weir C Outflow
(hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (CfS) (Cfs)
47.90 0.00 414.00 82.34 0.38 0.38
47.93 0.00 414.00 82.33 ----- ----- _____ -----
0.38 0.38
47.97 0.00 414.00 82.33 0.38 ----- ----- ---- ----- 0.38
48.00 0.00 414.00 82.32 0.38 ---- ----- ----- ----- 0.38
r ...End
r
i
r
r
r
r-
r
r
r
r
r
r
r
r
i
i
i
i
i
i
4 - Reservoir -100 Yr - Qp = 105.72 cfs
200
150
Q ?
.100 In
50
Out
0
0 10 20 30 40 50
Time (Hrs)
i
i
i
i
i
100-YEAR EVENT - DEVELOPED CONDITIONS
100 YEAR ROUTED HYDROGRAPH

4 - Reservoir -100 Yr - Max. E1. = 417.8 ft
420.0
417.3
------
Elev (ft) 414.7
412.0
409.3-
406.6
0 10 20 30 40
Time (Hrs)
50
i
100-YEAR EVENT PROPOSED BASIN
TIME-ELEVATION CURVE
Reservoir Report Page ,
Reservoir No. 1
Engr Wetland 5-10-1999
' Culvert / Orifice Structures Weir Structures
[A] [B] [C] [A] [B] [C]
Rise (in) = 36.0 4.0 0.0 Crest Len (ft) = 16.0 0.0 0.0
Span (in) = 36.0 4.0 0.0 Crest El. (ft) = 414.74 0.00 0.00
No. Barrels = 1 1 0 Weir Coeff. = 3.00 3.00 3.00
t Invert El. (ft) = 406.65 413.00 0.00 Eqn. Exp. = 1.50 1.50 1.50
Length (ft) = 209.2 0.0 0.0 Multi-Stage = Yes No No
Slope (°/a) = 6.80 0.00 0.00
N-Value = .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60
' Multi-Stage = ----- Yes No Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control
Stage / Storage Discharge Table
' Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge
(ft) (tuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.0 00 406.65 0.00 0.00 0.00 0.00
'
0.6 00 407.28 3.17 0.00 ---
0.00 --- --- 0.00
1.3 01 407.92 11.53 0.00 --- 0.00 --- --- 0.00
1.9 01 408.55 22.26 0.00 --- 0.00 --- --- 0.00
2.5 01 409.19 34.84 0.00 0.00 0.00
3.2 02 409.82 43.98 0.00 ---
0.00 --- --- 0.00
3.8 02 410.45 51.66 0.00 --- 0.00 --- --- 0.00
4.4 02 411.09 58.33 0.00 --- 0.00 --- --- 0.00
5.1 02 411.72 64.32 0.00 0.00 - 0.00
5.7 03 412.36 69.79 0.00 ---
0.00 ---
-- 0.00
6.3 03 412.99 74.87 0.00 --- 0.00 --- --- 0.00
6.3 23 412.99 74.88 0.00 0.00 0.00
6.3 43 412.99 74.88 0.00 ---
0.00 --- --- 0.00
6.3 64 412.99 74.89 0.00 --- 0.00 -- - 0.00
6.3 84 412.99 74.90 0.00 --- 0.00 -- --- 0.00
6.3 104 412.99 74.91 0.00 0.00 - 0.00
'
6.3 124 413.00 74.91 0.00 ---
0.00 - -
-- 0.00
6.3 144 413.00 74.92 0.00 --- 0.00 --- --- 0.00
6,3 165 413.00 74.93 0.00 0.00 0.00
'
6.3 185 413.00 74.94 0.00 --_
0.00 =-- --- .0.00
6.3 205 413.00 74.95 0.00 0.00 0.00
6.4 2,338 413.05 75.33 0.01 -- 0.00 --- --- 0.01
6.4 4,472 413.10 75.71 0.02 0.00 0.02
'
6.5 6,605 413.15 76.09 0.05 ---
0.00 --- --- 0.05
' Continues on next page:..
Engr Wetland 5-10-1999
Stage / Storage / Discharge Table
Page 2
Stage Storage Elevation Culv. A CuIv. B Culy. C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
6.6 8,738 413.20 76.47 0.09 --- 0.00 --- --- 0.09
6.6 10,872 413.25 76.85 0.12 --- 0.00 --- --- 0.12
6.7 13,005 413.30 77.23 0.15 --- 0.00 --- --- 0.15
6.7 15,138 413.35 77.60 0.18 --- 0.00 --- --- 0.18
6.8 17,271 413.40 77.97 0.20 --- 0.00 --- --- 0.20
6.8 19,405 413.45 78.34 0.22 --- 0.00 --- --- 0.22
6.8 21,538 413.50 78.71 0.23 --- 0.00 --- --- 0.23
6.9 23,894 413.55 79.08 0.26 --- 0.00 --- --- 0.26
6.9 26,250 413.60 79.45 0.28 --- 0.00 --- --- 0.28
7.0 28,606 413.65 79.81 0.29 --- 0.00 --- --- 0.29
7.1 30,962 413.70 80.17 0.31 --- 0.00 --- --- 0.31
7.1 33,318 413.75 80.53 0.32 --- 0.00 --- --- 0.32
7.2 35,673 413.80 80.89 0.33 --- 0.00 --- --- 0.33
7.2 38,029 413.85 81.25 0.35 --- 0.00 --- --- 0.35
7.3 40,385 413.90 81.60 0.36 --- 0.00 --- --- 0.36
7.3 42,741 413.95 81.96 0.37 --- 0.00 --- --- 0.37
7.3 45,097 414.00 82.31 0.38 --- 0.00 --- --- 0.38
7.4 50,105 414.10 83.01 0.41 --- 0.00 --- --- 0.41
7.6 55,113 414.20 83.70 0.43 --- 0.00 --- --- 0.43
7.7 60,122 414.30 84.39 0.45 --- 0.00 --- --- 0.45
7.8 65,130 414.40 85.08 0.47 --- 0.00 --- --- 0.47
7.8 70,138 414.50 85.76 0.49 --- 0.00 --- --- 0.49
7.9 75,146 414.60 86.43 0.50 --- 0.00 --- --- 0.50
8.0 80,154 414.70 87.10 0.52 --- 0.00 --- --- 0.52
8.1 85,163 414.80 87.76 0.54 --- 0.71 --- --- 1.24
8.3 90,171 414.90 88.42 0.55 --- 3.07 --- --- 3.63
8.4 95,179 415.00 89.07 0.57 --- 6.36 --- --- 6.93
8.5 100,335 415.10 89.71 0.58 --- 10.37 --- --- 10.95
8.6 105,490. 415.20 90.36 0.60 --- 14.98 --- --- .15.58
8.7 110,646 415.30 91.00 0.61 --- 20.12 --- --- 20.73
8.8 115,801 415.40 91.63 0.63 --- 25.74 --- --- 26.37
8.9 120,957 415.50 92.26 0.64 -- 31.81 --- --- 32.45
9.0 126,113 415.60 92.89 0.66 -- 38.28 --- --- 38.94
9.1 131,268 415.70 93.51 0.67 --- 45.15 --- --- 45.82
9.2 136,424 415.80 94.12 0.68 --- 52.39 --- --- 53.07
9.3 141,579 415.90 94.74 0.69 --- 59.97 --- --- 60.67
9.4 146,735 416.00 95.35 0.71 --- 67.89 --- --- 68.60
9.5 152,101 416.10 95.95 0.72 --- 76.13 --- --- 76.85
9.6 157,468 416.20 96.55 0.72 --- 84.68 --- --- 85.40
9.7 162,834 416.30 97.15 0.57 --- 93.53 --- --- 94.10
9.8 168,201 416.40' 97.75 0.33 --- 102.66 --- --- 97.75
9.9 173,567 416.50 98.34 0.00 --- 112.08 --- --- 98.34
10.0 178,933 416.60 98.92 0.00 --- 121.77 --- --- 98.92
10.1 184,300 416.70 99.51 0.00 --- 131.72 --- --- 99.51
10.1 189,666 416.80 100.09 0.00 --- 141.93 --- --- 100.09
10.3 195,033 416.90 .100.66 0.00 --- 152.38 --- --- 100.66
10.4 200,399 417.00 101.24 0.00 --- 163.08 --- --- 101.24
10.4 205,954 417.10 101.81 0.00 --- 174.03 --- --- 101.81
10.6 211,509 417.20 102.38 0.00 --- 185.20 --- --- 102.38
Continues on next page...
Engr Wetland 5-10-1999
I . Stage / Storage / Discharge Table

' Stage Storage Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C
(ft) (tuft) (ft), (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
10.6 217,064 417.30 102.94 0.00 196.61 -
'
10.8
222,619
417.40
103.50
0.00 ---
-- ---
208.24
10.9 228,175 417.50 104.06 0.00 --- 220.10 --- ---
10.9 233,730 417.60 104.61 0.00 --- 232.17 --- ---
11.1 239,285 417.70 105.17 0.00 244.45 -
---
11.1 244,840 417.80 105.72 0.00 ---
--
256.94 ---
11.3 250,395 417.90 106.26 0.00 --- 269.64 --- ---
11A 255,950 418.00 106.80 0.00 --- 282.53 ---
11.4 261,604 418.10 107.35 0.00 --- 295.63 --- ---
11.6 267,259 418.20 107.88 0.00 --- 308.93 --- ---
11.6 272,913 418.30 108.42 0.00 -- 322.42 --- ---
11.8 278,567 418.40 108.95 0.00 336.10 ---
11.9 284,222 418.50 109.48 0.00 ---
349.97
11.9 289,876 418.60 110.01 0.00 --- 364.02 --- ---
12.1 295,530 ' 418.70 110.53 0.00 --- 378.26 --- ---
12.1 301,185 418.80 111.06 0.00 392.68 -

12.3
306,839
418.90
111.58
0.00 ---
-- ---
407.28
12.4 312,493 419.00 112.10 0.00 --- 422.04 --- ---
12.4 318,240 419.10 112.61 0.00 --- 436.99 --- ---
' 12.6 323,986 419.20 113.12 0.00 --- 452.11 --- ---
12.6 329,733 419.30 113.63 0.00 --- 467.40 --- ---
12.8 335,479 419.40 114.14 0.00 --- 482.86 -- ---
12.9 341,226 419.50 114.65 0.00 498.49 -

12.9
346,973
419.66
115.15
0.00 ---
-- ---
514.28
13.1 352,719 419.70 115.65 0.00 --- 530.24 --- ---
13.1 358,466 419.80 116.15 0.00 --- 546.35 --- ---
13.3 364,212 419.90 116.65 0.00 562.63 -

13.4
369,959
420.00
117.15
0.00 ---
-- ---
579.06
Page 3
Discharge
(cfs)
102.94
103.50
104.06
104.61
105.17
105.72
106.26
106.80
107.35
107.88
108.42
108.95
109.48
110.01
110.53
111.06
111.58
112.10
112.61
113.12
113.63
114.14
114.65
115.15
115.65
116.15
.116.65
117.15
Stage / Discharge
15-
10-
Stage (ft)
5
0' i
0 50 100
Discharge (cfs)
150
Stage / Storage
10
Stage (ft)
5
0
0 100000 200000 300000 400000
Storage (cult)
i
i
i
i
i
i
i
i
i
SYMBOL LEGEND GENERAL UTILITY NOTES GENERAL SITE NOTES • >,~or7~co ~ ~o~~o 0
U11U1Y CONTRACTORS SHALL COORDINATE UTILITY SERVICES WITH 1. THE CGNTRACTGR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, 1" SERVICE SUPPLYING (3) 3/4" WATER METERS. ~~~ON U
THE ILDING MECHANICAL PLANS. UTILITY CONTRACTORS MALL CERiIFlCA110NS, EQUIPMENT, ETC. THAT MAY BE REQUIRED. WATER METER & BACKFLOW PER DETAIL ~ ~~j00 ~ ~ I I -
~ RESPONSNW.E FOR INSTALLING SERVICES TO WITHIN 5 FEET OF 2 THE CONTRACTOR SHALL NOTE THAT 1HE DRAWINGS ARE THE BUILDING q)NNECTION POINT. SCHEMATIC IN NATURE AND DO NOT SHOW EVERY OFFSET, N GATE VALVE ATT'ENTION CONTRACTORS ~ ~ ~
2 TRAFFlC CONTROLS FOR ANY U11LIlY WORK WITHIN 1HE PUBLIC 1RANSI110N, FlTRNG, ETC. THAT NAY BE REQUIRED FOR A ~z~~ M~ ~ o c~
PoGHT-oF-WAY SHALL BE IN COIW DANCE WITH STANDARDS OF THE COMPLETE AND WORI(ING SYSTEM. ~--?f+ BLOW OFF ASSEMBLY NORTH CAROLINA MANUAL ON UNIFORM TRAFFlC CONTROL DENCES 3, TI{E ENgNEER AND/OR OWNER DISCLAIM ANY ROLE IN THE The Construction Contractor responsible for the extensron of ~ - I I ~ water and sewer, as approved in these plans, is responsible for ~ ~ ~ ~ ~
3. ALL CONSTRUC110N SHALL COt~0181 1T) LATEST qTY OF RALEIGH CONSTRUC110N MEANS AND METHODS ASSOgATED WI1H 7HE --1 WATER LINE contactingthe Central Engineering De rtmen~t 831- ~ ~ ° ~ ~ ~
STANDARDS. PRO~CT AS SET FORTH M THESE PLANS. .}l,l. WATER LINE FlTTINGS Public Private ~ ~ ~ 6810, and the Public Utilities Departmenl~t 890.3400at ~
4. qTY OF RALEIaI WATER MID OR SEWER PERINTS ARE REQUIRED. 4 CONTRACTOR SHALL MAINTAIN AN 'AS BUNT" SET OF ~ THRUST BLOCKING DRArNNGS TO RECORD THE EXACT LocATIDN OF ALL PIPING UTILITY TAKE OFFS Sewer Collection /Extension System Water Distribution !Extension System least twenty four hours prior to b innin an of their construction. O _ x ~ The City of Raleigh consents to the connection and extension of the The City of Raleigh consents to the connection to its ~blic water ~ g y • O ~ p ~
5. IRRIGATION NE1ER SIZE AND LOCARON TT) ~ DE'IERMINm BY PRIOR 1D CONCEALMENT. DRAWINGS SHALL BE gvEN to THE ~ FlRE HYDRANT ASSEMBLY (6") Tn. BUILDING PLUMBING ENGINEER. (SEE APPROVED PLUMBING PLANS ENGINEER UPON COMPLEROM OF THE PROJECT YA1FI A COPY OF Cii' City's public sewer system as shown on this plan. The material and System and extension of the private water distrilxrfion systerrr as ~ ~ ti
(PERMIT SET) 1HE TRANSMITTAL LETTER TO THE OWNER. ~ SEWER MANHOLE coi WATER uNE Sla Construction methods used for this project shall conform to the shown on this plan. The material and constructions methods used for FallUre to notify both City Depar6nerrtsin advance of beginning ~ standards and sp~ifications of the City's Public Utilities Handbook. this project shall conform to the standards and specificatiimes of the construction, will result in the issuance of monetary fines, and
5. ~ DEPARTURES FROM THE SPEgFlCA110NS OR DRAWINGS ARE 1161 LF. - 8" DUCTILE IRON (PRIVATE) N TES DEEMIED NECESSARY BY THE cawnRACTaR, DETAILS aF SUCH • DOGHOUSE MANHOLE WATER ~ 25 LF. - 6 DUCTILE IRON (PRIVATE) Cir City's Public Utilities Handbook require reinstallation of any water or sewer facilities not inspectted
i. WATETtUNES, !2" AND SMALLER, SHALL BE OUCIN.E IRON PIPE MEEtiNG THE REQUIREMENTS DEPARTURES AND REASONS THEREOF SHALL BE SUBINTTED lO TIE ENatN~tt FOR REVIEW No DEPARtURES FROM THE CONtitllCt PROPOSED 4"SANITARY SEWER SERVICE Pui City of Raleigh as a resuft of this notification failure. Public Utilities Departrnent Pemtil # City of Raleigh
OF ANSI-AWWA CI51 PRESSURE CLASS 350 DOCUMENTS SHALL BE MADE W17NWr THE WRITTEN PERINSSION SEWER LINE PROPOSED 8" DIP SANITARY SEWER Pubiic Uti?ities Department Permit # Failure to call for Inspection, Install a Downstream Piu have
2 HYDRANT 1HREADS TO BE APPROVED BY d1Y OF RALEK;H. OF THE OWNER. ALL WATERLINES SHALL HAVE A MINIMUM OF 3.5 FEET OF COVER FROM FU11NiE GRADES. 382 LF. - 8" DIP PUBLIC - EXISTING 8" PVC SANITARY SEWER Aul 6. 1HE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMSES ( ) Authorization to Constnict 9 Authorization to Constnxt Permitted Planson the Job sit4 or any other Violation of City of
FREE FROM ACCUMUUTKINS OF WAS1E MATERUUS OR RUBBI91 CAUSED Da'~ Date _ Raleigh Standardswill result in a Fine and Possihie Exclusion
8Y HIM, INS EMPLOYEES OR HIS WORK. ALL DEBRLS SHALL BE REMOVED FROM THE PROJECT SITE ON A DAILY BASIS. Date from future work in the City of Raleigh •
SEWER NOTES
i. SPACE d.EAN OUTS AT T5 FEET MAXNIUM. LOCATE CLEAN OUTS AT ALL VERTICAL AND HORIZONTAL CHANGES OF DIRECTION.
MININIM~I SLOPE: WTSN~ BUILDING 4" PVC SEWER SERVICE a 1.00 %
2. SANITARY SEWER CLEAN-WTS LOCATED IN PAVEMENT AREAS SHALL BE HEAVY-DUTY TRAFFlC BEARING CASTINGS.
(MUl'CD}.
_
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' NT z ~A PROPOSED 20 CITY OF RALEIGH SANITARY SEWER EASEME 0 c
© EXISTING 8" DIP WATERLINE ~ W
C EXISTING 40' CITY OF RALEIGH SANITARY SEWER EASEMENT ~ m 0
D REMOVE EXISTING 8" PVC VC SANITARY SEWER W t )
0 c
E REMOVE EXISTING FIRE HYDRANT ASSEMBLY ~ m
F REMOVE EXISTING 8" DIP WATERLINE ~ d
„ m d REMOVE EXISTING 8 BLOWOFF ' ` . ~
H 8" GATE VALVE
„ A ~ i
I PLUG ABANDONED 8 SANITARY SEWER LINE _ .l - ~1,~~
NOTE. CONTRACTOR TO VERIFY LOCATION OF - - - - - ~ _ „W :x~ ~
~W 9 S88135 231.11 WORK ~ n . ~ , 1.52 EXISTING UTILITIES BEFORE BEGINNING ~ ~ f 31.11' 2
166.76 - - - P
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~ R ~ _ F _ _ - } RELEASED FOR
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I ~ - - - - ~ SEWER PROFILES ~ ~ r.., ~ ~ ~ M
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i~ ~ PROJECT 03437 DATE: 04/19/04 ~
tayta~ o
A 9 w DRAWN BY: WF CI~CKED BY: r.
9,y -r:~-' ~ TITLE
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G~ ,n • _ _ , ~ ~ a
F ~ _ ~ 'P _ UTII.,ITY
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SHEET
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i

KNOW ALL MEN BY THESE PRESENTS THAT CERTIFIES
1y ono THAT HE tS THE (VICE) PRESIDENT OF NORTH CAROLINA
G~ AND THAT THIS CORPORATION IS THE OWNER OF THE PROPERTY SO INDICATED HEREON, AND THAT IT DOES HEREBY DEDICATE TO PUBLIC USE AS STREETS, GASTON COUNTY
f`~'~ TOTAL ACREAGE; 31,50 ACRES ALLEYS WALKS PARKS PLAYGROUNDS, OPEN SPACES AND EASEMENTS E d r FOREVER ALL AREAS AS SHOWN OR INDICATED ON SAID PLAT. I, ALICE B. BROWN, REGISTER OF DEEDS IN AND FOR THE AFORESAID I• hereby certify that the proposed subdivision plan was
"A TOTAL LOTS: 37 DATED THIS THE DAY OF , 20_. COUNTY ANO STATE HEREBY CERTIFY THIS TO BE A TRUE COPY OF evaluoted and that each lot Is eligible for an improvements permit to be issued by Gaston County Health Department. The following symbol indicated that the A DOCUMENT WHICH IS RECORDED IN BOOK ,PAGE _ . lot is unacceptable for septic tank system and improvements permit is not issued
WATERFRONT: 6 WITNESS MY HAND AND SEAL OF OFFICE THIS DAY OF for that lot,
'QG s OFF WATER; 24 20~•
'13~ ~ NAME OF CORPORATION) ~ ~ SERVICE; 7 ( ALICE B. BROWN
~ ' TOTAL SHORELINE: 1,007.37 REGISTER OF DEEDS ~ lyt Oata Environmental Health Division, Gaston County Health Department BY; ASSISTANT/DEPUTY ~A,
l10 BOAT SLIPS; 5 (PRESIDENT OR VICE PRESIDENT) A~
R~ ATTEST; s ACREAGE OF DOCKS, SETBACKS Gy 3
FILED FOR REGISTRATION AT O'CLOCK M
~ AND RAMP, IN WATER; 0.247 ACRES QU (ASS'T SECRETARY), (ASS'T) CASHIER r~ ON THE DAY OF , 20 _ ,
~'ATEltS I I
REGISTER OF DEEDS L
ON MAP-NOT TO SCALE NORTH CAROLINA ~
GASTON COUNTY EROSION ONTRO NOT _ - I C L ES COMMON OPE:
40.0' RIG - - _ SPACE #3 _ _ 40.0 RIGHT of WAY ~ 5,983.71 s . ft. ~ ON SITE BURIAL PITS REQUIRE AN ON SITE DEMOLITION
THIS DAY PERSONALLY CAME BEFORE ME WHO BEING BY ME DULY SWORN, SAYS THAT HE IS THE (VICE) PRESIDENT - - -T q I LANDFILL PERMIT FROM THE ZONING ADMINISTRATOR. - 0.137 Acres •
OF ,AND THAT THE FOREGOING ~ JEFFREY DEN MITCHEM I AREA 1 RESERVED
INSTRUMENT IN WRITING IS THE CORPORATE SEAL OF THE COMPANY, AND THAT SAID WRITING WAS 51GNED AND SEALED BY HIM IN BEHALF 0, DB. 2871, PG. 97 I ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE i FOR FUTURE PLAN IS A VIOLATION OF THE N.C.D.E.H.N.R. EROSION CONTROL ZONED RA LPIN(F) THOROUGHFARE LAWS AND IS SUBJECT TO A FINE.
Review Officer of OF THE CORPORATION, BY ITS AUTHORITY DULY GIVEN, AND HE 6.0 ' 24' .0' 6.0' 1 419•a'~ 7.4 50.55 7,145.29 sq. ft.
ACKNOWLEDGED THE SAID WRITING TO BE THE ACT AND DEED OF ~n County, certify that the map or plat to which this THE CORPORATION. PAVt PA ENT \ ' g" E 3 GRA I M TH N T P „ 36'06 5 230,81 0.164 Acres D NG ORE A ONE ACRE WITHOU AN AP ROVED
lcation is affixed meets all statutory requirements for WITNESS MY HAND AND NOTRIAL SEAL, THIS DAY OF 1/4" PER FT, , ding. 20_ . SLOPE • 1/4" PER FT, 11/4 PER FT. \ I EROSION CONTROL PLAN IS A VIOLATION OF THE STATE w ~ ~
3:1 2' I SLOPE I.PIN(F) 101,05 , ~ -k C ~ ~ EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE. 2' ALLEY CURB & GUTTER •1 ` M ~ rn ~ ~ pr
~ I ~ STABILIZATION IS THE BEST FORM OF EROSION CONTROL. r ~ ~ ~ U TEMPORARY SEEDING IS NECESSARY TO ACHIEVE EROSION
w Officer 'TYPICAL PAVEMI (PICAL PAVEM NT STREET z ~ ~ ~ ~ ~I Z ~ CONTROL ON LARGE DENUDED AREAS AND ESPECIALLY WHEN l y I t o
1~~ MY COMMISSION EXPIRES: RESIDENTIAL RESIDENTIAL STREET ~ ~ N~ 37 Z ~ a ~ SPECIFICALLY REQUIRED AS PART OF THE CONSTRUCTION ~ I c0 ~ F ~ SEQUENCE SHOWN ON THE PLAN. ALL GRADED SLOPES MUST
\~0 PAVEMENT SECTIf PA M T SECTION ~ ~ ~ L1 I r~ U a' ~ I N I rn ~ 2 BE SEEDED AND MULCHED WITHIN 15 DAYS OF COMPLETION OF
6" ABC - - \ MARSHALL F. ItiiTHEM 2" I-2 6 ABC ~ ~ CtiL ~'Z" GRADING. ALL REMAINING AREAS ARE Tp BE SEEDED AND " I ~ / L24 o
~ ~ DB, 1304, PG. 861 2 I-2 I \ ~ / ino I ~ co MULCHED WITHIN 60 DAYS. I m ~ V o0. ~ V •
/ ~ \ ZONED RA 36 ~ o~ I ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT _ I
ZTIFICATE OF APPROVAL FOR RECORDING / \ ~ ~ DONNA E. MARtoN N ~ 1 ~ MAY BE REQUIRED BY A REPRESENTIVE OF THE DEPARTMENT MARSxALL F. MITHEM I ~ Z~ C43 ~ t.2 AREA 2 RESERVED
/ ~ DB. 2018, PG. 471 ~ / \ ~ ~ ~ G. 881 I / OF ENVIRONMENTAL AND NATURAL RE50URCES. DB. 1304, P I o / L1o I FOR FUTURE
EREBY CERTIFY THAT THE SUBDIVISION PLAT SHOWN HEREON HAS BEEN / ~ ~ ZONED RA ~1 COMPLY WITH THE SUBDIVISION REGULATIONS FOR GASTON COUNTY, / \ / \ ~ ~ } ND TO / I ZONED RA a ~ o~ ( 4 THOROUGHFARE III ~ 0 A ~ SLOPES SHALL BE GRADED NO STEEPER THAN 2:1, I ~ ~ I / y , ~ ~ 6,565.97 sq. ft.
TH CAROUNA, AND IS APPROVED FOR RECORDING IN THE OFFICE OF THE 'y \ ~ / ~ / \ / i I v' wl W / o`' ~ c,~ i~ Lt1~ `0 ti ~ 0.151 Acres I I ~ N •
STER OF DEEDS. /MARSHA LYNN `~ITCHEM / ~ / \ ~ i / DB, 2411, PCB. 8D / I ~I~ l / ~ t- ~ W I COMPACTED BERM I N \ / ~ W
• ~ I \ ~ I BARBARA A, MITCHBM ld V / ZONED RA JAMES B. A, MITCHEM MARTIN I IFIN(r~ / _ ~ . N~ FILL 5LOPE SEEDR& MULCH ._o„
CODE ENFORCEMENT \ I / / ~ JOHN DANIEL MART1 / BOAT RAMP 1 Lot.D sP 1 MrrcllEM 1 ~ DANIEL MARTDQ I 77,84 9 C4 / m AF1E CONSTRUCTION MIN. 8 7 E 3 ~ 63.0 ~ 50.11 2762, PG. 6 I 36 130 g,25 0 / 49.71
AREA \ ~ ~C I / DB, 1782, ~ DH, 2762, PG. 86 ~ I G / 1 PG 3 6 I ZONED RA COMMON OP N . F. PIN(F) ~~a~L / 4 ' S 19 ~ / .77 I.PIN 12" MIN, 2 ZONED RA LPoN(F)I ..r ~ . '1 U y 50. g, (E1 FLOW
1 ~ 1 ~ I • ~ / ZONED RA I Q SPACE #1 " , ~~6 s 1~•og. " 1„ 1 „ 334.7 N 60 3019 E 0 ~ p 120, S C 7 ~ ~ E 94, ' 116.51 ~ i / .I,IHN(Fj 150.5 334.7 ~ I / 0 / '10 4 W SEE CHART 84,31 I o J 1 N36 I 1
~ 16,803,24 sq, f~. 6 p 43 E I 5~g 59 ,TIFICATE OF APPROVAL AND 42ss 56,0 ,Ig, 4 , X21,1 ~ 1 ~ " E I,PIN s ,05 ~ 1 / C sEPTIC ~ I
0,390 Acresl , ~0,, Q Meg 6 / 5564 192 ,EPTANCE OF DEDICATION ~ I•PIN(F) ~ / ~ 1~3,)g ,PINGS i124~71 ,3 .PIN E 201.11 1 Z 48 (o s 29 27 os 1, 5 ~ ~ _ _ _ 1- ~TBACK b . /ry I 30.E ~ I
• ~ 107,11 2~ cn rr 26, 124.71 } - ~ G '1 z / r 35~./ COMMON OPEN I s'-o" TYP, ~ Z~ ~ N 34 35 ~ ~ SPACE 4 \
IFY THAT GASTON COUNTY APPROVED THIS PLAT OR MAP Q 0 94 00 I of 93 I gU1LDIN :REBY CERT ^ s , ~ Z ~,i A CEPTED THE DEDICATION OF THE STREET, EASEMENT, RIGHTS-OF-WAY 5 / \ ~ T , ~ ~ }~c, BOAT STORAGE LOT w •i ~wi~ l I I ~ # ~ cr ~ ~ I h ~ 6,225.43 s . ft. I SEED & MULCH CHANNEL NA UN IN 3 LOT w~ 33 ~ ~ b 0 ~ 0 / ~ q I TURAL GRO D L E Ito / / N AFTER DIGGING DITCH
C 0 RESPONSIBILITY ~ 'MBS ! , S I ~ ~ . IMUM } ~ ~'•I PUBLIC PARKS SHOWN THEREON, IF ANY BUT ASSUMES N 0 ~ 50 ~25 22 0 ~1 w / 1 ~ ~ MIN ~ N W o~ z ~I I / 0,143 Acres • -;I 8108 a~ / / ~ h~ / I
PINION OF THE GOVERNING ti 0 - - - 8 W ~ I i 32 u? )PEN OR MAINTAIN THE SAME UNTIL, IN THE 0 5 a ~ \ o\ I ~ } :I S0. ~ E 10 ~ y 37.68 N 29 / I m, } Z I m Y OF GASTON COUNTY, IT IS IN THE PUBLIC INTEREST TO DO 5~ ^ ~ ~ p~ L I I , »z I m SETBA~ - - ~ L ~ 'r i ~ I DEPTH TO BE DESIGNED WIDTH TO BE DESIGNED ~ I ` / +3 0 Y ENGINEER MINIMUM 12 DEPTH) BY ENGINEER
WS OF THE STATE OF . 9~ 0 ~ ~ ~`F,ti ~ ~ 30 I N 31 } ~ ~ L- • •ON COUN•IY HAS NO AUTHORITY, UNDER THE LA 0~ , ~ j A~+ \ ~ 28 c~ 1 ,I I} C8 ~ ~ / I h N / / EXISTING WELL SEE CHART 8 LOW) SEE CHART BELO
INTAIN STREETS. 0 0 ~ AO,'~Q` ~ N1 ~ 18 } ~ Y BUIIDIN6 TH CAROLINA TO MA 1 6 0 0 l w I e ,r. 1 5 g i \ rn ~ } 9 \ \ ® ~ •W~ / ~ I rn 3o MIN .189.71 57• 105 I o +3 / 2 / ~ Sg~ -7 AND WELL HOUSE ' ~ ( s~ h h
. ~ I.PIN(F) to \i'~ W I 1 D ~L ~ 4.48 ( 57 S I / a •N /SEPTIC LO'~ o' S~
COUNTY MANAGER \ ~ ~ ~4 ~ ~ DjZNE ~ a N C11 Z - ~ - J L ~ 192.64 BASIL w 57 \ ~ \ 04. ~ TE B/ ,4$ C17 C18 ~ ~0 N / N .0~, R. w 5'14 1~S ~ / E ~ s / ,
w ~ 12.15' g " 0 PRNA ,1 is \ \ \ ~I 4 9 86.8 •57'14 E 4 175 t^ 15 \ is , ~ 71.32' 114.04 C $35 175,18 05~ , r .I ~ < 50.0 RIGHT of WAY
N m \ " " 01.15' seTeP N ~ ~I S29'05 49 E 200,20 714 W 2 " ` ` SETBACK„ r' ~ NOS. , O3S° SOS•\ I ~ 30~ F 3p•~
~ \ 0\ 20' soEwALK~ N35'S pUILDING .r '1 r• ~ of ® EASEMENT ~5 , " ' Cl 6 5 8,16 . In 811 ~ a \ ~~`r - ,~g N29'05 49 W 200.20 19 M ~ r } N 810 ~ ~ ~ n~ / 'K N
Z I ~ G 187,32' 30' MINIMU "kA ;+t ~ ~ ~ .~I; 23 ~ ~ ~ m cHAR~..w~' . ~d ~ ,o m ~ ~ ~ ~ ~ 11,U' 12,0'. 24' LO 1+ , i3~ ~ . W~ .
r',CKS ALONG LAKE WYLIE i'~ / , c14 W 11,aa _ _ _ _ N - - ~ ~ SETB ~ _ _ r J ~ / PAVEMENT ~ Ni r/
E 50 W / ?B ~ 0 EN ar ® ~ in 28 ~i , ~ AR a I ~ coMMON P ~ NI; , ~ ~ I 1,.. ,2150 / 1 /4 PER F 1 /4 PER FT,
a. a ~ ry t6 I SPACE 8 ~ ~ 1~, "I 2q w ~ ~ f sE N M ~ I V ~ u) • OI NWM ' ~ CUftDWG- J L.... . c0 ft o~ ~ ~0' MW - J ~ - - •r , n L_ J ~ 3,321.70 eq. I~ ~L_ _ _ „•C 3B LOT Wl. - - - - - fL_... _ _ s42 / o ~ SLOPE- p 1p6.19k~ r+ / ti 3:1 ;1 SLO E 1~g. ~ / h ^ SEPTIC LO h ~
0 o S 31'36 29 p / 0.076 Acres 12 ' ~ 22.27 11 ' ~ 38 " 70.47 - - ,N ^ / 2' VALLEY CURB do GUTTER f, ,q , ; 7 1. 1 W 22.2 4 Y , 2 'm 118.8 0, ~r----- ^o,
^ -159.15 - ~ 0 ? ~ _ 152.13 z ~S 17 ~ N24'49' 96' 136.96' , 36.Og'42 ~ ~ ,I r S ~ / / W TYPICAL PAVEM NT STREET
-1 PLO \ 04 W 74.75 88. „ 644.66 I.PIN(F) \ ~ ~ \ 18 I 187.61' S30'53 57 E ~ ~ ~ ~ S~ / RESIDENTIAL STREET t; ~'L;.~
T ~ KE WYLIE _ 0 2D' `61RAINAGE 3 C? • ~ w . _ - - - - ~ / / ~ s3o-~ ~ 3gv.I PAVEMENT SECTION
' UT1LI ASEMENT ~ _ I ~ ~ ~ ~ •mE 6 4 ~ I`n in('~ - - _ _ - - -1 , i r SETBACK - / r~'/ ~ L=871 cBS ~ O p,l M ~ r BUILDING Z ZI -I 2\ 22 / N ~l E \ a - s" ABc
CATAWBA CREEK ~ . ~ ~ Fo ~ r MIMINU ~ 1 } I SOUTH FORK ~ o z u' , y ~ 2" I-2 tl m ~ . \ / l~s, a ~ ~ / ~ ~ ~ ~,,I a ~ 1
~ r o / 13 v y~Q~ ~L~76.78' ~n ~I I~ ~I ~I~ NI ~r•~~'4} ~n ~,I ~ N / / ~ 3 z ~ ~ to .d lg . 20 lO •I
/ ~ ~ / C I ~ wl 18 ~ I-~ a~ o / /~J / 10 I ~I• : I ~ o~ 'F \ ~ / G~ ` ~ ~t NOTES: ~ \ / 4
/ ~g9 / C3 ~ ~ . ul eoza I r71 ® m m ® v I I ~ s C v 1.) DRAINAGE AND UTILITY EASEMENTS ARE HEREBY DEDICATED
~ ~ SBPTI ~ N ~ ON ALL LOTS AS FOLLOWS: L----~ s\ 1 ~ y
tT ~ ~ 12 \ ~ ~ \ C D21 30' MINIMUM BUILDING SETBACK ~ a o. ~ ~~ti i 11 \ ~s 20.00' , I~ 9 y~, l 10 ALONG REAR LOT LINES
~ \ / ,yo~~ \ 188.17 185.44 170.21 7 a ~ ~ - -40 MBSL - J L~ o - - ,oo \ S28'26'00"E ' ,1 73.55 ~ _ ~ / N 5 ALONG SIDE LOT LINES
~ e+ ~ / ~ ~ . 637.37 >o < ~ \ ' • a. ) O56 ALALA LANE 40 P~~I SATE R/W 37' ~ ~ ~1'~ / 1 1 2.) BUILDING SETBACK LINES ARE HEREBY ESTABLISHED ON ALL LOTS
I \ v r~ N28 26 00 W 637.37 159.12 1146.21 I.PIN ~ \ / N , 192,2 ' 193.17' ' •37' C3 / ?y, ~ AS FOLLOWS UNLESS SHOWN OTHERWISE• PROPERTY IS ZONED R-R; / \ 1 30' FROM FRONT LOT LINE (R/W)
, i \ / 7 200.48 00.0 _ - LPIN(F) N2T56'30 W 30.32' WELLS o l °j / ~ . 30' MINIMUM BUILDING sETBACx R2 --+t-- \ /WELL Jy \ .D~ eW~ _ r-------- 48 51.45' ~ .1 1 25 FROM SIDE STREET (R/W)
\ DONNA E. MARION / 9 W ~a w ~ z ~J z / 1 - -I I ~N - ` Z , 40 FROM REAR LOT LINE Z dq ® ~ \ 15 FROM SIDE LOT LINE
i bo . ~ / F . I ~ ~I I, NI i \ DB. 2016, PGA 471 / S 10 IN ~ o, L "D I ~,Ic 3 I L ~ 0 1
` \ ZONED / ?A' < ~ ~ 9 cluii ~ 8 ~ 11 7 a N J c0 ' ~ ~ Z 8 N 1PELL LOT ~ 3~) ® DENOTES CONTROL CORNER
N y 1 pp~ . JI ~ 1 ~ ^
\ \ / ?6 / \ Z I ~0' MINIMUM m BUILDING Rj SETBACK - - _ ~ m°~~ \ 4•) o DENOTES IRON PIN (AT ALL LOT CORNERS).
\ ~ I I \ g6' I•PIN(F1 CURVE TABLE 5.) SUBJECT PROPERTY IS NOT LOCATED IN A SPECIAL FLOOD HAZARD AREA
/ ~ ~ EGEND \ CHARLES ELLINGTON ~ 117,86 197.94 195.81 200.09 D.09 200.10 103.20 62. ~ 7"w AS DETERMINED BY FLOOD INSURANCE RATE MAP.
\ / ~ DB. 1304, PG. BB9 / ~ N28'29'19"W 1015.00' INES SURVEYED \ / ~ / ~~a ELl[NGTCN RD. (GRAVEL) ' I.PIN 42"17 2 CHARLES ELLINGTION LENGTH karAUS BEARING CFIORD 1015.00 CON N a 15.93 30.00 s0.' s'13"w 15.74 6.) A 20 RADIUS R/W IS HEREBY DEDICATED AT THE INTERSECTION
INES NOT SURVEYED \ / ~ ZONED RAr..-.~ ~ , ,c- / CORNER - .RIYdi~ - LL CORNERS ARE AS NOTED 0 ~ / \ CORNER DB. 1304, PG. 889 C3 13.89 29.86 S56'33'17' 13.76 OF ALL STREET R/W LINES. '--""`-'j'--`-"""" j`----"-'~ C< 122,53 325.00 N54ro5'39'W 121.81
ALCULATED POINT OC,P. - - . \ ALEXANDER LAIIIIdG / / ~ J / I CS 147.90 325.00 N7 5'S7'W 148.63 7.) A 30' RADIUS R/W IS HEREBY DEDICATED AT THE INTERSECTION / a 2x.75 3~s.oo '4 ' 7" Ts.74 OF 50' CUL-DE-SAC RADIUS R/W LINE AND STREET R/W LINE.
NS / / ~ OVERHEAD UTILITY LIE \ / DB. 1937, PG. 852/ • 1 ~ TILITY POLE ~0.~ - _ \ ZONED RA / ~ ~ f I C7 98.88 320.00 14 96.51 / fb 7J.16 320.00 73.00
I T FENCE -x-x-x-x-x x ~ ~ 21 E AL -a-o-o-c-c- \ / 22 / ` ~ 20 / I C9 57.44 480.00 37.41
WOODEN FENCE -o \ / / \ ~ 20 19 c1o 19.25 zaao fa5z ~ / 18 I f / c11 74.31 Saco ez68
LATER METER 0 W.M. \ / / ~ • I FORBBT BAY SUBDIVI INIMUM BUILDING SETBACK UNE = MBSL \ / / ~ Q / G~ • ~ ~ PB. 69, PG. 48 ~'f HAY SUBDIVISION I C12 u.o7 Saoo 4x,35 8. / A ) MINIMUM SIGHT DISTANCE CLEARANCE EASEMENTS ARE HEREBY
/ ~ • ~ ~ ZONED RA PB. 69, PG. 48 ~ I c13 20.14 s~ 1 To.o1 DEDICATED AT ALL STREET R/W LINE INTERSECTIONS AS SHOWN: ZONED RA / C14 111.81 50.00 820'11' 89.93
\ / d \ / J / I CIS 19.25 20.00 N56'4 '1 10.32 / I CI8 41.82 520.00 $ ' 4' 41.81 ~
\ / ~ CI7 22.73.280.00 N33'37'4 ' 2272 z ! I C18 128.05 280.00 18 4' 4'W 124.99 ~
I TING PHYSICAL ~ / Jq~ ~ TOTES; SURVEY MADE USING EX S ~ • . ' / C19 194.82 280.00 75° 4' 190.91 ~ w
EVIDENCE FOUND AT TIME OF SURVEY. / \i ~ ' / I C20 13298 280.00 4 131.73 ~ ' ' 1L . C21 1.85 280.00 188.23
SUBJECT PROPERTY MAY BE SUBJECT TO / J ro NT ~ / C23 104.21 320.00 t 103.75 EME - ~E \ / / N ro51 " Fps c c MENT
RECORDED OR UNRECORDED EASEMENTS, RIGHT-OF-WAYS, SETBACKS AND/OR • ~ - / CT4 120.75 280.00 'S0"W 127.82 - - ' C / / C25 9.14 20.00 S31 T 1'41" 9.06 70 ' 1 1 •
RESTRICTIVE COVENANTS NOT SHOWN ~ .1 ' • / cgs tan Taco ss6'4s'11" 10.0.0 sTREEt R/w ~ / C27 10.18 50.00 6T25'09`E 10.17 THRU STREET
HEREON. \ / C28 98.23 50.00 N06' '49` 8205
PROPERTY NOT LOCATED WITHIN 2000' OF AREA TABLE \ / / C29 87.01 50.00 N87'04'S8'W 62.10 \ / C30 19,91 50.00 SOS'44'22'W 71.67
A NCGS MONUMENT ' / C31 19.25 20.00 N09 8'16"W 18.52 A, ~ .
PROPERTIES TO BE SERVICED BY INDIVIDUAL WELL SYSTEM LOT 1 30,000 s ft. 0.689 acres LOT 22 30,014.10 sq.ft. 0.689 acres VE PRIVATE SEPTIC SYSTEM q ~ acres 1 / / C33 57.05 J2aoo S03ro8'os'E 56.98 ~ ` ~ C34 91.18 280.00 01ro5'it'E 90.78
AND HA LOT 2 30,000 sq. ft, 0.689 acres LOT 23 30,585,46 sq,ft. 0.702 acres 2 OCreS C35 20.52 320.00 7' 1' "W 20.51
LOT 3 30,000 sq. ft, 0,689 acres LOT 24 32,$06.2 sq.ft. 0.753 acres LOT 4 28,322.14 sq.ft. 0.650 acres LOT 25 31,487.34 sq.ft. 0.723 acres 3 acres I c38 40.04 320.00 • '1g" 40.01 LINE TABLE C37 127,37 320.00 '1o"E 126•s3 3 acres LINE LENGTH BEARING c43 15.27 3x00 9'58'46"w 15.10
WELL LOT 41,697.82 sq.ft. 0.957 acres LOT 26 30,486,75 sq.ft, 0.700 acres 0 acres L1 45,92 ' 'W C44 1258 30.00 7 ' 4"E 12.49 SUBDIVISION PLAT
LOT 6 30,533.02 sq.ft, 0.702 acres LOT 27 30,142,23 sq.ft. 0.692 acres 2 acres L2 18.30 ' 'W C48 28.29 80.00 N ` ' " 26.08 OF
LOT 7 31,128.71 s ,ft. 0.715 acres LOT 28 29,329.30 sq. ft. 0.673 acre q 673 acre L4 71.12 ' 9"E C47 88.28 60.00 19'35"W 64.85 L5 22.80 35`E c46 32.58 20.00 9'36'45'E 29.09 CLOISTER P O I N TE
LOTS 30,265.51 sq,ft. 0.695 acres LOT 29 30,000 sq. ft. 0.689 acres 1 acres L6 49.88 'W C49 85.15 40.00 9'36'45'E 58.18
LOT 9 30,398.16 sq,ft. 0.698 acres LOT 30 30,000 ~q. ft, 0.689 acres acres L7 69.42 ' 5'W c5o 45,52 40.00 '19'35"W 43.10 FOR
LOT 10 30,219.71 sq.ft. 0.694 acres LOT 31 30,000 ~q. ft. O.fi89 acres ~ acres le 9.07 '41'W Cs1 17.04 40.00 N48'S1'S8'W 16.92 L9 5.00 '35"W C52 20.41 520.00 4'49'46"E 20.41
LOT 11 36,050,40 s ,ft. 0.826 acres LOT 32 29,219.43 sq.ft. 0.671 acres q 1 acres L10 6.93 sl '03'E C58 118.40 320.00 5'08'53"E 147.07 I acres u1 5.53 N 3'26'W 0.T 244.71 z75.ao 1oro1'oz"w 23s.7T ~nl 1 TH P nl N T TC1WN ~ N I P
n I n I ~ TT n n n I I TC I I LOT 12 35,382.72 sq.ft. 0.812 acres LOT 33 30,112.78 sq.ft. 0.691 acres 11~ 1 fIR ueo•ui~5a•w tte37 19dea cocra~to•r 114 7~
U LU I J I I~ r U I I V I L LL V LOT 13 30,007.61 sq.ft. 0.689 acres LOT 34 30,000.00 sq.ft. 0.689 acres 9 acres L15 28.21 '04'25'E c51 130.89 320.00 562*5725"E 129.98
LOT 14 31,188.08 sq.ft. 0.716 acres LOT 35 33,708.55 sq.ft. 0.774 acres 4 acres L16 9.55 705"E C60 141.46 4140.36 "W 141.46 GASTON COUNTY, N.C.
L17 11,68 7'05% 0 6692 4140,30 47"W 66,92 acres U! 20.21 4' "E C62 13275 4140.36 •w 132.74
J01 SOUTH YORK ST LOT 1 31,836.60 sq.ff. 0.731 e~r~s LOT 36 35,541.1y s 4.ft. 0.916 ages LOT 16 30,092.76 sq.ft, 0.691 acres LOT 37 33,152.03 sq.ft. 0.761 acres 1 acres U9 4.47 8106'14"W C63 129.89 4190.38 'W 129.88 PIPES ADDED APRIL 1, 2003 SCALE: 1100' DATE: FEBRUARY 12, 2003 3 TAX ID. NO. 15-106--1,1.07
L11 50.57 N39 23'26"W C64 144.35 4190.6 '29"W 144,34 DRAWN BY: JFC/MLC CADD # CLOISTER POINT PLAT WITH WELL LOT L22 50.60 N39'23'26'W C55 76.78 320.00 47"W 76.59
GASTONIA NC 28052 LOT 17 30,521.21 sq.ft. 0.701 acres LOT 18 30,754.31 sq.ft. 0.706 acres 46.74 N39'23'26"W 100 50 0 100 200 300 56.47 N69'36'46"W
26.60 N27'14'24"E
(704) LOT 19 34,075.68 sq.ft. 0.782 acres 868-6597 LOT 20 32,798.01 sq.ft. 0.753 acres 25.23 N2774'24"E SCALE IN FEET L20 20,00 N62'45'36"W
LOT 21 31,941.36 sq.ft. 0.733 acres

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B. 7
\ \ \ 1 1 I i , / 4, / lo,
\ r 1 I 1 I C - - / REVISIONS 'oe
NO. DATE DESCRIPTION
i

~
~
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~ /
d
X
~
y V
ZZ

~ ~
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i i~ ~ ~ O
~ Zr~
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UPSTREAM STRUCTURE UPPER LOWER TOP DEPTH 31RIkTURF! e >,cD r~ ~ c0 aO~r70 ~
FROM TO SLOPE DU1. LENOIH NY. INV. ELEV. STD. DETAIL 3~~OcV ~
1~1 ICI I~1 I~1 1~1 L ~NOO ~ a~ I I -
CB 1A 1.04% 41 41 6.57 T 1 ~'~vo0a0 ~ ~ Z t~ i~ u1
CB 1 CB 2 0.89% 48 1 413.01 4121 420.04 7.00 CUNCDOT 840.01 c cD co ~
B 0.90% 41 41 424.02 12.09 . 1 4 0.51% 4 16.67 1 o TI I ~
CB 4 JB S 0.53% 17 41 .29 410 430.82 20.53 CUNC T 840.01 LEGEND a~ ~ ~ ~ ~
' JB B A 1.12% 48 17 4 .50 15.64 T .31 ~ U 3
r A 8.00% 1 10.48 :_.__:a~slse EXIST. STORM PIPE O - x ~
18 CB 17 5.00% 12 88 411.86 407 118.12 6.26 CIMCDOT 840.01 • O ~ ~ 3
B 1T 12 5.00% 1 6•~ STORM PIPE M
CB CB 9 1.00% 12 80 408.26 407 414.88 6.69 T 840.01 B 1 1.00% T 1 5.63 T . 1 CATCH BASIN
1 CB 1.00% 71 4 4.62 T .01
CB11 CB 12 0.5096 24 83 408.12 404. .00 4.38 T 840.01 1 0.50% 11 1 6•~ AREA DRAIN
1 F 14 0.50% .7 41 14.27 1
7 B 1 1.50% 9 4.01 JUNCnON BOX
C818 CB 11 0.80% 1 3.87 . 1 •
FuRED ENO SECnON
I B JB 18 5.54% Z8 409.26 407 417.&1 8.38 1 JB 1 22 . 2 15.58 1
JB 19 1 JB 20 JB C 5.30% 36 91 401.48 398. .00 7.52 T 1
•rrnT rT i1F C('3f•TY ~ F
1) CB = TOP OF CURB ELEVATION NCDOT 640.01- BRICK CATCH BASIN
2) PROTECT BiEIS PER STND.14 NCDOT 410.91- CONCFlETE JUNCTION BOX FES~ONCRETE FLARED END SECTION r
~
~
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n,- r'r` I ~i ~ ~ ~ _ 3 ~ ~ ti
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~ ~ ~ j ~ ~a...
~
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\ \ ,'`fur \
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\ , 1, ~ h, ~ ~ \ \ _.~..A - ~1 k k
l`` +~.1~ ' • . \ \ ~ 11. \ _ 3X 3X ~
CB 1A / - , ~.3oX CB5x8 - - ~
~0 / > V i ~ 407.81 ~ A - - A A ~
~ \ ~ Olt _ T!i,,,~~:j~ .35X 'jX' ~ N (a . \ _ I ~ ~ w PRELIlVIIlVARY NOT
\ I RELEASED FOR
~ pp 40¢ - _ ? ti 7 41 13.00/ 13.00/ 13.54 415 r 4, CONSTRUCTION T 415 / 41 .95 ~
S1 N • I,~ 1. 7 ~ 2.1r vP ~ 2.OX .OX 2.17X 84X ~ R o
_0 ~ ~ ~ 3.88X
\ \ ~'i r ~ ~ 43 4 3 416 4 tJ 16.13 2. j I
r ~ j ~0 s, ~ 417 i ' "
KEY NOTES \ ` ~ \ ! ~ I ~ ~ 410 cAR. EL cAR, i . , , ~ 4,4.1 . EL GAR. EL GAR' EL EL OAR d I i 1 .44 414.11 414.74 / 416.63 417.98 a• ~ !~I r' . \ ~
~ ; , ~ I ~ ~ ~ ~ 4,3.44 A EXISTING 40 CITY OF RALEIGH SANITARY SEWER EASEMENT ~ ~ ~ ~I ~f { j I ~ / 419.29 :a. i} ~ ~ - ,-ice, A Y ~ AIAX FFE ~
A 1 i I f I ~ $ ,Y 4.78 4.78 419.29 r _ <4~0_.._..---------~.-~~ +
PIPE ~ ~ , I ~ d ~ ~ B REMOVE EXISTING STORM ~ ~ ~ I + ~ , ~ -
C EXISTING RETAINING WALL TO REMAIN ~ T; ' ~~g.. ~ i y ~ - --'-y' ~ ~ q ' • ~ ~ 418. ! B N ~
D REMOVE EXISTING RETAINING WALL ~ y, ; ~ I 414 ' 4 9.~ _ ~ ~
Y OTHERS / ` I E PROPOSED RETAINING WALL (DESIGN B ) ~ n° ~ ~ I ~ a
a U r d~ 4i4 N T10N BOXES i E ~ r c , / I i i ~
F EXISTING CB TO BE CONVERTED TO JU C ,I ; I ~ , i r r + 4 I O i N N w CB2 ~ ~ rw a o
~ ~ ~ ~ 1.09 3,tf~ o !1 ~ I i I ~ ,r r - ~ r 1,5 _ ~ r g
~ I s ~
1 i - ; , !Ki ~ ~
~ ~ .34X 4 8.43 ~ : ' I ~ A - - - _ ~ ~ ~ M /
1 FL ; Goa-" GAR• ~ ~i Ci ~ M
; CAR. EL 1 GAR. EL 417.75 420. 420.86 B 4 'q ~ 0 '..j ~ M 416.42 / ~ 3 • ~ ~ Face ~i ~
ON U R r CO RVA r- ~ i-- p1 i ~ a ~
i~ ! j' J, ~ x'" ~ , 41 4 420.38 fr421. , ~ I ~ x ~ b 5.56X 3.78X 2.21X vi 4) ~ 0
. \ J., • r CC ~ - ~ b X 3.29 i X s I, ~N 1~ 0 ~ r ~ r ~ os, ~
_ i ice.. _ ~ • l ; t ~ Z a~ 4~I1 ~ C/1 ~ ~ ~ ~ ~
~ + 4 .00 l 4 1 16 t 1934 20.38 ~ ~ qp ~p o .a R ~ ~ ~
~h 2 ~ ~ a - ~ I ~N W ~'~Oq o ~ a w
~ ~ Are ~ 8 4.5X N a ~ ~'(,1, y M' ~9 ~ ~ ~ ~J
- 17 CB a '~CIJ ~ cn
s;~.. _ ~ ~ 4 5X ~ < l \ ~ a CB 1 4.oX 4 ~ 15 ~ 15X ~'r~ . CONNECT EXISTING a
ri , ~ ~ ~ ! „ o N
~ i A 6 ~ O ~ ~ / CB 12 F ~ ~:r, , 16.¢1' 419.24 18 RCP TO CB 4 a ~ U a ~
~r ~ nr ~ JB 18 - ~ % 3 o
11 ~ 1 (i \ 1' ,I IOBA N ~ ' ll~ ~%i ~ 27 ~
~ ~ OMB EL. 40,50 ~ ? ; 3.OX 3.99X ~
~ L. X9.04. \ ~ ~ i E E 419m 421 E CB 4 u~ ~
~ 1 428.35 D CB 6
~ i \ ~ \ GAR. ELI 426 ~ F sue. a. GAR. a. I _ 419.50 420.83 422.16 - ~
~ / GENERAL SITE N ~ ~ 1 ~ , 1 ~ ~ STORM PIPE w \ ~ ~ ~ ~ , ~ 1,
PAY FOR ALL II1sPECTIaNS ` ~ ~ t ~l ,,~1 r ~ ~ CHAIN LINK FENCING 1. OOF,IRACiDR SHALL OBTAN AND , ~ ~ ( H ~ ~ INVERT 24 R , ! ~ ~ CERIiIGTKX4S, EOlIF1~4T, ~ RuT MAY eE REQIARED , \ ' ~ ; ~ TO MATCH EXISTING ,ING 423. r 0 ~ ING \ ~ ~ ~
INVERT 36 R1"f~, ~7 0`7 ~ t ~ i o 2. 1HE Oa11RACT0R 9W1 NOTE THAT 1HE DRAIMNGS ARE p ~ ~ 1 ~ ~ I , ~ ~ \ R H l
11C M NARRiE AND DO NOT SHOW EVERY OFFSET. 1 i ' I SpE1111 ~ , t ~ ~ ! 1( I ~ , 1RAN9110N. FITTNiR E1C. 1MAT MAY BE REQURED F'OR A / , \ \ ~ , ` 1 ~ ~ ~ ~~i~
OOIpIEIE AND M018011G SY51EM. ; i ~ ' 1 ~ ~ l I ` ~ ~ ( i JB 5 >a;>;v~sloxs iii, o ~ i a
~ ~ 1 ~ l ~ ~ ' #,,'408.84 r. ~ 3. 111E ENf,7NEER AND/al owFER DISCLAIM ANY ROLE M 1HE , \ i • `.,1 ti ~ ; 1 y ~ ~ ~ ~ ~ 0 a, E ~ ~ z
001451RUCIlON MEANS ANO METHODS ASSOGAIED rN1N THE r I ~ ~ ` t ~ 1 I l r PROTECT AS SET FTXtIFI N4 1FIE5E PLANS ; 1 ` I ~ , ,1 1 ~ ~ ~ ~ 1 ` l'1 8 i o
cONTRACTar slwi MA~NTiuN AN As eu~r sET aF ,~~,.v + v ' o
1HE EXACT LOCATION Q ALL PIP8i0 • , 1 ~ \ ~ a DRAW84GS 10 RECORD , t ~ t ~ ~ , ~ V ~ ~ T. DRAWNIGS SNAIL ~ RIVEN fi 1FE ; ~ r, i ~ ~ , ~ ~ S ~ % PRIOR TO OONCEAl1EN ~ , ~ ' , ~
~ ~ ` ~ ~ 1 ~ ~ wlrn A ooP,r aF _ •V~, opal caMP~EnoN of PRO~Cr V I 1 . ~ ~ ~ ~ \ ~ 1HE 1RANSMIITAL LEVER TO THE OWNER. i ~ ` ~ V\ , 415.00 1 i ' ~ Y 415.00 1 ~ '1~~~ .
4p i ~ l , A ~ J ~ ; 4~ V ,r A ~ I l 1~ 1 z a
S i OEPARMES FROM 1HE SPEC81CA110NS OR DRAR8IGS ARE ~ AA V ~ ~ , v ~ t ~ A\.~ A omm NECESSwRY BY THE coNTRACTDR, oETA~s aF sual - , ~ ~ 4 ~ II
ANO T s~ eE SueMlrreD m ~ , , A ~ \ ~ ~ EXISTING I oEPARtt>RES , A ~ ~ o >FE ENaNEm FoR No oEPARTUr+ES FRau THE caNTw?cr ~ A ~ ~ ~ / EXISTING BIO RETENTION BASIN ~ ~ 1 ; ~ ~ ~ ~ ~ t 410 ~ 1 f ,i~',, ~ 1 ~ on v
PERMSSION - ~ I ~ ~ _ ~ ? ~ v v'~~ ~ 1, ooaao+TS sHAU eE MADE retHOUT n~E w~TTO4 ~ ~ I r 100 r. el. 317 ~ ~ o ~ ~ Y ~ 1NE OWNER. ~ ~ ~ yr. el. 317.88 (see plan by rice and associates ~ i ~ ~ r ~ $ E !
~ ~ I ~ C10R MUST AT ALL 111ES, KEEP 1NE PREMISES ~ T ~ ~ ~ ~ ? ~ ~ ~ I a 1HE CONTRA ~ ~ ~ ------/J i f ~ - I .I a
FREE FROM ACCLIMULA110NS OF MAS1E MATERIALS OR RUBBISH CAUSED V \ ) I t~„~. A ~ ~ , BE ~ ~ ~ ~ ~ BY HM, HIS DIPLOYEES OR HIS WORK. ALL DE1If8S SHALL 1 ~ tS ~ 415 ~ I 'I ,
, REMOVED FROM 1HE PROTECT SIZE ON A DALY BASIS , I , ~ A ~ ~ ti ~ , u - % , f/ i ' ~ ! ,i ~ PROIECf I1: 03437 DATE: 04/19/04 m
i . u~ t C ~ ~ { > > ~ ~ , 'Q ~ \ 'tea . ~ 420 / ' ',f DRAWN BY: WF CHECR®BY:
r , \ 1 A\ \ ~ ~
,
STORM NOTES \ ~ ~ , ~
1. ALL ON SIZE DRANAOE SYSTEMS lO BE PRIVATELY MAINTABm. ~ ~ ~ F?<, ~ ~ s2 ~ `
_ w .w..w~w.nn euuT Tun rr ~ ~~V K 1' K IYNL4 MR4 ~ \ ~~~2" . A ~in ~ A\~ ~ ~ ~~~~Q~•~~_! _ . / . ~ GRADING & STORM
PIPES EN70 M6 STORY WATER PONDS
4`5 - - _ GRAPHIC SCALE DRAINAGE PLAN
3. CONSTRUCTION OF STOW Sf1ER S1fSiE]I SHALL COMPLY \ ` ~ \ \ ~ r ~ , . ~ , QTY OF RALEIGH STANDARD SPECMICATKMlS Ap:',Uline \ V ~f o 15 30 Bo / .a
~ SHEET
MAINTENANCE f WOW 1 ~
*WWI CONSTRUCTION V400M NO PART= AREAS PERIODICALLY p FOR CONDITION OF ( IN FEET
NO OTHER SURFACE. TOPDRESS UM NEW GRAVEL AS NEEDED MED AREAS FOR EIMW NO MIME ITATION AlFlER RLN 1 inch = 30 H. cloo 0
=TAM ALL VEOETATNkI MI A IEALTNY "GOROUS SEDIMENI-MMIXICIM SHOULD BE TREATm MAiEDIATEL ci

~ W a TO~~O 00~~0 ~
i' t, ~ 3~-~OcV ~
y , ~ ~ r r ' L ~NOO ~ a~ I I -
. _ ~ ``jam .i / - a'~va0o0 ~ ~zr~ N
_ / ~ / a. j' ~ - ~ c co co ~
M ~ - - _ - r. ~ k a TI I o
~ ~ _ , -v~ ~ . s. rn '-rnrn~ N U
4 ~ ~ U ~
/r ~ i ~ ~ O - x ~
~ ~ ~ ~ ~ ~ O ~ ~ 3 ~ ~
• ~
/ f BiaRdenOan Calcula8on -Townhomes at Falls NAage Bio4teiention Calculation (conYd) • Townhomes at Fats Vilage
~ / Post~deadoprrknt hio-n ~devdopment bioaeta4fon dnlnage ara = 1.70 acres
i Check larr Storm Detentlon
i ! ~ / j
ara saes lue x ra Determine PraDeveloomeM 1-yr Stonn: Site is: 0.00% impervious CN = 98
Y / hnpe?vious pndudes future der - / / ~ indudes fulun! deveb 120 0.95 1.14 100.00% openAawn CN = 70 ~ ( ) 0.00% woods CN = 70
~ / J Open SpacelLawn j ~ YYboded Open Space! LaMm 0.50 0.30 0.15 Wooded 0.00 0.20 0.00 Composte CN = 70
~ ~ f~ % LL TO ALS: 1.70 1.29 aces
/ ~ ~ i c ~ ~ 5E,192 sf Preciptaation = 3.00 in S=(t0001CN-10}= 4.29 in ~
~ I ~ ~ f i ~ ~ " Sae Bio-Rele~on Pond erdon Pond
j" - t ~ -y f ~ / Runo1F= (P-02S~
~ ~ / ~ Sand Bed Indud ` r ~ f,, ~ Sand Bed Induded h Pand?~(YES OR NO} RYES, Size = 5% of Total CxA (P + 0.85) KNO, Size = 7% dTotal CxA = 0.71 in
\ , \ ~
! ~ r~ Required ~ ~ ~ i / 1 Required Srae = 2,810 sf
i Sze Proaided 1' I ~ / Determine PosfDevdoomeM 1-yr Stonn: Site is: 10.59% imperious CN = 98 ~e Provided= ~ ~ 29.41% opeMawn CN = 70
` \ ` ~ i ~ 0.00% woods CN = 70
~ ~ / i ~ 0 ~ j' ~ i `i ~ Check 0>ranN of Runofl ErAerirr 1y of Runotl Err6aira Pond
~ i ~ l ~ \ ~ , / Composite CN = 90 Precipltah'on = 3.00 in
~ ~ ~ ~ / 'Rceanmended Maximum Q = ~ ~ , ro ded Maximum Qro = 5 cfs S = (10001CN -10) = 1.14 in
~ ~ % ~ ~ ao'c~oA ' rtihen' where: c = 0.76 (composRe from values fisted stave) (P - 02S~
~ \ r ~ I1e = 7.22 inArr (assumed worst case) Runotl P + 0.8S
R\ 't t \ ~ ~ l ~ \ / ~ ' / ( ) A = 1.70 aces = 1.98 in
1 ~ ~ , ~ ` 1 ~ ~
~ ~ ~ 1, 1 ' ~ ~ ~ ~ au = 9.31 cfs 1 ~ ~ ae = 9.31 d; > 5 cis NO GOOD Rate d IrtBtraion Volume to RunolFVolume = 0.52 (assume sandy bam for plant hed)
~ ~t ~ i i 1.96 = 028 (V51V,)
~ Check Velodh?dSheet Flow EM ~ l r ' j i / x HdSheet Flow Entedna Pond
~ i ~ ~ ~ I ; Channel Dimensions M Paid of F Fl re 6 = ' lemsione ~ Paint d E .33~ rom gu .t ofTR-55 Manual, Raho d Pak Outflow to Pak IrrAow 0.27 ~
~ 0f 73 % RedurAan ~ leR right rrbh 2.0' ~ y
. I / / ~ • ` ~ S slope widh slave tlpfltd= 2:1 n 1-yrStorn Nrta= 2:1
\ I , r \ ` ~ i I ` ~ i Post RunolfThrouglr Pand = 0.53 ~ < 0.71 m OK
i ~ ~ ~ ~V ~ Arm of Flow, A = .87 st ~ 1 Flow, A = .87 sf Manrdrrg n = 0.013 (pre)
~ ~ Channel Saps ¦ .01 t11t I ~ ~ ~ I i i ti ~ i ~ ~ ~ ti i I Vrs • 4.561YsN llSlape= .011111 V,p = 4.561Ysec > 3.D0 tt/sec "Use dp rap b draael to reduce velodty
i, ~ ; ; 1 1 , ~ ~ ~ ~ l A , ~ i , i
~ ~ ~ \ \ ~ I
~ \ ~ ~ ~ ~ ~ ~
i ~ I ~ ( ,
~ ~ ( 1 PRELIlVIINARY NOT.
ti , ~ ~ ~ \ ~ i ~ ~ ~ RELEASED FOR
l CONSTRUCTION
~ i ~I 1 ~ ~ r - I I 1 I
l ~ ~ - ~ , i 1~ ~ ~ ~ ~ ~ ~ ~ V ~ ~
~ \ ~ti 1 I / ~
~ ~ \ \ 1 ~ t
~ 1 \ t - t
. ~ ~ ti ' ~ . ~
; ~ ~ ` ~ ~ , ~ 1 1 a
~ ~ ` i ~ ~ ~
U ~
~ , 1 8TORMWATER MIPACT a ~ z
~ ~ , ~ ~ t ~
t ~ ~ ~ ' ~ o T~ ~ a VJ a4 a"
` ~ ~ i RUNOFF MTENSRY MiEigRY NTENSRY AREA FLOW-1YR 8HR FLOYY•10YR FLOW Z6YR ~ . ~ g COEfF. (NlMR) (1lMiR) I~1 (CFS) (CFS) a ~ Ts ~
~ ~ ~ ~ t ~ ~ ~ ~ ~ 1 , ~ C M MO 4dS A t#2 410 Q25 y ~r ~ ~ a~
~ \ ~ ~ ` ~ E>OSTN 1 ~ ~ ~ 1 EIOBTBKi 020 4.5 7.22 8.7 2.82 254 4.07 3.78 gg r ~ ~
~ ~ A t, ~ E>vanN ~ _ ~ \ POST DE EXISTING 0.30 4.5 7.22 8.7 1.7 230 3.68 3.42 p~ H V1 M POST DEV 0.3 4.5 1.22 8.19 0.5 0.88 1.08 1.23
y~ ~ ~ PosT of i ~ ` POST DE a M POST DEV 0.2 4.5 7.22 8.19 2.82 254 4.07 4.62 ci ~ ~ ~ O
POST DEV 0.95 4.5 7.22 8.19 12 5.13 823 9.34 ~ F" ~ 3 cn v, ~ ~ ~
i~ ~ ~ ~ t ~ ~ ~ \ ~ ` ~ ~ ~ ~ ~ .i ~ ~ ~ ~ ~ ~ d TOTAL PRE DRIINIAGE AREA 4.5 ACRES ~ ~ 0, C7
x ~
1 r ~ ~ ~ \ TOTAL POST DRNNAGE AREA: 4.5 ACRES ~ 4] ~ c~
\ 1 ` ~ ~ z ~ ~
- ~ ~ ~ ~ G a~ ~ PRE-0EVELOMHR o O >
' ~ ~ ~ A~ ~ ~ ~ ~ i ~ 1 ~ EXPORT EXPORT ~ ~
coEFF. FROM usE o a a 8 IND COVER Lt3SlACJYR IBSnR ~ ~ ~
A ~ ~ ~ A ~ LAND COVER ~ , ~ 1 ~ sTURe~ oPE ~ M ~i tDISR1R8ED OPEN SPACE 0.6 1.89
MANAGED OPEN SP ~NAGED OPEN SPACE: w ~ ' a
r ! ~ 1 ~ GRASSaJ1NDr9CAPll ~ ~ ; ~V ~ \ ~ IMPERVIOI!<SAREA tA:iSaJ1ND6CAPING 12 204 O N ~ n PERVIOUS AREA 21.2 a ~ U
~ 1 ~ ~ ~ TOTAL )TAL 3. ~ ~
~ ~ ~ ~ rn
` i ti ` NITROGEN LOADIN( ~ ~ 1 ,1 ` \ \ TROGEN LOADING RATE 0.83 0 ` . ~
~ ` ~ \ 1 ~ ~ ~ ~ PO8T~DEVELOiiENT
~ ~ ~ ~ A EXPORT EXPORT 2
i ~ ~ ~ • ~ ~ ~ ~ ~ 1 - \ ~ LAND COVER COEFF. FROM USE o JID COVER LBSIAClYR LBSIYR N
_ _ ~ A i j ~ ~ ~A uNasnxsBED oPe . ~ i I I ~ ~ \ :'7 ~ v IDISTl1R8ED OPEN SPACE 0.8 1. ~
. ~ ~ ~ MANAGED OPEN SP UVAGED OPEN SPACE: ~
GRASS~AlDS(`,APII IMPERVIOUS AREA tASS~AiDS(`,APING 12 w t' PERVIOUS AREA 212 25. w
TOTAL )TAL 27. ~ ~ 0
NITROGEN LOADM( LOAD AFTER 81ORE TROGEN LOADNrG RATE 8.14 REVISIONS TAD AFTER 810RETENTION 429 a i
LOAD AFTER RIPAR TAD AFTER RIPARIMI BUFFER 3.01 MUST BE LESS THAN OR EOlllll TO 8 - OK ° v
LOAD OFFSET BY P~ z TAD OFFSET BY PAYMENTS NA o
FEE AMOUNT :E AMOUNT NA v
A o t O n.
s N U)
U
ALTERNATE CALCU .TERNATE CALCULATION o ~ 3 TREATED UNTREAT® ~ i
EXPORT EXPORT EXPORT ~ ~
COEFF. FROM USE FROM JIBE $ E
LAND COYER UNDIS111R8ED OPEI J!D COYER LBS/ACIYR LBSIYR Lt3S1YR IDIS111RBE0 OPEN SPACE 0.8 1.09 3
MANAGED OPEN SP WAGED OPEN SPACE: o
GRASS-IJWDSCAPII tASSaJINDSCAPING 12 0.8 0 ~ PROJECT A: 03437 DATE: 04/19p4 v
IMPERVIOUS AREA TOTAL PERVIOUS AREA 212 25.44 0.00 ~ ~ ITAL 28.04 1.09 ~
DRAWN BY: WF CHECKED BY: m
NRROGEN LOADIN( l'ROGEN LOADING RATE 15.32 y TITLE
LOAD AFTER BIORE LQi1DAFTER RIPARI ND AFTER BIORETENTION 10.72 YIDAFTERRIPARIANBUFFER 7.51 GRAPHIC SCALE ~
LBSIYR srrR 12'76 1.°92 RT(1RR't'F1VTTnN
LW/TIVAI. C/T WA. J.LV AYCWK7C MU11 M LtbJ I MAN UK LWAL I U ti - UR 0 5 10 20 WD OFFSET BY PAYMENTS m
LOAD OFFSET BY PI FEE AMOUNT BASIN a, E AMOUNT NA ~
o
( IN FEED) rq sum J,
v 1 inch = 10 ft y a
U m
C2,90 v
ri

• ~~~~co E vo~1~o 0
GRAVEL & RIP RAP BASIN 3r-~ON ~
STRUCTURE DRAINAG DENUDED SIZE WEIR VOLUME VOLUME ~ ~NOO ~ v~ I I -
# AREA AREA WIDTH LENGTH DEPTH* LENGTH REQUIRE PROVIDED a, v o0 00 ~ ~zl~l~ cn
(AC) (AC) (FT) (FT) (FT) (FT) (CF) (CF) ~ cn co ~
o ~I I ~
1 3.2 1.6 30 45 6 0 5 670 6 750 ~ ~ L~~s N v~~ U
~ U ~
'INCLUDES 1' OF FREE BOARD. O - x ~
~ O ~ v 3 r~
•
_ ~
~ ~ a~~ ~ 1~ _ Fence AiC~nr) ,.'r~pni(~ ,~;r~ -
~t? t ~
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\ 1 v ~ ~ ~ ~ ~ ~
L `

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l AA77 \ / -
i ~ $ r '~~:kvJO N ~
'v ~ ~ / W \ ~ ~ i L A ~ N ? ~ , i A
+o ~ g ~ kry
/ 415 1 ` ~
- SE v i PRELIlVIlNARY NOT
~ } , ~ ~.I 416 I !r~"' ~ - RELEASED F R 0
~ ~ ,rl ~i ~ N , + ! 101 CONSTRUCTION ~ 1 -
r' ~ ~ ~ ~ C ~ l
~ i I ~ ~r f ~ ~ 1 I 7 f I i~ if V! ~j 1 /
i i ~ ~ ~ I ~ i / / ~ , ~ ( ~ Sy, ~ `,l
/ n ti ~ ~ E w , ~ I E s - - ~ . ~ ' ; 1 ~ I ~ i ~ ~ t ~ ~ 422-----''._".ti..l~' ,l ~ ~ f
9 1 ~ i ~ ' ' r- _J _ / ; ~ A 1~ /
3 I / ---F-- Y 4 ~
~ ~ i 4i~
- --_______.f a
l ~ ~ ~
~JJ ...~_L._.._~.._t...~~_- t o ' ss• ~ i ~ o w CB 2 a~
I~ ~ ~ ~ ~ ~ 1!5 ; / , , V a~ ~ ~ A _ ,
- - 1 ; , ~ , ~r - - _ _ - ~ z r { E9
'c _ _ s ~ ~ , ~ ~ x
a n ~ ~ ~ a !,,i a y b
~a : ~ L ~ ~ ~ ( slLr FENCE Sf ~ I i 1~ H ~ ~
TREE PROTECTK>H FENCE TP TP ~N U R i ~ 8 _ r+., I ~ u ~ ~ ~ f. N _ I', ~ •rl N ~ ( Face f~1
- 1 r NATION aVERSKIN DITCH TD ~ C ~
LIAGTS OF CONSTRUC110N ~ . . ~ f ~r i t dJa ` . ` / 4 ~ la b ~~ll [/~M
- - f: ; s ~ ~ cc o ~ ~ H M ~ ~ ~ 3
f ~ i ~ ~ ~
l~` - i ; ; a ~ ~ c7 ~ ; ~
i~~ ~ CUSTOM BASIN ~ _ „ ~ x ~ b~
~ CB 17 T ~ z ,d v1 ~
CD 1 f n~ ~y ~
N ONTROL NOTES: ~ ~ EROSI O C ; , ; ~ , ; / r ~ o a
~ i ~ AREw . 2.~ AatES ~ i ~ o ~ ~ ~ CONNECT EXISTING z ,r ~ ~ ~ ~ a ; It ~ p N
Z SURFACE . ACRES CB 12 ~ .F 1~` 3. TOTAL AREA ~S3 ACRES , S ~ ~ 18 RCP TO CB 4 ~ ~
4. REFER To sHEEr c T.o FOR ; ~ ~'t JB 18 W •rl ~ ~ 3
sTORw wAtm ~NSrALLAnat saEDt~ ~ ; IOBA N \ ' V ' , ~ ~ ~ ~ I a TREE FENC#IG slue BE t~A ~BY ! ; ONh, EL. ~40~:50 ~ _ ` o ~ o ~ N o
owNER AND oonTRACTOR i ~ L. `404~Q0' ~ ~ , ' i ~ ~ 6. sE~INC SaEDU<F ANO SEED BED PREPARATION ~ ~
ARE sHOwN aN DETAIL SHEET c B.a ~ ' ~ I , 1 \ . ~ ~ i ~ 1 CB 4 ~o \ ~ H
7. OONiRACTOR 10 INSTALL tNIET CONTROL AS PER ~ ~ 415 oeTA~L oN SHEET c e.o As rE~Y. ~ A ~ 4 C_"`__ ~ jl ~ ~ 425.35 0 ~ CB 6 ~
d s~ oR cr~?hR stuLL eE sTABAUZm I ~ ~ w/ FORTRACK ~/20/2o GEOGRtD PER MFa _ ~ ~ / , ~ ~ 426 _ - _ ,jam = ~ ~ i w
OR APPROVED EQUAL ~ ~ ~ ~ , ~ STORM PIPE ~ ~ ~ ' ~ ~ ~ ~ /ice ~ ~ ~ ` t ~ ~ ; ~ t ~ INVERT 24'R ~ ~ CHAIN LINK N ~ ` , , , FE CING ~ ~
~ ~ ~ ? ~ n~vERT ss ~ TO MAT 'R~ Aqy Q , CH EXISTING 1 ~ o i
SI NOTES ~ ~ ~ i ~ , GENERAL ~ , , , , ~ a I I l I ~ a ~
NSPEC110NS, % ~ ~ , ti ~ 1 ! ~ ~ ~ I 1 , SHALL OBTAN AND PAY FOR ALL , ~ I I ( J I 1. THE OONIRACIOR ; , 1 ' ~ 1 , ~ i ~ 1 ~ / ff 1HAT YAY ~ REQUMiED. \ ~ ~ ~ s f ~ I I i i I 1 L -.1 ~ Vl
CERTff1CATKNIS, EQUtP1E?!T, ETG ; 1 , ' I 1 I ~ ~ ~ ~ j ~ 1•i ~:I`i`~~~~~,' X408.8 j 2 THE OONIRACIOR SHALL NOTE THJ1T 1HE ORANYICS ARE ~ ~ ~ ~ \ , ~ , ~ I I , ; ~ ~ ~ ~ I ~ ~ ~ D
SCHEMATIC M NATURE AND DO NOT SHOfr EVERY OFFSET. ` r','~, ` 4 ~ ..\\~~~.,1 1, ~ ~ ! ~ ~ ~ 1• j ~ ;~U ~ FORA 1 ~ 1 ~ I~ j ~ , ~ M ~ y ~
TRANSITKIN, FiTir16, ETC. THAT MAY BE RE'QIIMlED r ~ I f , , \ i ' l I 1 : ~ ~ ~ ~ ~ I 1MIf 1i ~L ~ 1MYV~V ~ ~ } ~ 1' \ '1 l1 ~ \ ~ 1 { 1 i ~ ~ O
1 AND or~t asaNM ANY Ram ~ nE r ~ r, ~ ~ \ ~ ~ A~ \ ~ s. ~ Er~mt ~ ( 1 ~ ~ , ,A ~ 1~ ~ . x , 1 ~ I ~ ~ ' ~ REVISIONS 3 o n
coNSTRUCnaN MEANS ANn MEmoos AssoaATfD rrtni TIE ~ ~ A , ~ ~ ~ A ~ ~ s `f , 1 PROJECT AS SET FORTH N TfESE PLANS ~ . ~ . ~ r., ~ ` ~ ~ ~ A~ ~ ~ ~ ~ . ~ 1 f ~ ~ ~ x ~ ~ 1 1 0 ~
~ ~ y~~y \ , . ~ ~ ~ / ~ 415.04 caNTRACTaR sI+ALL MAMTAM AN u Buu• SET aP ~ a 1~ A,,., ~.'~y ~ ~ ~ I i ~ ~ , 415.04 ~ ~ 1 ~ ~ 1 z ~ ~ ~ o
DRA1tMtGS TO RECaiD TIE E%ACT LOCA1i0N OF ALL PtP11G 1 ~ `~.A A ~ To TIE A \ ~ , , l rrlNCS SHALL eE avEtt ~ PwoR Ta caNC~AU+ENr. oRA \ i ~ < , ~ ~ ~ ~ U 1 ~ ~
ENGMEERR UPON OOMPLE110N OF TIE PRQECT TN1H A COPT OF ~ , , r ~ , ~ A A ~p ~ ~ , i ( ~ _ ~ ~ EXISTING BIO RETE THE TRANStnrTAl ~rrER ro THE orrrER. ~ I ~ n ~~v ~ ~ i ~ ~4Q8.83 'v ~ ~ ~ o ~o ING BIO RETENTION BASIN l ~ ~ ,II ~ ~ o a
~ ' I A~~ ~ \ ~ V V / ~ ~ . 1 ' ~ 4t~ , , t ~ ~ ;,~.1:?~ w 317.88' (see plan b rice and associates • ~ ~ ~ 11 , ~ ~ o
S ~ DEPARTURES FROM THE SPECIfTCATK>fIS OR ORATtRICS ARE ` , • \ \ ~ / , 100 yf. e I . 317.88 (S DETALS OF SUCH 1• , ~ ~ ~ ` \ ; , ~ ~ OEEME4 lECfSSARY BY THE OONIRACTOR• t I \ ~ v ~ ~ 1 ! ± ~ ~ ~ v ~ l ~ i
ARTURES AND REASONS THEREOF SHALL BE SUBMITTED 10 ` ; t ~ ~ \ ~ ~ ~ n~iE ENaNEER Fat REVEw No DEPARTURES FROM 1HE caNTRACT F+ ;r `~~t ~ A, i 1 ~ ~.A\~ ~ ~ z o 1~~~ + ~ j ~ ~
rs sruu ~ MADE rMTHauT nE r~ PEaussro~ ~ S \ DoctrMO+ a: nE owiER. 1 ~ ~ v \ 415 % ~ _ 1 1 ~;i I ~ i
~ ~ ~ C ~ ~ A ~ a TIE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PRE1tISES ~ ~ 0 ~ ~ t V A , V ! ~it~~ ~~;I ~ a`"i i I ~ ~ E
FREE FRaM AccuwuanaNS aF wASrE MAIE~ALS aR Ruee~ cAUSm 'Ai ~ ~ v A~. ~V BY ?rs E?~oYEES aR Ms woRK. ALL DEBRA stuLL eE ~ \ A ~ ~i E. o r._..-.---~1' a20 ~ ' ~ ~
A DALY BASIS. ~ , ~ ~ RE]IOVED FROM THE PROJECT SiZE ON ~ ~ 1 ~ V. , ~ / ~ ~ ~ i,tri 3
r> ~ ~ ~ ~ A e..---~~ ~ ~ I PROIECf 03437 DATE: 04119p4 v
.--``~i ~ ~i l ' ~ ~ DRAWN BY: WF CHEC(~D BY:
STORM NOTES ~ ~ ~ ~ ~ ~ ~ 4, ,a ~ \ A
1. ALL ON SITE DRAINAGE SYSTEMS TO BE PRTVATELY WI~lTAkED. \ ~ \ s \ , ~ ~ - _ - ~ K`,- . ^X„„ ~ ~f f r Y r~Y~_y~~'`f ~t °Y~ ~Y ~~r
SHALL INSURE A M~tRUM OF 1' of COVFR OVER \ , , ~ ~ ~ PPfS ENTFRINO STORM WATER PONDS n,-,-~'~no ~ ~ ~ / i r ~
~ \ \ ~ \ ' \ i ~ ~ ~ a c~>c>nn?,r>c~rr a L'Dl1CrTl11?
?7D1/LiY1L1-4 1 OL LAV?71V1
3 COgS7RUC110N OF 510RM SEWER SYSTEM SHALL COMPLY WITH CITY OF RALEIGH STANDARD SPECFICAnONS. GRAPHIC SCALE CONTROL PLAN
0 15 30 60 a a.
MAINTENANCE SHEET rn
INSPECT CONSiRUCnM ROADS AND PARIONG AREAS PERIODICALLY FOR CCONMION OF x m v~
SURFACE. TOPORESS WITH NEW GRAVEL AS NEEDED
SEEDED AREAS FOR ERO®ON AND SEDNQRA110N AFTER RUNOFF-1410011CNG RAMS MAINTAIN ALL VEGETA11011 N A HEALTHY MOROUS CONDIWK SEDWENT4WDt f G AREAS SHOULD BE TREA1m NIEDIAnl ( IN FEET) C3.0 1 inch = 30 ft @
0 r%

UPSTREAM STRUCTURE
UPPER LOWER TOP DEPTH STRUCTURE • >,co r~ ~ co ~ ~o~r~0 0
FROM TO SLOPE O1A. LENGTH INV. INV. ELEV. STD. DETAIL PNI IFTI IFTI IFTI fFn IFTI ~r'~OcV U
~ ~NOO ~ o~ I I -
CB 1A CB 1 1.04% 48 25 413. 413.24 420.07 6.57 CIINCD T 840.01 CB 1 CB 2 0.89% 48 103 413.04 412.12 420.04 7.00 CIINCDOT 840.01 ~'~v00~ N
CB 2 CB3 0.90°10 48 100 411.93 411. 424.02 12.09 CIAVCDOT 840.01 ~zl~f~~
CB 3 CB 4 0.51% 48 8 410.83 410. 427.50 16.67 CIAVCDOT .01 CB 4 JB 5 0.53% 48 17 410.29 410.10 430.82 20.53 CIAVCDOT 640.01 a TI I o
JB 5 JB A 1.12% 46 17 409.66 409.6T 425.50 15.64 JBAVCDOT 840.31 LEGEND ~ 6'
CB 6 JB A 8.00% 12 19 422.52 421. 433.00 10.48 CIINCDOT 840.01 ~ U~~ U 'S ~
CB 16 CB 17 5.00% 12 88 411.86 407.46 418.12 6.26 CIMCDOT 840.01 EXIST. STORM PIPE O ~ ~ x ~
CB 17 CB 12 5.00% 12 51 407.26 .71 414.1 6.86 CUNCDOT 840. 1 O STORM PIPE ~ ~ ~
CB 8 CB 9 1.00% 12 90 408.26 407.36 414.95 6.69 CIAVCDOT 840.01 • ~
CB 9 CB 10 1.00% 12 62 407.16 412.79 5.63 CIINCD T .01 CB 10 C811 1.00% 15 71 406.34 405.63 41 .96 4.62 CUNCDOT 840.01 CATCH BASIN
C811 CB 12 0.50% 24 83 405.12 404.71 409.50 4.38 CIMCDOT 840.01 CB12 JB 13 0.50% ?4 116 404.51 40 .93 411.5D 6.99 CIAVCD T 640.01
JB13 FES 14 0.50°/a 24 46 403.73 403. 418.00 14.27 JBINCDOT 840.31 AREA DRAIN
C8 7 CB 10 1.50% 12 26 406.9 406.54 410.94 4.01 CIMC OT 840.01
CB 15 CB 11 0.80% 12 25 405.83 405.3 409.50 3.67 CIMCDOT .01 JUNCTION BOX
•
RIB JB 18 5.54% 36 26 409.26 407.82 417.64 8.38 EXIST. RISER JB 18 JB 19 2.27% 6 407.2 .12 423.20 15.58 BAVC OT . 1 FLARED END SECTION
JB 19 JB 20 8.00% 36 .9 401.68 419.50 13.56 CDOT .31 JB 20 JB C 5.30% 36 91 401.46 396.66 409.00 7.52 JBAVCDOT 840.31
NOTES: 'STRUCTURE SCHEDULE
1) CB = TOP OF CURB ELEVATION NCDOT 840.01- BRICK CATCH BASIN
2) PROTECT INLETS PER STND.14 NCDOT 840.31- CONCRETE JUNCTION BOX FES-CONCRETE FLARED END SECTION
_
- a
. _
- ~ _ ~ ~ - _ ~ .
~u ~ ~ _ . ~ pF _
, ~ ,t _
.
, y . _
. < 5 ~ < , - _
~ ~ti -

~ . x ~
~ ~ _ N011 ~ _
~3S ~.IIT b11~ ~31b'M . _ ~ ~ _ _ ~ _ ,f _ .
~ ~ ~ ~ t
b0010~ ~ - add ~ q
~ _ LLW - _ Y.- _ ~ - ~ ~
Oar ~(7~dd1.~ ' ~ - . ~ , ~ ` TM~ w , _ _ ~
< _ _ - ~ CIO Sri __'?'zr- - t
~ `ti - . - - p~
~ _ . _ _ ~1 3R _ ~
~ ` '`4.35K _ _ ..M.-- 40~~6, , ~ , I~ ...a. _ Z..iO f `x , p p CB 1 A ~ 23071 CDSXU B _ -
, v ~ ` 9 , ~ v 5'' 407.81 ' A ~ - > o , / _ .k.._- A ~ A ~ ~
~ - - '4.358 ~ - w ~ I w ~ ~ PRELIlVIINARY NOT f ,
r. ~ R ~ ice. 404-.. ~i 41 13.00-. ` M~0 RELEASED FOR 1300 ° 13.54 1
~FFE ~~-r- - ~ ~ ~ : < A ` , T"~"~u 4,s 41 CONSTRUCTION ~
~ vP~'~ ti - n ~~B 7 ; pax 2.,7~ SE - ' ' ~ ~ ~ • .OX 2.17X 2.64X ~.r 41~'9S ~ ~ .~y ~ .
~ 4 ~ ~ ~ 4136.,x, - 4_~,c 3.88! ~ ~ 4136 + 414,,2$„„x: 416: r
~ ~ ~ IN I
~ CB ~ ~ KEY NOTES ~ ~ ~ 3 i ~ 417 f ~ + ' ~
410 ~ ~ ~ GAR. EL GAR I _ I 413.44 414.1 . , . EL. GAR. EL. ~ ~ 1 414.78 i EL GAR. El.,` ~ ~ ~ ~ 1 .44 414.11 3 J: , , 418.83 ~ 417.96 ! ~ `CAR. ELf i ~
A EXISTING 40' CITY OF RALEIGH SANITARY SEWER EASEMENT - - - _ ~ ~ r ~ ~ ~ -`_--z A 3.43 f W $ ' ri : ~ i ~ 414.78 ~FFE ~ ~ 419.29 'i v-; ' ~1 F , 44.78
~a ~ - s B REMOVE EXISTING STORM PIPE ~ - - _ ~ r ' ~ _ ft _ } ~ F ~ t f~ ?
g - ) , - ~ O , , ~ . r ^a. < „.r v-. ~ t~
C EXISTING RETAINING WALL TO REMAIN ~ _ ` i f~~C39 ~ -~i. i - i - ~ ~
D REMOVE EXISTING RETAINING WALL j / _ ~ - ~ sxr. 1 _ ~ - ~i4 - ~~4 9.85 ~ r . ~,y % - _ t Q~
RETAINING WALL DESIGN BY OTHERS ~ % ~ y-%~ r~` % ~ ` ~ ~ - PROPOSED i I ~ r ~ ~ r 1 wM m '414. ~t _ a , _ _ 7 _ _ _ ~ . ~ _ I~-~i
" ~ ti~ ~ F EXISTING CB TO BE CONVERTED TO JUNCTION BOXES ~ E ~I r .o ~ ",ibis,'. _ r o
r 3,0% , o ' 4d9.5D ~ ~ .i ~ 1.09 o ;..~.,1~- w ce 2 a _ a ~ a . ~ O
1 ° ~ , _ ~~3 i _ _ ` j - ~ b O m~ r' 423 - - _ - _ _ . .a ~ ~ a rt
+ .141 ~.2 - ~ . yy
. I ~ r o; w& ~ F ~---~t ~ ~ a~ , ~s ~ - - . ~ , _ ~ aj
_ . , _ w m ,~'I' 4.34% a a ~ .O _ ,f ' ~~'s ~ - 4.6.43 ~ ~ , ; ' ' ; 1 A r _ _ _ - - - _ _ _ _ _ w . ~ t/1 Q~ t l ~ ~
y - A _ ~ _ ~ ~ _ - t , - <ri GAR EL GI ~ - . i 4 ~ ~ a M GAR EL GAR. EL : 417.75 ~ x.19 s=~/42Dgg B 42X.53 z 0 cC O _ . . 418.42 7 ~ ~ F a,#,..n_.,
~ ..t... J ~ f; 3 l 41509.. - r _ , R - 410.09, - ~ - ~ _ ~n.~~~. x ~ _ - - ~ - ~ ~ Face ~ !-1
- ' ~ ~ C RVATI ~ ~ ~ - i . ~ J1 ~ • . 45.9?~~ +...417.25 ~ a 41 ~ 420.36' 421.03 ~ i ~ ~ ~ V~1 !~I a
` ~ ~``"i 5.5870 ? x r `i i ~ 3.78X ~ 2.21X ~ ;3 ~ ~ 9~7fi ~ i 3:50X° y
-r_•_ i ; . . . i ~ 431` ~ ..s - . ~ ~ 4) ~ o
~ t - - ~ - . _ ~ - _ L-~- - + .00 r - - -r ~ z e ~ ~ r } , 18.2 ~ 1 19.24 ~ 420.38 ' I . ~ 4-r ~ ~
4 ,JB 20. I 4 T _x,. . - - ~ _ ~ - ~ -
~ ~ ~ 4 - , . .w ~ _ _ , ~ N~ z _ v ~ j ? J z / ~ ~ a n 0 ~ ~ O
. - 3.1371 / ~ . ..y ~ ~ ~ 4.5X N r,y h+1 cv f i , ~ ~ O N
X _ ; - - _ a 1 ~ ~ ~1 ~ N _ CB 1 4AX ~ c~ M 4.OX 15 15X ~ ~ _
, _ - t CONK a ECT EXISTING a ~
' CB 12 o N ~ o° 419.24 2o:~a-....- 18 RCP TO CB 4 a ~ U N
:r; `•,FE~~ 14'~ v~ 5 E.,.,
. ; ~ ~ JB 18-,~._~_. - ~ ~ ~ _ . . ' - ' ~ 3.35X 427.2 _ _ . - _ _ . . x a\ . 1~
'~IOBA~IN ~ - i OMB EL -.40~~50 - - n - - 3.aes ~ 3.99X : ~ F ~ ~
t ~ s _ L 404. - E _ , ~ ~ 4 ~ ~ w ~
is ! - < t . ~ _ 4~ 1~~ + 421.66 + ~ E:~ CB 4 z
i v \ l ' s ~ . CB 6 ` GAR EL I GAR. EL'i GAR. EL' a26 ~ _d-. F ~
AL SITE NOTES ` a I , ~ ~8 . _ GENER / - . - ~ V 422J 6 _ - . ` r 419.50 420.83 - ~ v, - - ~ ~ d E ~ ~_~k-- x
PAY fOR ALL BVSPE ` 't STORM PIPE INTf.~$~CTI~M1I: ` ~ 1. 1HE CONIRACTDR SHALL OBTAIN AND CTKAVS, `°t., K FrNCINy' ~ ~ ~ ; CHAIN LIN G.., MAX FFE F. 3 'ING . ~ ~ 423 42 v: ~ w a ~ g w
CERnFlCARaIS, EQUIPMENT, ETC. THAT MAY ~ REOIIRED. ~ , ' INVERT 24 RCP 4p4.22 . r - ~ / , TO MATCH 1=XISTING INVERT 36 RCP=40TQ7 2. THE CONIRACIOR SHALL NOTE THAT THE DRAWINGS ARE o ~ ~ , NG . , O W
SCHEMATK: 61 NATURE AND DO NOT SHOW EVERY OFFSET, ~ ~ ~ ` -4 ~ ~ 7 r~ - _ _ x o _w -
TRANSITION FlT11NG, ETC. THAT MAY ~ REQURED FDR A ' , ~ COMPLETE AND WORKING SY51EM. w i - ~ JB 5 ~ REVISIONS ,
~i i R , - 3. THE ENGINEER AND/OR OWNER DISaAWI ANY ROLE M 1HE ,,,"s H ' ` ~ ~ - ` ` ~ - - ~ O a y pS - x ~ _ ,
CONSTRUCIK)N MEANS AND METHODS ASSOgATED MATH 1HE \ ~ j PROJECT AS SET FORTH IN 1HESE PLANS. '1 ' 1 i - ~ a r~`;. - E o B ;~_~_,w~,~~' '~;i~ h z _ _ -
- ~ ~ ~ 4. CONTRACTOR SMALL MAINTAIN AN AS BUILT' SET OF ~ ° ~ ~ _ _
DRAWBrGS TO REC01~ 1HE EXACT LOCATION OF ALL PIPING 1 - ' PRIOR TO OOMCEAIMENT. ORAWBVGS SHALL ~ dVEN TO THE • ; ~ " .Y. ~ J~ :A A
ENGINEER UPON COMPLE110N OF 1HE PROJECT WI1H A COPY OF ` :~~t ~ ' THE TRANSANITAL LETTER TO 7HE OWNER ~ , , _ ~ v' ~ o ~ I
~ r ; 5. IF DEPARTURES FROM 1HE 5PEC6TCA110NS oR DRAWNNGS ARE ~ ~ 4 < i , - ~ x ~ . ~ '
DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH ~ ;4.,~. ! < i _ W a t z a ~ ~ ~ o
DEPARTURES AND REASONS THEREOF SHALL ~ SUBMITTED TO ~ f V FROM THE CONTRACT < ~t ,4 ~ ~ EXISTING E THE ENG68iEtt FOR REVIEW. NO DEPARTURES EXISTING BIO RETENTION BASIN , , ~ ' ! V ~ a
DOCUMENTS SHALL BE MADE WITHOUT THE WRITTEN PERMISSION ~ 4,~, { aF Try owNER ~ , ~ 1 ~ ~ 100 yr. el. 317 yr. el. 317.88 (see plan by rice and associates},, t ~ ~ ; ~ j G ~ ~ v
6. 1HE CONTRACTOR MUST, AT ALL 11MES, KEEP 1HE PREMISES ~ ' , ~ , : ; ~ . r ..w ~
FREE FROM AOCUMULATIONS OF WAS1E MATERUILS OR RUBBSH CAUSED ~ F BY HBA, HIS EMPLOYEES OR HIS WORK. ALL DEERIS 5HALL ~ ' ~ _ ~ ~ j ~ /s ` ` \ "°a~. ~ ~ o ~~_1---- _
~ ~ , REMOVED FROM THE PROJECT SITE ON A DAB.Y BASIS. ~ ~ ~ `;`1 ~ y ` . i , ~ ~ ~ r..,/'',.---"- '',~;~~'r~ o~i PROJECT#:03437 DATE:04/19l(?4 v _
< ....y i " . _ . w - - _ 6
h w t v ~ 1 < y ti ~ i \ l ~ _ - _ „t , _ ~ i w - . _ . _,..,.m . . P , - - . ,r 1
.w...-- ~ s- ~ - _ . ~ 6
STORM NOTES ~ ~ ~ , ~ ~ _ i TTTT.E _ / j ~ ~ _n r- / / Mi
i. ALL ON SITE DRAINAGE SYSTEMS 10 8E PRIVATELY MAAVTABIm. l ` ~ ~ \ C7 - ..,-„s. l ~ ~ ~,a r a ~ " _ - ~ ~ ~ _
. _ 2. CONTRACTOR SHALL INSURE A MINIMUM OF 1' OF COVER OVER ~ ` _ ~ - _ PIPES ENTERING STORM WATER PONDS. ' • _ ~ - , M r ~.i ~ a RAD . G ING & STORM l
~ < _ _ b ~ ~ T-`~" u . , r ; , , r.. r , t GRAPHIC SCALE RAINAGE PLAN t D
3. CoNSTRUCTKM~I aF STORM SEWER SYSTEM SHALL COMPLY WITH j _ z
CITY OF RALEIGH STANDARD SMCIFICAMONS a o 15 30 60 a d
w j (n SHEET U)
MAINTENANCE IF x
INSPECT CONSTRUCTION ROADS AND PARKING AREAS PERIODICALLY FOR CONDITION OF IN FEET
SURFACE. TOPDRESS WITH NEW GRAVEL AS NEEDED. CHECK ROAD DITCHES AND OTHER SEEDED AREAS FOR EROSION AND SEDIMENTATION AFTER RUNOFF-PRODUCING RAINS. U c 1,00 1 inch = 30 ft.
MAINTAIN ALL VEGETATION IN A HEALTHY, VIGOROUS CONDITION. SEDIMENT-PRODUCING AREAS SHOULD BE TREATED IMMEDIATELY. 0 L a

.r ' , . r" .rte - ~ .r • ~~~Lnco ~ oo~r~o 0
- W " : r ~~-~ON U
L~_I , , _ r- L ~NOO ~ a~ 11=
. _ w . . - - " tf ~'~vo0a0 ~
~ , " ~ ~z~co~ F~ ~ ~
i ~ t~ ~ - - - o ~I I ~
~ r r. _ _ _ ~ ~ N C7~~ U
t C~ ~ - s • _ f - ~ U 3
= _ - ~ O - x ~
~ , " ~ O ~ ~ 3 ~ ~
r ,f ~ ~ : _ r~.. Bio~R~ Bio-Retention Calculation - Torrnhomes al Falls YNa~ ~
s - Bio~tetention Calcr~ation (conYd) - Townhomes at Falls Village
. - ~ ; " d f` Pos~dev p nt 6io- - - ela me re ~ r _ - :development bio-retention drainage area = 1.70 saes
't , ° i r r - s. x„~ s r F r ~ ; Breakdown of Drainage Area Check 1 yr Stann Detention ~
i ~ 1 ~ r L~INidgO.i~
E ~ 1 ~ r - , ~ Drains a Area ~ ~ Determine Pre-Development 1-yr Storm: Site is: 0.00% impervious CN = 98 Drains a Area Area aces 'C' Value C x Area 100.00% openAawn CN = 70
_ ~ f - F ~ mpervious pndudes future dev~ s ~ Open Space I Lawn (indudes future developmenq 120 0.95 1.14 0.00% wood CN = 70 0 den Space I Lawn 0.50 0.30 0.15
.y c ~ Wooded Wooded 0.00 0.20 0.00 Composite CN = 70
. ~ , f , ~ ~ r~ _ . o ~ ~ ~ TOTALS: 1.70 1,29 aces 56192 sf Precipitation = 3.00 in
~ I S = (10001CN -10) = 4.29 in ~
r - ' r' Size Bio-Retendon Pond i ~ n f ~ndon Pond
~ t Sand Bed Indude - (P - 0.2S)z Sand Bed Induded in Pond? s (YES OR NO} IfYES, Size = 596 of Total CxA Runofr = p + 0.8S ( )
, i If N0, Size = 7% of Total CxA = 0.71 in
Required Size = Required Size = 2,810 sf
r' Determine Post-Development 1-yr Storm: Site is: 70.59% impervious CN = ~
" M S1ze Provided = Size Provided= 2,900 sf 29.41% opeMawn CN = 70
0.00% woods CN = 70
U,,, Check Quanfi~ of Runoff Entering N of RunofF Enterma Pond Composite CN = 90
x:,~ . M 4 Recommended Maximum Quo = Precipitation = 3.00 in led Maximum Qto = 5 cfs S = (1000/CN -10} = 1.14 in

rt ~ . ; f Q10 = CItDA wflere: where: c = 0.76 (composite from values fisted above)
,ti I = 7.22in1hr assumedworstcase Runoff= (P-0.2S ro ( ) (P+0.8S)
, A = 1.70 aces = 1.9fi in
Quo- 9.31 cfs 40 = 9.31 cfs > 5 cTs NO GOOD Rate of InlNtra6on Volume to Runoff Volume = 0.52 (as~me sandy loam for plant bed)
~ ' ti 1.98
D Check Vdodly of Shea Flow Enti lv of Shera Flow Enterma Pond 0.26 (VS111,)
X ` i j ~
° Channel Dimensions at Point of E s - 9 t _ Fran Figure 6.1 of TR-55 Manual, Ratio of Peak Outflowto Peak IMlow = 0.27 snsions at Point of Entry: height or helgftt = .33'
pert right whMh = ZA' = 73 % Reduction sioPR wirnh slope fight ~ = 2 :1 in 1-yr Storm
~ ti ~ ° left sl = 2 :1
. - i " Area of Flow, A - .87 sf Post Runoff Through Pond = 0.53 in < 0.71 in OK low, A = .87 sf Manning n = 0.013 (pre)
- Channel Slope - .01 ftlft I Slope = .01 tlft
• ~ Vio = 4.56 ft?sec ~ j ; Vto = 4.56 ftlsec > 3.00 ftlsec 'Use Ap rap in channel to reduce vebcity
' ; ~ ~ F ~ i S
~
\ ~ ~
~ ~ ~'e ~ PRELIMINARY NOT
< ` ~ : < ~ / i a t < i [ ~ ~ ,
i ~ / RELEASED FOR
k CONSTRUCTION
`'1 .
~ ~ '`~i
~ _
~
. i
•`l ..l ~ ~
•1 i ` ~ ~ ~1 \ ~ ~
t i. 1 ! U ~ STORMWATER MPACT ~ ~
t i , : ~ 4
PRE-POST FLOWS 'E' o ~
a V1 ~ a O RUNOFF INTENSITY INTENSTY INTENSITY AREA FLOW-1YR 6HR FLOW-10YR FLOW-26YR ~ . ~ O
~ ` 14 ~h COEFF. (INMR) (INMR) (INAi#i) (Ac.) (CFS) (CFS) (CFS) a 0) ~ v) C I.1 I-10 I.25 A Q2 Q10 6t25 w ~ ~
~ ' EXISTINI ~ , EXISTING 0.20 4.5 7.22 6.7 2.82 2.54 4.07 3.78 a • ~
EXISTtNI r''~ 4.5 7. r ~ ~ EXISTING 0.30 22 6.7 1.7 2.30 3.68 3.42 , ~ ~ ~
POST DE' POST DE POST DEV 0.3 4.5 7.22 8.19 0.5 0.68 1.08 1.23 ~ ~ M c~ ~ ~ M POST DEV 0.2 4.5 7.22 8.19 2.82 2.54 4.07 4.62 ~ Q ~ O
W POST DE POST DEV 0.95 4.5 7.22 8.19 1.2 5.13 8.23 9.34 ~ M"'I 3 ~
t ~ ~ h--I ~
: . 4 F t ~i ~ _ { r F '~.,.yY ~ ~ ~ TOTAL PRE DRAINAGE AREA: 4.5 ACRES ~ ~ a ~
t : x• l l ! G ~ r 0 INAGEAREA: 4. ~ ~ 0 ~ TOTAL POST RA 5 ACRES ¢ tv ~ a q
f r~ \ Z a~ 3
( - t Y„ 3 0 4-+ ~ ~ ~ PRE DEVELOMENT 0
EXPORT EXPORT ~ ~ ~ ~
i COEFF. FROM USE o a O
` ~ ~ LAND COVER ~ , \ ti , _ , , ~ UNDISTURBED OPEC ND COVER LBS/ACIYR LBSIYR v ~ ~ ~ C~ m DISTURBED OPEN SPACE 0.6 1.69
~ `t ~ ~ ! MANAGED OPEN SPi w r+ ~NAGED OPEN SPACE: ' ~ . - a ~ a
GRASS-LANDSCAPI~ ~ ~ r ~ ~ J ~ ASS-LANDSCAPING 1.2 2.04 O N ~ o
m . ~ 'ERVIOUS AREA 21.2 a ~ V N TAL 3.73 ~ ~ ~
, _ TOTAL , ` ~ o ~
~ ~ ~ ~ NITROGEN LOADING j s~ ; 'ROGEN LOADING RATE 0.83 x ~
w - - o r ' POST-DEVELOMENT ~ z
~b. r -w i EXPORT EXPORT w
~ i - ~ r COEFF. FROM USE ~ o
~ 1 ! LAND COVER r a - t { ~ ~ ~ ~ ! ~ UNDISTURBED OPEC ND COVER LBSIAC/YR LBSIYR ~ N DISTURBED OPEN SPACE 0.6 1.69
~ ~ ~ ~ MANAGED OPEN SPi ,NAGED OPEN SPACE: H ~
GRASS-LANDSCAPI~ ASS-LANDSCAPING 1.2 0.6 0
IMPERVIOUS AREA TOTAL 'ERVIOUS AREA 21.2 25.44 ~ ~ TAL 27.73 ~ o
w ~
NITROGEN LOADING 'ROGEN LOADING RATE 6.14 H REVISIONS 3
LOAD AFTER BIOREI LOAD AFTER RIPAR6 AD AFTER BIORETENTION 4.29 i AD AFTER RIPARIAN BUFFER 3.01 MUST BE LESS THAN OR EQUAL TO 6 - OK O
LOAD OFFSET BY Pp AD OFFSET BY PAYMENTS NA o
FEE AMOUNT EAMOUNT NA ~ v
A o 0 a
a Y
N a
TERNATE CALCUI iERNATE CALCULATION o ° TREATED UNTREATED v Q
EXPORT EXPORT EXPORT
COEFF. FROM USE FROM USE a L
LAND COVER UNDISTURBED OPEC ND COVER LBSIAC/YR LBSlYR LBSIYR ~ s DISTURBED OPEN SPACE 0.6 0 1.69
MANAGED OPEN SPi 3 IVAGED OPEN SPACE: w
GRASS-LANDSCAPI~ ASS-LANDSCAPING 1.2 0.6 0 a PROJECT#; 03437 DATE: 04JI9/04 ~
IMPERVIOUS AREA TOTAL 'ERVIOUS AREA 21.2 25.44 0.00 ~ o TAL 26.04 1.69 ~ DRAWN BY: B : ~
WF t~CI~D Y
NITROGEN LOADING 'ROGEN LOADING RATE 15.32 ~ TI1T.E ro
LOAD AFTER BIOREI LOAD AFTER RIPARI, AD AFTER BIORETENTION 10.72 x ~ AD AFTER RIPARIAN BUFFER 7.51 GRAPHIC SCALE a ~
LBSIYR S1YR 12.7s 1.692 a o
LBSIYRIAC 31YWAC 3.20 AVERAGE MUST BE LESS THAN OR E UAL TO - K o s to BIORETENTION ~ 0 6 0 20
i non n~GCr:r Rv as on nr:GCrr Rv anveecarc ue I r I I . , . n n. r
FEE AMOUNT y v EAMOUNT NA DAWIN
vi o a L
IN FEET ~ SHEET
1 inch = 10 ft. Ir `3
x U
U C2,00 v O o
d

• >,co r~ ~ cfl ~
GRAVEL & RIP RAP BASIN ~o~~o 0 ~~~ON U
L ~NOO ~
STRUCTURE DRAINAG DENUDED SIZE WEIR VOLUME VOLUME ~ ~'~UCOaO N
# AREA AREA WIDTH LENGTH DEPTH* LENGTH REQUIRED PROVIDE ~ z I~ ~ ~
(AC) (AC) (FT) (FT) (Fi') (FT) (CF) (CF) N~ ~ co c~ ~ o ~I I ~
1 3.2 1.6 30 45 6 0 5,670 6,750 ~ ~
• ~ ~ o~ o~ U ~ U ~
*INCLUDES 1' OF FREE BOARD. O - x 3
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R - 404. ~ ~ A, _ _W~ B 1~fF~ _ . ~ _ - ~ , ~ - '~'z3s R
ON r , . 415 b,- - s _ ' L ARY N T
NSE~ ~ ~ / PRE IlVIIN 0
_..,..m.,.. 1 a . r ~ , , ~ i u ~^e~,M , t y, r ~ RELEASED FOR ' 416 - - ~
~ ti.. N ~ 4 . CB 10~ COS U l,r .emu ~ "c 1~! j ~.,.f
~t ~ - i d u. e i 410 k~ I 417 ~~F 1 di y nns
, . _ ' t ~ 1 , ) 7 > i : : s i 1 Ii ~ey>' i ~
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f ~ ' ~ ~ ,r: ~ ~ _ H °S ,.des _ 4" : "2 ~
-F~ ~ , , . k . , ~ . d x.t,.,.- xw.r,.,_..,..,_.~ O
g.. p _ _ GEN - - _ ~ , S ~ EC PU~I LE D . _ _ a - _ b-- ° F~ ` , a _ ; ~ ; a ~ bA p" o ~ ~
r a - , - r- - - - ~ ~ ~ a N ''d o
SILT FENCE ,5 ~ - _ _.~,.va, iF ~ _ ~ ~ , SF . ~ - w ,~7`~ t , ~ ~ n A ,.~.rF~_~,,~.,~~. _ a x_ ~ ~ _ Face
TREE PROTECTION FENCE ~ ~ ~ - ~ _ . . i , TP TP ~ BUF x , ON _ r DIVER510N DITCH 1D , ? / / - i ER ~ ~ ~ ` ~ w i ~ ~
C a , ~ ~ ,:n ~ ~ _ , ~ , LIMITS OF CONSTRUCTION ~ . . ~ ~ - _ "4as ~ - td ~ M
~ - r _ - t ~ i o ~ ~ ~ - a ~ . r ~ z p ~ o J 3 M
0 _ _ ~ ~ ; ~ zT _ vi I~ - ~ ~ ~ eaa _._w a y ~
a, _a j ~ ~ ~~0,. ~ a _ ~~,mM__._ .__.~m
x ~ v ~ ~ ~ o~
- CUSTOM BASIN " " _ _ s _ 'rte ~ ~o l ~ o ~
t ~ ~ r,. _ r , M , e , ~ r- ~ . - ~ _ _ ~ t _ _ - ` 0 ~
, _ T... 7 . ~ - ~ f ~ ~ ~ EROSION CONTROL NOTES. ~ , ~ ,
CONNECT EXISTIN z ~ ~ o ~ o a - n ~ r--I O N
1. DENUDED AREA = 27 ACRES f ~ o o 2 IMPERVIDUS SURFACE ~ 1.2 ACRES \ CB 12 18 RCP TO CB 4 ~ ~ o
3. TOTAL AREA ~ 4.53 ACRES FE S 1 ~ t°,. l 4. REFER TO SHEET C 1.0 FOR ~ _ 3 w
J STORM WATER INSTALLARON SCHEtwLE ' ` ~ _ - _ _ - ~-i a _ . _ ~ _ _ _ _ x Ri o N o ~ ~ V o
5. TREE FENCING SHALT. BE DISTALI.ED BY I ~ ~ , _ _ ~ , t OWNER AND CONTRACTOR MAINTAINED. TTOM4, EL ~40~50 ` -p.,.~ a N ~ ~ ~
ti f~ - 8. SEEDING SCHEDULE AND SEED 8ED PREPARATION ~ ` _ _f - 'EL. `~F04.Q0' ` xtE SHOwN aN oETal sHEET c s.a ' ' ~ _ , , - CB 4 a ,
- , t , 7. CONTRACTOR TO INSTALL INLET CONTROL AS PER ~ ~ ~ _ ` - - I F ; . DETAIL ON SHEET C 8.0 AS NECESSARY. s ~ x F - CB 6 _
a.- ~ r ~ ~ , _ , , , i r . 8. SLOPES 21 OR GREATER SHALL BE STABALQED ~ - . ~ ; _ _ ~ w .
. - W/ FORTRACK 35/20/20 GEOGRID PER MFG. ~ - oR APPROVED Eavu. ~ w_ STORM PIPE IN,TERS'~~'f~r - ` - w cn _ A~
~ ` ~ 'INVERT 24"R~~.~ ~ ` CMAIN LINK FENCING, ~w 4a~.~z' . _ ~ o t ~ ~ _ ~
~ • ' ' ~ ~ ~ TO MATCH EXISTING ~ ? INVERT 3B RCS- ~7~07.'' - , GENERAL SITE NOTES ~ ~ ~ , t. „ s~ ~ z - e_ . _ w, ~
1. THE CONTRACTOR SHALL OBTA81 AND PAY FOR ALL NSPECRONS, - o- \j , a w e, ~ 3 i ~g _ , , F
CERIIFlCARONS, EQUIPMENT, ETC. 1HAT MAY BE REQUIRED. ? , ~r-- ~ ~
2 THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS ARE ` ~ ~ ~ , SCHEMATIC IN NATURE AND DO NOT SHOW EVERY OFFSET, a W d. _ ~ ~ v, ~ ~ _ _ ,
TRANSIRON, FlT11NG, ETC. THAT MAY BE REQUIRED FORA ` COMPLETE AND WORKING SYSTEM. ` o _
- 3. 1HE ENgNEER AND/OR ONNER DISCLAIM ANY ROIF fN THE - t ' ' ~ ~i llP Y ~ ~ ISIONS _ - 0 a
CONSTRUC110N MEANS AND METHODS ASSOCIATED WITH THE ~ h ~ ~ PROJ<CT AS SET FTNi1H IN THESE PLANS. - - w JB , ~ o <
4. TRACTOR SH MAINTAN AN "AS BUILT' SET OF ~ - ~ . - ~ - CON ALL z y _ o ~
DRAWINGS TO RECORD THE E%ACT IACARON OF ALL PING - ~ _ U t . - i ~ 0
PRIOR TO CONCEALMENT. DRAWWNGS SHALL BE gVEti TO THE ~ ~ ~ . ENGINEER UPON COMPLETION OF THE PROJECT WITH A COPY OF EXISTING BIO RE1 i i Q t TING BIO RETENTION BASIN - " 1 o a
THE 1RANSMITTAL LETTER TO THE OWNER. i~,, i ' 7; ~ x , ~
~ 100 r. el. 317.88 5. IF DEPARTURES FROM THE SPEC~ICATKINS OR DRAWRGS ARE ~ ~ ~ _ Y DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH ~ ~ .w ~ , 317.88 (see plan by rice and associates);. r.~- _ o r < i
DEPARTURES AND REASONS THEREOF SHALL ~ S~IBMITiED TO \ ~ \ , THE ENGMIF.ER FOR REVIEW. NO DEPARTURES FROM THE CONTRACT j` z ~ F.~. ; , x ~ , ~ . Q
. ~ `v , , DOCUMENTS SHALL BE MADE NiTHOUT THE WRITTEN PERMISSION , , ~ w i ; w_m.wd. _ _ ~ . r ~ _s- . , ti .v_
OF THE OWNER. _n ~ ~ .l ` t ~ , ~ - _ ~ a, _ _ . _M_-~ _,w._~_..._._ ; - ~.r~. - o ~ r e_
8. 1HE CONTRACTOR MUST, AT ALL iiMES, KEEP THE PREMISES ' . . ~ \ , A 1 ~ . . ` t, ~ FREE FROM ACCUMULATKNrS OF WASTE MATERIALS OR RU88LSFI CAUSED f.. ~ _ _ _ - w-
BY HIM, HIS EMPLOYEES OR NIS WORK. ALL DEBRIS SHALL BE ~ ; "4 ~ ` ` •0 ' ~ REMOVED FROM THE PROJECT SITE ON A DAILY BASIS. 'v- '9,p, F , _ _ _
~ _ : w~.-- - _ _ " ~ ~ RO 03437 DATE / ' " . _ P ~ ~ _ ...~r _.N~~
. _ ti ~ ~,1 G' _ , _ r _ ~ ° _ _ _ s _ _ ~ _ r _ m " DRAWN BY WF CHECKED BY
, ~ - _ .~-aA _ _ ~...:i -
F _ STORM NO ES ~ ~ ~ - - . _ . _ ti _ s _ - ~x `y ~ r. . . ~ . _ TITLE ~ _s - _ ~
_ L ALL ON SITE DRAINAq: SYSTEMS 10 ~ PRIVATELY MAINTAINED. _ _ - „ - _ _ - . . „_r, - ~ ~
~ 4 . 2 CONTRACTOR SHALL INSURE A MINIMUM OF i' OF COVER OVER ~ - a ~ a ~
PIPES ENTERING STORM WATER PONDS. ~ ~ ~ . l,, a EROSIO SEDIMENT & d
Z /kWCTD1IPT/W K C7Y10{1 CCIICO CVC7C\I CLI~11 PNId V W1L r~ n~urr cr ni ~ ~ f''(IATTi?(1T AT A1\T
wrv ~ w awu~ .~m.n v u~ anrui wn~rti min - .n CITY OF RALEIGH STANDARD SPECIFICATIONS. Ulbt,l 111U 1JV tLLLt 4 ~Vl\ 11\\,/L 1 Ll u\ r/j 0
0 15 30 60 a d
SHEET x
MAINTENANCE
INSPECT CONSTRUCTION ROADS AND PARKJNG AREAS PERIODICALLY FOR CONDITION OF SURFACE. TOPDRESS VATH NEW GRAVEL AS NEEDED. CHECK ROAD DITCHES AND OTHER x Co ( IN FEET) O C3.0
SEEDED AREAS FOR EROSION AND SEDIMENTATION AFTER RUNOFF-PRODUCING RAIN& MAINTAIN ALL VEGETATION IN A HEALTHY, VIGOROUS CONDITION. SEDIMENT-PRODUCING 1 inch = 30 ft. o
AREAS SHOULD BE TREATED IMMEDIATELY. a

~ ~O~r70 ~
~ U
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. - - - _ - M~"C M~ CO 00 N
~ • MH B S88'30'03°W a~, ~.e ~ r.. _ - MH 1 ,~W u_ ~ _ ~ r.. .F. ~ ~CJ~~ ~ F~~ ~
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S88'13 5 W ~ . a ~ - _ " ~ 61.52 ~1 ^ ~ L~rn~ 1 N U
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FER VATtON BUF CON ER + _ _ •

2 D~
H2 ~ H3 S89 9 E
254.28'
426 -
PRELIMII~IARY NOT _
424 _ _ _ _ _ . _ _ _ . _ _ _ ; _ c ' RELEASED FOR
n t_., . - - CONSTRUCTION r _ _ - _
~o x.-~ ~ ~
422 - - - _ _ _ _ - - - - - - - _ _ _ _ a r _ _ _ _ . .~n_ _ _ NF
O M II O a~
_ 2_ _ _ _ _ _ _ _ _ _ x o
o ; ~ ; _ _ _ _ . _ _ _ _ O _
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406'-_,_ . _ _ _ _ _ _ _ , _ ~ ..g0~_ _ 254.28 ~ti ..r--- g~®t1.9I1~ a h V F v,~ ~
. _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ y0' SpN11A RY SE~ . _ - _ _ O ~ ~ x ~ ~
8 a, F MM ~
_ - _ _ _ _ _ _ _ hti w z w
w ~ ~
SEWER 183.84'®0.50% U d
8 DI SANITARY 40 _ _ _ _ . _ . _ . Q U
ax F 3
186' w ~ _ _ _ _ _i O ~ w
R ~ ~ ~ ~ _ _ _ . ~ o
40 _ . _ . _ _ _ _N1SPR _ _ _ _ w / x REVISIONS 3
VC SP P 0 _ _ _ _ o a
~,5~~ _ _ _ E a i o 0 z
39 _ _ _ _ _ _ _ _ . _ _ f ~ - - - _ _ o
Q °
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a
39 i. _ _ _ _ z o O ~
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394. - _ _ _ - _ - E _ - a 0
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W ~
392 ' _ _ _ . _ _ _ . _ PROJECT 03437 DATE: 04/19104 ~ _ - _ o _ _ _ ~ w
a DRAWNI BY: WF QIEC[~D BY:
DATUa! ELA'V I ~ TITLE F
J80.00 x ~ ~
~ ~ a EWER PLAN &
DO M 00 t~ O O ~ ~ ~ 00 ~ OD O N N M N 07 N M tt p ~ t0 I~ r r ~ n r p O (V (V N CV (V N ~ o ~ M~ a S N ~ ~ GRAPHIC SCALE
O O O O O O O O O O O O O ~ N N N N N N N N N N N N N 7 PR f~FTT ,R 1 nF 2
Q Q Q Q Q V P 0 15 30 60 a
a ~
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SHEET 5+00 5+50 6+00 x
IN FEET x N o U C44,1 1 inch = 30 ft u
0 a

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ao~r~o 0
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p I I -
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588'13 57 ..r,9 ~ ri , x:~ B .a ~ • . - ti •
S8813 5 „ W ~ 7,, ~w~~ .u, m~: ~ ~ w~~ ~ 231.11 61.52 -
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CONSTRUCTION
_ _
o ao
. _ o 424 - _ - - _ - . p1
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w w v~ N
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40 _ _ _ . _ _ . _ ~ _ 31.1~~~' iti ~ F ~ w
; 2 R . S~ O ~ w
- - . _ pN1SpR ~ ~ ~ ~
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~qQ~G 18~' ~ H REVLSIONS ~ o ~
~ B _ _ - _ _ o z
WER SE 0
40 _ . A o
O a` a r
a m
400 o
~ ~ ~ Q
vwi m O
398 . a ~ y, o
Q ~ 3 p o
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a PROJECT 03437 DATE: 04/19/04 0 w y o
396 W = DRAWN BY: WF CHECKED BY: ~
DATUM ELEV
395.00 ~ TITLE
r ~ N O M N O ~ O N ~ M I~ ~7 ~ x ~
t~ 01 O ~ N ~ ~ ~ N t0 t~ O O O O ~ + ~ ~ r- N a SEWER PROFILE
/YT ITITTTN lVN ?T'n Q
Ni , 'wi Tl 'Ti .4-1 "t I "t I "t I UNAVHIU bUALL'' 0 2 OF 2
0 15 30 60 Coi Al 2
0+00 0+50 1+00 1+50 2+00 2+50 SLEET
x v Cn
( IN FEET)
u C42 inch = 30 ft. • v 1
0 CL

~~~~~5
UPSTREAM STRUCTURE ~g LAWYER TOP DEPTH STRUCTUREI ~o~~oo
FROM TO SLOPE DIA. LENGIN INV. E~• STD. DETAIL 3~~ON ~
(~I IFTI 1~1 I~0 I~1 l~l ~ ~NOO ~ a~ I I =
CB to CB 1 1.04% 41 . 4 6.57 CUNC T 1 ~'~vo0o0 ~ ~ z I~ I~ L
CB 1 CB 2 0.89% 48 103 413.04 412.12 420.W 7.00 CUNCDOT 840.01 M~1 c c~ co ~
CB 2 CB 0.90% 48 1 411 411 3 424 02 12.09 DOT 1 CB CB4 0.51% 41 4 16.67 T o TI I o
CB 4 JB 5 0.53% 48 17 410.29 H .20 430.82 20.53 CUNCDOT 840.01 LEGEND ° rn rn ~
JB 5 JB A 1.12% 46 17 409. 409.87 425.50 15.64 BMCDOT 840.31 ~ U 3
B 6 B A 8.00% 1 4 10.48 CUNCD 1 O - x 3 ~ws - ~ EXIST. STORM PIPE ~ O ~ a 3
B 16 CB 17 5.00% 12 88 411.88 7.48 418.12 6.26 CUNCDOT 840.01 ~ ~
CB 17 CB 12 5.00% 12 1 N412 6.86 CIMC T STORY PIPE ~ r
CB 8 C8 9 1.00% 12 90 406.28 407.36 414.95 6.69 CIfNCDOT 840.01 •
CB CB 10 1.00% 1 16 4 5.63 C T 1 CB 10 CB 11 1.00% 15 71 5. 41 .98 4.62 UNCD T 840. 1 CATCH BASIN
CB11 CB 12 0.50% 24 83 405.12 404.71 409.50 4.38 CIMCDOT 840.01 B B 1 0.50% 1 41 . 6.99 VNC T 1 AREA DRAIN
13 FES 14 0.50% 24 48 .73 403.50 418. 14.27 JBAVCD T . 1
B T 81 1.50% 12 410.94 4.01 C T .0 JUNCTION BOX
CB 15 CB 11 0.80% 12 25 .83 3.67 CUNC T . 1 •
RIB JB 18 5.54% 38 28 409.26 407.82 417.64 8.38 EXIST. RISER 18 JB 1 2.27% . 2 2 15.58 C T 1 FLARED END SEC110N
JB 19 8.00% 1 41 . 1 .58 1
JB 20 JB C 5.30% 38 91 401.48 88 409.00 7.52 JBINCDOT 840.31
NOTES: ~mUrn u1F sr.HGOLn F 1) CB = TOP OF CURB ELEVATION NCOOT 840.01- BRICK CATCH BASIN
2) PROTECT INLETS PER STND.14 NCOOT &10.31 • CONCRETE JUNC710N BOX i-..,, ~ .
FESCONCREIE FLARED END SECTION 9~`
i
42S ~V
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\ - 40 _ ~ ~ \ / z.3ox CBS
/ - Oii w'_i:~~t "J .35x \ 1 ~ N W PRELIlI~IlVARY NOT W r
- o RELEASED FOR qi"` k~
~ 90~ - - ~ x 41 1J ~ i CONSTRUCTION T ~8 13.00 13.54 415r 41 ~
N .rt, ~ / ~ p~ ,F ~ ~ 2.ox - E~~ ~ R ~ 415 41 .95 t 2.OR 2.17% 64~ ~ ~4
Ns ~ r ti -p R ~ ~ i~r 3.68R r!~ I
4 416 418,13 2. 1 1
A '~l ~ ' ' N \ , , { ~ 1p~ 4 i_ r ~ ~
KEY NOTES 'y ` `v ~ \ -.I v ~ 410 ' OAR. EL. 417 GAR tL ~ CAR. EL ~ Q- 414.78 EL OAR EL ~ I 1 i~,,':~a ~
\ r t` r , I 413.44 ~ ~ x 413.44 414.11 419.83 417.94 419.29 ,-zd A ~ Y
' Y SEWER EASEMENT I ~ I ~ ~ w A EXISTING 40 CITY OF RALEIGH SANITAR ~ { , 3.43 ~ d p ~ i ~ ~ c g ca 4.18 419.29 ~ ~ r 422----
B REMOVE EXiST1NG STORM PIPE ,1 ~ , . , _~y a ~ + ~~`5 ~ ~ ~ ,IL r' ~ ~ ~ ~ ~ ~ ~
~ i I C EXISTING RETAINING WALL TO REMAIN ~ ',,ti ~ I ~ r ----r i' i•r 1
418. i e V a~
D REMOVE EXISTING RETAINING WALL - _ pr / ' 4 ~ 41 /ii , _ z
E PROPOSED RETAINING WALL DESIGN BY OTHERS) ` \ ~ ~ ~o , ~r ~ _ r~ ; d 414 / w I O
E ~ ~ , BE CONVERTED TO JUNCTION BOXES ~ ~ ~ ~ F EXISTING CB TO ; } , ; , ~ 18 s , . + ~ ' alo Q1 t~ ~ N N r w CB 2 g
1.09 3. o .60 ~ !I
~ ~ I i 423 ~ - u; _ ° v, ~ r'' ~
_ ~ 1 it r~, ~ ~ • ~ rA O~
j~ ; - , ~ _ 4x - - m ~ ~ ~ q - _ ~ r-~ " c~ 4 8.43 I ~
~ i ~ ~ ~ .a 1 ~ ~
Y ~ d- 417.75 420. 4 B 4 ~ ~ 3 ~ a- ~ ~ ~ Face ~ ~ a4 416.42 - sit a ~ ~ c~ d
' R p BUS -~----i ~ w ~ p
i ~RVATION , .y . r`~ ( f r " 1.I ~ ~ a 415. 4 4 42. i ;;1! x ~ 'ty e~
1 5.5B7i 3.786 2.21x ~ ~ 0 3. ~ ! M ~ x Z ~
~ -non _~B--e?' ~ - - - a ~ _ f - _ ~ ~ ~ ~ ~ ~ ~ „ ~ ~ ~ l i` ~ ~ a~ ~
~ ~ _ _ 1,-:. ' • +~4 X00 / 4 1e 1 19x4 zo.38 !r~i ° ~ 4 ; ~ ai n.
~ !f 0 ~ ^ N
; h+1 $ w r' ~ N , ~ ; if H t~ ~ N
CB 17 ~ , ,
~'~,'I~r" ~ ~c3 ~ 4.5x 1 ~ ~t CB ~ 4.Ox 4. ' b5 ~ ~ ~ a ~ ~a ~ 5 ' CONNECT EXISTING a c'~
i\ ,,y _ t ° N a r U
t / ~ ~ ; s ° CB 12 419.24 ~ 18 RCP TOC64 rn 18.41 ~ ~ ~
tI s F 1 , ,a\ 0 d
~~s-' ~t JB 18 i p ~ ~ f 3 _ _ _ ~ ~ 1 ~ ~
TsIOBA N \ ~ J ~ ' i ~ i ~ ~ 3.99R ~ F 3.0X r °
z ~TOIu~ EL. 40 ~ 0 ~ • / r E E 42,.66 ~ ~ CB 4 419.00 E
` ~ i I r x\ I / 1 ~ u28.35 7 p
i ~ t Ij ~ , 1 1 I F CAR. ELF a26 ~ - ~ CAR. EL 420.83 422.1 B - - - z
~ \ t ~ / .J ~ / ~ GENERAL SITE NOTES ~ i ~ ~ ~ ~ 419.50 ~ ~ t, ~ ~ ~ h ~,t , O r:
4 ~ , STORM PIPE I i ~ti l ~ i; ~ ~ ~ CHAIN LINK FENCING t. THE CONTRACTOR SNAIL OBTAIN AND PAY FOR ALL 81SPEC11014S, ~ , ~ , ~ INVERT 24 R(~P~ r FENCING 423,42 e ~ w d
Y eE ~ ti ~ , ~ • r ~ TING CER11F1CATIONS, EOUIPIENT, ETC. THAI MA REQIARFD. ` , \ ` ' 1 J TO MATCH EXIS l ~ , INVERT 36 RC~~4d7 0~ Q _XISTING ~ ~ ~ ~ a o , ~
2 THE CONTRACTOR SHALL NOTE 1HAT THE ORAMiN1GS ARE 6 ~ ~ ~ ~ 1 I t ~ ~ ,1. 51 , SCNEMAIIC IN NATURE AND DO NOT SHOW EVERY OFFSET. , ~ ~ t. ~ t ~ I ~ ~ I A, ~ - REVISIONS ~
TRANSI1K111, Fl11810, E1C. THAT MAY 8E REQURED FORA ~ ~V ~i ~ ~ ' i I
CDMP~TE AND SYSTEM. I , t 1 ~ E ~ 1 , ~ v ' 1 i i 1 ~ t ,r aos.e~ I 3. THE oraNEER Arro/OR owr~R D~aNM ,wY Ro~E ~ n~E , A ~ , . , ~ 1 i I x I
AND METHODS AssoaATED rMtH tHE , I ~ ~ ~ ~ ~ ~ ~ ~ '\r~~ CONSTRUCTION MEANS ; ~ ~ \ 4;,`,, , , ,i ~ I E o B
PROJECT AS SET FOR1H n1 THESE PLANS ~ 1 , , ti i
4. CONTRACTOR SHALL MA81TAM1 AN AS BU8.1' SET OF ` j 1 ` ~ i ~ \1 ~ ~ \ ~ \ ` ~ OF ALL PIPMIG r"~~ 1 ~ \ , . : t ~ v ~ / DRANAHGS TO RECORD THE EXACT L.OCAlION , , j > s ; , ~ , ; t - ~ 0 2 r---__ ~ , ~ \ ~ x y
TD THE ! , i(`.`- ~ 1 ~ 1 \ ~ , ~ . ~ \ ~ ~ PRIOR TO 0011CEN,l~NT. DRATYMGS SHALL BE dVEN , f.~ ~ i t , ~ , ~ ~ \ , ~ ENdlEE3t UPON COMPLETION DF THE PROJECT rRTH A COPY DF ~ ~ ` ~ ~ , ~ ~ . 1 J ~ 7 , 1 ~ ti t ( f 1 , ~ " , \ 1 s t
THE TRANSMIrrAI LETTER TO TFIE owNER. y ~ ` , ; ~ , ~ , \ ion ~ ~ ' ~ \ \ ~ ~ ~ ~ ~ \ ~ \ .J \ ~ i i ~ ~ _ 1 i ~ ~ O ~ `I~i I {
s. IF DEPARTURES FROM THE SPECIFICIITKINS oR DRAwnrGS ARE I ~ ~ ~ \ ~ . \ ~ ~ i \ \ \ r ~C8.8~ < ~ } f ; t~ i
DEEMED NECESSARY BY THE OONTRACTOR, DETAILS OF SUCH \ ~ ~ \ • ~ ~ ~ r \ ! J DEl'ARTURETi AND REASONS THEREOF SHALL BE SIIBMITiED TO ~ ~ I i ` ~ , ~ ~Q , ; EXIST \ I SIN ( ~ , } ri f 1,=~ ~ I~'r III ~ EXISTING BIO RETENTION BA ~ ~ ~ r J, ; i ~ ~ , c 1 ~ , . I ,,i. ~
THE EN(;84<IIt FOR REVIEW. NO DEPARTURES FROM THE CONTRACT , ~ - \ ~ ` ~ ~ / ~ ti~a / ; ~ ~ 100 r. el. DOCUMEN75 SHALL 8E MADE Y8IHOUT 1FE YABTiEN PERMIS90N ~ ,L}' i i I \ rp, ~ Y sociates ~ ' ~ ~ I , ` ~ M ' f ~ r. el. 317.88 see Ian b rice and as ~ ` , r r t ~ i I I ~ 100 y ~ P Y ~ 1 },,--_______~__-...--~--J~. i+; ~ i 1 i L f Jrr i I i i~ c
~ r A ` OF 1HE OWNER. 1 ~ r r \ ' { ~
6. 1HE CONTRACTOR MUST AT ALL TIMES, KEEP 1HE PREMISES ~ ti, ~ 1 \ ~ \ ` •1 j ' \ \ ~ ~ FREE FROM ACCUMUUTIONS OF WASTE MATERIALS OR RUBBISMi CAUSED \ . ~ t\ ~ .1 ~ I ~ ' ~ ~ ~ -d15------"'~~~ / J / ~ ' ~ ~ ~ ~ ~ !I r'` _ _ / / / . i ! ~ DATE: 0419In4 ~
WORK. ALL DEBRIS SHALL BE ~ \ ~ \ r ~ , ~ ~ BY HRI, MS EMPLOYEES OR IIIS 1 ~ S \ ~ ' 1 \ REMOVED FROM 1HE PROJECT SIZE ON A ONLY BASIS. ~ I t ~ ~ ~ ~ ~ ~ ,,.1 , I , , PROIECI'#:03437 I ~ / I r ~ II-.
i, ,1 ~ ~ J ! , ~a DRAWN BY: V1>F CHECK BY.
\ 420 _ ./f !I i_,
~ * Wit;, ` I 'Nf ~ ,
STORM NOTE ~ ~ \ \
i. ALL ON SIZE DRAMAGE SYS1E)IS TO BE PRNAIELY MARJTANrED. ~ ~ \ ` ~ ~ ~2 • G,~ ~ . - - ~ GRADING & STORM
2 CONTRACTOR SHALL INSURE A MOO" OF f OF COVER OVER
~r PIPES ENTERING STORM WATER PONDS \ 47 ALE DRAINAGE PLAN GRAPHIC SC
3. CONSTRUCTION OF STORM SEWER SYSTEM SHALL COMPLY VMTH ~-1 CITY OF RALEIGH STANDARD SPECFICATIONS ~~r T a t f i{ _i 0 15 JO 80
1 ~ ~j 4 ! h SHEM m
MAINTENANCE ipF6 ( IN FEET) cloo a~
INSPECT CONSTRUCTION ROADS AND PARKING AREAS PERIODICALLY FOR CONDITION OF SURFACE TOPORESS PATH NEW GRAVEL AS NEEDED. 0ECK ROAD DITCHES AND OTHER 1 Inch = 30 ft. Q
SEEDED AREAS FOR EROSION AND SEDIMENTATION AFTER RUNOFF-PRODUCING RAINS. MAINTAIN ALL VEGETATION IN A HEALTHY VIGOROUS CONDITION. SEDIMMT-PROOUCING
AREAS SHOULD BE TREATED IMLEDIATER
rt --....ems.

/ c e ~,tD ~ In (0 a0~~0 ~
~ i i ~ J 3~-~ON ~
w' L ~NOO ~ a I I -
a,'~va0o0 ~ ~Z~~~
~ ~ _ ~ ~ ~ ~
N o ~I I a
~ _ x ~ Y ~ ~ i i ~ ~ N U
~ / r / ifll ~ i ~ i ' `,f ~ U ~
~ . O - x 3
% ~ J ~ ~ / ' • O ~ ~ 3 ~ ~
~ ~ % S r, ~ ti...- v7
Bto~Reterrlion Calculation • TowMronres at Falls Vtlape &o4teteniion Cadcuiation (cont'd] - Townhames at Falls Yilage
Post~devdapment Woaetentiar dralnape ara = 1.70 aaa
Check 1~rr Stonn Detention
! r ; '
, / if Detemene Pre-Deveksxnent 1-yr dorm: Sile is: 0.00% impervious CN = 98 ea saes ue x 100.00% opeMawn CN = 70 e
- C , - l Impdvious (indui ~ Impervious (~rdudes fuhne development) 1 ZO 0.95 1.14 0.00% woods CN = 70
~ ~ Open Open Space 1 Lawn OSO 0.30 0.15 Wboded 0.00 0.20 0.00 Composite CN = 70
r ALS: 1.70 128 goes
r. s ~ ~ l,. 56,192 sf Pnrapitation = 3.00 in S = (t000/CN -10) = 4.29 rn ~
„ ~ t / ~ S'IZC BID~RElellhan Size &o-Reletrtion Panel
i , `1 ` J ~ t ~ ~ ~ \ ~ \ ~ ~ / RunolF= (P-02S
` \ 1 ~ Sal Sand Bed Included in Panel? s (YES OR NO) If YES, Size = 5% of Togl CxA (P + O.BS) ff N0, Size = 7% of Total CxA = 0.71 in
~ ~ ~ ~ \ ~ ~ A j 1 i f ~ ~ ~ ~ ~ ~ ~ ~
\ ~ ~ ~ \ 1 + ~ / Ri Required Sig = 2,610 sf
1 1 I '1, / Determine Post-Develaoment 1-yr Storm: Site is: 70.59% impervious CN = 98 Slze Provided= ~0 si 29.41% opeMawn CN = 70
~ \ -Kd 1 j l ~ ~ ~ I I ~ 0.00% woods CN = 70
~ 1' l ~ i
~ l ~ ~ t ~ ~ Check Qnaniv of Runolf Enkrira Panel Composite CN = 90 Preclpdation = 3.00 in
` ~ / ~ 'RecornmendedM~ 'Recommended Maximum Q,o = 5 cFs S = (1000lCN -10) = 1.14 in
~ ; ~ ~ ~ r I f ="a ~ /
~ \ ~ \ i ~ ~ Q10 ~IOA ~ 4„J V ~ 1 / ~ ~ Q,o =ctioA where: c = 0.76 (campostefiom values fisted above) (P- 02S1~ Runoff= I,o = 722 inlhr (a~umed worst case) (p + 0.8S)
~ ~ r A = ~ = 1.98 In
~ ~ ~ ~ ~ i l ~ ` ; i
~ ~ ~ i t a ao = 9.31 cFs > 5 cis NO GOOD Rate of IrrNhatian Volume to Runoff Volume = 0,52 (assume sandy bam fat phaM !?ed)
~ ~ ~ i i ~ I ~ ~ i C i ~ / ~ 1.96 = 026 NUJ
; 't~ ~ , ~ ~ r ' fl x ~edc yeloaty of. ~liedc VekicRv of Sheet Flaw Entering Pond
~ , ~ ~ ~ Frain Flgure 6.1 ofTR-55 Manual, Ratio of Peak Oulllowto Peak In1ow = 0.27
~ , Channel Dbnenaioi ~ ~ ~ 1 ~ ~ ~ j ,1 ~ ~ s Pont of E .33' Channel Dimenmon at nhlr = 73 % Reduction ; ' ~ , 1 left right wlah 2.0' ,r
i A t ~ ~ ~ stove avian scone ry fit d = 2 :1 in 1"yr Storm c ` ,
~ ~ ~ I ~ 1 ~ ` V istts+= 2:1 Post RunofFThrorr Pond = 0.53 in < 0.71 in OK 9h
l A t I t Aia of Flaw,; _ .13 (Pm1 Ara of Flaw, A .87 sf Mannln0 n 0 0
. ~ '4 ~ I t Channel Slap ~ ~ ~ I ~ ChannelSlape= .011f11t
~ ; V , ~ I I 1 1 I Vio = 4.58 tbsec > 3.00 tilscc "Use rip rap n channel to reduce ,
V 1 ~ ~ ~ ~ ~ ~ ~ ! "'.r ~ , - 9~
~ V ~ ; I ~ ~ ~ ~ l ~ I ~ G i.
~ \ i ~ I /
' \ _._i A ~ I I ~ ~ i rr ~ ~ I PRELIlVIIlVARY NOT
~ ~ ~ I I ~ ' ~ i l i RELEASED FOR
` ~ i 1 r t \ ti I I i i~ ~ ~ ~ 1 ~ ~ ~ ; ~ \ ~ . i ~ ;s I ; CONSTRUCTION
I I
~ ~ ~i ~ ~ ~ 1 1 ~ ~ ~ t ~
~ 1 ~ ~
~ V ~ ~ ` ~ 1 ~ / 1
( ~ ` ~ \ i
~ 1 ~ \ ~ ~ 1 I1
~ ~ ~ a
ti~ _ ~ A ~ ~ ~ ' 1 ~ s ~
~'ti \ ~ 1 ~ ~ ~ ~ ~ ~ ~ i 1 ~ 1 ~ ~ t
~ \ \ ~ 1 ~ 1 1 ` 1 V ~ A ~
~ z
~ ~ ~ i ~ 1, i ~ ' r ~ ~ ~ ~ ti li ~ ~ 1 , ~ ~ ~
1 i \ 1 ' 1 V o ~ a VJ bA f1+
~ ; 1 ~ ~ ~ ~ RUNOFF pfTElriSfTY MTEIISRY f11fENSRY AREA FLOW1YR6NR FLAW-10YR FLOW-25YR y, 'r+ g
1 t coEFF. l~l Ate) RAW 1~.1 l~l l~l ICES) ~ y mo ~ rl c l•1 Mo ~ A at ~
f ~ 5 t \ ~ ~ ~ ~ 4d ~ ` EXISTING 0.20 4.5 7.?2 6.7 2.82 2.54 4.07 3.78 ~ r ~
ti ~ 1 ~ V ~ ~ 1~ ~I 1 ~ ~ ~ 1 1 EXISTING 0.30 4.5 7.22 6.7 1.7 2.30 3.68 3.42 ~ V1 M
t ~ ~ f ~ 1 ~ I ~ ~ ~ ~ ~ ~ ~ ~ ~ 8.19 0.5 0.68 1.08 1.23 ~ a POSTDEV 0.3 4.5 7.22 ~ Crj ~,o POST DEV 0.2 4.5 7.22 8.19 2.82 2.54 4.07 4.62 ~ O ~ ~ M
` ~ \ \ t POST DEY 0.95 4.5 7.2'1 8.19 12 5.13 8.23 9.34 ~ r-i ~
i I ~ i ` 1 f ~ ~ t t 5 ~ ~t ~ ~ ~ \ ~ A a d ~ ~
i ~ ~ ~ ~ 1 ~ 1 ~ 1 \ ` ` ~ \ TOTAL PRE DRAINAGE AREA: 4.5 ACRES ~ ~ G. ~ x ~
_ S.\ i ~l _ \1 ` 1 ~ ` ~ TOTAL POST DRAINAGE AREA: 4.5 ACRES ~ N 0
1 ~ , I ~ ,1 ~ \ ~ Z ~ ~
~ I 1 _ A ~ ~ A ~ ~,i V ~ ~ ~ s~ a~ d PRE-0EVELOMENT o ~ ~
1 i ~ ~ 1 ~ ~ ~ ~ ~ r~ ~ ~ ~ EXPORT IXPORT 0 ~ a p a
~ ~ i ~ A. ~ ` ~ ` ~ COEFF. FROM USE y 8 ~
\ \ ll 1 ~ ` \ ~ \ ~ LAND C . ~ ~ ~ ~ t 1 ~ ~ V ~ A UNDISI LAND COVER LBSlAC1YR LBSIYR Ca ~ ~v M ~%i 0.6 1.69 ~ ~I
UNDISTURBED OPEN SPACE w MANAGED OPEN SPACE: x r-+ a ~
~ \ ~ r ;~-^I r~ i \ \ \ \ GRASS GRASSdANDSCAPING 1.2 2.04 p N ~ o
~ ' ~ \ ~ } L, ~ \ \ TOTAL IMPERVIOUS AREA 21.2 ~ l~ V 0. N
TOTAL 3.73 ~ ~ ~ H ~ o ~
- ~ ` ~ ~ \ 1 i' ~ "e \ ~ ~ \ \ ~ NITRO( ; ( ~ NITROGEN LOADING RATE 0.83
' ~ ~ \ ~
\ 1 i A ~ \ POST-0EVELOMENT ~ EXPORT IXPORT ~
7 ~ ~ ~ ~ ~ ` I ~ ~ ~ ~ ti ~ LAND ( COEFF. FROM USE
_ \ \ \ ~ ~ j I I ~ ~ ~ A ~ UNDISI LAND COVER LBSIACIYR LBSIYR
~ A i i ~1 ! I ~ V ~ r'J' \ ~ ~ \ \ . MANAG UNDISTURBED OPEN SPACE 0.6 1.69 o~ MANAGED OPEN SPACE: ~ 3 v
GRASS GRASS-LANDSCAPING 12 0.6 O ~
IMPERI IMPERVIOUS AREA 21.2 25.44 ~
TOTAL TOTAL 27.73 ~ o i
NITRO( REVISIONS 3 NITROGEN LOADING RATE 6.14 0 ~
LOADp LOAD AFTER BIORETENTION 4.29 0 ~
LOADp LOAD( LOAD AFTER RIPARIAN BUFFER 3.01 MUST BE LESS THAN OR EQUAL TO 6 - OK z LOAD OFFSET BY PAYMENTS NA o
FEE AN ~ ~ ~ FEE AMOUNT
Q 0 a
a Y m
a z a
ALTERI ALTERNATE CALCULATION ~ ~ Q
TREATED UNTREATED N IXPORT IXPORT IXPORT ~ v
COEFF. FROM USE FROM USE ~ ~ 0
LAND( LAND COVER LBSIACIYR LBSIYR LBSIYR s
UNDISI MANAC UNDISTURBED OPEN SPACE 0.6 0 1.69 ? d MANAGED OPEN SPACE:
GRASS GRASS-LANDSCAPING 1.2 0.6 0 PR01ECf 03437 DATE: 04119104
IMPERI ~s IMPERVIOUS AREA 21.2 25.44 0.00 ~
TOTAL TOTAL 26.04 1.69 ~ DRAWN BY: WF CHECI~D BY:
NITROf NITROGEN LOADING RATE 15.32 y TITLE
LOAD LOAD AFTER BIORETENTION 10.72 ~C
LOAD LOAD AFTER RIPARIAN BUFFER 7.51 GRAPHIC SCALE ~
LBSIYR LBSIYR 12.76 1.692 a RT(1RFTF.NTTIf1N
LBS/YR LBSIYRIAC 3.20 AVERAGE MUST BE LESS THAN OR EQUAL TO 6 - OK 0 s 10 20 a iJl V 1 W 1 \ 1 1 V 1
LOAD( LOAD OFFSET BY PAYMENTS NA BASIN
FEE AN FEE AMOUNT NA n- a
( IN FEET) SHEET
1 inch = 10 ft. v
x
C2,00

aO~t~O ~
GRAVEL 8~ RIP RAP BASIN 3~~ON U is ~NOO ~
STRUCTURE DRAINAG DENUDED SIZE WEIR VOLUME VOLUME o I I - a'~vo0o0 ~
# AREA AREA WIDTH LENGTH DEPTH* LENGTH REQUIRE PROVIDE ~ZI~I~ rn
(AC) (ACy (FT) (FT) (FT) (FT) (CF) (CFI c cD co ~ a TI I o
U) L~~L
1 3.2 1.6 30 45 6 0 5 670 6 750 N U ~ U ~
*INCLUDES 1' OF FREE BOARD. O - x 3 • O ~ ~ ~
~ ~
~ ~
•
•
~
~ Z.. \ i ~-'.---.._..~.__,,.r-' _--V
~
A' ` ~ ~ \ ?5 \ ~
i ~ ~ \ A ~ a \ ~
t y ~ ~ ~ I ~ ~ ~
r ~ \ ~ ~ ~ ~
"G, ~

~ ~ i ~ ~ ~ \
~
~ \
\ ~
A \ V ~ ~ \
_ ~ \ \ ; ~ \ ~
/
~
v ~
, r - y ~ ~ \ ~ ~ `.V` ~ ~ r~' 1'~ - _ i..
\ 1I p ~ L.....-. ...C~ ~
ss A a _
\ i CB 8 ,1,
\ \ i ~ , 1 ~ ~ v \ ; . is i N rl ~ ~ j / mf ~ ~ U y
1 i *I. ~ i l` ~ ti
b
41!~
NSE ! ~ ~ l ti- fi PRELIMINARY NOT ~ ;
~s. T i ~ t \ ~ ! \ ~ ~ RELEASED FOR ~ 418 ~ ~
~ - v ~ ~ I 10~ CONSTRUCTION ' i ,
417 ~ ~
1 ~ ~ ~ 410 i ~ ~ , ;
, k I I ~ ~ ! i,. 1 ' ~ ~ I
~ ~ ~ ~ -i ~ V ~ V r~ ~ ~ ~ ~ f ~ 1--,--"" ~ , ,
~ . I I
f7 ;KV i ~ ~g ~ __t_- f ~ ~l k ' I ~ I JV
- s - _ ; - 'i - ,r 'r1 i I 4j4j \ 1 _
~~„''~A,~ / n~
(d ~ t i ~ r- i ~ ~ l 1 I j I ~ ~ I
~ ~ - r.. - - ~ - - -t--SS ~ SS o ~ ~ Z - - SS ~ ~ ~ N N I r t CB 2 o U a~
I- ~ ~ ~ _ ~ 1!5 i = s~ - Z Y ,
' A ~ ~ l , ~ - ~ j I ~ I i t
$ do EC PLAN LEGQ~ID ~ ~ ~ i - i a ~ bA ~ ~ 1 ~a
, f- . ~
lac; : ~ ~ i ~ i J / . f SILT FENCE SF #F ~ ~--~\.J ~ ~ r,
TREE PROn:cnoN FENCE Tp I' TP , ~ ~ DER ~ t. ~ ~ ~ Face I pp ~ ~ ~
' ~ ' NATION 6U~ • avERSON o~rc~ m C ER > I N ~ N • ~I ~
uMITS of coNSTRUCnoN 1 ` 1 ~ ~ I' ~ p tE o t ~I ~ Cif
' ~ / _ _ _ / a ~ f - - - _ I c , ~ ~ 3
i % ~ A ~ I ~ . r ~ y ~ ~ , ( t ~ ~ a~
~ ! ~ x ~ b ~
I ~ . ~ CUSTOM BASN s ; li Q 0
1~ i ~ i ~ ~ ~ N , 16 U ~ ~
_ _ . r - c6 1 ~ ~Y ,f~ ~ / ~ 1: / i j ~i 0
EROSION CONTROL NOTES: ~ ~ _ ~ ~ CB 1 ~ . h 0 C ~ ~ ~ o~ I ~ CONNECT EXISTING o ~
\ ,v / t. DENUDED AREA ~ 27 ACRES ~ \ ! .4 \ / 'a !f iA 8 N
2 N~PFRVIOUS SURFACE 1.2 ACRES , ; C B 12 a TOTAL AREA • b53 ACRES ~n `.,F 1 ~ y 18 RCP TO CB 4 ~ ~
k 4 4. REFER >n s~Er c ~.o ~ ~ ~ ~i ' ~ ~ JB 18 ~ ~ ~ ~ , ~ x ~ a
STORM WATER INSTALLATION SCHEDULE ~ ~IOBA~51N 1 ~ e. TAE FENaNG s~ ~ tNSUUFD BY , , i I ~ - N
owNER AND CONTRACTOR MARIrANED. Olin, EL. 40`50 ~ e. sEEDn~G Sg1EDULE ANO SEED BED PREPARA110N I ( ~ ' ~ 'i ~ i""~ , I ~ ' i ~
ARE sHDWN oN oErAIL sHEEr c e.a ~ , ~ , CB 4 5 0 ~ ; ~
7. caNTRACTDR ro n~srALL Baer oou1RD1. As P~ ~ f ~ ~ , , ~ r-- DETAIL ON SHEET C e.0 As NECESSARY. I ` ~ , , ; J ~
8. SLOPES 21 OR lER SHALL BE STABAIJgD ` i ~ ~ , ~ ~ c ; ~ W FORIRACK 35 GEOGIeD PER MFG ~ ; ~ 'l ~ f / i ~ ' ~ 426 ~ ~ w w
I / a~ APPROVm w i ~ EQU I ~ ~ ~ a i STORM PIPE IN, f ~ ~ 1 ~ /ice ~ - ~ ~ U] ~ 4
~ ~V k, ' , ;INVERT 24 R~40~1. ~ r ~ A CHAIN LINK FENCING NG ~ r<;
~ f v ~ ~ i ? i ~ INVERT 36'R ~ T~ ~ TO MATCH EXISTING v ~ , 4d Q''ir ~ i I GENERAL SITE NOTES a ~ ~ ~ , , , ~ ~ (T/ ~ ~ ~ ,t i ~ ,~~y i~~il: ii / a
~ ~I i ~ i~.i ,1~ ) ~ 1. 'ME CONTRACTOR SHALL OBTAM AND PAY FOR ALL IJSPEECnONS, t v ` ~ ~ i 1 1 1 , I ~ I ' ~ ' I ~ f / ~ ~ ~ , ~ W
CERIIFlCA110NS, EQUIPLIE'NT, ETC. THAT MAY BE REQUIRED. ~ 1 . ~ 1, ~ k ~ ~ ~ i f ii L - w
z t~ caNntACroR sHALL No~E nur mE DRAwn~cs ARE I ; , ~ , ; ' , ! ~ t 1 ! 1 ~ i ' I ~v,ti << ~ SCFEMATIC IN NATURE AND DO NOT SHOW EVERY OFFSET, „ A ~ I, 1 V ' ~v\ ~ 1 ~ ! I ~ I ~ ! j ~ ' ~ `v ~ ~ I t~ 1 . ~ , ~ , ~ . Ir~ ~ ~ ~ ----~..w.__~._._._..-- ~ ~
TRANSITION 1HAT MAY FORA ~ 1 ~ l i , \ 1 ~ , + . ! 1 A ~ S i I z l FiTTeiG, ETC. BE REQUMtFD i \ \ t t ~ { I ~~V~,, i ~ t '1 _ 4E~.A'~,i .A I~ ~ i III ~ OOIPLEIE AND WORKMG SYSTEM. ~ ; 1 . , i ~ ' \ ~ I 1 \ l , f 1 i l \ s '.1 A V A A~ .1 1 A ~
ir/~ ~ •i ~i,i ,v ~ , ~ ~ ~ l 3. 1HE ENCREER AID/OR OWNER DISCLAM ANY ROLE N 11E ~ 1' I ~ 1 i ; ~ 1 y 'v ~ ~ ~ A~~ A i REVISIONS 3 ~ ( \ a l i I - b 0 /
ooNSmucTroN ~ METHODS AssocuTED rrtn+ n~E , ! , i. i . ~ ~ ~ ~ I C PROTECT AS SET FORTH Ai 1HESE PIANS. v,~, ~ , ~A ~ ~ ~ ~ ~ \ ~ ~ l i i I , r.... ~ ~ x i ' L3 r
A \ 4. CONTRACTOR SHALL MAMiTAN AN As BUILT' sEr of ~ ~ , : ~ a. - , ~ \ \ ~ ~ \ t z t ~ , r . .w r i~ t---- 1 t ~ ~ a
DRAwn~s To RECaRD DBE EKACr LOCAnON aF ALL a~NC may, - ~ ~ ~ ~ ! ~ ; PRIOR 1D CONCEALMENT. DRAWINGS SHALL BE GIVEN TO THE ~ 1 ~ , ~ , ~ ~ ~ ~ ;,-0~ ~ ~ M ~ v 1 I r ~ ~
ENGINEER UPON COLpLE110N OF 1HE PROJECT WI1H A COPY OF i J I < . ~ ~ l A , I, 'y 1 { ~ i ~ ~ ~ 1 1 ? I ~ I ~ o a EXISTING BIO RETENTION BASIN ~ ~ ~ ~ ' + ~ , a
THE TRANSMITTAL IETTER TO THE OWNER. , : r ~ ~ ~ ~~i \ ~ 1...f ~ ~ EXISTING E ~ /r r , ~ ti , { , E
a ~ DEPARn~aES FRaM n+E sPEaFlCAnars as oRAwn~GS ~ v, , ~ ~ v o, . ~ ~ ~ ` \ A ' 100 yr. el. 317 vv~~`~~ ~ i ' . ~ i ~ DEEMED NECESSARY BY 1HE CONTRACTOR DETAN.S OF SlGI ' '1 A ~ ~ ~ ~ ~ ~ ~ v. ~ ; A~ r~ v V / ~ 1 ' rice and associotes 'i ; ~ ~ . ~ v yr. el. 317.88 (see plan by , . , ~ , ~ ~ I 1
DEPARTURES AND REASONS THEREOF sHALL BE SIIBMITIED m ~ ~ ~ \ ~ , ~ THE ENdlFER FOR RENEW: No DEPARTURES FROM THE CONTRACT \ \ , F ~ \ \ ` ' \ I. - .r---~ I y Q
oacr~ENT$ sMUI aE MAOE rMn~our nE wwrlEN P r `k. ~ ~ \r'~~\V\~ v:~~ ~ . ~ A ~ of ~ awrrER. ~~t , ~ , . ~ S ~ ~ ~ ~ ~ ~ , l ~ .A . ~~~v v ; ~ `v ~ / ____.__.--.------415 s'' ` , i id's v~ m
a n+E oONTRACTDR Musr, Ar ALL nMES, K~ ~ PREw~ ~ ~ ~ G' \ ; , I~ ~ ~ f ' ~ I
FREE FRaM Anars of w MA Ruee~ , F ; \ 1 i ~i, ~ A' ~ A AsiE rERUUS oR ciu~EU a ~ ~ . r A~ ~ j t ~j 1 ~ ~ ~ BY HIS EMPLAYEES OR HIS WORK. ALL DE13fbS SHALL 8E ' ~ A ~ ~0 '.A - 420-"___ _ ~ r ~ ~
REMOVED FROM n+E asaecr STE oN A DAILY BASS. ± ~ , 9 ~ ~ ~ - / / ~ A l
.=-A,-~' ~ ~ i ~ lam'' ~i ~ PROIECI'#: 03437 DATE: 04/19A}4 m ~ o
V ~ • 1 ~ ~ ~ ~ A~ ~ 4~a ~ G 1 v~~ \
' ~ ---''i''-'~- ~...r- - ~ ~ DRAWNBY: WF CHECI~DBY: N
425 ! 't - - _ ~ ~~`3~ r m TITLE i~ _ r> ~ - - _ _ _ ~ _ r.
- 1. ALL ON StiE DRAINAGE SYSTEMS TO BE PRIVATELY MAINTARED. i ~ \ ~ - - ' 4 '`~i \ i ~ times., . , `_"1 ~ ~ C' -F' _ '
2 CONTRACTOR SHALL NISIIRE A Me+aRml OF 1 OF COVER OVER ~ ~ 1 ; ~ PIPES ENTERING STORM WATER PONDS . _ ~ ~ ' \ i, ~ ~
~ ~ 1 i ~ SF.nTMF.NT ~ F.RnSTn
I CONSTRUCTION OF SroRM SI:IUER SYSTEM SHALL COMPLY IMTIH IFF CITY OF RALEIGH STANDARD SPECIFICATIONS. , GRAPHIC SCALE CONTROL PLAN
~ o 0 1s 30 60 a a
MAINTENANCE of SHM x
INSPECT CONSTRUCTION ROADS AND PARKING AREAS PERIODICALLY FOR CONDITION OF V1
SURFACE TOPDRESS TNTH NEW GRAVEL AS NEEDED. CHECK ROAD DITCHES AND OTHER SEEDED AREAS FOR EROSION AND SEDIMENTATION AFTER RUNOFF-PRODUCING RAINS ( IN FEET)
MAINTAIN ALL VEGETATION IN A HEALTHY, VIGOROUS CONDITION. SEDIMENT-PRODUCING AREAS SHOULD BE TREATED IMMEDIATELY. O 1 inch = 30 ft C3.0 o
c%

UPSTREAM STRUCTURE UPPER LOWER TOP DEPTN STRUCTUREf ~ >,CO r~ to cD
FROM TO SLOPE DUL LENGTH INY. INY. ELEV. STD. DETAIL ` 60~r~0 ~ 3~-~Oc~ ~
1~+1 IFT) IFl'I 1~1 1~1 IFTI ~ ~NOO ~
B 1A g 1 1.04% 41 41 .24 6.57 CIA4C . 1 o 1 I - ~'~v00o0 N
CB 1 CB 2 0.8996 48 103 413.04 41212 420.04 7.00 CIAVCDOT 640.01 CB 2 CB3 0.90% 1 11 41 424.02 1209 IM T 1 ~zhl~L c co cfl ~
CB B4 0.51% 41 16.87 C T o TI I o
CB 4 JB 5 0.53% 48 iT 410.29 410.20 430.82 20.53 CIINCDOT 840.01 JB JB A 1.12% 48 17 409. 409.87 425. 15.84 BAVCD T 840.31 ~ ~ LEGEND
B 6 B A 8.00% 12 1 4 1 10.48 VN . 1 N O~~ U ~ U 3
EXIST. STORwI PIPE O - x 3
CB 16 CB 17 5.00% 12 86 411.88 407.48 418.12 6.26 CUNCDOT 840.01 CB 17 C 1 5.00% 12 1 40 T1 4U 1 6.86 T • O ~ O 3
STORM PIPE M
CB 6 CB 9 1.00% 12 90 406.28 407.38 4U.95 6.69 CUNC T 840.01 CB C 1 1.00% 1 1 4 19 5.63 CIAYC T . 1
CB 1 CB 1 1.00% 15 11 41 98 4.62 UNCD T &10.01 CATICFI BASIN
CB11 CB 12 0.50% 24 83 405.12 404.71 409.50 4.38 CUNCDOT 840.01 CB1 1 0.50% 1 404.5 3 9 41 6.99 C T 1 AREA DRAIN
13 F 14 0.5D% 24 46 .T 403. 418. 14.27 BAVCD T 840.31
T B 1.50% 12 41. 4.01 T .1
CB 15 CB 11 0.80% 12 25 405. 3.67 CUNC T . 1 JUNCTION BOX •
~ B JB 18 5.54% 38 28 409 407.82 417.64 8.38 EXIST. RISER
18 JB 1 2.27% 2 15.58 T . 1 FLARED END SECTION
JB 19 8.00% 1 41 13.58 1 JB 20 JB C 5.30% 38 91 401.46 396.68 409.00 7.52 JBAYCDOT 840.31
xm~rn~ cr.Fxrnn F
1) CB = TOP OF CURB ELEVATION NCDOT &10.01- BRICK CATCH BASIN
2) PROTECT INLETS PER STND.14 NCDOT &10.31 • CONCRETE JUNCTION BOX FES-CONCRETE FLARED END SECTION { 1 1 ~ 1
,fir ` ~ _ n~ , ~ r ,l~dCti'a F iC~' Vii. ('Ca -'''Of
i ~ ~ 0 ^,-.__---..___.,r-'i' ,--rte
~ ~ . ~ _
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j ~ ~ ~ ~ A ff ~ ~
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~ \ \ \ ~ \ ~ ` ,
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` ~ ~ 1 ~ \ \ \
~ p ,
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\ \ o ~ . ~ ~ 1;
- \ ~
~
,,y~ ~ ~,v ~ E
. \ ~ , ~ ~ ~ ~ j..+~ ~ , ~ c-=-% k5 k
, . ~ ~ ~ ~ . , M
~ . ~ , " CB 1 A
q~; ~ ~ 2.307r CB~B Y ~ _
~ 407.81 ~ ~ , ~ ,,,w,,t .~5x ~ N PRELIlVIINARY NOT
~ I i /i W A ~ / i 0 _ ~ti RELEASED FOR
_ \ I ~ - - 4O - - z - - t 13.00 13.54 ' N T 4, ,5 CONSTRUCTIO
~ N $ ' r== '~'~~.5~x~ ~ ~ 1 ~ ~ C ~ 415 41 ~i . ~
VAS `B 7 zox ~ R ~ I 2.071 2.17% 645 1 i ~ ~ ~ d 3.665 r,J
~ ~ ~ ~ 4 3 4 416 416.13 2. 1 1 ~ ~ I
~ i ; v ~ P_ w; J ~ ~ - - r
I ~ ~ ~ + ! KEY NOTES ~ , 1 , - rvs. a. GAR. a. 417 ; ~
~ i 4,o CAR. EL. ` ~ ~ ~ ! 416.44 GAR. EL 414.11 414.76. 1x83 417.96 EL ( 1 ^ ~ 413.44 4 419.29 ' I ( r~~. 4 I A ~ V
T1N 40' CITY OF RALEIGH SANITARY SEWER EASEMENT ` ' 1. ; ~ ; ~ ~ I ! A ~ ~ ~ ~ air-----~.~y ~ '7 4.78 419.29 i ~ ! t ? ~
i•...~ ~ i I ~ Q g N B REMOVE EXISTING STORM PIPE ~~~y ~ j I ~ ; , l 1 ~ ~
~ ~'-rte.. ' ~ ~ { ~ ~ I C EXISTING RETAINING WALL TO REMAIN ti , ; ~ ~ , j
,,~a I 41 ~ ~ I i ~~Uv N
D REMOVE EXISTING RETAINING WALL - , i ~ I 414 .e5 9 V ~ a
r , ; Y OTHERS ~ v~' r---~ E PROPOSED RETAINING WALL (DESIGN B ) . . ~ ~ , ~ - _ _ z ~
~ ( ~ ti., ~ 4u ~r ~ T BE CONVERTED TO JUNCTION X ' E ~ ~ ~ 0 16. F EXISTING CB 0 ; ~ , ~ ~ 16. 4 ~ ~ o
~ ~ / ~ ' , v ~ 1.09 3• ~ ~ ~ N N ~ a o w CB 2 ~ 8
I I I ! ~ : I 5 \ I , _ ~ ~
j ~ ,t ~ .i .2 ~ ~
r '"'Z ~ 1 ) i t i 'I ~ ~ ~ ~ o~ y b ~ h L__----_
. ~ " ~ ~ d~ 4 8.43 A I ~ ~ ~
~r~r--' ~ A t GAR. a. EL i ' ci 0 ~ ce3 O 1 GAR. EL 420. 420.8 4 ~i~ t~ 1"'1 3 M
iF ~ , ~ a' 416.42 417.76 B ~ II face ~ w ~ ~
~ BUFFER ~ - ` RVATION ~ > I ; ~ CO ~ ~ { tl ~ ~ ~1 a 420.38 42 . ~ 1~
~...i"'i ~ ' . ; 1 r ~p 1 415.9? 4 ~ ~ ~ ~ x ~ ~
3. 5.585 3.78X 2.215 ~ h vi ~ ~ ~ C ' a y ~d i U iI
~ ? ~ 4~ a~ ~ ~ ii ~
v + 44:00,,, / 4 4 16 t 19.24 20.36 I ~ O it ~ ~ n
~ i i ' i ;a 0 ~ a N
r ; ~ CB 17 ~ m 4.55 ~ / ry i =i ~ N ,B 17 ~ ~ M
r , ~ , ~ ~ ~ ~ ~ I 4.5x ~ ~ f~ ~ CB 1 4.05 4. ~ X15 55 ~ a ~-i a
, \ 'ti ~ ~ , ~ f I;~ CONNECT EXISTING a ~
~ 8~ f ~4 I \ ; / t O ' , ~ ° N N a ~ V \ ,a 419.24 18 RCP TO CB 4
/ CB 12 ~t o~ ~ ~ o ~
F 1 ti ~ r i ~ ~ / JB 18,- / ~ ~
~ , r ~ ) ~ ~ ~ IOBA N ~ „ ~ r I , ; ~ / : ~ ~ 3.995 ~ F ~
' I ~ ~ TTOt~+ EL 40' 0 3.05 ~ ~ ~ ~ E 42i. CB 4
\ isL. 404. , A ~ / ~ ~ 419.00 E ~ ~ 1 ~ tE~: X28.35 ~ ` p
V 1 i ~ 1 j ~
~ l ~ i i ~ \ i I t ~ r ~ t GAR. EL 420.83 422.16 ' - _ - _ ' _ ~ m rn 419.50 _ ~ ~
RAL SITE OTES ~ ` ~ ~ ~ r ~ / ~ ~ GENE N v, ~ . , I ~ " ~ ~ ; ~ i P t 'STORM PIPE a O n
1. T?~ coNTRACTOR SHE aerA~N Arro PAY FnR ALL ~cnOrrs, ~ ~ i ; ; .;i ~ CHAIN LINK FENCING ~y ~~CU~ T MAY BE ~ ~ ` , ~ ' INVERT 24 R !~~2', ( ~ , CERTIFICATIONS, EQUIPLIENT, ETC. TIU1 REQUNTED ) ~ ~ , v, , ~ 1 N 1 ? ~ 14 ~ TO MATCH EXISTI G C FENCING ~ ~ a 8.33" - 423.42 < EXISTING ~ ~ ; ~ a ~ ri
, ~ INVERT 36 RC~' 4d o`1 2 THE CONTRACTOR SHALL NOTE 711111 1HE DRAWBN;S ARE ~ ~ ~ ~ ~ ~ \ 1 ' 1 ~ ' { I ( ~ \ h C
SCHEMATIC 61 NATURE AND DO NOT SHOW EVERY OFFSET, Y FORA ~ ~~'I, r! ETC. TNAT MA BE REQUAIED ~ , TRANSI110N, FITTING, ~ , 1 1 ` ` t~ , - f REVISIONS ~ _ JB 5
~ Car~>E Ara WanaNG sTSTEM. ~ ~ ` ~ ~ ~ ~ ~ i , ~ ~ - ~ ~ - ~ o v
3. 1HE EN(;81EER AND OWNER D19CLAY ANY ROLE N THE ~ ~ j , ~ ` ~ , ` , ' ~ t , ~ ~ 1 ~lr 408.84 f AND METHODS AS90pAlED WI1H THE , ~ ~ ~ ~ n 1 ! I 1 ~ ~ Z E o 8
TH M THESE Pwws. ~ I ! ~ ~ ~ ~ ~ ~ ~ I PRaECT As sEr ~ v , , ~ , , ~ 1 V 'i ` ~ , I 1~ ~ ~ t ~ , ~ l~ t , l 4 ~
caNTRACTDR sHw. MA~NTA~ AN As atnlr sEr aF ~ 0 t ~ ~ ,1 ~ i' ~ 1 t v~ oRAwn~cs m R~ THE EXACT LocAnoN aF ALL P~NC < J~''~• ~ 'i, .'7 O ~ ! ~ ~ ~ 1 ~ a ~
~ \1 PRaR To oorrceuMO+t oRnwn~s stuLL eE aw1 Tn TAE (r;l., ~ ~ ~ + ~ ~ ~ t, t,,~ ; '''V ~ ~ ~ ~ 1 ~n ~ ENG81mt UPON COMPLE110N OF THE PROJECT WI1H A COPY OF i \ ~ ~ \ r----_--._ i ~ t ~ ~ v
' ~ ~ 1HE 1RANSMITTAL LETTER TO 1HE OWNER ~~;1~ti . 1V\~~` L- ~ ~ 1, ~ ~ ~ ~ V'~~ l , A \ ~ V ~ ' ~ 1 \y.~., ~ ~ .A~ ~~A V\ V ~ ~ \ 415.0 ~ ~ ' ~ ~ ~ o
S. IF DEPARTURES FROM 1HE SPECTFK:AlIONS OR DRAW84GS ARE _ ~ J 1 1 ~ • ~ ~ ~ 1 ~ ~ NJ ~f. ~ f 7. t ! ~'1 (I f ~ , o ~ i 1~ _ ~ Q l ~ R.8 i r. ~`f i ~r~_ 3~~ i 1~~ ~ i
DE138:D NECESSARY BY 1HE CONTRACTOR, DETAILS OF SUCH ~ ~ ~ t ' \ ~ \Q ~ TIED 10 ~ \ ` , \ , ~ 2 ~ ~ t DEPARTURES AND REASONS 111EREOF SHALL BE SUBMI , / ! \ \ ~ ~ \ ~ o i EXI, EXISTING BIO RETENTION BASIN ~ 't ~ ~ a 1 l t ; ~ ` , ; r , ; M ~
THE ENG8rE0t FOR REVIEW. NO DEPARTURES FROM 1HE CONTRACT ' ~ 1 i ~ ; ~ ~ / DOCUMENTS SHALL 8E MADE WITHOUT 111E WWTtEN PERMISSION f '~I ! ! `Fi 1~\, \ ' 100 yr. el ~ ~ ~ r ' ' I 1 ~-~...a7~ ~ ~ ~ ~ f i ~ { "i~'` ' Ian b rice and associates ~ ' ~ ' ~ ~ ~ ~ ~ ~ " ~ t ~ ~ ~ ~ ` " Q E 100 r. el. 317.88 (seep Y ~ J ~ r~- t I~ I l I o
of Try aw~R. ~ ~ ~ ~~I , ~ - Av~ v ~ y~~ ~ / Y ~ , ; ~ E ~ _
KEEP 1ME PREMISES A ~ ti. l A ` ~ J 6. 1HE CONTRACTOR MUST, AT ALL TME$ ~ ~ . ti ~ 7 Y \ \ ~ FREE FRgA ACCUMULATIONS OF WASTE MATERIALS OR RUBBISIi CAUSED ' \ \ ' \ i l F ~ \ ~ ~ ;
PEES DR Hr5 Waac ALL DEBRIS SHALL BE , ~ \r + \ BY H61, HIS EMPIO ~ i ~ ~ , ~ , I ~ " ~ IECf A: 03437 DATE: 04II9K14 j II ~i ~
REMOVED FROM 1HE PROJECT SITE ON A DAILY BASIS. ~ ' I ~ ~ , i ~ r ! ' ' ~O
..___-'-`".'..-----"r..---''""._~-- f _ ~ ' DRAWNBY: WF CHECREDBY:
. t ~ ~ r -
v \ , ,~,,y t STORM NOTES ~ ~ ~ ~ \ \ ~ ~ A
1. ALL ON SIZE DRANIAGE SYSTEMS TO BE PRIVATELY MAR1TA81ED. ~ `1 ~ \ 1~ v , ~ ,
1-- ~,---:'"°.r r~.~ . , ~ t ; a f'SD A i1TT~T!'! cTnv~?~r
2 CONTRACTOR SHALL INSURE A MINWM OF 1' OF COVER OVER
F na \ V PIPES ENTERING STORM WATER PdIDS GRAPHIC SCALE DRAINAGE PLAN
3 CONSTRUCTION OF STORM SEWER SYSTEM SHALL COMPLY WITH 0 15 30 80
CITY OF RALEIGH STANDARD SPECIRCATIONS y m SHEEr
Goi
MAINTENANCE i Q ( IN FEET) c1loo v
INSPECT CONSTRUCTION ROADS AND PARIfNIG AREAS PERIODICALLY FOR CONDITION OF 1 inch = 30 ft @ o
SURFACE. TOPDRESS WITH NEW GRAVEL. AS NEEDED. CHECK ROAD DITCHES AND OTHER SEEDED AREAS FOR ERMON AND SEDIMEIITATION AFTER RUNOFF-PRODUCING RANKS. ri
MAINTAIN ALL VEGETATION IN A HEALTHY VIGOROUS CONDITION. SEDIMENT-PRODUCNIG AREAS SHOULD BE TREATED IMMEDIATW

- _
~ ~ l
i ~ ; ~ ~i Y.,' . • ~,c0 r7 ~ cfl
v O 3~~r~0 a
.Y SON U ~ ~NOO ~
\ , / a~ II- ~'~v0000 ~
- ~ i ' ~ , ~Z~~ rn
~ ~ . ~ ? ~ ,sue"''` ~s_ _ i__ { - _ ~ ~ ~ - s May c ca co ~ a ~I I v
% / / i' /J C ~ ~
~ ~ / ~ - / / N ad7~ U
! / / i / ~ ~ U 3 O - x 3
~ l / ~ f ~ ~ t'--~' , ~ f. ~r ~ O ~ ~ 3
/ / i ~ Li BlaRetenMan Calculation - TorrMiomes at FaMa Nlage ~
~ ~ , ~ ~ ~ j~ ~ / / ~ ~ Bio4tetention Calculation (conYd) • Townframee at FaAs Vllage
~ ' / ~ POSt-~I i i Post-devdopment No•~etentlon drainage era = 1.70 aaes
~ r i ~ ~ / / p,~~,,,,,~~ &-~of Dr~naa Check 1-vr Storm Detention
i ~ X, f / ~ i ! Impervious (ini n saes ue X Determine PrePre•Devdooment 1-yr Stonn: Site is: 0.0096 impervious CN = 98 Impervious (indudes tbtrrre devdopmerd) 120 0.95 1.14 100.00%
Open Space! Lawn 0,5p oPenAawn CN = 70 0.30 0.15 0.00% woods CN = 70 •
;t - - ~ ,l I 1 i < Wooded 0.00 0.20 0.00 0 ALS: 1.70 1.29 aces Composle CN = 70
/ { ~ ~ 58,192 sf Preapihtion = 3.00 in
r ~ ~ i S = (t000VCrl -10) = 4.29 in Size &o•Reierdan Pond •
l~ ~ / Size &o-Raef~Ui i; I r / ~ ~ , I r ~ ~ it
I I Sand BedlndudedinPondT _ Runoff=- (P-02S)~ (YES OR NO) KYES, Size _596 oiTotal CxA (P + O.BS
H N0, Size ¦ 7% oiTdal CxA ) = 0.71 in
I ~ ~ 1 Required Size ¦ 2,810 sf
Site p~~ _ ~ st Detenrine Post-Davdooment 1-yr Storm: Site is: 70.5996 impenvaus CN = 98 29.41% opeMawn CN = 70
f i , / 0.00% woods CN = 70
~ V ~ / Check OraniN o1 1 ~ I I Check OraniM of Runoff EriExire Pond
~;C~ ~ ~ ~ ~ r ~ ~ t 4 f ~ Recommended I Composle CN = 90 'Recommended Irla~arium Qro ¦ 5 cis PredplaUon = 3.00 in
f S = (1000lCN -10) = 1.14 in
. ~ / ao ~a~o ~ \ ~ ~ ~ Go' ctid4 where: c ¦ 0.78 (composRe from values fisted above)
~ / ~ i I•= 7.22infir (asslimcdwnatase) Runoff= fP-02S
• ~ ~ ~ t i r r ~ 1 j / r A ¦ 1.70 saes (P + 0,8S) = 1.98 n
\ ~ \ ~ ~ / l i ~ I I , f ~ ~o= 9.31d's > 5cis NOOOOD
~ ~ ~ j ~ r ~ \ ~ ~ i i ~ ~ 1 l ~ Rate of Irdlha6an Vawme to Runoff Volume = p.52 _ (assume sandy loam for plant bedl
~ i j ~ 1 ~ 7 v ~ ~ 1 1 ~ ~ ti / 1 X 1.98 Check Vdadty of Sheet Flaw Enlertrro Pend = 026 (Vsl?!,)
~ 1 1 ~ ~ i t ~ \ ) ~ " ~ l ! ~ / Channel
~ Dimdrsk ~ i ~ Channel Dimensions at Paint of Entry: = From F re 8.1 > ~ hei~t~ hNght .33' gu ofTR-55 Manual, Ratio of Pak Outlbwto Peak Intlo!w= 0.27
~ ~ i i v ~ ~ ~ ~ width = 2.0' _ ~ 'f, 73 % Reduction save widh siege art d = 2 :1 ~ 1- St
i ' N ~ wrtd= 2:1
~ , ~ ~ t ` 1 ~ ~ l ~ Ara otFlow, ~ ~ ~ PostRunolfThroughPond= 0.53 in < Area of Flow, A = .07 sf Mannbg n = D.013 0.11 in OK
~ ~ ~ Channd Slope ¦ .01 tilt (Pra)
~ ` ~ 1 j ~ ~ f V Vio' 4.58 tVsec > 3.00 tlhee "Use ri fie charm p rap d to reduce vdodly
i ; 1 ~ „ _ '1 ~ ~ 1 f
A ~ ~ ! I ~ ~ ~ ~ / ~ ~ ~ 1
, ~ ~ ; j
~ ~ r~
~ ~ I / ~ - , r l ~ ~ J I PRELIl~IINARY NOT
\ i , ~ ~ ~ ~ ; ~ i ~ ~ ~ 1/~ RELEASED FOR
~ I ~ ~ 1 ~ , ~ 1 ~ ~ ~ 1 ~ ; i, ~ 1 , ~ ~ ~ r CONSTRUCTION
\ ~ ' ~ ~ ~ ~ ~ ~ ' ~ ~ ~ ~ i
i ~ ~ V ~ i 1 i ~ 1~ ~
~ ~ I i i, ~ A ; J , A ` \ ~
t ` , 1 `1 11
~ \ \ ` ~5 , , ~I \ ` ` ~ ~~i T.y~
1,- ~ v ~ ~ ~ \ i ~ i ~ ~ ~ ~
~~l ~ ~ ~ ~ 1 ~ , i ~ ` V ~ I 1 ~ '~a,
i-- A ~ ~ t l ~ 'i ~ l 1 F \ ~ 1 ~ ~ 1~ y ti~ r~ a
1, ~ ~ 6 r--~ ~
STOfiMirATER ffMPACT A U ~
\ ~ 1 ~ j ~ }
~ ~ , 1 ~ z E
J \ ~ ~ \ 1 l ` ~ ~ ~ ` ~ ~ RUNOFF INTENSITY INTENSITY MIENSITY AREA FLAW1YR 8HR o FLOW 10YR FLOW-25YR ~ ~ b4 A•r
1 ~ ` ~ ~t ~ ` ~ 1 ~ ~ ~ 1• ~ ~ 1 C~• P~RI (SRI I~RI G~1 131 (CFS) (CFS ~
~ ~ ~ ~ ~ ~ C l-1 MO I.Z6 A ) ~ ~ ~ ~n AZ Q10 fi25 y EXISTINti 0.20 4.5 7.22 8.7 2.82 2. ~
1 ~ ~ 1 ~ ~ , ~ I ~ ~ ~ 1 ~ 54 4.07 3.78 a ...i ~ EXISTING 0.30 4.5 7.22 6.7 1.7 2.30 3.6B 3.42 W «
'i ~ ~ ~ , 1 ~ ( ~ ~ 1 ~ i 1 POST DEV 0.3 r ~ ~ 4.5 7.22 8.19 0.5 0.68 1.08 1.23 ~ "Cj • ~ rn O~
~ 1 POST DEY 0.2 4.5 7.22 8.19 1.82 2.54 4.07 4.62 cO ~ " ~ POST DEV 0.95 4.5 7.22 8.19 1.2 5.13 ~ ~ ~ 4
wry,, ~ ~1 i j f ~ ~ ~ ~ A ~ i E ~ ~ ~ 1 8.23 9.34 ~ 0 r~ M ~ 3
~ ~ ~ ~ \ 1 TOTAL PRE DRAINAGE AREA 4.5 ACRES ~ ~ ~ ~
t' ' ~ ~ ~ N ~ r,~ a ~ TOTAL POST DRAINAGE AREA 4 x
\ ~ ~ .5 ACRES ~ ~ ~ ~ ~
\ ~ ~ ~ V' ~ ~ ~ I ~ o ~ z ~
PRE-0EVELOMENT o ~F•r ~ ~ IXPORT IXPORT ~ O >
i ~ V ~ ~ l COEFF. FROM USE z
~ a ~ 1 ) ~ LAND t~ ~ \ < o ~ a D COVER LBS/AGYR LBSlYR ~
i t \ ~ \ \ MA ~ ~ ~ ; ~ ~ ~ ~ ~ NAGS UNDISTURBED 8 ~ OPEN SPACE 0.6 1.89 v7 . MANAGED OPEN SPACE: ~ m ~i
ti ~ ~ ~ . l ~ ~ ~ ~ ~ \ GRASS-t GRASS-lAN ~ f DSCAPING 12 2.04 a ~
a a ~ IMPERVIOUS AREA 21,2 0 ~
~ ''t 'l ~ ~ ~ ~ ~ TOTAL TOTAL 3.73 CV °o • ~ N
~ ~ ~ ~ ~ ~1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ A ~ ~ NITROGI ~J Vn/ rry' ~ l 07 NITROGEN LOADING RATE 0.63 0 l ,
~ 3 i' r` ` 1 ~
\ , ` f I ` ~ , ` \ POST-0EVELOMEN'i ~
~ ~ ~ ~ ~ ~ ~ ~ 1 ~ ~ ~ ~ IXPORT IXPORT z COEFF. FROM USE
i I i i I ~ ' ~ \ ~ LAND WI i ~ i ~ \ LAND COVER LBS/AC1YR LBSlYR o
~ ~ 7 ti V UNDISTU MANAGE UNDISTURBED OPEN SPACE 0.6 1.69 MANAGED OPEN SPACE:
GRASS-L GRASS-LANDSCAPING 12 0.6
IMPERVIf IMPERVIOUS AREA 212 x,44 w U O
TOTAL TOTAL 2773 y ~ ] ~
NITROGE 0 EN LOADING RATE 8.14 i
LOAD AF AD AFTER BIORETENTION 4.29 0 3 REVISIONS
LOAD AF LOAD OFI LOAD AFTER RIPARIAN BUFFER 3.01 MUST BE LESS THAN OR EQUAL TO 6 - OK a i LOAD OFFSET BY PAYMENTS o
FEE AMO ~ z FEE AMOUNT NA o
o ~ A o O
a a N
ALTERNA Y ALTERNATE CALCULATKIN ~ v
o TREATED UNTREATED
IXPORT IXPORT IXPORT ~ ~ c COEFF. FROM USE FROM USE
LAND C0~ LAND COVER LBSlACIYR LBSIYR LBSIYR ~ r~ ~
UNDISTUI MANAGE[ UNDISTURBED OPEN SPACE 0.8 p 1,~ o L MANAGED OPEN SPACE: _ ~
GRASS-LE GRASS-LANDSCAPING 1.2 0.6 0 ra ~
IMPERVIfJ IMPERVIOUSARFA 21.2 25.44 0.00 ~ PROIECT#:03437 DA1E:04/191x14 ~
TOTAL TOTAL u~ ~ 26.04 1.69 ~ a
NITROGEI ~ DRA WN BY: WF CHECK®BY: NITROGEN LOADING RATE 15.32
LOAD AFT LOAD AFTER BIORETENTION 10.72 ~,E o
LOAD AFT OAD AFTER RIPARAN BUFFER 7,51
LBSIYR LBSIYR , Q,,,, r R 0 PT-cif' cr n r >a ~ n
LBSIMA( L.IV ,p.7L ~+1vL 11 LL1V 1.lVL11L.J '0.7 LBSlYR/AC 20 AVERAGE MUST BE LESS THAN OR a
LOAD OFF EQUAL TO6-OK o s 10 20 BIORETENTION ° LOAD OFFSET BY PAYMENTS NA
FEE AMOL FEE AMOUNT wq u BASIN
.9 2,
a ( IN FEET ° sum cn
1 inch = 10 ft. x v
x i U y
Q C2,90 v
0 L 2

T
oO~?~O ~ 3r-~ON ~
;RAVEL 8 RIP RAP BASIN ~ ~NOO ui
o~ I I - ~ U o0 a0 a~
EN DED SIZE WEIR VOLUME VOLUME STRUCTURE DRAINAG D U AREA AREA WiaTH LENGTH DEPTH' LENGTH REQUIRE PROVIDED ~Zrl~~
AC (AC) I~ (CF) (CF) I~¦i c co co N a ~I I o
( 1 ~ L~~L
1 3.2 1.6 30 45 6 0 5 670 6 750 N U
~ U 3
tINCLUOES 1' OF FREE BOARD. O - X 3 • O ~ d ~
~ ~
. ~
•
•
4,~7,
~ ~ iA'. C . ~1 - ,grnr~ oft {;I~inCf i~r ~UPt'
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~ o ~ \ \ \ ~
~ 1 \ 1y ~ ` ~ ~
~ ~ \ \ ~
\ ` , ~ ~ \ ? \ \
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~ ~ ~ ~ \ ~ ~
/ ~ ~
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\ `rte\~ ~ r
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ss 1 A r
~ / x t B 8 j -
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~ y 1 ! .-1~' ~ j 4 I w ~ r1
~ ~ / ,ti ~ ~ i i ~ •,,d ~ ~ ~ ~ i 1
` 1' t • ~ Y'c r Y~ r ~ ~ B~ , J 415 _ PRELIlViINARY NOT
it / ~ ~ RELEASED FOR
NSE ~ ,fi ~ , A i \ ~ ~1 t _ r.~ ~ I 41s ~ CONSTRUCTION
~ \ ~ v i ~ ~ ~ ~ ( ti ~ 1 _ _ . I 1 p~ ~ ~ -
;.•--.,r ,`n `A'te-~i I ~ ; " 417 I n' i,, i~ I
1 ~ ~ 410 ~ ~ ~ ~ i j t Y~ ~ ~ ! ~ ~ ~
` ~ _ ~ r vim, , ~ ~ ; 1. ( r r ! : 422-~--------`'"r'
I' ~1 -J ~ 4 r
/ ~
I"~ ,rte i 1
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r ~ h ( r I i t~ ~ r 1 / ~
I . ~ ~ / i ~ I -~--$S. o. I ~ dp N N l W I !''i~ CB ~ Q J O
z ~
,~,~A I ~ ~ ~ I ! ~ ~ a bA Q1
! - _ ~ a~ i J ~ ~ - - v~
C PLAN LEGEND ~ ~ _ % ir, ~ ; ~ ~ ~ Sd~E c~
~ ~ ~`'~--~j ; ~ ~ ~ e
SILT FENCE ~ _ ~ - ~ Fac ~ 1 ~ i ~ fl .b v~ o.
Tp , sn BU~ > TREE PROTECnoN FENCE TP ~ , ~ ERVA¶ON 1 ~ N i, ~ „M ci p ~ O
DIVERSION DITCH -'TU C ~ i - 4 i M ~ 3 u ~ ~ ~ ~
L1MIT5 OF CONSTRUCTION ~ ~ ~ ~ ~ ( ~ j ~ .r ,F 3, ! i ; a ~ ~ ~ N ?7
r.; / i a r ~ ~ ~ ~
I ~ ~ % ' i~ x ~ ~ i. ~ vi Q) ~ C C
~ ti 1 / ~ '•i'~`/ 'I cd ~ Z ~ ~ / I'~~ v
CUSTOM BASIN ~ j' CB 17 V J
f B 17 ~ ~ ~ ~ ~i 0 1 ~ r i ~l ~ d CB 1 z ~
/ ~ ~ CONNECT EXISTING o a V N
EROSION CONTROL NO ~ , - I ' ~ V ~ ~ ; ~ o , 18 RCP TO CB 4 M o
AREA • z~ ACRES ~ ~ i / CB 12 DoAlom _ l ~ ~ h ~
2 MPFJtNOUS SURFACI: ~ 1.2 ACRES i \ F ~ 1 / 4 Sj„ J • x,53 MMES li ~a, ~ / o
a TDTU AREA JB 18 4. REFER TO SHEET C 1.0 FOR ' ~ ~ ~ ~ ~ ~ ~ N r ti a. ~
sraRM wAmt a~.aTALUnoN sa~o<xF k ~ y IOBA''S~N ~ ' ~ i ~ r TREE FENCAJG SHALL BE IiSTALIED BY ~ TTOIuh, EL. ~ 4O ~ O ~ ~ ~ 4 5 ~ ~ CB H
YUUNTAp~IED. AND CONTRACTOR ~ ~ /'~--•''"`l ~~i I ~ L `4040 ~ ' ~ SEED 8ED PREPARATION ! I ~ e. SEEaNC SaImuLE AND i r ; ~-i~~..- \ 1 ~ 1 / T, is , ~ «s.~.~ CB 6 M
ON DETAIL SHEET C B.a \ ` ' , ' 1 ~ / .----415`-. ARE SHOWN Mn.ET caNTRa As P~ ; , v ~ ~ ~1 ~ ~ ' ~ - ~ F+i ~ ~ I ~ 426 - - w ~ <s ~
oa+TRACroR TO nuTALL 4/ i / / DETAR aN sIIEEr c so As NECESSARY. ~ \ l ! ~ ~ ; - _ ' ~ ~ -
& SLOPES 21 OR GREATER SHALL BE STABALRED \ l ~ j ~ ~ ~ w FaRTRAa~ ~/2o/2D GEOC~D PER mac. \ v ` ~ , ' , ' ; STORM PIPE UII , , r ~ o {
~ ~ = ~ ! • ~ ~ ~ - CHAIN LINK FENCING APPROVED EQUAL ~ ~ r \ 0~ ~ ~ l t 1 ~ , ; INVERT 24 R¢P'~4~~. 2` r , i ~ ~ , ~ ~ ~ //r I , I TO MATCH EXISTING ;FENCING ~ ' ` EXISTING ~ - 1 a'~`,
i ~ \ \ I ~ INVERT 36'R~I~ ~ 0`7i rci'~ o i i ~ ~ `
GENERAL SITE NOTES ~:1',~ Il~~~`11~1,~4 ~ ~ l ~ ~ --.~r.ir.'~...~.~-n ~;~Y p.l r
i ~ t~ ~ Iiil~~~ ~ ~ } ~ THIN AND PAY FOR ALL AiSPECTIONS, - t ~ ? `t , t ~ ~ ; i ~ ~ , I. ~ 1. THE CONTRACTOR SHALL OB i 1 5 ~
T E1C. TiUT MAY E>E REQUIRED. ~ 1 ~ ~ ; ` , ~ ; ~ I ' ` 1 I ; y 409.84 ~ ' ~ CERTIFICATIONS• EQUIPMMEN , ~ ~ , ;1 ~ ~ 1 ! 1 1 r ~ ~ ~ 1 ~ ~ I
SHALL NOTE THAT 1HE DRAWNNS ARE 1 I ! ~ ~ 1 ~ ~ ~ 1 i 1 ~ s ~ ` ~ j ~ I 2 THE CONTRACTOR ~ t AND DO NOT SHOW EVERY OFFSET l ; ; , ` \ ~ I ) I SCHEMATIC IN NATURE "y ~~''A 1 ~ ti 1 } ~ ~ \ ~ i ~ . f-_.._... ~ , 1 ~ I ' . . ' REVISIONS ~ - ~ o
MAY BE REp1RED FORA , I ~ ~ . ~ ~ ~ 1 i ~ ` ~ ~ 1 r FlTIi ETC. THAT L --?I~ TRANSITION. W~I(INC SYSTEM. \ ~ ~ 1 t t ' \ ~ ~ I , OOMPLEIE AND , ~ ~ ~ ~ ~ ~ ~ ~ 't ~ ~ v~ i r a i o
ROLE ~ 1HE : ~ ~ ~ ~A - t ; a TAE oraNEER AND/at owNER asa.~w a+Y r I, . v ; ` \ l ! I ~ I F- i r + 1~ ~ o i ~ ~ i ~ ~ l r---
TION MEANS Ago MEnroDS AssoaA , ,t ~ ~ ..A ~ ; cONSTRUC , • ~ PROJECT AS SET FOR1H M THESE PLANS. ~ ' 1 ~ ~ ~ ~ ` ~ \ A ~ ~ I ~ I 415.O~J ~ 1 'I ~ ~ ~ ~
~V ` c~ ~t ~ A \ \ V ' ~ ~ A ~ ~ OVA ~ ~ ~ , ~ V , \ ~ / TRACraR SHALL MAINTAM AN •AS Bu~Lr SET aF i y ~A V ~ ~ , , ~ ~ ~ , ~ ~ I ~ i ~ , A a ~ + ~ ~ X408.83 ~ ~ , r i I I . o
RON OF ALL PIPMG A• ~ ~ ~ ~ l \ \ , V~ ~ \ V ~ ~ / DRAWINGS TO RECORD THE EXACT LOCH ~ ~ ` ~ , ~ - / ~ A. ~ ~ i ~ A ~ ~ j . ORAWMK:S SHALL BE GIVEN to THE ~ , \ i ~ , ~ \ ~ \ \ EXIS POOR Tn ~T j ~ /J 1 , I , , I ~ ~ ~ t ~ a 1 ~ J Y NTION BASIN ~ V ' ! ~ a EXISTING BIO RETE ~ ,to , , (I , , ~ , ;
aF TAE PRO,ECT wrn+ A caPr of A ~w\V~ ~ \~w~~~ y'Q~ uPaN coMPLERar \ ~ ~ ~ ~ \ \ ; ~ ~ , A ~.A/1 ~ ~ I ! 1 ~ ~ t ~ i ~ ~ ~ ~ ~ ~ v rice and associates ~ ~ ~ ! ~ i ~ i ~ f ! ~ ~ ~ r ' 317.88 see Ian b ~ i ` ~ z
TAE TRANS~nTTU LETT~t ro n~E owNER. y.- ,v'~. ~ ~ I i ~:p, ~ , V~-~ ~ ~ i ~ 100 yr. el. \ , ~ ~1 I V 100 yr. e . ~ P Y ~ 1 ; ~ ! ~ , ~ ! I , ' ~ - ~.1 , i _
5. ~ DEPARTURES FROM THE SPEC3F1CA1KMIS OR DRAWMrGS ARE ~ ~ I A~ , A A , n \ A OF SUCH ~ \ ~ \ ~ , ~ ~ G ~ \ ~ \ V ~ ; V ~ I DEEMED NECESSARY BY THE CONTRACTOR, DETAIS ~ \ ~ \ ~ ti, 1• \ ~ ` I / J ~ „
DEPARTURES ANO REASONS THEREOF SHALL EE SLA'#pTiED lO , \ \~l ~ ~ ~ \ ~ ~ ~ \ fROM THE CONTRACT ~ ~ 14 ~ ~ , \ ~ \ ~ FOR REVIEW. NO DEPARTURES ~ ~ 1 • . 1HE ENGMEER T 1HE WRITTEN PERMISSION ` ~ i ~ ` ~ \ ` ' \ -415 i ~ ` ~ ~ I ~ ' ~ i ~ / I ~ ,fit
OOCtIMENTS SHALL BE MADE MAIHOU ~=,1~ ~ ~ , ~ A ~ ~ OF 1FE OWNER. ~,1.~L , . \ \ ~ ti t- , \ ~ ~ / { , ~ ~ ~ t . , i, , l1 r ( ,i
„ 1 ~ \ y. \ 1RACIOR MUST, AT ALL TD~ES, KEEP 1HE PRE?NSES I , ` r` ~<< A ~w~\ A , ` ~ . 8. THE Cdi ~ V A V ~ 1 ~ ~ r 420------ _ ~ / ~ ~ d
OR RUEiERSII CAUSED ~ ~ .0 ~ \ s MAIERWS ~ A. FREE FROM ACCUMULATIONS OF WASTE 1 ( ~ t ~ ~ ~ ~ _r-- + t ! ~ ' ~ PROIECf 03437 DATE: 04119!04 ~n
BY HIM, HIS EMPLOYEES OR HIS WORK. ALL DEBRIS SHALL BE i' ~ ~-~~1'~ ~ } '9 FROM THE PRQECT SIZE ON A DAILY BASIS. , REMOVED \ ~ ~ ~ ~ ~ i i~~~l ~
~2 ~ a _ i„ i j w DRAWN BY: WF CHECI~DBY:
sal. I'~ / / ! t N ~l
n., az5_ - ~
STORM NO ~ 1~ `,at~~,, ~ ~ 4~s~ o - TES \ `~~\l~, ~ _ ~ yy ~ ~ " ~~i Y Y Y~ ~ ~ ~ t 7~~T ~r ~ ~ W N) ~~y~.; I t ~ ~ ~ ~ ~ ~
1. ALL ON SITE DRAINAGE SYSTEMS 1T) BE pRIYA1ELY MAINTAMIED 1~en~;;,,. ~ ~ ~ I ~ ' ~ ~ ~ SEDIlVIENT & EROSIO ~ ~ t
_ ...~..r ....w... wr K Ito M!D \ \ ~ \ +a1 ~ ~1 \
wcn Z CONTRACTOR SHALL W4WKL A mwwn w Vr i yr %,v n PIPES ENTERING STORY WATER PONDS. \ GRAPHIC SCALE CUM KUL PLAN
I ~
3. CONSTRUCTION OF STORY SEWER SYSTEM SHALL COMPLY WITH IPF 07Y OF RALEIGH STANDARD SPECIFICATIONS. 15 30 60 n 0 vWi SHEET
x r~
MAINTENANCE U
( IN FEET) C390
INSPECT CONSTRUCTION ROADS AND PARKING PERIE Y aR~~ OT~I R SURFACE. TOPDRESS VAIN NEW GRAVEL AS . ROAD SEEDED AREAS FOR EIMON AND SEDIMENTATION AFRUNOFF-PRODUCING UT-PRIORAINS. 30 ft ° 1 inch ri
AREAS MAINTAIN ALL VEGETA71ON IN A HEALTHY VIGOROUS
AREAS SHOULD BE TREATED IMMEDIAIEL-i.

_ _ _
8' MAX. ~r
~IARIABLE AS DIRECTED BY THE ENGINEER PRIOR TO BEGINNING DEMOLITION ACTIVITIES,
W NI THE CONTRACTOR SHALL ERECT TREE PROTECTION FENCING AROUND ALL TREES
DESIGNATED TO REMAIN. THE PROTECTED
MIN. 12-1/2 GA. GROUND AREA SHALL BE INDICATED ON THE
MIN. 10 GA. INTERMEDIATE PLANS. LINE WIRES WIRES
FALLS NO CONSTRUCTION ACTIVITY OR STORAGE
HUNTING RI YILLACE .n ROAD : SHOPPNIC y OF MATERIALS WILL BE ALLOWED IN THE GRADE PROTECTED GROUND AREA. TREE PROTECTION
CENTER Y N FENCING SHALL REMAIN IN PLACE THROUGHOUT
ORANGE, UV RESISTANT, CONSTRUCTION,
HIGH-TENSE STRENGTH POLY BARRICADE FABRIC
crYP.) Lappas + Havener, PA
STEEL POST FRONT VIEW
b ~ ~ ~ r' WOVEN WIRE FABRIC NOTES LANDSCAPE ARCHITECTS ~ ~ WARNIN SIGN 1. WARNING SIGNS TO BE MADE OF DURABLE WEATHERPROOF
< ~ ~ ORANG , UV RESISTANT, MATERIAL.
- T ~ o = _ x HIGH-TENSILE STRENGTH 2. LETTERS TO BE 3" HIGH MIN., CLEARLY LEGIBLE AND SPACED cw POLY BARRICADE FABRIC AS DETAILED.
~ ~ \ ~ M = (Ty I 3. SIGNS SHALL BE PLACED AT 50' MAX. INTERVALS. a 3 BADE ~ 40 4. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND
\ ~ 50'ON CENTER THEREAFTER.
~ r 't - - - 5. FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER r o n TREE PROTECTION AAEA
VICINITY MAP NTS ~ PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA DO NOT ENTER 6. ATTATCH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
~ ~ , ~ 7. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION
~ \ SIDE VIEW WARNING SIQN DEjAJL OF PROJECT.
8. ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS.
~ 0
~ ~ R Md A E VE~--A~lQ REPL CE 6 NOTE= FOR TREE PROTECTION ONLY ~ TREE PROTECTION FENCING o ~
y. B0~0,. FENCE 'D P.O. BOX 2825 _ L A~ ~ 0 NTS DURHAM, NORTH CAROLINA 27715.2825
\ GR MATCH . ~ THE POWERHOUSE
fEN~ . 300 FULLER STREET
EXISTING 20' SANITARY e ~ 1 NOTES; DURHAM, NORTH CAROLINA 27701
-SEWER EASEMENT LIMITS OF- TR ROTE N A1. ~ ~ 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TEL: 1 .4t .t1 TO ENSURE CONSTRUCTION ENTRANCE IS USED. 9 9 9 99 , FAX: [phone]
CLEARING (TYP.} FENCING P.)
EXISTING SIDEWALK - - ~ - 2~F CONSTRUCTON ON THE SITES ARE SUCH THAT www.lhpa~nc.com _ ~ THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEL- LNG OVER THE STONE THEN THE TIR F TH
x x-.r--x--.-x ----.x-- -x x x x ES 0 E -x x~~ ---x x x x x x VEHICLES MUST BE WASHED BEFORE ENTERING THE
PUBLIC ROAD.
3,IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS N CARS ON T TH PU IC R TH V ~ ~ ~ - 0 E BL OAD EGO ERNING aJTHORITY ~Q f~
_ - _ , - ~ - - WILL CLEAN THE AREA a~D INVOICE THE FINANCIa. Y C~,: ~1ST~j, q ; - ~ RESPONSIBLE PERSON AS INDICATED ON THE FINAN IAL ; P~
~ • ~ RESPONSIBILITY FORM.
_ 50 MIN. ~ v ~ 2:
1 2 BUT SUFFICIENT TO KEEPi 2 3 STONE TO BE USED Q `
o TEMPORARY SEDIMENT ON SITE (SURGE STONE OR RaLR0A0 ; ~ -,,cqp A1. BALLAST) % F f AR Q,
~ _ x ~ - CONSTRUCTfON 9 ~ ENTRANC T
EXISTING 60' CROSS ` E 25' OR WIDTH OF `'~r, w' r~`` EXISTING PROPOSED STREET,
~ ACCESS EASEMENT . . _ - ROADWAY WHICHEVER IS
_ GREATER. _ _
- - w
. - _ - h _ ~ w _ _ _
_ ~ _ d, . ~ _ - ~ ~ f~
. NEUSE RIVER _ NEW CONSTRUCTION • I
BASIN BUFFER - ~ • I O 35 MIN. 15 MIN.
I _ CONSERVATION • ` N EXISTING ROADWAY
Huntin Rid a Road AREA 9 9 i, ~ _ ; ,t x i ~ ~ - ~ 1 - ~ EXISTI fi0~2ROSS 6" MIN. 12 MIN.
i, • C S E EMENT
~I ~ l i ' . ` _ ~ FABRIC UNDER STONE
1 -I CROSS SECTION
- - x I / - . - ~..~-.r- . _ _ 2 RANGE
~ ~ - _ - - ~ TEMPORARY CONSTRUCTION ENT
~ _ - -1 - _ " r~ LA1.0
~I 1 ~ i X
- _ F
~ ~ .©ISTURB 1 ~ ~ TEMP ~ ~ DISTURB AREA 4 SF t.99 MAINTENANCE PROGRAM/INSPECTION SCHEDU E
AR L ~ ~ DIS BED I TEMP ARILY ' ' ! ~ ,YI I ,@ L L ~ DIS BED AS ,h I tl
~ ; ~ ~ x i ' ~ g; 1. THE CONTRACTOR H H K S ALL C EC ALL EROSION AND SEDIMENT CONTROL PRACTICES en ~~r
~ _ ~ I• FOR STABILITY AND OPERATIONS FOLLOWING EVERY RUN-OFF PRODUCING
- EXISTING 6' HEIGHT ' 1. i RAINFALL, BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY NEEDED
~ BOARD FENCE TO REPAIRS OR SEDIMENT REMOVAL WILL BE MADE IMM DIAT IN E ELY ORDER TO
h V ~ REMAIN IN PLACE ~ , x ~ APPRO ATE LI S 0 MAINTAIN ALL PRACTICES AS DESIGNED, 4TE LI S OF F L
~ ~ ~ - P \ 1 t~ t ~ L D DUR PHASE 2, SEDIMENT WILL BE REMOVED FROM THE BLOCK AND GRAVEL INLET PROTECTION URI PHASE
~ t V I ~ ~ S PPING NTER l i - DEVICE WHEN STORAGE CAPACITY HAS BEEN APPR XIMAT NTER STRUCT40N ~ 0 ELY 50 FILLED.
~ -~1~--._..r_._.-- ' GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER
~ ~ r _ ~ _ DRAINS PROPERLY. ~ _
` 3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT r~.
~ ~ ~ ~ ~ i BECOMES ABOUT 6 DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE
y 1 I / 0 ; I REPAIRED AS NECESSARY T4 MAINTAIN A BARRIER. . ,
~ m ~ ~ ~ - 4. ALL SEDIMENT SHALL BE R MOV F M T ~ j E ED RO A EMPORARY SEDIMENT OR EROSION
\A ~ 1 1 U v \ ! G ~ ` CONTROL DEVICE PRIOR TO ITS DEMOLITION. TEMPORARY CONTROL DEVIC ~ ~ i\ i i ES
~A ~ ! a \ ( v l ~ ~ WILL BE DEMOLISHED BY BEGINNING UP STREAM OR UP SLOPE TO INSURE THAT
s ~ ~ ~ \ v ~ ~ ~ - - - - SEDIMENT IS CONTROLLED DOWNSTREAM DURING REMOVAL PROCESS.
\ ~ ~ ~ I C ~ ~ ~ 5. ALL LAWN AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND
W I v \ \ ~ ~ XI TIN T > ~ d. \ I ~ E S G ORMWATER BASI ~ ~ MULCHED ACCORDING TO SPECIFICATIONS TO MAINTAIN A VIGOROUS D NSE ,E
l ~ ~ TO EMAIN I ~ R \ ~ ~ ~ a ~ VEGETATIVE COVER.
Q ~ \ ~ r, 6. DO NOT DISPOSE OF SEDIMENT ON SITE, OR WHERE IT CAN REACH A STREAM.
DEVICES AND PLACE IT IN A SUITABLE LOCATI N. PR 0 S EAD THE MATERIAL
C ~ ~ ~ ~ ~ co TO A UNIFORM DEPTH, SEED AND STABILIZE IT.
~ ~ ~ ~ ~ /
~ ~ ~ ~ ~ 7. CONTRACTOR SHALL MAINTAIN EROSION AND SEDIMENT T I N0. ¦ REVISION ¦ DATE o G, I I ~ CON ROL DEV CES
~ s ~ ~ ~ ~ ~ ~ \ P Q r i v
~ ~ ~ \ ~ P Q w ¦ CITY OF RALEIGH ¦ 8.01.03 v ~ COMMENTS
~ ~ ~ ~ ~
I V ~ ~ ~ SUGGESTED CONSTRUCTION SEQUENCE ¦ ¦
\ 1 f ~ ~ \
,1 °1D / 1. OBTAIN GRADING PERMIT, ¦ ¦
V' 2. INSTALL GRAVEL CONSTRUCTION PAD. INSTALL TEMPORARY DIVERSIONS,
v PERIMETER SILT FENCING, AND SEDIMENT BASINS AS INDICATED ON THE APPROVED PLAN. CLEAR ONLY AS NECESSARY TO INSTALL THESE DEVICES. ¦ ¦
I! 0 Zy
~ ~ ~ ~ ~ ~ 3. BEGIN CLEARING ANO GRUBBING, MAINTAIN DEVICES AS NEEDED. ROUGH ~ ~ GRADE THE SITE. ¦ ¦

4. INSTALL STORM SEWERS AND PROTECT INLETS WITH SILT FENCING i ~ SEDIMENT TRAPS OR OTHER APPROVED METH DS H ~ ~ - _ 0 AS S OWN ON TIE PLAN.
\ y i ~ ~ 1 I ~ --I ~ ~ _ _ ~ - - _ _-C'.-' - - - BEGIN CONSTRUCTION OF BUILDINGS, DRIVES, PARKING, ETC. ¦ ¦
~ ~ ~
~ ~ ~ I 1 5. STABI I T 1 ~ ~ L ZE SI E AS AREAS ARE BROUGHT UP TO FINISH GR WITH ADE ¦ ¦
~ ~ ~ ~ ~ 4 1 t ` ~ \ I ` ~ ~V \ ~ ~ TEMPORARY VEGETATION AS CALLED FOR ON THE PLANS. TEMPORARY SEEDING
~ 6. WHEN CONSTRUCTION IS COMPLETE ANO ALL AREAS ARE STABILIZED, CALL FOR
~ , ~ ti ~ Iem~sY ~ ~ ~ ~ eoih and e \ , i ti 1 i 'ndudngfer6lizer,linle~nemdmuld~esrequiredtoilalTporo;lym~ardl ds~rl~ed AN INSPECTION BY AN EROSION CONTROL OFFICER. ¦ ¦ eo'lhmderoaandtfiesduringoaudn~dim. Seedngsd~eduleisasfdloWS~
~ \ ~ 7, IF THE SITE IS APPROVED REMOVE TEMPORARY DEVICES. AND SEED OUT OR PAVE
~ ~ ~ ~ I C ~ ~ ~ 1 ANY RESULTING BARE AREAS. ALL REMAINING PERMANENT EROSION CONTROL ¦ ¦ Ter~rm S,_,~eedna~,,~ DEVICES tSUCH AS VELOCITY DISSIPATORS) SHOULD THEN BE INSTALLED.
~ ~ ~ j ~
~ a A ~ Date ,A Date T Plantin Rate 8. WHEN VEGETATION HAS BECOME STABLISHE CALL FOR FINAL ¦ ¦ ~ g INSPECTION BY AN EROSION CON ROL OFFIC

Aug15-NI Aug 15-Nov 1 Tdl Fe9aae 3001bs, bye DA TE ¦ 07.02.03
Nov1-Ma Nov 1-Ma'1 Tdl Fesnlea~d 3mlFis ~lYra _
DRAWN 0 VV55 Abram Rye 251be Axe
Mcrl -Apt M Q 1-Apr 15 Tdl Fescue 3001ba /we SCALE: 1"=30'-0" CHECKED RML
Apr 15 -li Apr15-,fin30 HidledBermuda Grass 251beAm
,U 15-Atx Il 15-Aug 15 TdI Fame aid 1201bsA3Cre SHEET M LAI 90
BrowntopMilletor 351bsAxre D 16 90 60 80 A I
I Sx4umSudm H ybd ds 301 bs Aue FILE:

FALLS
HUNTING RID VILLA4E •n j
ROAD W ~ CESH N4P N
' ~ ~i
I
+ PA Lappas Havener,
LANDSCAPE ARCHITECTS
~ \
r 1 0
, A, ~r•~~ -
\ ~ v~. A ~
~ AU ~ ~~~~i
~ 0~~.1 ~p
~ ~ ~ ~ ~ \ r
~ ~ ` P-NTS VICINITY MA
~
~ ~ , ~ 2`x,25 O
REE`SAMPL EA ____----V~.~.
~ ~ ~
A AREA ~ $IS \ \ O P.O. BOX 2025 ~`~~-K~__" DURHAM, NORTH CAROLINA 27715-2625
~ , 1- " ~1N THE POWER HOUSE
300 FULLER STREET DURHAM, NORTH CAROLINA 27701
~ 6-2 " HA~R6~WOODS
_ CLOSED \ .6 15 DW ODEN USED ~ TEL: [phone] FAX: [phone]SB9
EX15TING 20 SANITARY Q www.lhpa-nGCOm
SEWER EASEMENT ~
EXISTING. SIDEWALK _ _
x x x x-~-x ~'u----l-x z x ~ x----- f
x W LIMITS OF NEUSE \
RIVER BASIN BUFFER . . -
CONSERVATION AREA ~ ~ , ~ ~ -y-\ ~ ~ ASRHALT ,PATH
(TYP.?
. ~ ~
1 i
i • EXISTING DEGRADED _ ASPHALT PARKING AREA
' ~ CHANNEL x f
I
~ _
I _ _ - - _
- -
i _ _ _ _ ___I . _ -
Y r'
EXISTING 60` CROSS ~ : `EXISTING VEGETAT>bN NEUSE RIVER I ACCESS EASEMENT ~ ~I : _ _ SEE IVOTES,;THIS SHEET ' H~ PREVIOUSLY POR OF C, EL
_ BASIN BUFFER ~ FILLED IN PH~CSE ONE CONSTRUCTION
CONSERVATION
Huntin Rid a Road AREA 9 9 x i EXISTit~ 60' OSS ,!1 M NT ~
I r CCF,~S E E E ~ ~
~ ~ _ ti ~ `
~ I i ~ ~ CON ETE WALK -
1 _ x _ ~ r, n,11__J
_ _ ~ , ~

~ / rte,,.,. ~..~_s1 - _ \ /
\ (
/ , _ - , i F s
I a~ I e N
I / / l l LAW II~~ I
1 I x en
I 6' HIGH CLOSED
WOODEN FENCE ~ ~ ~ ~ 1 -
I ~ . ~ ~
\ ~ x APP AT TS OF L ! J ~ RO E TS OF L
~ \ / ~ PLACED DUR PHAS ~ ~ \ ~ N 'HAS , ~ `~f
~ ~ SLOPPING ENTER STRUC i R NSTRUCTibN
~ ~ _ v
I t\ ~ l ~ \ ~ I ~ 1 ~ ~ \ 1 1 i
I \ / 1 f` ASS, AL DRIVE;
I ~ \ ~ ~
\ ~ e, \ ~ I • ~,I i I _
~ ~ ~ v ~ 1 ~ v • I i
~ s ~ ~ ~ I ~ ~ Q I ~ - "4 ~ I
1 ~ ~ ~ ~ ~ ~ ~ \
~ ~ v ~ I ~ GENERAL NQTES ---------------=a-_..
I \ ~ I L N \ I T 1 ` ~ ~ ~ INFORMATION SHOWN ON THIS DRAWING WAS COMPILED
~ ~ r I I ~ ~ USING CITY OF RALEIGH GIS, ALTA/AGSM TITLE SURVEY
- ~ 's ~L I \ I !r~ FOR FALLS VILLAGE SHOPPING CENTER BY RICE AND ~ I H NC 27607
y ` I o I \ ~ I \ 1f ASSOCIATES 97$ TRINITY ROAD RALE G , ! AND FIELD OBSERVATIONS
\ ~ EXISTI G WATER I I
C I IN C~ ~ 4UALI Y BAS A m I i' i ~ I I N0. ~ REVISION ~ DATE I
\ I ~ ~ ~ ~ f \ ~
I I 7 K If) !;j ~ ~ ~ CITYOFRALEIGH ~ 729.03
I ~ I ~ \ f--____ ~V COMMENTS
\ I ~ ~ I
\ d cn , I I
~ I ~ \ 1
I • ~
~ s,~
I I I
r - V TI RM N I
I, ~ I ~7h.. 1---""" I THE EXIStING VEGETATION IS AN EARLY
' ~ SUCCESSIONAL FOREST CONSISTING OFD ~ ~
A I 1 i ~I
i ~ V ~ ~'i ~ ~ , ~ \ 1 ~ ~ 1 I ~ SWEET GUM ~ ~
i - - --7-~ - r/.i ~ ~ ~ ~ ~ - - - + RED MAPLE ' ~ LOBLOLLY PINE
f ,c ~ ~ I \ ~ ~ 1 1 ~ ~ ~ ~ ~ I 1 HICKORY ~ ~ ~ i ~
~ ~ \ ~ ~ ~ I ~ 1 ~ ~ OAKS
_ \ ~ ~ \ ~ ~ I ~ ~ ~ ~ 1 ~ i ~1 TULIP POPLAR ~ ~ ~
~ I \ I ~ 1 ~ i J \ ~ ~ ~ ~ i i ~
~ } i 1 THE MAJORITY OF THE TREES ARE WITHIN THE
h 1, ~ ' ~ \ ~ i I 2"-6" RANGE WITH SOME TREES IN THE 6"-15" RANGE. ~ ¦ ' ~ 1 IP t ~ THERE ARE NO TREES GREATER THAN 18 IN CAL ER.
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ OR ANY UNDERSTORY SHRUBS OR TREES.
i \ ! ~ ~ ` 1 • ¦
I v I
DATE ~ 01,02.03
ne~uu r ume
SCALE: I"=30'-O" CHECKED ¦ RML
SHEET ¦ LAOmO
0 15 30 60 90
FILE

yf
O ~ / ~ W ;
~ ~t4gy,1, ~ ~ )46J ~
\ SVB C4 3 ~ \ ~ U y
R8 Oy ~ ~ I REVIEW REVISIONS ~ AN \ . ~ ~ OR/ Q y S° ~ I
~ ~ p A •C „i ~ \
F E I C RAW ~ ~ J ~ NORTHHAVEN SUBDINSION\ ~ ~8u ~ ExlsnNC o) ~ ~e\ ~ ? a, E" BM 1 7 P t ~ RggN p OT ? DITCH CL ~0 q9~ V~,, ~ Sp ( 9 2. G 23) \
• ~ (8M I99~Rk ~BD,% ?55 O ~ 14741 \ \
Pc bas Srp1, s J ~ fxsr
1~4
~ ~a ~ oRIyE'- / ~ ~ 20' PRIVATE UTIL EASEMENT ; 901
VICINITY MAP(noscale) ~ . ~ NO2 Npf?O~\ \ (BM 1972, PC. 123) ~ / Cd
p Sr ~ 1)0. ~ . .ti ~8 /
LEGAL DESCRIPTION: / QS ~ ~ ~ ~ ~ sf \
THIS PROPERTY IS DESCRIBED AS BEING ALL OF LOTS 1-6 OF THE FALLS VILLAGE \ \ 5 0 ,n \ \
SHOPPING AS RECORDED IN WAKE COUNTY BOOK OF MAPS 2000, PG. 752 . , . • ~ ~ / ~ \ ~ EXIST. ~
~ ~ I \ A IN SHED(ENCR.} 5p) / I s~ ENCRO cH c 71q ~ ~ ! ~ CONCRETE DRIVEWAY
OWNER: BVT CAPITAL PARTNERS XVII LIMITED PARTNERSHIP DEED REFERENCE: DEED BOOK 8423, PACE 1D63 NEUSE RIVER BASIN BUFFER ~ ! . •
PLAT REFERENCE: BOOK OF MAPS 2000, PAGE 752 (CONSERVAnON AREA) X ~ o I 0 • , (BM 20D0, PC 151) ( I r i ~ I • 9 I
P•I•N. /l ABE9 I / 1 1
1 1717.13 13 3265 18.66 ACRES 1717.13 12 6714 0.57 ACRES sy ~ % ~ x / S ! I 80' CROSS / 6 n ~Jl / 7,~' I ! ACCE55 EASEMENT ' { o r . ; 9t )
1717.13 13 3793 1.31 ACRES X S~ 4gI+ o I I S 2000, C 52)
4 1717.13 03 7607 3.19 ACRES 5 1717.13 03 4449 0.71 ACRES y W y ~ I I I NEUSE RIVER BA9N BUFFER I
6 1717.13 03 4731 0.63 ACRES W W i y ! x r (CDNSERVanON AREA) W W •Y W W W W I I II I I (BM 2W V, PG 1St)
I •.I. h W W 10WSIDEM~ILIC E~ASEMEINT W x I ~ ~6 J I y l ! \
uEOeNo , • + y + BiA. 2080, PO: 75?° S / \ k E 14111 \ \ , ..r I 531~g'Or
INV INVERT O CATCH BASM -RALEIGH STD. RCP REINFORCED CONCRETE PIPE C7 CATCH BASIN - NCOOT STD. } W W W W W W W W W I~~, I I , 4 e£ y y m y y y y .v y ~ SD , I Ja, rA
CMP CORRUGATED METAL PIPE ?o YARD INLET W W W W W W W W W W k I ! ~ ! 1 M
DIP DUCTILE IRON PIPE ¦ CRATE INLET R/W RIGHT-OF-WAY D FLARED END SECTION y y a y y y y m y ~ I I II ! ` • W W W W W W W W W y~~ I r
N/F NOW OR FORMERLY D STORM DRAIN MANHOLE POB POINT OF BEGINNING SANITARY SEWER MANHOLE v> } I MtOPOSED W W .Y ~Y W W W W W y/ ry ~ I I I r # 2O' WIDE
DB DEED BOOK p SANITARY SEWER CLEANOUT 3 I I Pueuc o h W y y W y y y W y y~ k I I 1 SANITARY ~
BM BOOK OF MAPS D4 WATER VALVE PG PAGE ® wATER METER 3 W W W y W W y W W W W~ I , I ~ SEWER ESL1T. 192 /a I l ~
SF SQUARE FEET ~ FIRE HYDRANT AC ACRES ® WATER MANHOLE , W W •Y W W W J •Y W W I I / I ~'l k :V ~ , , e
POSi INDICATOR VALVE W W W W W W •Y W J W W I I ~ I EXISTING ~~.I y W W W W W W W W W W W k I I I ~ ! DITCH ~ %
m GAS VALVE ~ ® GA5 METER I N W J' W W W •Y W W W W W I ! ~
OVERHEAD UTILITY UNE UNDERGROUND GAS MARKER ~ \ wACN WACHONA BANK k TRUST CO.. et of k + ~TMC W W W y I ! 1 ° I ~ ~
UNDERGROUND ELECTRIC LINE ~ AREA LIGHT \ d^. U UNDERGROUND FIBER UNE `D.o UTILITY POLE I \ I " TAX (P.I.N.) 1717.13-02-8835 ~ + W W ~pNEEAED wEnAND W W o W . I I , I I \ ~ ee~• I ~ I e~ DB 6806, PG 816 W W W W N W W W W W W W } I I ~ ~ , ~
UNDERGROUND CABLE UNE -0 SIGNAL POLE \ \ SANITARY SEWER UNE GUY POLE CONCRETE W W W W W W W •Y •Y W W I ; ~ ! EXISnNG ~ I I ! ASPHALT
STORM DRAIN UNE ~ GUY WIRE \ BASKETBALL \ COURT ) o} m a y W a y W y W a I l II WALKWAY N W •L W W W W W W i' W W I ' ND , I
WATER UNE ® UNDERGROUND TELEPHONE MARKER GAS LINE g TELEPHONE PEDESTAL \ I a, , I
FENCE LINE C1~ CABLE TV PEDESTAL N19'22'39'W 404.75' ~'~'~'m TREE UNE SIGN POST W W W •Y W W •Y •L ~ 7_ I I V ~~~'1 k
EXISTING EDGE OF PAVEMENT 8 MAILBOX o W J' ~Y W •Y W J• W ~ 31 ~ ~ m LOT 4 I , ~ b) I ~ k 6g. 6 138.956 S0. FT I I , ~ ~ , :931 J' W W •Y W W W W
• IRON PIPE/PIN FOUND N ,y 0 NEW IRON PIPE/PIN u; ` 3.19 ACRES / ~ I / ~ J W y y y y W y W y } I I I (~~,Q / I ~
¦ CONCRETE MONUMENT FOUND ~E LINE TABLE p R/W MONUMENT FOUND ~L___________~ I , i 4 y I:wrnNC wAU I ~ } I k I
LINE LENGTH BEARING X NO POINT SET I \ I W W W y y y i W i / / !I ~ ~ , } W •Y W ~Y W ~Y W W p tie ~ ~ I
u 7 ' ^W CONTROL POINT FOUND ~ L2 13.58' S7o 6'24'w CONTROL POINT 5ET ~ ~ i ~ . ~ s° i z I I ? ~ ~ .Y W W W y W ~ y } I I ~ I 0 I / , y !
L4 16. 1r4D'29'E ELEVATION BENCHMARK I `5 ~ . ~ ~ ~ ~ f'A I W W h •L W W V~ W l , I 1" N I - a I ` ~ ! y i y y y y; l I ! ~ !I J
L6 10.85 S13 3148 w ~ I ~ 33.38' s1625'1Tw ® ELECTRIC TRANSFORMER PAD \ I ~ ~ ~ S° 7( W W i Y W W `y / I~ N I \ Ih ~ I ~I ill \
L3 21.78' S8628'31'w \ I o 9 ~ +I LS 13.52' S03'16'03'W ~ ~ ~C~ I ril
L7 14.72' N13'31'48'E I~ ~9A'~ ` I ' 'O,Py I 25' INGRE I 'V 2S' INGRESS/EGRESS y' W W W W y ~ I / J I NN O
I ~ 0 w \ t ~ ~ ~ ° ~ N EASEMENT EASEMENTS(PRIVATE) W y m y y ! ~ ! I I
CURVE TABLE PARKING TOTALS ' yy~"~p I ~ BM 2000, TOTAL SPACE5~785 1~ f I CURVE LENGTH RADIUS CHORD DIRECTION CORD LENGTH HANDICAPPED SPACES-21 L l y9y ~ 2 - I BM 2000, PG 151 k I I I I / W W y W ~ os } r I ~ I I , ..•I
O I C1 1 . 0' N4 ' 1. Y NON-HC SPACES=764 UMPSTE ` 49 `~i EX. flRE W W J' y W i y I I / Q I l , ! I W W W b W W W tSO' ROSS I / O
C2 •w ~ s c\~ ~ ~ 4y ~C J CONNEC710N I W W W W W W I I; W~ ~ ACC 5 EASEMENT O
C4 1 .54' S'W 1 7. 1' ~ ~1 v t I` ELECT. PANELS II CS 14.7 7 ' 3'W 14 I , d I } p , (BM ~200LL PG 752 I / I / k ~ ,94} N W W W •v W W W I I I I
C6 . T .54' '4 'tt'W I ~ ~ J ~ e ~ s~ I OPE i I yj, L~. k ~ I ~ (DB OPE SPACE EASEMENT I DB 5775, 388 y y + + + as I ~ ! i /
C7 14 8' NI T1 'W ~ 1 _ ® \ W W W W W ~ ~ , / J
~ ~ ~ W ~I I ~ N sf~~ N131g' 31911 W 205.45' \ W W W W W V ~ 9 j / 0 ' I R7
I , I c N I ` •Y W W P1,~W y ~ I. I _ ~ ' ~ / ~
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pi I ``I ~ I I I I I ~ 1 IQI I I I I \ L \I` I I I I I EASEMENT ~ ~ ~7. k~ / SS Sy n I ~ 1: I /y`` N
ELECT ELECT / . , `7,; ~ " !
I ~ u u ~ SS SS SS W METERS I \ \ ~ ` I _ ~ \ Q sS ruiEt ~ , . ~ I I / s' , BO' I `h
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v ~ ~ ~ - - i; ~ I 1 N ~ I I , ,~_r
~ - . , , , I I 918 Trin' Road ~ rty g0 T ` h/ 95~ ~ 2 ~ .•,l .ODD, i, I ~ I
t ~ ! , , ~ Rolei h, North forolino 21 b01 9
I EXISTING ~ ~ - I I I---- ` - - SHOPS _ ® I ® ~ ` ~
~ \ I I- 8 MM i I 2 d I , ~ Voi~e:919.854.0811
I n ->-ti. L--- 8 ~ O- Qp I o " I - ---tF--- ` ELECT ~ I I PAS o . ~ , ~ fox 919.654.0812
I WACHONA BANK k TRUST CQ, et d I ~ _ _ I L ~ °d / ! ~ I.20' qTY OF RALEIGH ELECT ~ WATERLINE EASEMEN ~ ~ \ [e-mail]
TAX (P.LNJ 1717.13-02-8835. I I---- - DB 6806, PG 816 I a - - ~ _ I : e. ~ PAN ~ f , ~ 8175, PC 25 Hti ~ " EL i;J (dB \ 5 vn~s ~ c f h 'T ~ \
L, I ~ - ~q r EX. FlRE ~ ! ! FlRE f y0 1 ,PROPOSED
I ~ ~ CONNECTI I LAN - ` ` i NECn J 1030 WIDE IXISTING SHOPS • . Ex. FIRE ~ I'~,P.usuc AITA AGSM LAND
I ~ ~ ~ I ` L - ~ \ r CONNECnON ~ 1G r J ~ SANITARY ~ Q ti 7 ~ 6Q'~4~, '-SEWER ESMT. N
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/ \ ~ W ' ' ~ ' r \ C # ~ \ \ ~ r ~ 60 07 IXISTING EXISTING SHOPS ; a ~ ) I I f '~,,1
. ' RESTAURANT 4 I ~ ,I y , _ ,a ' S 3350 Rivenuood Av~ue
7 r~ ~ ~ ! ' a , ` ~ Suite 15
fi~~, - - I , m , n,, ~ ~ Atlanta, Georg)a 30339 ~ k r,
I , 110.618.3508
~ I I I I I I v, M I I I _ \ f o ` 7 ' ' ~ n :John D'iGiownni > i ) f fo tact
. \ !qy r\ ~ ~ Y \ Cf W W \ ~ \ S I , ' J s~ - r ~ f ,
\ E%. 4' DIP \ ~ \ BUILDING OVERHANG ~ ~ \ \ ` ~ I \ \ } ~ ~ ~ r rf
~ \ ~ \ 7 S19'05'23'E \ \ ` \ \ \ e., r ) f ro " . ! ~ ~ fr 4 9e.Og. ~ i o71 \ I.. / T b
227.44 ~ \ rr ~ \ ~ ~ ~ \ \ / ' .3
~ \ \ ` h 1 ~ fI )8 Os. \ n ~ ~I SD. SITE:
~ ~ ~ I i\ 0 \ I 11 1 . f B
\ f I ~ I ; I- I ~ ~ r~ \ ~ \ \ ~ \ \r ~ ~~`v v I SO IDI 0p0' \ ~ f / I I v ~v v vv : l I ~
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I ~ ~ I ----I ~ \ ~ ~ \r~ ~ \ \ ` i \ \ h r ~ I---- EK tY PVC ~ \ \ i \ \ \ \ \ \ -Q I I n M , SD \ \ \ \ ' ~ \ \ ~ \ \ g,,~, I ! ~ f/ P \ \V , L^ ~N I i\ J 0 ! / ,
\ S ~ i I 1 I SD D,V. SD SD ~ ~r ~ \ y, ter \ 1 f~~ ~ I
~.n\ % . ~ Gil f[~ITCD
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7 Q I -I ----I- \ \ ` ~T\\r'\ 5`\ \ /y - -'1 \ \ y ? , , # ! ; 11~ - Located at intersection of y ~y' 1 WATER METER, 99 The undersigned, being a registered surveyor of the state of cal fies to (i) [LENDER], its Fails of Neuse Road and
\ ~r - S I 5 ADX \ 1~ I@ , tr VAULT AME successors and assigns, (ii) [TTTLE COMPANY] and (iii) [BORROWER[ as follows: i~ ` •'l f II ` ` SHED 6 Sandy Forks Road
C\ 1. This map or plat and the survey an which it is based were made in accordance with the "Minimum City of Raleigh So ° li 1
Standard Detail Requirements for AtTA/ACSM Land Title Surveys," jointly established and adopted by the American Land Tide Association and the American Congress m ' an
F~ 0 153.81' C~D d Wake County w ( in 1992 and meets Survcyvng Mapping the accuracy tequir®e nra for (don UrbarJSMburban/RMra!/Mosrrdn North Carolina
p o h andMarshkwd) defined therein. a a, ~ , r I I I ~ - - ~J', in
\ ~ A \ ` 2 IR I n 2. The survey was made on the ground an [insert dates survey was made] by me or under my ` , \ o L I h ` I supervision and
\ correctly shows the mews and bounds description and the land area of the subject B ` \ I I 3 the location and \ , Sly I I a ° , ro property, type of all buildings, structures and other improvements (including
LOT 1 # _ I I I I I\ # , \ I y ENCROACHING ( sidewalks, curbs, parking area and spaces and fences) situated on the subject property, and an\ EX. SDIW] ~ I G CONC. SLAB other matters situated on the subject any
I I I I I I®I I I I I\ 1 1 1 1 1 1 1 \ IM.431. 9 I CHICK fll-A ,W n I property. ` \ I 1 . f I r iii II BUILDING I 3. [Except as shown an the wrvthere are no visible easements
W S17'06'33"E 250.98' ~ ~ ~ ~ I 1 I < I ~ I o m I ry,] or rights way of which the LANE FOREST SUBDIVISION undersigned has been advised 20' UBUC SERVICE Ir I I I (BM 1965, PG 98) •ar,_
BB&T BLDG. ANY GAS EASEMEN I] N 1hh
2 I I I I OA° _ I I I 1998, PG 1663) I I 4. [Except as shown an the Q/ \ ; t 111 , Q survey,] these are no party walla and no observable abuse ground \ I I encroachments (a) by the improvements on the subject property upon adjoining properties, streets,
w , so EXISTING I I II BANK r, 7 , I ; I COSTING EDGE alleys, easements, or rights of way, or (b) by the improvements on my adjoining properties, streets, a alleys upon the subject properly. GRID NORTH
N/F I I I OF PAVEMENT DOSTING EDGE tatAvtL/DIRT \ I OF PAVEMENT .........AREA...... I I ~ 10
CAPPROX LOC UNITED ENERGY CORPORATION 4- I I I y~ WATER SERRE TAX (P.I.N.) 1717.13-12-7927 i . _ _ _ I I I e + l I \ 5. The location of each easennent, ' of 9ROTAnON _ l right way, servitude, and other malts (above or below grand) a p ( affecting the subject property and listed in the tide insurance commitment no. dated
DB 6793, PG 202 N _I1 I I I I G ZONING : SC - I I I I N l / 1 .
EXISTING EXXON STAMM EMSTING survey, \ ` " ' ] I H I I reeved ark fair Company) with respect to the subject property, has been shown on the \ _ _ t I 1 / it survey, together appropriate recording refamaa, to the extent that such matters an be c I c I I 20' CAROLINA POWER 101 I 11p0~ located The property shown an the survey is the property described in that tide commitment \11U11t11111111111/lU
BANK I _ (PB I , The location of all ' an the subject C A I I 3 ~ AND LNtlIT EASEMENT yard I and tar ~ and ~erty is in accord with minimum setback, side yard fines, per restrictions of record fa the subject property referenced in
0 • 20' CAROLINA POWER t _ _ a I I (Pe 1998, PC 1663) AND LIGHT EASEMENT I I I such Cdocommitment 0> tSS/
" EX. W/SEX, 4' SS EX. 4. TT SER EX. 3/4' SEANCE SS I I I I I I I I I S 199$ PG 1663) 4T f7 I N 110 , , I 6. The subject property has direct access to and from a duly dedicated and accepted ublic street or C highway \ I I c I known as and p = Si:AL
ss
POB GRID COORDINATE i i i I I I i 118 I I I I I I I N 773,064.642 I I I I I I I I I I I I I I , I; p I = r L-3841 ; I I I I I 1 I I 7. [Except as shorn on the survey,] the subject property does not serve any ad property for • ! `SO
a C7 " 459.06' c I I drainage, utilities, structural support or ingress or egress. J~nB ? *O 1` oe _ % to u O `
-0 H-2 7 •e c - 8. The record description of the e ii ttbpect property forms a mathematically closed figure. [U not, so i ~
77 WALL 17 ( a CV S19'21'39'E 99.59' T T T T T T state.] /Ni T T 1
= NCGS 'SANDFOR sz tt ON' aurnunmlullln~ - pppq~ yon 9. [Except as shown m the w ] no portion of the pro~Y shown m the lies within a Ex e• DIP SS SS SS SS ps9 p S ' al Hazard Y UNESS THIS PLAT t9 SIGNED AND ' LOCAnak) SS SS = I EX. SSMH pro Area, as described an the Flood huurma Itak Map for the community in wttidf DATED, R 6WLLL BE CONSIDERED
SPC B} u u ss u ss u u ss u ss u u u- a r "S MM tAPtmaUATE LoeA e \ RIM-437.1 c the subject property is located. [Tire survey correctly the zone desi ation of PRELIMINARY, NOT FOR RECORMTION
Northing 772,961.794 t RIAI.MON26 Eostinq 2,111,926.514 M~ ap NCGS "NEWTON" c i -G~0 6 G G G G- G G 6 G G G- gn any area shown as being within a Special Huard Ara.] CONVEYANCE OR BALEB.
Combined Foctor 0.9999153 4w~ cI~~ SPC 63 FALLS OF THE Iv v pd v ELEV. 442.03 Northing 775,319.076 (R/W WIDTH LS OF THE NEUSE ROAD N coo The parties listed above and their successors and arc entitled assigns to rely on the survey and this
W v Eastin 111,006.651 v v v g2, w v v v v v v v v v--w w- R W WIDTH VARIES certificate as being true andaccurate. 4 v W v
tX. 12 WATERLINE W W W W W y v 4 -mss sS i - ss W March 7, 2002
N N
N21'19'Ot'W 253667' (Ground) 2530.46:-(GEidj . . . . , . - . Jeremy Taylor Date
NCPLSMNI D R A W I N G
0 7D DD TOD
SCALE: I'm 50 ALTA ACSM i '
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llage SCIBASE.dwg Tue May i1 08:29:23 1999 Ted @ Rice & A~ociates

INV. IN = 415.SD '
INV, OUT= 415.20 , I
ti Ss ti ^ Ex. 6^
M I \ ti \ \
12" R . I IR" ~ Shopping Center C.U.D. Restrictions lttPICALI °E+G .S. MANHOLE SS ti / \ \ R1M EL~4`e,q~33i6` S \ b\ I \
m En 1. Upon development, storm water discharge shall comply with the provisions of INV. IN = 408.58'•.; \SS ~el,e = E%. CATCH BASIN \ \ 1~ INV. out= ao6.7s V UR roP = a , ~ NORTHHAVEN SUBDIVISION \ S
,554.21, n C.R. 7107. i ,554.2 - - - \ B A' o as Q ~ ~ ~ ~ ~ \ SS ?Q INV. IN = 390.65 Q ( 9 2, G 23 - - A,r BM 1 7 P 1 \ ~ / EX. J6 FES ) . ~ w ~ A>I~ ,Irvv, our 39o.as ti _ ZONIN -
. ~ R=583.53' D 2. Buildings in Shopping Center C.U.D. areas shall not exceed two stories (30') in ~ ti INV. - 768.28 . ~ ~ =583.53' ~ ~ ~ $S fx ~ Ex. ss. MaNNOLE ~ G : R 4 SINGLE FAMILY DWELLINGS R \ u e' VC RIM ELEV. = 396.71 ~i ~ I
m height. Residential dwellings, other than single family detached shall not be allowed MAXIMUM i ~ in Shopping Center C.U.O. areas. ~ \ \ ~ ( INV. IN - 389.21 ~ r 1 - rf r• \ \ ~ INV. W T- 768.71 1 ~ ii r \ (46
a - co - F 3. Suburban Drive Boundary. A six foot high closed wooden fence shall be - PENALTY \ , \ ~ b n \
constructed and mmntamed on or within ten feet of Shopping Center C.U.O. property 379" - boundaries shared with areas zoned R-4 or R-4 C.U.D. fronting on Suburban Drive. ~ O lttPICAU ?Q \ SS it ~ i r I \ . ,
c The fence shall be constructed with a "finished" side facing residenlial properties. 0 ~ Adjacent to the fence, evergreen species, such as Leyland Cypress shall be planted on (ttPICAU ~ r ° TOP=403.26 W ~ ~ ~ +~S° DRAINAGE \ f EX. 36" FES ~ S INV. IN=794.26 v ~r Q h6 INLET \
3 six o eig t oat centers. The fence shall not entitle the property owner to reduce the / m width of the full tronsitionol protective yard otherwise required by the City of Roleigh GS 20-37.6 / V. 395.99 INV. OUT 391.36 \ = r~ + (INACCESSABLE) t~ ~ r ~ TOP = 394.49 \ , ri \
~ landscape ordinance to less than thirty feet. No non-residential building shall be / L.. located closer than thirty feet to the tronsitionol protective yard. i /
/ O 4. Lake Forest Drive Boundary A 100 foot natural buffer shall be maintained in a 7-so / 5 W 2I ,2' _ EX. S.S. MANHOL \ \
Ut the area adacent to and within 100 ft. of any paint on the common property line of / ~uD property designated as Wake County Pin 81717.13-03-4992, 1717.13-03-6910, SIGN APPROVED FOR USE / EDR q ' ?54'98' Sp~+ TOP.395.77 ,+i~i `c~ % ~ RIM ELEV. = 39559 ~ , ~ ,f y INV, OUT~392.77ri , INV. IN(SW)= 387.69
w / i 1DN W 1717.13-03-7931, 1717.13-03-8981, and 1717.13-13-0922. No building shall UNDER GENRAL STATUTE 20-DT,/ pR.q(,UD ~ ~ r" ~ INV. IN(EAST)= 387.49 / NE ~ , . 1Q _1 ~ rf S ~ ~ i INV. OUT= 38fi.29 '~47A)
' ' be located closer than 30 feet to this 100 foot natural buffer. Existing vegetation in / P ~ ain n i PA u ~ the buffer will rem ' ~LI u d star 1 ~ bed except to the extent necessary for treating diseased LEGEND AND BORDER -GREEN BOTTOM OF SIGNS SIGN ~ ,
plant specimens or removing unsafe or dead trees, cutting nuisance vegetation, or to BACKGROUND -WHITE Rl•S OR Rl•Sa 8 p r~ ~ the extent necessary to install fencing or berming required by the appropriate local f71-ea ED ""+n. •
W av mm N e ent aathan i T EO 9 tes. In the event construMion of improvements within the - ~ Shopping Center C.U.D. area requires a change in grade elevation at the edge of the SIGN Ex. 24" FES ,`c ~j' ~•M• / N W EX. CB NO)~~
Rl-8D INV. = 418.67 11D~• yai 100 foot buffer, up to 15 feet of the buffer may be graded so as to accept one-half of R1-SD PENALTY SIGNS ARE P ~ PE RI D ````N D EV P -H the necessary slope (2-1 maximum) to achieve the elevation change. All graded oreos REQUIRED r0 ACCOMPANY ALL / / 101,1 10NEDS~ uEE / ` M INV. IN 391.10 ~ '00 \ NEpSC CENTERLINE ~ ~ ~ ~ ~11>i x INV. I 391.tp ~ \
ra ~ ,,;fr a shall be restored to meet City of Roleigh transitional yard requirements. Assuming Rl-8 oR Rl-Ba PARKING 51GN9 / .tl'" owners of property hereinobave designated enter into on easement agreement dealing ERECTED AFTER DECEMBER 3I, 1990 10 EXIST. STREAM epw` ~~N~~° - INV. T 390.70 \ \ r-- ~ ~`k'", ' INV 392.42 I \
~ with maintenance res onsibilit , assum tion of ri k ~ / P Y p s ,etc., they well have the right to / / "use" the buffer area, and o closed fence will be constructed and maintained within FINISHED ~ \ \ \
D GRADE / ` ~ fifteen feet of the southern boundary of the 100 foot buffer. An Offer of Easement n shall be made prior to the issuance of an buildin ermit f 3 II / / lON / SE ~NG~lNf
ro Y g p s or construction on A PARKING LOT6 LJ LOT 2 property zoned S.C.-C.U.D. The final fence design, height (minimum of six feet, eight SUBURBAN PARK / Y, SUBDIVISION / ~ if approved by the appropriate city agency) and location will be established at the time (BM 1994, PG 684
y of City site plan approval, It is the intention of the owner that the fence be located at ) / C RLINE _
En either the buffer boundary (not the property line) or of the top of the slope necessary ZONING : R-4 / ~ for elevation change. SINGLE FAMILY DWELLING / k ~ E .STREAM -
c Note: The 100 foot buffer set forth herein is contin ent u on the ~ g p closing of the / ~ Hunting Ridge Road right-af-way between Suburban Drive and Falls of the Neuse / ~ / ~r
~ Road by the oppropriote governmental authorit . Until or unless Huntin i Y g R dge / ~ Road is closed, the natural buffer shall be thirty feet and no building shall be I / Poet ~
N located within thirty feet of its southern boundary. The closed fence will be ~1 constructed within ten feet of the southern boundary of the buffer. Prior to the ~ 9rb ~ ~ ~ ~ m
issuance of any building permits for construction on property zoned S.C.-C.U.D., adjacent owners hereinabove set forth will be offered the right of use by easement ~ i \ v v
I / ~ ~ the portion of the buffer abutting their lots north of the fence. Use of the S.C.- / ` C.U.D. oreos lying north of the Hunting Ridge Road right-of-way shall be I / 24" 3000 PSI CONC. \ or CURB & GUTTER
12" / \ ~ restricted to uses allowed in the Office and Institution 1 district except that any I residential dwellings shall be single family detached only. / \ h~' , ~ h ~
i / / 5. Exterior lighting in the Shopping Center C.U.D. area shall be aimed and/or ~ w . . 2 12
shielded so os to prevent direct view of the light source from adjacent R-4 or R-4 J ~ / / S~
C.U.D. lots. Light poles within lift feet of the common R E S E RV ~ ~ Y boundary shared with R-4 or E D R-4 C.U.D. properties shall not exceed twenty-five feet (25') in height. , / ~p,,, i I
PARKING / 6. All refuse container(s) in the Shopping Center C.U.D. area shall be screened by ~ / . o r o o °
solid fencing so as not to be visible from the public street right-oi-way. Refuse / / ~ 1 containers shall be located no closer than fifty feet from the common boundary of the / ~ ~/i =III=111 _
subject property with adacent R-4 or R-4 C.U.D. property. y ~ ~l> =III-III NSF ~:So~: . q~ ..MqR
q W'ACF 7. Heating ventilation and air conditioning units shall be screened so os to prevent / T) direct view from adjacent residentially zoned lots or from the public street right-of-way. / \ W'ACHOVIA BANK & TR • 5M' ~ UST CO., et of TAX (P.I.N.) 1717.13-02-8835 " " " " " " " " " ' , ~ 8"ABC
No mechanical or electrical equipment shall be visible above the building roofline. All exhaust fan outlets shall be directed so as to not emit vented air directly upon adjacent OB 6806, PG 816 , • • • • COMPACTED SUBGRADE ZONING : SC-CUD .
residential lots. VACANT LAND '~:NRp~,~ / y k • . • . . \ :~~i'. a \
8. Concurrently with its filing with local government review agencies, the property \ owner shall forward by certified mail return receipt requested o copy of any site pion, WM R"B'
subdivision plan and/or initial building permit application for the subject property to the parties listed by the Wake County Taz office os owners of Pings: Ex. ;;~o;;: . • MAR" (2-ST Rl~/ ~ • . , , . , ' ' ' ' ' PAVEMENT SECTION
1717.13-03-2157, 1717.13-03-2236, 1717.13-03-2335, 1717.13-03-2433, R 7-ea DRAWAGE INLET
1717.13-03-2732, 1717.13-03-3713, 1717.13-03-2534, 1717.13-03-2971, SIGN APPROVED FOR USE ? 1717.13-03-3981, 1717.13-03-4992, 1717.13-03-6910, 1717.13-03-7931, UNDER GENRAL STATUTE 20-17.6 SF o. (ON SITE) „ / o
1717.13-13-8981, 1717.13-13-0922, 1717,13-03-1942, 1717.13-13-2937, N19'18'45~W 1717.13-13-3988, 1717.13-13-3888, 1717.14-33-7958, 1707.16-93-7497, 405,OD' "`r /
1717.13-93-2534, 1711.13-03-2079, 1717.13-03-3011, 1717.13-02-3953, coLOes Ex. 15" RGP 1717.13-02-3895, 1711.13-02-4880, 1717.13-02-6627, 1717.13-02-6596, IECEND AND BORDER -GREEN INV, = 421.77 _ k.........
1717.17-02-6476, 1717.17-02-6329, 1717.17-02-5370, 1717.17-02-3163, WHITE SYMBOL ON BLUE BACKGROUND 1717.17-02-4014, 1717.13-02-8660 BACKGROUND - WHITE ;:I~6~: x•92
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ r -r- 't-- -r-r --I-T - - - -r' r--I I I ~ I I I I I "I- I- -l 9. Two or more asphalt paths with low level lighting shall be installed on the 3.4 PARKING LOTS ~ l T ' ' ' ~ ~ T I I ~ r ~ ' . . i I I I i ' ~~•,Mq~ • ~ ~ ~ ' ' ' ' ' ' ' ' ' ' • ' 30" 3000 PSI CONC. R• RS Rs - y CURB & GUTTER
i I I I i i I i I ' ' I I I i I I I I I adjacent R-4 C.U.D, property to allow pedestrian connections to Suburban Drive from I i i i i . i i i . i the shopping center ores. Locations and construction standards shall be subject to ttPE Rl-Ed PARKING 9IGN APPROVED FOR ; I ' ~ ' ~ I I I r . .
®I®i I i I I I I I I I I I ~ I I I ~ I I I a roval b the Cit of R lei h. ~ ' PP y y a 9 USE WDER GENERAL StATUTE 20-31b ' Gp V EX, GRATE INLET I
F S TOP = 427.92 10. Subject to construction plan approval by the oppropriote government agency, NOTE: BEGINJRJG JANUARY I, 1959 ALL AGCE551BLE I O ~X. 15 INV. M = ' the owner of the Sh in Center C.U.D. ro ert will - ~ 3,.H ES
iNV. ouT = I oPP 9 p p y at the tirrie of issuance of PARKIN[, SPACES (INCLUDING THOSE SPACES I ~ Z building permits for construction on the S.C.-C.U.D. land contribute to the City of ExISTING PRIOR t0 JULY I, 1919) SHALL BE \ - I Raleigh one half of the construction cost of a "face lift" of the North Haven REQUIRED BY GENERAL STATUTE 70 BE ~ m , t~
r ~ --T------ t----- 14 I 14 I ro Subdivision entrance off of Sandy Forks Rood. The "face lift" will include the IDENriFIED BY AN RT•8 OR R1-84 SIGN L Ex. Ss. MANHOLE m
elimination of the existing traffic circle and its replacement with a traditional "T' I , , ' ' ' , , , I I I I I . ' RIM ELEV. = 432.30 I ~ intersection. If the "face lift" improvements ore not completed within five years of the - - I B(~, fj!~ \ \ =111_111 , ° •
I 6 ~ I ' ~ - ~ INV. WT = x26.70 deposit, the City shall return the funds in full to the owner of the S.C.-C.U.D. property. _ DEBRIS COVERING INV. U7 ~ I 1 - _ _ _ _ _ J _ J '~1" oe
A ~ I ~ ~ p I I - X ~8•p0' R3 =111=11~ 4 ~
W I 1 F ' I i I ___T.__ 5 S. pp. . R 16 Rzs ~ o0
~ ? d I I N/F i ~ - WACHOVIA BANK & TRUST CO., et al ; ? o' ~ `T-- - h • ~8 3 ? 10" ABC • 1N~~ Pry~, o 5 2 ' ' ' ' ' ' ' ' ' ' ' ' • ' COMPACTED SUBGRADE
TAX (P.LN.) 1717.13-02-8835 a°vQ NEWMAJOR"AN -K 5 5'
DB 6806, PG 816 i - ~,°v~~ 2-$T~R / EX. S.S. MANHOLE I - l ZONING R-1D -1- P~ ~sF RIM ELEV. - 438.89 '8~ - 116 New Edi W~ • ' ' • • • ~~r Lion Court 7 a . . . .,93; LAKE FOREST SUBDIVISION t
APARTMENTS _ ~ ~ ~ ~ ~ ~ ~ o e, INV. IN - 426.29 rr~ - - Ex. 1z><1z>Is 46,840 SF ~ ~ INV. iN = azs.2s lm Ts.&v. s ~ INV. our - a2s.T9 oa• v (BM 1965, PG 98) PAVEMENT SECTION ~ , ~ • . _ Ca North Corohoa 11511 .oo. ZONING . R 4 FALLS OF NEUSE WIDENING 7511
\ ~ v - ttPE R1•B OR R1-8a - \ m - ' ~ SINGLE FAMILY DWELLINGS LOT90-97
~ sf 124 a SIGN APPROVED FOR ~ f 2, • ~ USE WDER ' {W R9 r_______ ~ 204.95, ( ) • ~ Voice: 919.467.8474 R5 8
• GS. 20.31b ____I 6, f 9 . i 1i . v I T_______ F,p 92 ~ x a SS Fax: [phone].,7+ - .8101
\ m O . . oG S ' • _ \
O ' 1----- NOTE FOR THIS APPLICATION, ~ 0 1 09 I , J ~,R Ex - \ Riceassac delta.com $S_ g• X_ ~ R12 q \ E S.S. MM4FIQLE \
THE SIGN MAYBE MOWTED Oi ~ ~ ~N,.O s D ~J . • • ON A POST, THE BUILDING f ' wa ~ +M .a ~ S$ RIM ELEV. = 438.56'~~ / ~ , \ INV. IN = a2sss 0.68• ENTER E , ,~,~1,•, , \ ~
EX. .S. MANHOLE ~ - 5S I I I I I r-------- ' FACE. A COLUMN OR RI LEU. = 443.39 ~ i i ' `a I n ,,,r~ ~ I AN7 OTHER FIxED IN IN ~ 438.19 ~ i i q i ~ ~ , n ~ n W~-----_ - _ y. INV. OUT = 425.56 i i i i i i ti 10 EXIST. STRE 1/ ! 11111 _ 1 _ p /
I I ---i - HEIGHT TO DOTTq"I OF SIGN WHEN I lol I MOWTING SUF'.FAGE. IN OUI = 436.1 , N ~ IW i 5~: PEDESTRIAN PATH FROM CAR TO ~ ~ I .2 . X41 ARp y~ 30' MAX ~ EIGHT , 0~ O ~ ° SS ` R3 • ~ e' E ° e
WALK DOES NOi PASS BY OR SS i Ex. 8' VCP EX. G lE INLE 'EX. S.S. IAANHOLE rno RIM ELEV, = 441.06 BUILDING TO BE DEMOLISHED © " ~ e i i 4 . . . • s ~Y
WDER THE SIGN. SS SS INV. ~ a37.a SS SS CS \ I , INV. our = x3737 iNV. IN = a35.zs ;,fir" PROPOSED SIDEWALK I i ,OUT = 435.16 EX. CRA71i,JNLE1•` 54 a i 0 SS P} I ~ ~ . ' ~
i SO TOP = 440.2 % ~ I ~ 6 SD Ex. "RCP ~ i ~ INV. WT = Gya B' ~ E%. S.S. M'NHOLE P ~ ~ OS RIM ELEV. 430.58 C G! - ~ • . ~~S S INV. IN = 425.78 O y~ • • ° i ~
rYPE Rl•B ~ r--- r 9' B x 5~' 9 SD t\ i OR Rl-ee SIGN APPROVED FOR i 0 s INV. our = a19.ee ~ ~ • • • • • , ; 94'1 TOTAL NUMBER OF LOTS = 1
USE WDER G9. 20.31b i ~ 'ti I i 9' r R4 ' a , , ~ r ~ ' a m ~ ~ r ~ 9~' ~ /L......... (RtCUMfiiNA TiOiJ Or SHOPPING CENTER & LOTS A,B, & C) , sj'°°'•• e".°°°°~ ~ As ~o w o~rk °i ADDRESS: 668 FA ''%F~fN M.~~
I _-_---i ~ ; ' 1 i a G : i R< ' ~ ~ I ~ Q ~q ~ NEW SH _ a~ S°Q~ • ~ • • • 3 LLS OF THE NEUSE ROAD 1111 P k. q 11 ~1 1111111
I I TIN i i i , . ~ . ,I , 1A ` SHOPS i x HEIGHT TO BOTTOM Gf 51GN WHEN ' - ---'---iii 0 B. O' QS~~ ©EX. S.S MANHOLE SS 31~ F Q `G~~ J~ S RIM ElEV=476.07 ~ ~~A,. ST. CB Q • ~ ' ' P~420. 9 ° ~ = ~ • • • • • • • • • • • • • • • • • • • • EXISTING ZONING: SHOPPING CENTER-CONDITIONAL USE
i ~ , L - PEDESTRIAN PATH FRC4'I CAR TO WALK I rn o- I 19. 2700' X19. 0' I m 8,700 SF ~ i , ~ F I ~ PA55E8 BY OR WDER rHE SIGN. i ° o + I I i i ~ { E%. 5.5. MANHOLE 6 . . 5.5. CREASE TRAP q(+ ~ i> *rt S ' RIM ELEV.=436.48 9 r • • • • • • (SC-CUD) SEE CONDITIONS THIS PAGE
. I i m i i I TE INL~i ~ i + \ \ 6 l . I ___-___1 i , i ~ I ca rl fx `3g' . " • E%• cArcH BASIN PIN N0. 1717.13 13 3262 j DEVELOPER:
I o . i I , ToR = aa0.ag I i , oA a;\ • i ~ ? ' \ ' luv. our = a3afi ~ ~ s• ~ 1 FFE = 443.48 R P , P=421.13 I .=4,7.,7 SIZE OF T: LO 25.15 ACRES ~ REMOVE
I ~ i I 3.4 PARKING L078 j ; I m `ti,, SS EXIST • 8'DIP '4 ~1e Q 'r \ \ • ,
' I , 2 is - i , r `t . HEIGHT of TYPE Rl-a Rl-ea RESER~D ~ i ti L Co m • • • • • • • • PROPOSED N0. OF BUILDINGS =TEN (10)
• , EX. 5.5. MANHOLE PARKING 91GNS A9 f'IiE9CRIDED BY N.G; I - i i ~ ~ ~ RIM ELEVF455.19 DEPARTMENT OR TRANSPORTATION MANIAC ON i i „ ~ PP IN E r T , ER : ~k g 30 MAX. HT.
NV. OUT 447.29 i l Xvl ( WIFORM TRAFFIC CONTR9L DENCES, ? lino H i~" / i " .ry O rrN l . 95A 60 J,, ; r GROSS FLOOR AREA = 249 500 SF 030 F ~ , rr
~S SECTION 2A-73, PART II. n,~ EX. S.S. MANHOLE i , ~ / ,x , j, R\ QO ~ Ij ~ S.S. CREASE TRAP W i V` l9 0 v ~ ~1;.:,'. to .66 i i i \ R4 O- r IT,
it \ °1/ B r R AR • • • ' REQUIRED N0. OF PARKING SPACES = 998 (1/250 SF) ~ a
~s ~si~" ;R EX1 s_~._MgNHC~E I I I I I I I 3. ~ ~o. ~ , :?S~' \ ~ ' l°. \I!-'N/Q{JAl1le ~ eci`:~•~ r \ ~ ~ • TnTAI .in nr
\ _ ? \ N19'IB'45'W 0~ IN OU .89 442 89 I 11 i i ~ \ I~~n anv~ ! , g', ' E%FH ~ /f. . . . . IvIML IV V. Vr ~I'HI,~J h'KUVIUtU = yytS REMOVE _ '
? ` C , ` \ ~ ` \ ? \ i` S.S. MANHOLE 39559' X 0 PV I ,il I ` ] ~ ~ j i ? ~ \ f RIM ELEV.=453.99 E SS _ - ~ r-- I ' s.'?T:'~~'.?:(:. ~ EXIST r,~ E . rM NH 4° cIP 5,625 SF ,.r~,•'' , c1P E - 4z1.es • (977 STANDARD, 21 HANDICAP) SS "''ti F ~ NV. I E 414.16
I \ J INV. IN=447.19 I I I I I I J , ~ \ INV, OUT=445.79 b ~ V I 1 '1 ~ ~ i ~ R4 0~ ! ? ` ~ I _ ti NY.; 3300 HorriS00 Road
\ 1 ~ ' ? \ + 11 - Nu ` I " " " " " " " " " ' INSIDE CITY LIMITS _ folumbio S.[. 29204 i TOP-4 .74 1r ~ I
\ _ co f I."__ ~ K. 12:72.8 ~ I I ` ` \ I ~n \ i° i iX EkIST. WAT S .S.kV. i• e 4 ~ ~ ` , INV. IN = 19.9,4r OUTSIDE PRIMARY FIRE DISTRICT ; INY. I E. • • Tel. [phone]
c' ~ DUMP? ~ ~ ~ ~ 11 \ EASEMENT I , sTE ` ,ss, OUTSIDE FLOOD HAZARD AREA 1
' ~ ss I IXISTING IXISTING SHOPS I ~--=r a NI ~ .~i;, ' 28.50 18.00 1 1' ° d 1 PIZZA INN 1 ` 1 l1 I W ` ~ ;u J I 21262 SF ' ~ ~ ti 3 560 SF 1 11--•~ 1 0 y N P y • • • • • • • • • • • • • • ' • • • • OUTSIDE FALLS, SWIFT CREEK, OR PERRY CREEK DA S
1 I I ) ~ ; I of I e 9• 'pp 0• ' I • ;~r~ FFE =442.10 $ $F ~ d: ; , R3 . . . . . . . . ~ ' ' ~ ' ' ' ~ • • • • • • • • • • • • • PROPOSED LAND USE = SHOPPIN G CENTER
I ' a ' F ~ ____'a :I I Y I S ~ I~- % 111 )14 ? ` • L9 ; , •%'1~ yye 19. TRASH AND RECYCLE DUMP T SITE' :;f~ S ERS TO BE PROVIDED
0 1~ ii, 1 r ~ =`i- r r,.,, r '~j-'-r .I. 'j ~ i 1 i I ~ ` k Il -r _J ~ I I IA i I r"il" INN i II I I I I ' C ( l `2., ~ ~ i 75
\ \ 0 ~ a _ n n ~____i, I 6 Il I `I, ~ i©~:.. L~i..~-_- 3 i I i i I EX. 5.5. NHO ~ 4 `S ` r I I \ 9 1 ii .:y ; ii I fx fit. I I. I I. I I I ` ``4' RIME J. ` \ 0• `~Lb , W
` ? r ` ff. °.'.....1_.L. I I I I i 1~ w x I ' NN NU r--t_ - yr_--J l_f 1i?` r~ ~ i;, ~ df ~ rs. .
\ \ EX. S.S. MANHOLE Of V EX. 4" OIP II ` ~ \ ~5 ~ -
7 SEX. 8" VCP RIM ELEV.=450.96 II ~6 ~?ub \ S.S. ANHOLE \ S IVY. IN=445.76 I I ~ ~ .11 ` ' NEW RETAIL M a ~ . , . ~ s
\ M EL Y 3.25 \ ~ INV. OUT=445.56 ) II r ` , \ I . INE(W~= 44.95 ~ ~ _ ~ \p _ ______Y_____ \ IN IN (N)=445.35 ~ t0 l 1` - - - IT ...............1 ....T,•- R4 'y `?,I' ? 11 .1 ~o ~ , ~ (2-STORK as 3 ~~I
\INV. Ui:444. B f O i 5 .Y. .Y...° .Y...: •~I I i_-- ' J' T O-- ~ '^`I 1 I i ~I ~ 1 I 1 [ 1 r i I \F ~ 1 - 14) rl th~ I 115 h51 I hS 1 r ~ 5` ` .1 i i i i \~O L.~` ` ? • 22,002 SF ~ ~ a; R3 m ~ . 6683 falls of the Neuse Rd.
- • ~ Iii i I I ' It Il I (15, ` i \ 1 v. ~r----- 5 I I JJ B E%. GRATE INL = ° ~ ~ Rahgh N.f.
\ ~ 1 ~ I ' ' --------L- 11 I I I I I E%. GRAD: lr I I I I _______T_______ 1 11 ` \ > 4 _______J________ ] I I I III I TOP = 441.4 ` ' ~p i ~ i C I 1 I I ~ I l l i ® I 11 i i i i INV. IN 4. 1 ~ i~ ,'M1 0g `V? 1N 1 ff I I 1 _ I _ I I F_ T_ _ J 1 I I INV. UT 4J t Y' . ~A \ b 36.35 ~ ~Y ' / ~t • • • • • • • • • . • 1, CONTRACTOR SHALL INSTALL HANDICAP SIGNS IN ACCORANCE WITH a y I our=a3z.7s ~ • THE NORTH
V~r ` \ , ' I G I I 14 I I 1 1 1 I ? \ ? \ ` 9A I 1 I1 I ` ? ` t„ L. \ s • 1 I 1 11 ? . I l' _______J 1 L EX. GRATE NLEI-_---J I \ X y~ eQ. ~ , ` y; f Rs;ps ~ ~ ~ ss• • . CAROLINA STATE BUILDING CODE.
1N I A/ I 1 I II II_______ T_____ I II i ` I 11 ? N ____i___ y I I I I I I TOP = 441,50 I ~ \y \ `t`I I ® I I I INV. INS = 438.00 i I I i ` .T ` ;x, ~o ,z ~S•p, 2. DUMPSTERS TO BE ENCLOSED-AND SCREENED WITH 7-FOOT HI H F
t~ I J` \4i `i 1` ` 1 I G-~L'Y------ r----INV. IN E = 43?90-- I I I I ` I ? ` CO I I 1 1 1 ' INV. OUT = 437.90 I I I I EX 12' PVC ~?`%1' t A. ` N I k3 I 1 1 1 I i` ? ? 11 ~ _______J I I L____ ~q s o_.;> ;r, ~ 1 R3 Rs Moa ~ MATCH BUILDING G ENCE/WALL TO y, t ~ :7' FEa BRICK.
\ ~ i i i i i I I I I~_ SD I I I I 5 , / ~ I I ~ 1 l I c S? I I I I I Sd , f r ' ~ r ~ ~ °p ,e. \ e ~ 3. ALL DIMEN I N
I ` ~ \ i i , IXISTING i EX IGRATE INLET i ii i I l i l i .`t' L , • • \ 11 I TGPI = 417.10 I I I I I I I I I y: d : ` -------t------- _ -------J I I f------- II II ' 1. I CLEANERS I I _ 4. R , w ` i 1 I I INYj GGT~'-439.70 1 I I I f•- ------Y I I - ' , ~ ~ so Rs ~ Rao ~ S 0 S ARE TO BACK OF CURBS, FACE OF BUILDINGS, OR THE EDGE OF I ~ ~ ~ SIDEWALKS UNLESS OTHERWISE NOTED. S ! ti
, \ 1 11 11 I a 1111 !y ` ~ . . ` Q, 1753 SF I I , 7 \ ~ 1 f ` --------lii i r__'---- -'----'1'------- w II if ? ? , Sd k L c~ 1 ~ ; a 1, 2e ~ 4. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY OF RA
I 1 I I I I ` . ~ ~`1 N. 1 i-------_ I - i i i i 1 I I i ` ? \ ` S \ 0~• I ~ ` ----'-i I I r------- 1 d I EX, cAT~' AsIN aT o 1. s0 AND SP FI LEIGH STANDARDS x, ~ R TGP=4 s ~ 2 I ECI CATIONS.
I 1 I 11 II I II II 4. ? ` \ 1 y ~ ' f.`. L ~ =41 6 i ~i ~ R20 ° R2 T 1 ;r~'i ` i8 \ y'~;`,`\;`` y~ 8•~ 2 ~ ti ,r EX. CRATE I R8 6 ~ Rs I s - 5. CONTRACTOR SHALL FOLLOW GEOTECHNICAL ENGINEER SOILS REPORT AN
~i I I 11 I I I I r1 i 0 `/.Y l~ I I I I 41 4 \ 3 1 ~s T i i i i a I I I 6 I I I c oo, e~ ~ ~ TOP 428.39 ~ R2 R10 RECOMMENDATIONS ON SITE GRADIN D I G AND FINAL PVMT DESIGNS. C
\ ~ . I I I I ~ 1 1 I 7 R \ . M i I I 11 I I I ~ I I I 6 9 \ YD ~ , 0a, r•, r
~ ? 1 ~ ? , i I I 1 1 1 1 i n l i i i R3 \ o•, a `,Y 'R1 - s 8 I 6. HANDICAP ACCESS HCA IN PUBLIC RIGHTS- F-W R B ( ) 0 AY SHALL BE CONSTRUCTED IN
, LJ 15 ` ..b. c ~s`. Rs - - ~ } : I ACCORDANCE WITH CITY OF RALEIGH STANDARDS AND SPECIFICATIONS. \ o'er ce ~ I~-, - ~F 0• 0 0 ' B EX S.S.M.H 1 \ oq S O RI ELEY.~4 ,a8 ~ R10 I
i J N w \ ~ ,e I .IN'4 • Rz ~ _ 7. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL DURING UTILITY AND/OR ~ d I . ou~}~i . r I- ROADWAY CONSTRUCTION WITHIN & A A - DJ CENT TO PUBLIC STREET RIGHTS
i ' ' ~ '0• I -OF-WAY IN ACCORDANCE WITH THE MANUAL ON UNIFORM TR F °p~ ~ DEVICES FOR STREETS AND HIGHWAYS AS PUBLISH D C CONTROL so"~ ',1 cATGH B '0 ; ~ `.~B ~ E BY THE U.S. DEPARTM NT
~ R4 _ f 1 q0 5 - - - - - - - - - /r^-~ R4 S;~ P=431.32 ` ~ 1 ~ , E ~ „ , L.. TRANSP \ ORTATION, FHA, AND AS SUPPLEMENTED BY THE SUPPLEMENT PROVIDED _ .y Y. IN=42s. z ; ; ~ ~ BY NCDOT.
EX. 15" RCP ~ B ~ _ 11 1~1 i i i i i I I I1~ I I INV. 442.84 .1 as ~ it i~~ • .a\ i i 1 8 i i I I i I n u Y ,x r. 11V. WT=42.62' ( 5 R 7y ~r' ~X ; ' ' 2 EX. CATCH BASIN I
~ iN ii II 1~ I I i i i I yn u II 11 • \ ~L , ,I II II I I I I I 1 i ;ryr;~~}1i ii II 11 , •••"_•"x_______-11 , 1 I/ 11 II IL_..L__J___1__L-_L__1__J_~31 11 II 11 ~ 14 11 4 1 I 11 III N...=...........~........... ~ 11 11 1 `y , I R8 `J. TOP = 432.77 ~E arE , 1 r
E%. CB 1 ~ y'` a r l i 11 (I `N ~ i -___~-_______T r- - i i ~ ~ I RSR3 ~ ` X\CR I r ' ~ INY. IN = I 8. SEE DETAIL DRAWINGS D-1 FOR FALLS OF NEUSE ROAD CROSS SECTION R3 ,1 TDP=432.32 ~r ~ ' , I 'rV INV. OUT = ~1~' RS INV~.~IN S)=42 i i ~ , ~ ; ~ I c ~ i \ ~ d, I 1~ i
TOP=444.63 ~ A 1` ~I E%. SSMH IXISTING - ~ ~ i i 'JO" i i ' L Ex. CRATFi SNLE 1 i i g 1 RIM 445.D6 I III I c ; 'I EXXON Is ~I t 1 1 -,aP . 44~i46 ; BB&T `n~W „ X. c.l. ~ 9. AN ACCESS EASEMENT WILL BE OFFERED TO ADJOINING PROPERTY OWNERS Y. IN SYQ=427,02 ~ ~ I ~ v. o r=4z6s ~ ~ 11 R, OP=432.4g~rr f .w o,' lDl, ALONG THE NORTHERN PR OPERTY LINE FOR PURPOSES OF PEDESTRIAN ACCESS. 'c, ~ _ 111 h
\ 11 ~ i w i i i i ,-Ll_.' ; E$. 1Y PVC SD i i i -/~(JNY. IN =1IA39.6~1 ; (UNCER r` 1 1` 1 r I 31550 SF SS I1 11 ' ' DI I I 1 I TINY. OUT R 439`16 I 1 1 I I n n I L---'- . i i l i j /YR„yvl„WI~ -C'~-S' \ \ 11 q ,I 11 I 10. ' RE~A~RA r 'rt C 1; THE DEVELOPER WILL BE RESPONSIBLE FOR PAYING ONE-HALF OF THE
\ I I 1 11 EX, GB I i EX. CB 111`1 •NJ APPRO% . L-} i i TOP=444.1E 1 I j aa~`I i i i i i Q~ / ' ~ ",a^~ n I CONSTRUCTION r i ~ 6000 __-__-1, , • O COST FOR THE FACE LIFT" TO NORTH HAVEN SUBDIVISION ENTRANCE.
• TOP=444.4311 If yl WATER ROVI ' ~I INV. IN=4 I~~-~ 11 i~ n I 51W/ SF/ ! ~ 111 w SE CE ~-APPROX. LOC. I 11 INV. OUT ~1 i i i i i i i 11 1 SS SEVER I 11 I I / ~ ~ 1 ' KE FORES SUBDIVISION / ~ - r ~ 11. ALL HVAC UNIT
N/F I ; J 1 c d 1'11\ UNITED ENERGY CORPORATION ~ ~7~ i~ Rt (BM tss , PG 98) SWILL BE SCREENED IN ACCORDANCE WITH CONDITION 7 OF THE R,~p ` ~ ZONING CONDITIONS. i ZONING 0&I - 2 I
11 1 11 II II 11 II I ~ I ~ 1~ r1,1 TAX (P.LN.) 1717.13-12-7927 EXISTING ; ° ~ ~1 D8 6793, PG 202 ~ 11 II 1 , I OFFI E USE I 1 1 r 11 ` - X~ 1 1 ,I 1 1 1 I ~ti ?f W j l l 1 1 11 a
• 1 • \ ' ~ I I BANK f. I; ~ ~ ~ ~ ~ Rjs i 11 i^1 ` ZONfNG : SC , , 11 ~I Ir „ I 1 1 \ 1 N 11 I II I \ ~ 1111 ``,'`N aa~? I ii li ~i ii I~ ? ~ R3 R3 _ I I i A ' .:r i/ i~ I
EXISTING EXXON STATION 1 I 11 .I , Ia 1 11 11 It I 11 11 11 II 1 • 'M- , 9.5. 9.0' \ ' i 41' B-B ~ i / 'i' ~j ii ••~'f + CO ~ - I X. CATCH B N i fJ ii I .
11N~ 111111 aaaai ? ii ii I X11 f ii I rir ~N r r 1 1 - I u I E%. SERVICE EX. 4' SERVICE r i i t 'a 1 ? i i i i _ C' 1 11 I `i 9.0' 8.5~ (l~ \ i ~ OP = 438. I ~ ~ i i 9.0' 8.8• .Y ~ NV. IN(N)=43 . I 1 I
if 11, Zvi ``r aaai.~ I I ~ i i f k' 4' SER 1 ' i i A 5~ ` N. ` ~ n i i E%. 3/4" SERVICE hCEI ISS y ® R3 R , ~1,$ g5 1 L_.__ 5~ _ NV. IN(E)=4 0 1 1 , ~ R2 R A - 1 O NV. T=4 i i , r I
~i E%. CATCH BASIN II ~ ii i' - i ii w a` ? ~ 11 3~ EX. S.S. MANHOLE ii TOP = 440.3) 111 .1 ii n I .-------Jr 1 ! PROP. , u I 1 II \ vl I ; ' PROP. R W I ,lo ' i i ~ I i i i i W a' , 1 1' , /10~ DEDICA ON ~l , 1 ~ I I I I l ~
RIM=438.20 ~ % N ` " 1 , ` ~ I I SS \ `~a D __._._.J._. : I r ` R W = I tl ~ 55 I1 1 ( I 1 1H ' 1, I - -
1 11 - 1 11 ' _ 3 .5 -~-al.c_sr_ ,i- - y - I1 1 11 ..t.,,~. .J~..•; TOP=4 9 , _ Src ~ i ~ a ~:r:.. ~.v!u•..n x~. . - ' ss \ - 160.93' N, .,;~-r;• E%. CATCH BASIN - ~.r,: 4 ~ ' .,,;w,_ ' ~ I GRAPHIC SCALE I ~ =
` _ TOP = 437.90 SS • NN _ _ ~ ~ - - - - ~ --~z 3'-~DEwauT - ---o --Of ' - w t--- - 0
E%. SSMH SS - _ _ __._M~_~ ~~~5 £X SSMH - h 3 RIM=439.30 ~ ~~g RMI 441.86 ~1, ~ EX. EX. 30 0 ' - - . 2010 - - - J ~ reEa o zs so loo NC GRID NAD 83 a o - - EX. CATCH BASIN
„+_.-~.s S SL- O SL_ SS SS- SS-_ S~ ----°-S~ ~ ~ S,, «I Sri--- ---•°,S EX. 8" DIP rv ~ ~ m SS SS ~ EX. SSMH M~ TOP=437.79 N ~~5~ cc ~$g RIM=437.19 INV. WT=432.79 _ r _
• ~ ~ ~ ~ ~ R M 5440.26 ~ c c EX CATCH BASIN q ~ ~ ~ TOP=437.14 ~ ~ 3 a ~ (IN FEET )
P w _ D 0 - MAY 11 1999 c INV. 0 T=4~ j2 p4 ; I F I o 1, inch = 50 ft, I ~ t ~ ~ - CENTER LINE t ~ Z 3 • ~ ° Z Z
--Bd--_-_ 41L_--~ u _ y N y ~1 x_ W--- V ~ EK. 12' WATERLINE ~ -.SL. - ° ~ ~ ~ -
W V w n ~ ~ -Q- ~.-i y c~i y 1„, y EX. SSMH ~ y ~_-W _q ~_i RIM=438.35 W g D R A W I N G n ~ EX SSMH U SJ- ~ MT- Y
_ _ _ BENCHMARK a , ~sa~ - 11? v `"HyRIM=437.20 y y
NC~"5~iNDFORR` ~ EX CATCH BASIN EX GRATE INLE~P~ ~ TOP = 441.40 i, o E%. GRA~INLEi •€ft-CRATE'ht~Y" , N i0P = 4 6.3g INV IN 437.434.38 ~ HUN
ELEV ~ 442.03 ® ToP = 000.01 - - - - - - - - 1 I 1 I . _ _ _ INY.~4.48 INY. OUT~d3.1.B8 ;I ~ TING RIDGE ROAD 11, r" ~ .6D''
IS :I D4 HUNTING RIDGE ROAD