20121049 Ver 1_401 Application_20121012

Strickland, Bev
From: Darling, Richard [RDarling @mbakercorp.com]
Sent: Wednesday, October 24, 2012 3:43 PM
To: Homewood, Sue
Cc: Strickland, Bev; Dennison, Laurie
Subject: RE: Nationwide Permit 18 PCN for Honda Connector Road at PTIA
Thanks Sue!
Bev should be able to download the documentjust by clicking the link below — please let me know if that does not work.
Richard
From: Homewood, Sue [ mailto :sue.homewoodCa)ncdenr.gov]
Sent: Wednesday, October 24, 2012 3:33 PM
To: Darling, Richard
Cc: Strickland, Bev; Dennison, Laurie
Subject: RE: Nationwide Permit 18 PCN for Honda Connector Road at PTIA
Richard,
Would you mind adding Bev Strickland, from our Central office, to the list of people who can access this document. She
uploads all our files to a server and it will save us both a lot of time if she can download it directly. I've copied her so you
have her email address. Thanks so much.
Ps: Ian has accepted anotherjob and will be leaving very soon. You can address all future hardcopy permits to Karen
Higgins, same address etc.
Sue Homewood
NC DENR Winston -Salem Regional Office
Division of Water Quality
585 Waughtown Street
Winston - Salem, NC 27107
Voice: (336) 771 -4964
FAX: [phone]
E -mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: rdarling(a)mbakercorp.com [ mailto :rdarling(a)mbakercorp.com]
Sent: Wednesday, October 24, 2012 3:14 PM
To: andrew .e.williams2(a)usace.army.mil; Homewood, Sue; Mcmillan, Ian
Cc: lallen(a)mbakercorp.com; khodges()mbakercorp.com; rossera gsoair.ora
Subject: Nationwide Permit 18 PCN for Honda Connector Road at PTIA

rdarlinq @mbakercorp.com has sent you attachments using Baker eFTP
Andy; Sue; Ian:
Link to Pre - Construction Notification for proposed Honda Connector Road at the Piedmont Triad
International Airport. Paper copies are being mailed (5 copies to DWQ Raleigh, including 2 full
sized and $240 check).
Message Please contact me at 919 - 481 -5740 or rdarlinq @mbakercorp.com with any questions /comments.
Text:
Thank you for your attention to this project.
Richard
Richard B. Darling I Environmental Manager I Michael Baker Engineering
8000 Regency Pkwy., Suite 600 1 Cary, NC 27518 1919.463.5488 (office) 1919.481.5740 (direct)
rdarlinq @mbakercorp.com I www.mbakercorp.com
File(s) Uploaded:
PCN. pdf
To retrieve these attachments, click on the secure link below.
https: / /eftp. mbakercorp.com: 443 ?McQI D= VUtPTFpJQktaVDo0a3dpTFB'eg = = / =/
Access to this information will expire on 10/31/2012 12:00:00 AM
NOTE: Some companies have policies at their sites that prohibit the above link to be accessed by just clicking on the
link. If this is the case, just copy and paste the entire URL link (including the equal signs) into your browser. If you
need additional assistance, contact the Michael Baker IT Support Desk at 1- 866 - 447 -6333 or e -mail us at
[e-mail]
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This website is intended solely for use by the Michael Baker Corporation, its affiliates, clients, subcontractors, and
other designated parties. All information utilized on this website is for designated recipients only. Any dissemination,
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Michael Baker Engineering, Inc.
7800 Airport Center Drive, Suite 100
Greensboro, NC 27409
336- 931 -1500
FAX [phone]
October 17, 2012
U.S. Army Corps of Engineers North Carolina Department of Environment and
Wilmington District Natural Resources, Division of Water Quality,
Raleigh Regulatory Field Office Wetlands/ 401 Unit
3331 Heritage Trade Dr., Suite 105 1650 Mail Service Center
Wake Forest, NC 27587 Raleigh, NC 27699 -1650
Attention: Mr. Andy Williams Mr. Ian McMillan
Subject: Nationwide Permit 18 and Water Quality General Certification 3890, Minor Discharge,
Pre - Construction Notification and No Practicable Alternatives Determination Request
for Jordan Buffer Impacts for Proposed HONDA Connector at Piedmont Triad
International Airport, Greensboro, Guilford County, North Carolina
On behalf of the Piedmont Triad Airport Authority (PTAA) notice of intent to use Nationwide Permit 18
and General Water Quality Certification (WQC) 3819 pursuant to Sections 404 and 401 of the Clean
Water Act (CWA) and 15A NCAC 2H .0500 is hereby provided for unavoidable impacts to jurisdictional
waters of the United States and associated stream buffer at the Piedmont Triad International Airport
(PTIA). Approximately 136 linear feet, including approximately 18 cubic yards of fill below the ordinary
high water mark of a perennial unnamed tributary (UT) to Horsepen Creek and 0.29 acre of 50 -foot
riparian buffer will be impacted by construction of the proposed American Honda Motor Company, Inc.
(HONDA) Connector project. The project is a "road crossing of stream" allowable under
15A NCAC 0213 .026 of the Jordan Water Supply Nutrient Strategy and PTAA is requesting determination
of no practical alternatives (certification enclosed).
The purpose of the proposed project is to connect the existing HONDA Facility to the HONDA Expansion
site (under construction) for safe and efficient access to all areas within the overall HONDA
Development Area as summarized in the enclosed "Request for Interconnecting Roadway" from HONDA
to PTAA dated July 18, 2012. The project is needed for security, separation of automobile and truck
traffic, and on- campus transportation. Sequencing and efforts undertaken to avoid and minimize
potential impacts to jurisdictional resources are summarized in the enclosed PTAA Proposed Variance
Request to the Watershed Review Board dated July 27, 2012 and have included the following:
• The proposed stream crossing has been located at a point along the stream where the stream
elevation is not as far below the grade of the HONDA sites as is the case at other locations. As a
result, the height of the embankment, and the resulting side slopes for the road, will be
minimized, and the project will have a smaller footprint.
• The side slopes for the embankment will be relatively steep, which will also reduce the width of
the side slopes and footprint of the project within the buffer.
• The stream crossing has been located downstream from a wetland area and avoids any impact
to the wetland.
• The alignment for the road has been designed so that it will cross the stream at an angle that is
as perpendicular as possible to the direction of the stream (after adjustment for other
constraints) thereby minimizing the portion of the stream that is impacted by the crossing.
• The road alignment has been moved away from Stream B1 as much as possible without
impacting the storm water management pond on the other side of the road.

October 17, 2012
Mr. Andy Williams; Mr. Ian McMillan
Page 2 of 3
• Best management practices will be incorporated into the project to control runoff from the
pavement along the road.
• The shoulders and side slopes of the road will be re- vegetated upon completion of the project
and the vegetation will be maintained thereafter.
The unavoidable stream crossing for the HONDA Connector is located approximately 400 feet upstream
of the existing Ballinger Road stream crossing. Two 73 -foot long 60 -inch diameter reinforced concrete
pipes (RCP) will be embedded approximately one foot in the existing stream bed, to allow passage of
aquatic organisms. The total impact to the stream will be minimal and will not have a significant effect
on the quality of jurisdictional waters, therefore, compensatory stream mitigation is not proposed.
The limits of jurisdictional Waters of the U.S. were surveyed and verified by the United States Army
Corps of Engineers (USACE) in Action ID SAW- 2011 -01169 (copy enclosed). Jordan Water Supply
Nutrient Strategy riparian buffer application was verified by the North Carolina Department of
Environment and Natural Resources (NCDENR) Division of Water Quality (DWQ, letter enclosed). On
August 28 2012, the PTIA Watershed Review Board approved a Minor Variance to the Water Supply
Watershed Management and Protection Rules of the PTAA for this project (copy enclosed).
The proposed Stormwater Management Plan for the Honda Connector includes grass swales along the
roadside leading to a pipe network to the existing sediment basin. No channelized or direct discharge to
stream will occur. Stormwater running off the Honda Connector Road will be treated by DWQ- approved
best management practice (BMP) measures to achieve the required 85% total suspended solid (TSS)
removal rate. The BMPs that will be utilized include the following:
• Grass -lined swales (35% TSS removal efficiency)
• Dry- detention basin (50% TSS removal efficiency)
The drainage system will be designed and constructed in the following manner to allow for the system
to meet the requirements. A grass -lined swale will be constructed along the alignment of the roadway
to collect runoff from the roadway pavement and shoulder. Runoff will flow along this swale, being
filtered in the process, until it reaches a drainage inlet, at which time the stormwater runoff will be
transferred into a subsurface drainage pipe network. This network of pipes will transfer the stormwater
runoff to a dry- detention basin located on the north side of the stream channel and the west side of the
connector road. The dry- detention basin will be constructed to the requirements outlined in the DWQ
BMP manual, and be appropriately sized for the drainage area it shall receive.
The TSS removal efficiencies of the BMPs used in a series are considered to be additive. Therefore the
35% TSS removal efficiency attributed to the grass -lined swale, and the 50% TSS removal efficiency
attributed to the dry- detention basin result in a collective TSS removal efficiency of 85 %. This resultant
overall efficiency rate of the system meets the DWQ requirement.
As of January 31, 2010, the USFWS lists the American bald eagle (Haliaeetus leucocephalus) and the
small whorled pogonia (Isotria medeoloides) as the only federally protected species for Guilford County.
The applicant has also considered all federal and state listed species within the project study area. It
appears that the project site does not include any federally - listed endangered or threatened species,
their formally designated critical habitat, or species currently proposed for listing under the Endangered
Species Act. Further, based on recent field review and previous regulatory reviews, we are aware of no
historic, cultural, or archaeological resources that would be affected by the project.
Temporary construction impacts due to erosion and sedimentation will be minimized through
implementation of a stringent erosion control schedule and the use of Best Management Practices

October 17, 2012
Mr. Andy Williams; Mr. Ian McMillan
Page 3 of 3
(BMPs). The contractor will be required to follow contract specifications pertaining to erosion control
measures as outlined in 23 CFR 650 Subpart B and Article 107 -13 entitled "Control of Erosion, Siltation,
and Pollution" (NCDOT Specifications for Roads and Structures). These measures include the use of
dikes, berms, silt basins, and other containment measures to control runoff; elimination of construction
staging areas in floodplains and adjacent to waterways; re- seeding of herbaceous cover on disturbed
sites; and avoidance of direct discharges into streams by catch basins and roadside vegetation.
Prior to the commencement of construction, a Sedimentation and Erosion Control Plan for the HONDA
Connector project will be submitted to NCDENR and PTAA will obtain a Sedimentation and Erosion
Control Permit and accompanying NPDES Construction Permit as needed. Potential impacts to surface
water quality as a result of the roadway construction activities will be effectively mitigated through
adherence to the approved Sedimentation and Erosion Control Plan, to permit requirements, and to
standard North Carolina Department of Transportation and DWQ BMPs.
The applicant will adhere to applicable criteria of USACE Nationwide Permit 18, USACE Nationwide
Permit General Conditions, Final Regional Conditions for Nationwide Permits in the Wilmington District,
and DWQ General Certification Conditions for WQC #3890. We appreciate your consideration of this
request. Please feel free to contact me <rdarling @mbakercorp.com> with any questions at
(919) 481 -5740.
Sincerely,
MICHAEL BAKE ENGINEERING, INC.
Richard Darling
Environmental Manage
RBD /JAR:rbd
Enclosures: USACE Submittal Cover Sheet (1 page)
USACE Action ID SAW- 2011 -01169 (9 pages)
DWQ Buffer Determination (2 pages)
HONDA Request to PTAA for Interconnecting Roadway (3 pages)
PTAA Proposed Variance Request to the Watershed Review Board (10 pages)
PTAA Watershed Review Board Variance Approval (3 pages)
PTAA Request for No Practical Alternatives Determination (1 page)
PTAA Completed Pre - Construction Notification Form (10 pages)
PTAA Permit Drawings (5 sheets)
PTAA- approved Stormwater Management Plan (87 pages + 2 sheets)
PTAA Check to NCDENR for $240 as application fee
cc: Sue Homewood, DWQ -WSRO
Alex Rosser, PTAA
X10. 10. 64.5 Projects � 104066 HondoConnector � PCN � PCNCo ver. docx

Corps Submittal Cover Sheet
Please provide the following info:
1. Project Name Piedmont Triad International Airport, Honda Connector
2. Name of Property Owner /Applicant: Piedmont Triad Airport Authority
3. Name of Consultant /Agent: Michael Baker Engineering Inc. / Richard Darling / (919) 481 -5740
*Agent authorization needs to be attached.
4. Related/Previous Action ID number(s): SAW - 2011 -01169
5. Site Address: _Breezewood Road; Greensboro, NC
6. Subdivision Name: N/A
7. City: Greensboro
8. County: Guilford
9. Lat: 36.1022550 Long: - 79.9178300 (Decimal Degrees Please
10. Quadrangle Name: _Guilford, NC
11. Waterway: _UT to Horsepen Creek, Stream CD2
12. Watershed: Cape Fear
13. Requested Action
® Nationwide Permit # 18
❑ General Permit #
❑ Jurisdictional Determination Request
❑ Pre - Application Request
The following information will be completed by Corps office:
me
Prepare File Folder Assign number in ORM
Authorization: Section 10 Section 404
Project Description/ Nature of Activity/ Project Purpose:
Site/Waters Name:
Keywords:
Begin Date

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
r, �'
WILMINGTON
Action Id. SAW- 2011 -01169 County: Guilford U.S.G.S. Quad: Guilford
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owne0Agcnt: Piedmont 'Triad Airport Ali thorit - -Attu: Mickie Elmore
Address: P.U. Box 35445
Greensboro, North Carolina 27425
Telephone No.: 336 - 665 -5600
Property description-
Size (acres) 187 acres (approximately) Nearest Town Greensboro
Nearest Waterway Horsepen Creek liver Basin Cape Fear
UGS IiUC 03030002 Coordinates N36-1062 W-79.9147
Location description The site is located immediately south►vest of the Old Oak Ridge Road Forth Chimney Rock
Road intersection in Greensboro, Guilford County, North Carolina and is identified as the Bree4ewood Road Silt }.
Indicate Which of theFollowinp_ Apply:
A. Preliminary Determination
X Based on preliminary information, there may be waters of the U,S. including wetlands on the above described project area.
We strongly suggest you ]Save this property inspected to determine the extent of Departmcnt of the Army (DA)
jurisdiction. To be considered Final, a jurisdictional determination must be verified by the Corps. This preliminary
deternnation is not an appealable action under the regulatory Program Administrative Appeal Process ( Reference 33
CFR part 331).
D. Approved Determination
_ There are Navigable Waters of the United Status within. the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act, Unless there is a change in die law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
There are waters of the U,S. on the above described property subject to the permit requirements of Section 404 of the
Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggost you have the wetlands on your property delineated, Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely .manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered Final, any delineation must be verified by the Corps,
_ The waters of the U.S. on your property have been dr;fineated and the delineation has been verified by the Corps. We
strongly suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the
Corps. Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your
property which, provided there is no change in the law or our published regulations, ri-my be relied upon Fora period not to
exceed five years.
_ The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on . . Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
y There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this detcirnination may be relied upon for a period not to exceed five years from the date of this
notification.
Page 1 o1' 2

Action TD. SAW-2011-01169
Sue Homewood
North Carolina Department of Natural Resources
Division of Water Quality
585 Waughtown Street
Winston - Salem, NC 27107
Page 3 of3

NO` IFICATION DF A.DN,IINISTRATIVE APPEAL OPTIONS AND PROCESS AND :.
REQUEST FOR APPEAL
A licant: File Number: - Date:
Attached is: See Section below
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission) A
PROFFERED PERMIT Standard Permit or Letter of ermission B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMIlVATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above
decision. Additional information may be found at
http://www,lisace.a,n-ny.rnil/CECW/Pages/reg materials.as x or Corps re lations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you mzy accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights
to appeal the pennit, including its terms and conditions, and approved jurisdictional determinations associated with the pernut.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that
the permit be modified accordingly. You rnmst complete section lI of this form and return the form to the district engineer.
Your objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right
to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a)
modify the permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify
the permit having determined that the permit should be issued as previously written. After evaluating your objections, the
district engineer will send you a proffered permit for your reconsideration, as indicated in Section H below.
B: PROFFERED PERMIT: You may acceptor appeal the permit
ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized.. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights
to appeal the pernnit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined perrvit under the Corps of Engineers Administrative Appeal Process by completing Section II of this
form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the
date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process
by completing Section II of this formm and sending the form to the division engineer_ This fem must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may acceptor appeal the approved JD or
provide new information.
ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved 1D in its entirety, and waive alt rights to appeal the approved JD.
APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be receivers
by the division engineer within 60 days of the date of this notice.

Action 11D: SAW - 2411 -41169
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(LAMA). You should contact the Division of Coastal Management in Washington, NC, at (252) 946 -6481 to determine
their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Artily permit may
constitute a violation of Section 341 of the Clean Water Act (33 VSC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Andrew Williams at 919,554 »4$$4 ext. 26_
C. Basis For Determination
The streams are relativel • pernmuent slaters PII's and are unnamed tributaries to ]horse en Creels an RPW.
Horse en Creek is a tributa • to Lake Brandt_ an RPW and an impoundment of Reed Far an RPW. Reedy Fork
flows to and through Lake Townsend an Impoundment of Reedy Fork. Reedy Fork is a tributary to the Haw River, a
traditionally navi gable water (T . The Haw River is a tributar to the Cave Fear River a navi able water (the
United States. The Ordinary Huh Water 11ar_ks {OHWMs) of the unnamed tributaries were indicated by the following
h sisal characteristics: clear natural line impressed on the hank, shelving, and the destruction of terrestrial
ve etation. The wetlands meet the hydro h •tic vegetation. wetland hydrology, and h dric soil criteria of the 1987
Corips of T lneers Wetland Delineation Manual and the July 2010 Eastern Mountains and Piedmont Region Interim
Re Tonal Surmlemetit to the Corps of En sneers Wetland Delineation Manual and are adiacent to one of the unnamed
tributaries to Horsenen Creek,
D. Remarks
The streams and wetland observed It this location was igg tided in the U ACE action lU 19980910.
E. Appeals Information (This Information applies only to approved jurisdictional determinations as indicated in
R. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (TAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the fnllowistg address:
District Engineer, Wilmington Regulatory Division
Attn:Andrew Williams, Project Manager,
Raleigh Regulatory Field Office
3331 Heritage Trade Drive, Sprite 105
Wake Forest, North Carolina 27597
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by NA„
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this
correspondence,**
Corps Regulatory Official:
Date June 212011
Expiration Date June 27, 2016
The Wilmington District is cor rnitted to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the Customer Satisfaction Survey located at our website at h : h e4ulatory.usace_suryey.corn/ to
complete the survey online,
Copy furnished:
Richard Darling
Michael Baker Engineering, Ina.
P.Q. Box 35445
Greensboro, North Carolina 27425
Page 2 of3

E: PRELIMINARY JURISDICTIONAL DETERMMATION: You (to not geed to resporxd to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable, If you wish, you may request an
approved JD (which may be appealed), by contacting the Corps district for Further instruction, Also you may
provide new information For further consideration by the Corps to reevaluate the JD.
SECTION JI - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS; (Describe your reasons for appealing the decision or your objections to an
initial proffered permit in clear concise statements. You may attach additional information to this form to clarify sdiere your reasons
or objections are addresser) in the administrative reCOrd.)
ADDITIONAL rNFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record, Neither the appellant nor the Corps may add new information or analyses to the record. However,
you may rovide additional information to clarify the location of information that is alre-ady in the administrative record.
POINT OF CON'T'ACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the appeal
If you only have questions regarding the appeal process you may
process you may contact:
also contact:
Andrew'Willianls
Jason Steele
Regulatory Project Manager
Administrative Appeals Review Officer
U.S. Army Corps of Engineers
60 Forsyth Street, SW (Room 9M10)
3331 Heritage Trade Drive, Suite 105
Atlanta, GA 30303 -8801
Wake Forest, North Carolina 275$1
404 - 562 -5137
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any govemmcnt
consultants, to conduct investigations of the project site during the course of the appeal process. You will he provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature 2f_4ppellant or agent.

PRELIMINARY JURISDICTIONAL DETERMINATION FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JURISDICTIONAL
DETERMINATION (JD): d_y, ,c_ a7, a00
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
:ir;i, r'il ;'liar!:. vi c +; rc,1 11akit1'.1"1j, ,illc`[�ria •160 Rln71`11ry I.'llrl:h�a�,. : Ii1
i 19
C, DISTRICT OFFICE, FIDE NAME, AND NUMBER: 65SAw -IZ( • R; "rr-4 1- 14.144. _r1f r,91 r- �
51w- aoI I - olf Gq
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: V0 I:1 i,:►wf >.ilk:
+.,!'.r.� 'j C,.1 (i: 11w p711i .1 .,I ['F ':1C.a�iV ;,[II_r!`.a•I.T iii ci,<1! ILI•.'i' ,.Ilif ' Lllidliry �(li• ,.
(USE THE ATTACHED TABLE TO DOCUMENT MULTIPLE WATERBODIES AT
DIFFERENT SITES)
State: ;' County/parish/borough: City'::,
Center coordinates of site (lat /long in degree decimal format):
Lat. N, Long. W.
Universal Transverse Mercator:
Name of nearest waterbody: ; j-w-­o�,n +:
Identify (estimate) amount of waters in the review area:
Non - wetland waters, 6,213 linear feet, -6 width (ft), -sdlor I .('.0 acres.
Cawardin Class:',
Stream Flow:I.iitrl,i;;r II,;;,,, „, ►ti +i
Wetlands: 0.05 acres.
Cowardin Class: r,; r, j,­.-,, r
Name of any water bodies on the site that have been identified as
Section 10 waters:
Tidal- _
Non - Tidal:
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
Office (Desk) Determination. Date: b aT
IP
-otj
® Field Determination. Date(s): 06/2100 11

1 , The Corps of Engineers believes that there may be jurisdictional waters of the United
Mates on the subject site, and the permit applicant or other affected party who
requested this preliminary JD is hereby advised of his or her option to request and
obtain an approved jurisdictional determination (JD) for that site. Nevertheless, the
permit applicant or other person who requested this preliminary JD has declined to
exercise the option to obtain an approved JD in this instance and at this time.
2. In any circumstance where a permit applicant obtains an individual permit, or a
Nationwide General Permit (NWP) or other general permit verification requiring "pre -
construction notification" (PCN), or requests verification for a non - reporting NWP or
other general permit, and the permit applicant has not requested an approved JD for the
activity, the permit applicant is hereby made aware of the following: (1) the permit
applicant has elected to seek a permit authorization based on a preliminary JD, which
does not make an official determination of jurisdictional waters; (2) that the applicant
has the option to request an approved JD before accepting the terms and conditions of
the permit authorization, and that basing a permit authorization on an approved JD
could possibly result in less compensatory mitigation being required or different special
conditions; (3) that the applicant has the right to request an individual permit rather than
accepting the terms and conditions of the NWP or other general permit authorization;
(4) that the applicant can accept a permit authorization and thereby agree to comply
with all the terms and conditions of that permit, including whatever mitigation
requirements the Corps has determined to be necessary; (5) that undertaking any
activity in reliance upon the subject permit authorization without requesting an approved
JD constitutes the applicant's acceptance of the use of the preliminary JD, but that
either form of JD will be processed as soon as is practicable; (6) accepting a permit
authorization (e.g., signing a proffered individual permit) or undertaking any activity in
reliance on any form of Corps permit authorization based on a preliminary JD
constitutes agreement that all wetlands and other water bodies on the site affected in
any way by that activity are jurisdictional waters of the United States, and precludes any
challenge to such jurisdiction in any administrative or judicial compliance or
enforcement action, or in any administrative appeal or in any Federal court; and (7)
whether the applicant elects to use either an approved JD or a preliminary JD, that JD
will be processed as soon as is practicable. Further, an approved JD, a proffered
individual permit (and all terms and conditions contained therein), or individual permit
denial can be administratively appealed pursuant to 33 C.F,R. Part 331, and that in any
administrative appeal, jurisdictional issues can be raised (see 33 C.F.R. 331.5(a)(2)). If,
during that administrative appeal, it becomes necessary to make an official
determination whether CWA jurisdiction exists over a site, or to provide an official
dellneotion of jurisdictional waters on the site, the Corps will provide an approved JD to
accomplish that result, as soon as is practicable. This preliminary JD finds that there
"may be" waters of the United States on the subject project site, and identifies all
aquatic features on the site that could be affected by the proposed activity, based on the
following information:
E

SUPPORTING DATA.
Data reviewed for preliminary JD (check all that apply - checked items should be
included in case file and, where checked and requested, appropriately reference
sources below):
Maps, plans, plots or plat submitted by or on behalf of the applicant/consultant:
a�.c Eitlilt:�lt ,l.
® Data sheets prepared /submitted by or on behalf of the applicant /consultant.
J Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report.
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUG maps.
® U.S, Geological Survey map(s). Cite scale & quad name: 1
USDA Natural Resources Conservation Service Soil Survey. Citation: tOjh.'„r1.1.
® National wetlands inventory map(s). Cite name::'
❑ State /Local wetland inventory map(s):
® FEMAIFIRM maps: 773 , 71136.
❑ 100 -year Floodplain Elevation is: (National Geodetic Vertical Datum of
1 929 )
❑C Photographs: ® Aerial (Name & Date). 20111 (:'owlty C'18-'Collor Acrial.
or ® Other (Name & Date): 1011 kite flhot !molts.
0 Previous determination(s). File no, and date of response letter: 1991U090),
F
❑ Other information (please specify):
IMPORTANT NOTE. The information recorded on this form has not necessaril
been verified by the Corps and should not be relied upon for later Wrisdiictional
determinations.
Signature and date of
Regulatory Project Manager
(REQUIRED)
51
i
Signature and date
person requesting preliminary JD
(REQUIRED, unless obtaining
the signature is impracticable)

MULTIPLE WATERBODIES
Site
Latitude
Longitude
Cowardin
Resource
Class
"Ircillit CITS (111)"
i,.1 03312'
- 7{).919035
- 19.112061=
- ? {).�)�'C1(I;�,
- 79.919&i5
- 79.919560
- 79.9 16515
- 79.916 -192
Riva'ate
_',1 i:5 1.f.
Non,
Section
10
non -
wetland
(1I
3,6.105221
251 1.f
sirc:liei FG1 tN)
:�ti.l(I'l;il !
133 IS
{�ucal�i FG-li 01
:}ti.1057.i1
:0;L.I 1.f.
�)[r lilt 8 -1 (l')
:r6.10 -1 -165
l l') 1.f.
1 11')
:fti. I 108 61
2.7E 1 1.f.
Stream f,) 11'3
36.1083299
.339 1.f.
C:li.11 nei Sublc,lal:
6,213 1.f
Wei larld sE l
36237470
- 79,920705 1 f :lnc:rg .-nt
0,05, ac.
Non-
Section
10
wetland
�d'�'i111141U1�LS1�.�;
0.05 ac.
II.I .-he,rlhaSll. f .. hu.:['niitil'I I, 1'
%lCo CIII 4 {1tYlrlirizllcti ur4' al 4,;II•Ac Izcsii }I�inl t�l 4h�1111t�1 .uld uy�pu <�.iltiull {:[111c'rcrl y7,ltitil nl +ti l ?t�l !

NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
Mr. Richard Darling
Michael Baker Engineering
7600 Airport Center Dr., Suite 100
Greensboro, NC 27409
Natural Resources
Subject Property: Piedmont Triad International Airport, East Site, Guilford County
On -Site Determination for Applicability to the Mitigation Rules (15A NCAC 2H .0506(h)
Dear Mr. Darling:
Dee Freeman
Secretary
June 29, 2011
On June 21, 2011, at your request and in your attendance, Sue Homewood conducted an on -site determination
to review features located on the subject property for intermittent/perennial determinations with regards to the
above noted state regulations. Andy Williams with the US Army Corps of Engineers (USACE) was also
present at the site visit. The features that were reviewed are identified on the attached maps.
The Division acknowledges the areas and boundaries identified as jurisdictional wetlands by the USACE.
With regards to the stream determinations, the maps that were provided to the Division on June 13, 2011 were
determined to be accurate reflections of the stream determinations made during our site visit with the exception
of stream features A -1 and FGii which were modified on Sheet 3 of 4 and re- submitted to the Division on June
28, 2011 and are attached as reference.
Please note that at the time of this letter, all intermittent and perennial stream channels and jurisdictional
wetlands found on the property are subject to the mitigation rules cited above. These regulations are subject to
change in the future. In addition, all intermittent and perennial streams which appear on either the USGS
1:24,000 scale map or the Guilford County Soil Survey are subject to the Jordan Lake Riparian Buffer
Protection Rules (15A NCAC 02B .0267).
The owner (or future owners) should notify the DWQ (and other relevant agencies) of this decision in any
future correspondences concerning this property. This on -site determination shall expire five (5) years from the
date of this letter. In addition, the streams identified may be subject to the Jordan Lake Buffer Protection Rules
02B .0267.
Landowners or affected parties that dispute a determination made by the DWQ or Delegated Local Authority
that a surface water exists and that it is subject to the buffer rule may request a determination by the Director. A
North Carolina Division of Water Quality, Winston -Salem Regional Office
Location: 585 Waughtown St. Winston - Salem, North Carolina 27107 One
Phone: 336 - 771 -5000 \ FAX [phone] \ Customer Service: 1- 877 - 623 -6748 NorthCarolina
Internet: www.ncwaterquality.org NaturivilY
An Equal Opportunity \ Affirmative Action Employer

Richard Darling
June 29, 2011
Page 2 of 2
request for a determination by the Director shall be referred to the Director in writing c/o Cyndi Karoly, DWQ,
401 Oversight/Express Review Permitting Unit, 2321 Crabtree Blvd., Suite 250, Raleigh, NC 27604 -2260.
Individuals that dispute a determination by the DWQ or Delegated Local Authority that "exempts" surface
water from the buffer rule may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. Applicants are hereby notified that the 60 -day statutory appeal time does not start until
the affected party (including downstream and adjacent landowners) is notified of this decision. DWQ
recommends that the applicant conduct this notification in order to be certain that third party appeals are made
in a timely manner. 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, 6714 Mail Service Center, Raleigh, N.C.
27699 -6714. This determination is final and binding unless you ask for a hearing within 60 days.
This letter only addresses the applicability to the mitigation rules and the buffer rules and does not approve any
activity within Waters of the United States or Waters of the State or their associated buffers. If you have any
additional questions or require additional information please contact me at 336- 771 -4964 or
sue.homewood @ncdenr.gov
Sincerely,
Sue Homewood
DWQ Winston -Salem Regional Office
Enclosures: Baker location map
Baker stream maps
cc: Andy Williams, USACE Raleigh Regulatory Office (via email)
DWQ, Winston -Salem Regional Office

H0NI3A
American Honda Motor Co., Inc.
1916 Torrance BW
Torfance. CA 00501
Direct +I 3 1 0.7912002
July 18, 2012
Kevin Baker
Piedmont Triad Airport Authority
PO Box 35445
Greensboro, North Carolina 27425
RE: Honda Aircraft Company, Inc. Interconnecting Roadway
Dear Mr. Baker,
As requested, please fnd attached our request for an interconnecting roadway
between Honda Aircraft's existing campus and the forthcoming Maintenance,
Repair and Overhaul (MRO) Facility. This roadway is necessary to provide
unlimited access between all buildings on the Honda Aircraft campus while
maintaining control of campus security and truck traffic safety. The creation of
this roadway will also reduce operational interruptions by eliminating the process
of leaving and re- entering a secured site to travel between Honda Aircraft
buildings.
Should you have any questions, please feel free to contact me at 310- 783 -2002
or Tom_Fromdahl @ahm.honda.com. Thank you for assisting us with this matter.
Kindest Regards,
AMERICAN HONDA MOTOR CO., INC.
Thomas Fromdahl
Manager, Facility Planning

Honda Aircraft Company, Inc.
Request for Interconnecting Roadway
Existing Campus to new MRO Site
,--jreensboro, North Carolina
Following are detailed explanations outlining the essential requirements for this
proposed interconnecting road.

indicated on the attached drawing. The addition of the interconnecting road
essential for allowing the truck traffic to access the adjacent site and more
specifica[ly, the MRO facility. I

PROPOSED VARIANCE
Submitted to the Watershed Review Board
For the Piedmont Triad International Airport
July 27, 2012
I. PROPOSED VARIANCE
The Executive Director of the Piedmont Triad Airport Authority
( "PTAA ") hereby submits to the Watershed Review Board the following
proposed Variance from the PTAA Water Supply Watershed Management
and Protection Rules (the "Watershed Rules ") pursuant to Section 10
thereof:
The Buffer requirements of Section 7 of the Watershed Rules are
hereby relaxed to permit the construction and maintenance of
the Honda Connector Road in the stream buffers for Streams CD2
and B1 within the Honda Development Area as shown on Attachments
1 and 2 hereof.
The approximate location, design, and alignment of the proposed
Connector Road are shown on Attachments 1 and 2 and are more
specifically described below. The purpose of the road is to provide
a route for ground transportation vehicles, equipment and
pedestrians to move between the Existing Honda Site and the Honda
Expansion Site (see below) as shown on the Attachments. The proposed
Variance is a Minor Variance under the Watershed Rules because it
relaxes the statewide buffer requirement by 50 or less (see below) .
II. BACKGROUND
A. Watershed Rules.
PTAA adopted the Watershed Rules for the Piedmont Triad Interna-
tional Airport in accordance with statewide requirements for
jurisdictions such as PTAA that have territory within a water
supply watershed. Following adoption by PTAA, the Watershed
Rules were approved by the North Carolina Environmental Manage-

ment Commission ("EMC"). Section 7 of the Watershed Rules
requires that a vegetated buffer be maintained on both sides
of perennial streams at the Airport. Because the Airport
qualifies as a low - density development under the state rules
(less than 24% new Built Upon Area) , the state rules only require
a 30 foot buffer. However, when PTAA adopted the Watershed
Rules, it elected to widen the buffers to 100 feet to provide
greater water quality protection.
Variances may be granted from the Watershed Rules under the
procedure and subject to the criteria stated in Section 10 of
the Rules. PTAA's Watershed Review Board decides after a
public hearing whether to grant a proposed Variance. In the
case of a Minor Variance, the Board's decision is final. Major
Variances must be submitted to the EMC for final review and
approval. The Watershed Review Board is made up of the members
of PTAA's Board of Directors.
B. Description of Connector Project.
American Honda Motor Co., Inc. ( "Honda ") currently leases two
separate sites from the Authority - an aircraft manufacturing
facility (the "Existing Honda Site ") on which Honda has already
constructed and now operates an R &D hangar, a production hangar,
and a headquarters building; and an expansion site (the "Honda
Expansion Site ") on which Honda plans to construct a
Maintenance, Repair and Overhaul ( "MRO ") facility to service
the aircraft that it manufactures. These two sites and
adjacent stream buffers are referred to in this Variance as the
"Honda Development Area ". Honda may construct additional
facilities within these two sites in the future. The two sites
are separated by Streams CD2 and B1 and their related buffers
which run across the entire width of the Honda Development Area.
Stream CD2, which will be crossed by the Connector Road, is
approximately 10 feet wide. The buffers for the two streams
are primarily wooded.
The proposed Connector Road would permit vehicles, equipment
and pedestrians to move directly between the two sites and avoid
having to leave one site, travel along the adjacent public road
(Ballinger Road) and then re -enter the Honda premises on the
other side. The need for the Connector Road, and the burdens
that would result in its absence, are more fully discussed
- 2 -

below.
The Connector Road will cross the stream approximately 400 feet
above the point where the stream intersects with Ballinger Road
as measured along the stream. The road will be two -lane with
a pavement width of approximately 24 feet and grass shoulders
on either side approximately seven feet in width. At the stream
crossing, a double culvert will be installed to carry the stream
under the road. Other than the pavement, there will be no new
Built Upon Area. The shoulders and embankment will be restored
to a vegetated state following construction.
Construction of the Connector Road will result in a reduction
of the 100 foot buffers along Streams CD2 and Bl of approximately
0. fit acres at the time of construction. This acreage loss will
be reduced to 0.22 acres following construction and
re-- vegetation of the road shoulders and embankment. (The
classification of the Variance as a Minor Variance is based on
the loss to the state required 30 foot buffers rather than PTAA's
100 foot buffer. See below.)
C. Classification as Minor Variance.
Under the Watershed Rules, a buffer Variance is classified as
a Minor Variance if it results in a relaxation of the statewide
minimum requirement of 50 or less. Therefore the classifi-
cation of the proposed Variance is measured against the state's
more narrow 30 foot buffer requirement rather than the 100 foot
buffer that PTAA elected in its rules. In the case of a buffer,
the applicable percentage is based on the lost acreage within
the buffer and the reduction in the overall buffer length
Numerator: The Connector Project will result in an initial
buffer loss to the 30 foot buffers of approximately 0.12 acres,
and the project will reduce the length of the 30 foot buffers
by approximately 100 feet, measured at the stream crossing.
Denominator: The denominator for determining the percentage
loss to the buffers is the total buffer acreage and the total
length of the buffers within the overall Honda Development Area,
as delineated on Attachment 1. In addition to Stream CD2 men-
tioned above, and Stream B1, which is a tributary to Stream CD2,
there are two other streams within the Honda Development Area,
-- 3 --

Stream FG, also tributary to Stream CD2, and a separate stream
AB, at the southwest end of the Honda Development Area. Neither
of these latter streams will be impacted by the proposed road.
The combined buffer area and length of the 30 foot state required
buffers within the overall Honda Development Area are 4.41 acres
and 3,219 feet, respectively.
Percentage: With these buffer totals being used as the denom-
inator, the initial encroachment into the buffers resulting
from the Connector project (prior to re-- vegetation) will be
limited to 2.7% of the required buffer acreage (0.12 acres of
impact divided by a total buffer acreage of 4.41 acres) and to
3.10 of the required buffer length (100 feet divided by a total
buffer length of 3,219 feet). By both these calculations, the
buffer encroachment is well below the 5% threshold for a Major
Variance, even prior to re- vegetation, and therefore the
proposed Variance for the Connector Project constitutes a Minor
Variance under the Watershed Rules.
III. REQUIRED FINDINGS
The Watershed Review Board may only approve a Variance if, at
the public hearing, the Board makes the following Findings of
Fact:
a. There are practical difficulties or unnecessary hardships
that prevent compliance with the strict letter of the
Watershed Rules;
b. The Variance is in harmony with the general purpose and
intent of the rules and preserves the spirit of the Rules;
and
C. In the granting of the Variance, the public safety and wel-
fare have been assured and substantial justice has been
done.
The factors set forth below support the necessary findings for
granting a Variance for the Honda Connector Road.
- 4 -

A. Practical Difficulties and Unnecessary Hardships.
The facilities within the Honda Development Area are designed
to operate as an integrated campus with significant internal
traffic between the Existing Honda Site and the Honda Expansion
Site by vehicles carrying parts and materials, by various types
of equipment and by Honda personnel. In the absence of the pro-
posed Connector Road, the traffic between the two sites would
have to exit the premises at one site, travel along Ballinger
Road, and then re -enter the premises at the entrance to the other
site, resulting in substantial delay and inconvenience to
Honda. There are several factors which would make this
diversion particularly burdensome and inefficient:
• To protect its manufacturing technology and intellectual
property, Honda maintains security stations at each of the
three entrances to its premises where individuals are checked
for proper authorization and escorts are arranged for
visitors. Without a connector road, traffic would have to
be re- screened whenever it moved from one site to the other,
resulting in substantial delay and unnecessary difficulty.
• To segregate truck traffic from other vehicles, Honda has
limited truck traffic to one of the three entrances, which
is located at the Existing Honda Site. There is no truck
entrance at the Honda Expansion Site, and trucks would have
no access to the Expansion Site without the connector road.
• Many of the vehicles and equipment passing from one site to
the other, such as golf carts and forklifts, are unlicensed
to travel on a public road. Ballinger Road would also be
impractical for travel by pedestrians, such as employees
moving between the two sites.
The Connector Road across the buffer area is the only route that
would be suitable for internal Honda traffic. The volume of
the anticipated traffic is such that it could not be
accommodated on the Airport Perimeter Road above the stream
buffers without interfering with other Airport traffic along
the road. In addition, access to Perimeter Road is restricted
to personnel with Airport security clearance or an escort
because it is within the Air Operations Area, and Airport
- 5 -

security could be compromised by heavy traffic along that road.
B. Harmony with the Watershed Rules.
Substantial efforts have been made to minimize any water quality
impact from the Connector Road and to harmonize the Connector
project with PTAA's watershed protection measures:
• The proposed stream crossing has been located at a point along
the stream where the stream elevation is not as far below the
grade of the Honda sites as is the case at other locations.
As a result, the height of the embankment, and the resulting
side slopes for the road, will be minimized, and the project
will have a smaller footprint.
• The side slopes for the embankment will be relatively steep,
which will also reduce the width of the side slopes and
footprint of the project within the buffer.
• The stream crossing has been located downstream from a wet-
land area and avoids any impact to the wetland.
• The alignment for the road has been designed so that it will
cross the stream at an angle that is as perpendicular as
possible to the direction of the stream (after adjustment for
other constraints) thereby minimizing the portion of the
stream that is impacted by the crossing.
• The road alignment has been moved away from Stream B1 as much
as possible without impacting the storm water management pond
on the other side of the road.
• Best management practices will be incorporated into the
project to control runoff from the pavement along the road.
• The shoulders and side slopes of the road will be re- vegetated
upon completion of the project and the vegetation will be
maintained thereafter.
These measures will, to the extent possible, reduce any impact
from the buffer encroachment and work together with the other
storm water controls at the Honda sites to protect water
-- 6 --

quality.
C. Public Safely and Welfare and Substantial Justice.
in addition to the minimization efforts described above, the
other storm water measures on the Honda sites will also provide
water quality protections to the public and reduce any impact
from the buffer encroachment. All Built Upon Area on the Honda
sites drains into storm water management ponds, with the result
that most of the storm water runoff from the sites is directed
away from the buffers and is separately treated in the ponds.
PTAA' s requirement for 100 foot buffers, in excess of the state
requirement, will continue to provide water quality protection
at the Honda sites and throughout the Airport.
PTAA has also constructed a successful stream and wetland
mitigation project downstream from Stream CD2. The stream runs
through the mitigation site for a considerable distance before
converging with Horsepen Creek and the Greensboro water supply.
The mitigation site supplements the pollutant removal provided
by the Stream CD2 and BI buffers.
Public safety will be improved by the Connector Road because
it will keep Honda's internal traffic within its campus and off
Ballinger Road. The diversion of traffic from Ballinger Road
is especially important for movement of Honda's equipment and
unregistered vehicles which are not suitable for travel on a
public road.
Finally the public welfare is also served by the economic bene-
fits of the Honda operation. Honda currently employs
approximately 346 employees at the Existing Honda Site and
projects adding another 419 employees in its current expansion.
The economic benefits of the Honda operation, and the desirabil-
ity of its Airport site for further Honda expansion in the
future, will be enhanced by the contribution the Honda Connector
Road will make to the efficient operation of the Honda facility.
- 7 -

IV. CONCLUSION
The Executive Director hereby submits the proposed Variance for
consideration by the Watershed Review Board for the reasons set forth
above.
This the '� day of July, 2012.
Kevin J. Baker, P.E.
Executive Director
Piedmont Triad Airport Authority
8 -

Legend
�•_•_i Honda Development Area
j 30' State WSW Buffer
100' PTAA Buffer
■ Stormwater Management Pond
Security Station
t
F
A
�? y
:r
Stream FG Honda E
'0 � 1
\ \ Stream CD2
Production '
r Proposed'
Research Corporate Connector
And Office
.Development !� " f _
Stream AB r /f
r �r � � Existing Honda Site
•r- r �
Entrance
• r -
Truck Entrance
� ate.
R-- :''� , tqr N
4�• r,�`al,t�' T`�4`
.4
' �' "�: '`
i i�rr . ` T
Entrance
Attachment 1 - Site Plan
APT►
PIEDMONT TRIAD AfRPORT AUTHORITY
0 500 1,000
Feet

Legend
- - -� 30' State WSW Buffer
100' PTAA Buffer
- Connector Road
a- Connector Road in 30' Buffer
- Connector Road in 100' Buffer
Toe of Slope
Re- Vegetation Area in 30' Buffer
Re- Vegetation Area in 100' Buffer
,
a
E. Proposed
Honda Connector
Note: All design details are approximate.
�♦ S
`♦ ♦ -
♦
♦
♦
IAL
i
♦ Stream CD2
`s
Al�
i
r, %..►- 100' Culvert
_k
,r Attachment 2 - Proposed Connector
Pond
PTI `
PiEDMONT TRIAD AIRPORT AUTHORITY
{ 0 100 200
Feet

MINUTES OF THE WATERSHED REVIEW BOARD
OF THE
PIEDMONT TRIAD AIRPORT AUTHORITY
August 28, 2012
3:15 P.M.
Stanley Frank Boardroom
Piedmont Triad International Airport
Pursuant to due notice, a meeting of the Watershed Review
Board (the "Board ") of the Piedmont Triad Airport Authority (the
"Authority ") was held at the above time and place to conduct a
public hearing upon, and to decide whether to grant, the proposed
variance attached hereto to the stream buffer requirements of the
Water Supply Watershed Management and Protection Rules (the "WSWS
Rules ") of the Authority. Present for the meeting were the fol-
lowing members of the Board: Henry Isaacson, Gloria Whisenhunt,
Steve Showfety, Jim White, Mark Moore, Don Webb and Paul Mengert.
Mr Isaacson presided. Ms. Diane Ellison, a Court Reporter en-
gaged by the Authority, was present to record the proceedings and
to administer oaths to the witnesses.
Mr. Isaacson first called on William O. Cooke, Jr., general
counsel to the Authority, to explain the purpose of the meeting
and the procedure to be followed by the Board. Mr. Cooke stated
that a variance was being requested to allow construction of a
connector road between Honda Aircraft Co.'s existing site and its
new MRO facility. The variance was needed because the road would
have to cross the perennial stream and adjacent buffers between
the two sites. Mr. Cooke read the three findings that would have
to be made to justify the variance. He identified three wit-
nesses who would be called in support of the variance and ex-
plained the procedure for them to give their testimony and to be
questioned. He stated that an opportunity would be given follow-
ing their testimony for any opponents of the variance to offer
testimony in opposition.
Mr. Cooke also informed the Board that notice of the pro-
posed variance had been given 30 days in advance of the hearing
to all jurisdictions having territory within the watershed that
would be affected by the variance or using the Greensboro water
supply for consumption. A notice of the proposed variance and
hearing had also been published in area newspapers. No comments
had been received by the Authority in response to these notices.
The following witnesses were then called in support of the
proposed variance:

Minutes of the Watershed Review Board
Piedmont Triad Airport Authority
Page 2 of 3
August 28, 2012
Mr. Alex Rosser Engineer, Michael Baker
Engineering, Inc.
Mr. Mike Rutlege Project Administrator, American
Honda Motor Co., Inc.
Mr. Richard Darling Environmental Expert, Michael Baker
Engineering, Inc.
The oath or affirmation of each of the witnesses was taken
by the Court Reporter.
Mr. Rosser described the proposed connector road and the
storm water control measures that were included in the project
design. He also gave the following update to the buffer impact
measurements given in the proposed variance: Page 3, impacts to
100 foot buffers - 0.53 acres at time of construction and 0.18
acres following re- vegetation; Page 3, initial loss to 30 foot
buffers - 0.16 acres and 136 feet; and Page 4, percentage of
impact to buffer acreage and length prior to re- vegetation - 3.60
and 4.20, respectively.
Mr. Rutlege described the practical difficulties and hard-
ships that would be faced if the connector road could not be
built and if traffic between the two sites were required to exit
the Honda premises and travel along a public road from one site
to the other. He identified the types of vehicles and equipment
that would use the connector road and that would be unsuitable
for travel on a public road.
Mr. Darling described the efforts that were made to minimize
the stream and buffer impacts of the project and the reasons the
variance would be consistent with the public safety and welfare.
Following the testimony of each of these witnesses, they
were questioned by members of the Board. In each case, Mr.
Isaacson also called for questions from the audience; but there
were none. At the conclusion of the testimony, Mr. Isaacson
called for anyone else who wished to speak or ask questions. No
additional testimony or questions were offered.
The Board then discussed the merits of the proposed vari-
ance. Following this discussion, Mr. Isaacson made the following
motion:

Minutes of the Watershed Review Board
Piedmont Triad Airport Authority
Page 3 of 3
August 28, 2012
"I would move that the Variance Request dated July 27, 2012,
for the Honda Connector Road be granted based on the follow-
ing Findings of Fact:
One, there are practical difficulties or unnecessary
hardships that prevent compliance with the strict let-
ter of the Stream Buffer Rule;
Two, the Variance is in harmony with the general pur-
pose and intent of the Rule and preserves the spirit of
the Rule; and
And, third and lastly, in the granting of the Variance,
the public safety and welfare have been assured and
substantial justice has been done."
The motion was seconded by Ms. Whisenhunt. Mr. Webb then
asked if the motion referred to the Variance Request as amended
to incorporate the new impact measurements that Mr. Rosser speci-
fied in his testimony. Mr. Isaacson agreed that the motion was
to grant the variance as so amended. Mr. Isaacson then called
for a vote by the Board on the motion and the motion passed
unanimously.
There being no further business to com before the Watershed
Review Board, the meeting was adjourned.... -'
Her�r`y sa cso
r'' Pr' sidin Officer

-AAOPTI
PIEDMONT TRIAD AIRPORT AUTHORITY
October 15, 2012
North Carolina Department of Environment
and Natural Resources, Division of Water
Quality, Wetlands 1 401 Unit
1650 Mail Service Center
Raleigh, NC 27699 -1650
Attention: Mr, Ian McMillan
Subject: Request for Determination of No Practical Alternatives for Unavoidable
iimpacts to Jordan Riparian Buffer due to the Honda Connector Project
The Piedmont Triad Airport Authority is hereby requesting a "determination of no practical
alternatives" for allowable impacts from the proposed new Honda Connector Project to the fifty-
foot Riparian Buffer specified in the Jordan Water Supply Nutrient Strategy
15A NCAC 2B .0267 at the Piedmont Triad International Airport.
I certify that the project meets all the following criteria for finding "RO practical alternatives ":
(i) The basic project purpose cannot be practically accomplished in a manner that would
better minimize disturbance, preserve aquatic life and habitat, and protect water quality;
(ii) The use cannot practically be reduced in size or density, reconfigured or redesigned to
better minimize disturbance, preserve aquatic life and habitat, and protect water quality;
and
(iii) Best management practices shall be used if necessary to minimize disturbance, preserve
aquatic life and habitat, and protect water quality.
Kevin J. Balser, P.E. Date
Executive Director
The following information is provided in support of the assertion of "no practical alternatives" and is .included in the
accompanying application for Section 401 Water Quality Certification:
(i) The name, address and phone number of the applicant;
(ii) The nature of the activity to be conducted by the applicant;
(iii) The location of the activity, including the jurisdiction;
(iv) A map of sufficient detail to accurately delineate the boundaries of the land to be utilized in carrying out the
activity, the location and dimensions of any disturbance in riparian buffers associated with the activity, and the
extent of riparian buffers on the land;
(v) An explanation of why this plan for the activity cannot be practically accomplished, reduced or reconfigured to
better minimize disturbance to the riparian buffer, preserve aquatic life and habitat and protect water quality;
and
(vi) Plans for any best management practices proposed to be used to control the impacts associated with the activity.

T
.ti
Office Use Only:
Corps action 10 no,
DVVQ project no.
Form Version 1.3 Dec 10 2008
Pre - Construction Notification PCN Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the Corps:
® Section 404 Permit ❑ Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: NWP 18 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps?
❑ Yes
® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
0 404 Water Quality Certification — Regular p Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express 0 Rlparlan Suffer Authorization
le. Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 409
Certification:
0 Yes ® No
For the record only for Corps permit:
Yes 0 No
1f. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
® No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1h
below.
❑ Yes
N No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2. Project Information
2a. Name of project:
HONDA Connector
2b. County:
Guilford
2c. Nearest municipality 1 town:
Greensboro
2d. Subdivision name:
N/A
2e. NCDOT only, T.I.P. or state
project no:
NIA
3. Owner Information
3a. Name(s) on Recorded Deed:
Piedmont Triad Airport Authority
3b. Deed Book and Page No.
3c. Responsible Party (for LLC if
applicable):
Kevin J. Baker, Executive Director
3d. Street address:
1000 A Ted Johnson Pkny.
3e. City, state, zip:
Greensboro, NC 27409
3f. Telephone no.:
(336) 665 -5604
3g. Fax no.:
(336) 665 -5694
3h. Email address:
bakerliftsoair.org
Page 9 of 10
PCN Farm — Version 1.3 December 10, 2008 Version

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑ Other, specify:
4b. Name:
40. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h_ Email address:
5. Agent/Consultant Information (if applicable)
5a. Name:
Richard Darling
5b. Business name
(if applicable):
Michael Baker Engineering, Inc.
5c. Street address:
7800 Airport Center Dr., Suite 100
5d. City, state, zip:
Greensboro, NC 27409
5e. Telephone no.:
(919) 4815740
5f. Fax no.:
(919) :463 -5490
5g. Email address:
rdarling(�mbakereorp.com
Page 2 of 10
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
1b. Site coordinates (in decimal degrees):
Latitude: 36.102255 Longitude: - 79.917$30
(DD,DDDDDD) (ti�.D17DDt7D)
1c. Property size:
159 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
proposed project:
Horsepen Creek
2b. Wafer Quality Classification of nearest receiving water:
WS -111, NSW
2c. River basin:
Cape Fear
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the lime of this
application: The project area includes maintained lawn and forested stream corridor within the
Honda Development Site.
3b. List the total estimated acreage of all existing wetlands on the property: 0.05
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 3,219
3d. Explain the purpose of the proposed project: To connect the existing Honda Campus to the Honda
Expansion area (under construction) to allow safe pedestrian and vehicular access to all facilities
without having to exit the site.
3e. Describe the overall project in detail, including the type of equipment to be used: Construction of two -lane
roadway using excavators and other large construction equipment including installation (in the
dry) of two 60 -inch reinforced concrete pipes buried approximately one foot into the stream
bottom, necessitating 18 cubic yards clean fill below OHWM.
R. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property 1
project (including all prior phases) in the past?
Comments: SAW - 2011 -01169
® Yes ❑ No ❑ Unknown
4b, If the Corps made the jurisdictional determination, what type
of determination was made?
z preliminary ❑ Final
ac. if yes, who delineated the jurisdictional areas?
Name (if known): Andy Williams
Agency /Consultant Company: Michael Baker Eng.
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
Action ID SAW - 2011 -01169 dated 06/2712011 expires 0612712016
5. Project History
5a. Have permits or certifications been requested or obtained for ❑ Yes ® No ❑ Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ER No
6b. If yes, explain_
Page 3 of 10
PCN Form — Version 1.3 December 10, 2008 Version

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ® Streams - tributaries ® Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b,
2c,
2d,
2e.
2f.
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P) or
(if known)
DWQ — non -0.04, other)
(acres)
Temporary ( T
W1 ❑ P ❑ T
choose all itcrti.
Choose all
❑ Yes
❑ Corps
Itel�t,
❑ No
❑ DWQ
W2 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W3 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W4 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ Yes
❑ DWQ
❑ Corps
W5 LIP ❑ T
❑ No
❑ DWQ
W0 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
2g. Total wetland impacts
0.00
2h. Comments.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary Impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g•
Stream impact
Type of impact
Stream name
Perennial
type of jurisdiction
Average
impact
number -
(PEI) or
(Corps - 404, 10
stream
length
Permanent (P) or
intermittent
DWQ — non -404,
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
S1 ®P ❑ T
Road Crossing
CD2 (UT to
® PER
® Corps
10
136
Horsepen Cr.)
❑ INT
® DWQ
$2 ❑ P ❑ T
❑ PER
❑ Corps
Q INT
❑ DWQ
S3 []POT
❑ PER
❑ Corps
❑ INT
❑ DWQ
S4 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S5 LIP ❑ T
❑ PER
[] Corps
_
❑ INT
❑ DWQ
SB ❑ P ❑ T
❑ PER
❑ Corps --
❑ INT
❑ DWQ
3h. Total stream and tributary impacts
136
31. Comments,
Page 4 of 10
PCN Form — Version 1.3 December 10, 200B Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individual! y list all open water impacts below.
4a.
4b,
4c.
4d.
4e.
Open water
Name of waterbody
impact
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
number —
Permanent (P)
or Temporary
T
01 ❑P ❑T
02 ❑P ❑T
03 ❑P ❑T
04 ❑P ❑T
Art. Total open water Impacts
4g. Comments:
5. Pond or Lake Construction
It pond or lake construction proposed, then com lets the chart below.
553,
5b.
5c,
5d.
Se,
Weiland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose of
(acres)
number
pond
Flooded
Filled
Excavated
Flooded
t=illed
Excavated
f=looded
Pt
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
51. Expected pond surface area (acres):
5. Size of pond watershed (acres).
5k. Method of construction:
Page 5 of 10
PCN Form — Version 1 3 [December 10, 2008 Version

6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below, If any impacts require mitt atlon, then you MUST fill out Section D of this form.
6a.
❑ Neuse 0 Tar - Pamlico ® Other: Jordan
Project is In which protected basin?
❑ Catawba ❑ Randleman
6101
60.
6d
6e.
6f
6g.
Buffer impact
number --
Reason for
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P)
impact
Stream name
mitigation
(square feet)
(square feet)
or Temporary
required?
T
B1 ®P ❑ 7
Road
CD2 (UT to Horsepen
❑ Yes
1,545
1,045
Creek )
® No
132 ❑ P ® T
Embankment
C D2 & B1 (UT to
© Yes
5,792
4,111
Stream CD2 )
No
B3 ❑P ❑T
❑Yes
© No
6h. Total buffer impacts
7,337
5,156
6i. Comments, Less than 150 11 1 113 ac. road crossing of stream impact "allowable" without mitigation
D. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Project location, alignment, and footprint have been configured to avoid and minimize impacts to
the maximum extent practicable see enclosed cover letter).
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Application of appropriate BMPs and adherence to approved sediment and erosion control
procedures will avoid and minimize construction impacts see enclosed cover letter).
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
❑ Yes No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply):
[] DWQ ❑ Corps
❑ Mitigation bank
2c. If yes, which mitigation option will be used for this project?
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
4
3a. Name of Mitigation Bank:
3b_ Credits Purchased (attach receipt and letter)
Type
Quantity
Page 6 of 10
PCN Form — Version 1.3 December 10, 2008 Version

30. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -Ileu fee program is attaohed.
Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested'
acres
4f. Non - riparlan wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
+4h. Comments-
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a descriptlon of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules)— required by DWQ
6a. Will the project result in an impact within a protected riparlan buffer that requires
buffer mitigation?
El Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c,
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g.. payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund),
6h. Comments:
Rage 7 of 10
PCN Form — Version '1 3 December 10, 2008 Version

E. Stormwater Management and Diffuse Plow Plan (required by DWQ)
1. Diffuse Plow Plan
1a. does the project include or is it adjacent to protected riparian buffers identified
® Yes ❑ No
within one of the NC Riparian Buffer Frotection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
0 Yes ❑ No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project?
12%
2b. Does this }project require a Stormwater Management Plan?
19 Yes ❑ No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why,
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
G Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management flan?
❑ DWQ Stormwater Program
® DWQ 401 Unit
3. Certified local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
0 Phase tl
3b. Which of the following locally - implemented stormwater management programs
❑ NSW
apply (check all that apply):
❑ USMP
❑ Water Supply Watershed
❑ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4. DWQ Stormwater Program Review
❑ Coastal counties
4a. Which of the following state - implemented stormwater management programs apply
El HQW
❑ ORW
(check all that apply):
? Session Law 2006 -246
} Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
5. DWQ 401 Unit Stormwater Review
5a. hoes the Stormwater Management Plan meet the appropriate requirements?
® yes ❑ No
5b. Have all of the 441 Unit submittal requirements been met?
® yes ❑ No
Page 8 of 10
PCN Form — Version 1.3 December 10, 2008 Version

F. Supplementary Information
I. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federallstatehocal) funds or the
❑ Yes No
use of public (federal /state) land?
1b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes ❑ No
(North Carolina) Environmental Policy Act (NEPAlSEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes ❑ No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a_ Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500, Isolated
Wetland Mules (15A NCAC 2H.1 300), DWQ Surface Water or Wetland Standards,
❑ Yes No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application?
❑ Yes ® No
2c_ If you answered "yes" to one or both of the above questions, provide an explanation of the violation(&),
3. Cumulative Impacts (DWG! Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes No
additional development, which could impact nearby downstream water quality?
31b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy, If you answered "no," provide a short narrative description.
Pro-ect connects existing development to devela iuent already under constr[tctioFl only.
4. Sewage Disposal (DWQ Requirement)
4a. 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.
NA
Page 9 of 10
PCN Form - Version 1 3 December 10, 2008 Version

S. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
Il Yes ❑ No
habitat?
51b. Have you checked with the USFWS concerning Endangered Species Act
El Yes No
impacts?
[J Raleigh
5c. If yes, Indicate the USFWS Field Office you have contacted.
❑ Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or designated Critical
Habitat?
littp://W%%'W.saw.uiace.arFny.mil/WETLANDS/esa
s. Essential Fish Habitat (Carps Requirement)
6s. Will this project occur In or near an area designated as essential fish habitat?
Q Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
http://ocean.floridamarine.org/efli coral lints /vie%ver.htm
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ❑ yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
bttp;//Ni,ww.lipo.der.state.ne.us
8. Flood Zone Designation (Carps Requirement)
8a. Will this project occur in a FEMA - designated 100 -year floodplaln?
❑ Yes Z No
8b. If yes, explain how project meets FEMA requirements.
8c. What source(s) did you use to make the floodplain determination? http : / /%vivw.ticfloodmaps.com
Kevin J. Baker, P.E.
Executive Director
ACA J'0 rz.
I'iedniont Triad Airport Authority
Applicant�4ger}I's Printed Name
Date
Applicant�Ager�t's Signature
(Agents signature Is valid only if an authorization letter from the applicant
_
is provided.
Page 10 of 10
PCN Form — Version 1 3 December 10, 2008 Version

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----------- -- Figure 1. Project Vicinity Map
Proposed Honda Connector
Project Location
I i
� I
3030002 'IPT1
I
f PIEDMONT TRIAD AIRPORT AUTHORITY
Guilford County
0 0.5 1 1.5
--- - - - - -- Miles

Proposed Honda Expansion �•` \
(under construction)
I
♦ I
�� Stream CD2 See Figure 3
� ♦ ` for Proposed �
Wetland SH ♦ ` Project Impacts
50' Jordan Buffer `♦ �` i
i
�,�•�� Existing Honda Facility `
i
` • :�♦ Proposed Honda Connector _ _ _•�
rr. tit
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V-0 G*
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0
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Figure 2.
0 250 500 Site Plan
IPTI
Feet Section 404/401 Permit
PIEDMONTTRIAD AIRPORT AUTHORITY Proposed Honda Connector

1 `
oo
41, Proposed Limits of Contruction ♦ ♦ Proposed 136 -I.f.
/ / ♦ ♦ perennial channel impact
I ♦ ♦
�� / ♦� o ♦ Proposed 2 x 73 -I.f. 60" RCP
Proposed
onda Con
hector
60' Jordan Water Supply Nutrient Strategy Buffer
30' (Zone 1) impact - 0.16 acres (7,337 sq.ft.) `
20' (Zone 2) impact - 0.12 acres (5,156 sq.ft.)
v `
♦��co � o
7
Figure 3.
Project Impacts
P T1 mommomE== 0 25 50 Feet Section 404/401 Permit
PIEDMONTTRIAD AIRPORT AUTHORITY Proposed Honda Connector

830
825
820
815
810
805
800
795
790
9 +00
PGL 817.22
/V
TOP 813.71
PVI10 +21.82
INV 808.09
INN 807.40
`1101i17
DBL 6�'IRCP
n_ Q
11+
Figure 4a.
IPTI Cross - Sectional View
Section 404/401 Permit
PIEDMONT TRIAD AIRPORT AUTHORITY Proposed Honda Connector
830
825
820
815
810
805
800
795
1
12"
TOP 814.19
PVI 11 +5
INV 806.06
.90
STA11 +4
INV 806.32.
.58
- 790
12 +00 13 +00
Figure 4a.
IPTI Cross - Sectional View
Section 404/401 Permit
PIEDMONT TRIAD AIRPORT AUTHORITY Proposed Honda Connector

840
840
835
835
830
830
34
825
825
32
820
820
0
3
\30
28
815
31
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815
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1.84'
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Figure 4b.
1p
T1
Transverse Sectional View
Section 404/401 Permit
PIEDMONT TRIAD AIRPORT AUTHORITY
Proposed Honda Connector

October 5, 2092
Revision 2
CONSTRUCTION SITE S TORM WA TER
DETENTION POND CALCULATIONS
For
1 -IAN,# AIRCRAFT COMPANY INC.
MRO FACILITY
Prepared For:
American Honda Motor Company, Inc.
8430 Ballinger Road
Greensboro, NC 27470
Prepared By:
Barge, Waggoner, Sumner and Cannon, Inc.
70733 Sherrill Boulevard, Suite 200
Knoxville, Tennessee 37932
BWSC 33238 -20
North Carolina License No. F -1034

SUMMARY OF CALCULATIONS
Existing Conditions
The existing site conditions were determined from a site aerial survey frond the Peidniont
Triad International Airport Authority (PTAA) and were supplied to BWSC by the
developer. The approximately 62.73 acre site is a previously undeveloped lease parcel
owned by the PTAA that is southeast and immediately adjacent to the Piedmont Triad
International Airport. The site was previously used as pasture, forest, and low - density
residential. Soils map information was from the U.S. Department of Agriculture, Natural
Resources Conservation Service web site
(litt ), / /websoilstirN,e .iii- es.usda. ,ov /a ] /WebSoilSLirve .as ax . A copy of the soils
mapping is included. The soil survey shows primarily sandy clay looms which are
classed as type C soils by for the SCS method.
The Pre - Developed conditions had two outfall locations, Outfall 0 (OF -0) and Outfall 1
(OF-1), shown in drawing EX -1. Catchment 1 (CM -1), totaling 59.56 acres, drained to
the south of the site into an 8 -foot x 6 -foot CMP under Ballinger Road, OF -0. Catchment
2 (CM -2), totaling 29.42 acres, drained to the east of the site into a 42 -Inch RCP under
Chimney Rock Road, OF -1. The Time of Concentration was calculated using the TR -55
inethod in Bentley CivilStorm VSi (SELECTseries 1), version 08. 11.0 1.36. The curve
number for CM -1 was 70. The time of concentration for CM -1 was calculated to be 25.6
minutes. The curve number for CM -1 was 74. The time of concentration for CM -2 was
calculated to be 41.7 minutes. Peak flows were calculated for the 1, 2, 10, and 100 -year
storm events at OF -1. Pre - Developed drainage summary calculations at OF -1 are shown
in Table 1.
Proposed Conditions
The site is proposed to be used as an aircraft maintenance facility. The current planned
facility will contain offices and hangar bays for maintenance. Preliminary grading and
drainage was performed by the PTAA. The site topography for the area planned for the
offices and hangar bays contains an apron that slopes to the northwest and is collected in
a Swale and piped to the southeast to the design detention basin. The areas east of the
intersection of the entrance road and loop road is collected and piped to the southeast to
the designed detention basin. Areas west of the intersection are collected and piped to
skimmer basins west of the entrance road.
The detention basin drains to a 42 -inch RCP running under Chimney Rock Road, noted
as OF -1 on drawings EX -1 and EX -2. The detention basin is designed to serve potential
future development of 8.3 acres along the road to the southeast. The Post - Developed
drainage areas and detention pond are shown in drawing EX -2. The Post - Developed
drainage area for OF -0 is reduced by 23.9 acres. Therefore, all Post- Developed flows at
OF -0 will be less than the Pre - Developed flows. The Post - Developed drainage
calculations are included in the Drainage Calculations section. Post- Developed drainage
summary calculations at OF -1 are shown in Table 1.

Methods and Assumptions
The hydrology and hydraulics for both areas were simulated in the Bentley Civil Storm
software, V8 XM Edition. An SCS approach was used for the curve numbers and times
of concentration and 24 -hour, Type II, SCS storm events were used. All catch basins
were assumed to be full capture type with no bypass assumed. Structure head losses were
calculated using a HEC -22 approach. The detention pond was designed as a dry pond in
order to avoid classification by the Federal Aviation Administration as a hazardous
\vildlife attractant (Section 3, FAA Advisory Circular AC No. 150/5200 -33) and the
resulting wildlife hazard mitigation techniques.
Pond Results
The stage - storage relationship for the detention pond was calculated using Microsoft
Excel and an average end area approach. Data and graphs are enclosed for this pond.
The I inch rainfall runoff storage volume (as required by paragraph 3.1 of the City of
Greensboro, NC Stormwater Management Manual dated May 2009) for water quality
was calculated using MathCad V14, shown in the Drainage Calculations section. The
volume required was 129,638.2 cubic feet. The stage /storage relationship for this pond
shows required volume met at approximately 816.2, therefore the volume provided at
elevation 816.3, 130.840.85 cubic feet, is more than required. The pond surface area at
this elevation was calculated at 62,787.7 square feet. The pond was designed far an
elevation of 819.79 and storage of 372,312.1 cubic feet to contain the I00-yr storm event
and provide 1.0 foot of freeboard. The model indicates that the I inch rainfall runoff will
store and draw down 129,642 cubic feet, over a period of approximately 2.5 days, which
exceeds this requirement.
Table 1.
DRAINAGE CALCULATIONS SUMMARY
CONSTRUCTION SITE PEAK FLOWS rNTO DETENTION POND (PO -1)
l -Year
2 -Year
10 -Year
100 -Year
111-e- Developluent (Cfs)
-
-
-
-
Post- Developnlent (cfs)
49.57
64.52
102.30
I61.84
CONSTRUCTION SITE PEAK FLOWS AT OUTF,A1.1. l (OF -1)
1 -Year
2 -Year
10 -Year
100 -4'ear
Pte - Development (cfs)
12.52
19.66
39.85
76.28
Post - Development (cfs)
11.20
1925
39.76
69.53
DETENTION POND
1 -Year
2 -Year
I 0 -Year
I00 -Year
Su-face Elevation (fl)
815.75
816.17
817.24
818.79
Max. Storage Volume (cf
100,845
125,958
193,287
298,463
Freeboard (ft)
4.04
3.62
2.55
1.00
2

30• s'
as° ss"
Hydrologic Sail Group Guilford County, North Carolina
(Proposed Honda MRO Facility Site)
M4P Scale; 1,9,380 i<WOW onAsize (8.5" x 11") shoet
N
N Meters
0 so 100 200 340 m
Feet
0 200 400 e04 1,200
114r Natural Resources Web Soil Survey 4/212612
NW. Conservation Service Nalional Cooperative SO Survey Page 1 of 4
$6.6,3,J"
6, su,

Hydrologic Soil Group— Guilford County, North Carolina
Hydrologic Soil Group
Proposed Honda MRO Facility Site
Hydrologic Soil Group— Summary by Map Unit— Guilford County, North Carolina (NC081)
Map unit symbol
Map unit name
Rating
Acres in A41
Percent of AOI
ChA
Chewacla loam, 0 to 2 percent slopes,
C
4.6
4.4%
frequently flooded
CI82
Clifford sandy clay loam, 2 to 6 percent
0
4.7
4.69A
slopes, moderately eroded
CIC2
Clifford sandy clay loam, 6 to 10 percent
B
2,1
2.0%
slopes, moderately eroded
GOA
Congaree loam, 0 to 2 percent slopes.
C
2.4
1.9%
frequently flooded
EnB
Enon fine sandy loam, 2 In 6 percent
C
4.0
3.8%
slopes
MhB2
Mecklenburg sandy clay loam, 2 to 6
C
53,7
51.2%
percent slopes, moderately eroded
MhC2
Mecklenburg sandy clay loam, 6 to 10
C
28.6
27.2%
percent slopes, moderately eroded
PpE2 Poplar Forest clay loam, 15 to 25 percent 13
6.1
4.9%
slopes, eroded
T
104.8
100.0%
Totals for Area of Interest
Natural Resources Web Sall Survey 41212012
Consprvation Service National Cooperative Soil Survey Page 3 of 4

Chower Revised 5115104
City of Greensboro 117
Stormwater Management Manual
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City of Greensboro 117
Stormwater Management Manual

wiw�� ■
STORM EVENT

Storm Event detailed Report: 7 -Year Event
<General>
Label 1 -Year Event Notes
Rainfall
Storm Event Data Type Depth End Time 1440.0 min
Start Time 0.0 mill Storm Event Depth Cumulative
Type
Increment 30.0 min
Depths
Time
Depth
(min)
(in)
0.0
0.000
30.0
0.015
60.0
0,030
90.0
0.046
120.0
0.062
150.0
0.079
180,0
0.097
210.0
0.116
240.0
0.135
270.0
0.155
300.0
0.176
330.0
0.199
360.0
0.222
390.0
0,247
4200
0,275
450,0
0.304
480.0
0.336
510.0
0.371
540.0
0.409
570,0
0.453
6D0.0
0.504
630.0
0.570
660.0
0.656
690,0
0,790
720,0
1,850
750,0
2.051
780.0
2.155
810.0
2.229
840.0
2282
870.0
2.338
900.0
2.382
930.0
2.421
960.0
2.455
990.0
2.487
102010
2.516
Bentley Systems, Inc. Haeslad Methods Solution
3323620 Drainage.osd
Center
611912012
27 Siemon Company Drive Suite 200 W
Waterlown. CT 06795 U$R +1.203.755.1686
Bentley CivilStorm Vei (SELECTseries 1)
[08.11.01,361
Page 1 of 2

Storm Event Detailed Report: 7 -Year Event
Depths
Time
Depth
(min)
(in)
1050.0
2,543
1080.0
2.568
1110.0
2.592
1144.0
2.615
1170.0
2.635
1200.0
2.656
1230,0
2.675
1260.0
2,693
1290.0
2.712
1320.D
2.728
1350,0
2.744
1380.0
2,760
1410.0
2.775
1440.0
2.790
Bentley Systems, Inc. Haestad Methods Solution
3323620 brainage.esd
Center
6118/2012
27 Siemon Company Drive 5ulle 200 W
Watertown, CT 05795 USA +1. 203.755 -1980
Bentley ClvilSlorm V81 (SELECTserles 1)
148,11.01, 36)
Page 2 of 2

FlexTable. Catch Basin Table (3323820- Drainage.csd)
Current Time: 0.0 min
Label Ground inert Elevation Diameter Headlos5 Flaw (Captured Hydraulic Grade
Elevation (ft) (ft) Method Maximum) (Maximum)
(ft) MIN (ft)
CB -1
880.67
876.03
4.00
HEC -22 Energy
0.14
876.44
CB -2
881.15
876,94
4.00
HEC -22 Energy
0.13
877.11
CB -3
879.45
875.24
4.00
HEC -22 Energy
0.32
875.74
CB -4
878,55
871.68
4.00
HEC -2Z Energy
0,20
872.21
CB -5
879.25
871,16
4.00
HEC -22 Energy
0.02
871.66
CB -6
877,02
869.34
5.00
HEC -72 Energy
0.42
870.00
C13-7
876.38
873.63
4.00
HEC -22 Energy
0,29
873.84
C13-8
877.25
868.88
5.00
HEC -22 Energy
0,38
869.57
C13-9
877.53
868.42
5.00
HEC -22 Energy
0.39
869.17
CB -10
$76.38
873.30
4.00
HEC -2Z Energy
0.34
87153
CB -11
877.37
867.96
5.00
HEC -22 Energy
0.31
868.74
CB -12
877.20
867.10
6.00
HEC -22 Energy
0,38
867.88
CB -13
876.39
866.80
6.00
HEC -22 Energy
0.32
867.49
CB -14
877.09
873.98
4.00
HEC -22 Energy
0.39
874.23
CB -15
869.25
864.65
6.00
HEC-22 Energy
0.86
865.47
CB -16
876.80
873.64
4.00
HEC -22 Energy
5,49
874.45
CB -17
876.80
872.79
4.00
HEC -22 Energy
2.45
873.79
CB-18
876.80
871.54
5.00
HEC -22 Energy
3,59
872.75
CB -19
880.76
877,26
4.00
HEC -22 Energy
0.27
877.45
CB -20
880.55
869,44
5.00
HEC -22 Energy
0.00
870.68
CB -21
879,00
868.94
5.00
HEC -22 Energy
1.05
869.97
CB -22
877.61
873.61
4.00
HEC -22 Energy
0,04
873.70
CB -23
877.89
867.79
5.00
HEC -22 Energy
0109
868.72
CB -24
863.75
858.51
5.00
HEC 22 Energy
0.31
$59.37
CB -25
856.26
851,50
5.00
HEC -22 Energy
0.21
852.35
CB -26
848.76
844.00
5.00
HEC -22 Energy
0122
$44.86
CB -27
$41.26
836.55
5.00
HEC -22 Energy
0.21
837.41
CB -28
83177
829.00
5.00
HEC -22 Energy
0.20
829.96
CB -29
828.96
824.00
5.00
HK-22 e=nergy
0.23
825.07
CB -30
828.53
822,00
5.00
HEC -22 Energy
0.16
822.72
CB -38
828.12
817.98
4.00
HEC -22 Energy
0.12
818.91
CB -39
827.66
818.55
4.00
HEC -22 Energy
0.13
818.96
C13 -40
826.87
819.41
4.00
HEC -22 Energy
0.22
819.78
CB -41
826.09
820.26
4.00
HEC -22 Energy
0.21
820.58
CB -42
825.31
821.11
4.00
HEC -22 Energy
0.21
821.31
CB -43
824.52
821.96
4.00
HEC -22 Energy
0.21
822.15
CB -44
877.32
874.99
4.00
HEC -22 Energy
0.00
874.99
CB-45
822.11
818.11
4.00
HEC -22 Energy
0.34
818.28
CB -46
819.08
815.03
4.00
HEC -22 Energy
0.30
815.26
CB -47
817.21
812.95
4.00
HEC -22 Energy
0.21
813.21
CB -48
815.08
810.97
4.00
HEC -22 Energy
0,27
811.31
CB -49
814.10
810.22
4.00
HEC -22 Energy
0.45
809.76
CB -50
814.50
809.49
4.00
HEC -22 Energy
0.09
809,48
CB -51
823.74
819.74
4.00
HEC -22 Energy
0,21
819.86
CB -52
817.61
813.61
4.00
HEC -22 Energy
0.17
813.91
CB -53
815.83
811.28
4.00
HEC -22 Energy
0.08
810.03
CB -54
812.19
808.69
4.00
Absolute
(N/A)
(NJA)
CB -55
1 812.191
808.21
4.00
1 Absolute
NIA)
I (NIA)
Bentley CIUIISterm VOi (SELECTseries 2)
3323820_drainage.csd Bentley Systems, InC Haestad Methods Solution Center [08 11,02.751
10f212012 27 Siemon Company Drive Suite 200 W Watertown, CT Page 1 4f 1
06795 USA +1- 203 - 755 -1666

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FlexTable: Manhole Table (3323820_Drainage.csd)
Current Time. 0.0 min
Label Diameter Headloss Ground Invert Elevation Hydraulic Grade
(ft) Method Elevation (ft) (Maximum)
(ft) (ft)
MH -1
4.00
HEC -22 Energy
879.66
875.53
875.96
MH -2
5.00
HEC -22 Energy
880.94
870,12
870.70
MH -3
4.00
HEC -22 Energy
881.06
878,00
878.40
MH -4
5.00
HEC -22 Energy
880.42
870.55
871.93
MH -5
5.00
HEC -22 Energy
881.10
869.75
871.10
MH -6
4.00
HEC -22 Energy
$81.00
$77.40
877.66
MH -7
4.00
HEC -22 Energy
881,00
877,65
877.92
MH -8
4.00
HEC-22 Energy
880.87
876,93
877.22
MH -9
4.00
HEC -22 Energy
881.16
877.21
877,61
MH -10
4.00
HEC -22 Energy
881.51
877.40
877.80
MH -11
6.00
HEC -22 Energy
828.00
817.08
818.69
MH -12
6.00
HEC -22 Energy
821.27
817,27
819.42
MH -13
4.00
HEC -22 Energy
881.15
876,73
877.14
MH -14
4.00
HEC -22 Energy
881,00
876.43
876.61
MH -15
3.00
HEC -22 Energy
881,001
878,45
1 878.65
Bentley Systems. Inu. Haesiad MethOdS SOIuIIOn Bentley DvIl$torm V81($ELECTseries 2)
3328824 Drainaga.csd Center [08,11.02 75)
1012=12 27 Siernon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 0579 5 U$A +1.203. 755.1866

FlexTable: Crass Section Table (3323820_Drainlage.csd)
Current Time: 0.0 min
Label Manning's n Section Type Left Side Slope Bottom Width Right Side Slope Height Invert Hydraulic Grade
(H:V) (ft) (H:V) (ft) Elevation (Maximum)
(ft) (ft)
CS -1
OMO
Trapezoidal
10.000
0.00
10.000
1.00
823.00
(N/A)
Cross Section
".5 2
0 030
Trapezoidal
10,000
0100
10,000
1.00
812.09
(N/A)
Cross Section
CS -3
0.030
Trapezoidal
10.000
100
10.000
1.00
83100
832.09
Cross Section
0.030
Trapezoidal
10.000
3.00
10.000
1,00
630.67
830.90
Cross Section
CS -5
0.030
Trapezoidal
10.000
100
10.000
1.00
829.34
829.73
Cross Section
-6
0.030
Trapezoidal
10.000
3.0c
10.0On
1100
828.00
828.39
.:5
Cross Section
-5 -7
0.030
Trapezoidal
10.000
3,010
101000
1.00
826.67
827,06
Cross Section
CS -8
0.030
Trapezoidal
10,000
3.00
10,000
1.00
826.06
626.49
Cross Section
3 -9
0.030
Trapezoidal
10,000
3.00
].0.000
1.00
825.45
825,89
Cross Section
CS -10
0.030
Trapezoidal
10.000
3.00
10.000
1.00
824.00
824,52
Cross Section
-S -11
0.030
Trapezoidal
10.000
100
10.000
1.00
823.00
823,52
Cross Section
CS -12
0.030
Trapezoidal
10.000
3100
10.000
1.00
819.00
820.11
Cross Section
:.S -14
0.030
Trapezoidal
6.000
3.00
15.000
2100
823.00
824.02
Cross Section
cs -15
0.030
Trapezoidal
10.000
3.00
10.000
2.00
821.34
821,97
Cross Section
:S 25
4.030
Trapezoidal
10,000
3.00
10.000
2.00
617.43
819.59
Cross Section
CS-26
0.035
Trapezoidal
5 000
6.00
5.000
1.00
814.34
814.60
Cross Section
:S-27
0,030
Trapezoidal
33,000
1.00
31000
1.50
628.00
826.17
Cross Section
ICS 28
0.030
Trapezoidal
10.000
1.00
3.000
1.50
827.00
827.17
Cross Section
;5 -29
0.030
Trapezoidal
5.000
6100
5.000
1.00
826.00
826.11
Cross Section
CS -30
0.030
Trapezoidal
5.000
6.00
5.000
1.00
819.00
819.13
Cross Section
CS -31
D.030
Trapezoidal
5.000
6.00
5.000
1.00
816.00
816.14
Cross Section
Bentley CivilStorm V61 (SELECTserles 2)
3323624 pralnage.csd Bentley systems, Inc. Haeslad Methods Solution Center [Da,11.02,751
'112/21)112 27 9iamon Company Dave Suite 200 W Watertown, CT Page 1 at 1
06706 USA {1- 203 - 755 -1666

Labid Start-node Id
CH -1
CH -2
i -3
� -4
CH -5
-1 -6
1 -7
CH -8
CH -9
1-10
1 -11
CH -12
"1 -13
1 -20
CH-21
CH -22
1 -24
H -26
CH -27
CS -1
CS -3
C5-4
CS -5
CS -6
CS -7
CS -8
CS -9
CS -10
CS -11
CS -14
CS -15
C5 -12
C5 -25
CS -27
CS -28
CS -29
CS -30
CS -31
FlexTahle: Channel Table (3323820_Drainage.csd)
Current Time: 0.0 min
Stop-node Id
Invert(5tatt)
Invert (Stop)
Length
Constructed
Flow
(ft)
(ft)
(Scaled)
Slope
(Maximum)
(ft)
(0/6)
(ft3 /S)
CS -2
823.00
812,09
305.92
(N /A)
(N /A)
CS-4
832.00
830.67
202.83
0.66
0.18
C5 -5
830,67
829,34
198.43
0,67
1.27
CS -6
629.34
828,00
202.53
0.66
3.69
CS -7
828,00
826,67
199.59
0,67
4.15
CS -8
826.67
826.06
81.57
0,75
4.70
CS -9
826.06
82145
82.68
0.74
5135
C5 -i0
825.45
824.00
211.86
0,68
5.45
CS -11
824.00
823.00
74.97
1.33
10.10
CS -12
823.00
819.00
300.11
1133
10,95
CS-15
823.00
821,34
331.83
0.50
15.17
CS -25
821.34
817.43
373.16
1.05
15,23
CS -25
819,00
817.43
117.66
1133
11,07
MH -12
817.43
817.27
22.88
0.70
25.96
CS -28
828.00
827.00
215.73
0.46
0.44
CS -29
827.00
826.00
38.31
2.61
0.88
CS -30
826,00
819.00
279,89
2.50
1121
CS -31
819.00
816X0
120.33
2.49
1.49
CS -26
816,00
814.34
78.19
2.51
1.90
Velocity
(Maximum)
(f Vs)
(N/A)
0.51
1.11
1.51
1.57
1.68
1.74
1.70
2.56
2.62
1.53
0.73
0.35
0.49
0.72
1.65
1.51
1.66
1.84
Bentley CIvIlStorm V81 ($ELF-CTsetie& 2)
3323820_Dramage,csd Bentley Systems, Inc, Haestad Methods Solution Center 108.11.02.75)
1012/2812 27 Siemvn Company Drive Suite 200 W Watertown, CT Page 1 011
68705 USA +1.203.755.1666

FlexTabie: Pond `Cable (3323820_Drainage.csd)
Current Time: 0.0 min
Label Volume Type Initial Elevation Hydraulic Grade Storage
A (Maximum) (Maximum)
(ft) (ft')
PO -1 Elevation -Area Curse 812,361 815.751 100895,32
Bentley Syslems, Inc- Haeslad MEihodg Bentley Cia1181orm V81 (SELECTseries 2)
$323820 Drainage.c&d Solutlon Center j08.11,02.751
70/2/2012 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 00795 USA +1.203.755.166$

816.00
815.50
815.00
a�
c
814.50
Q)
�° 814.00
U
813.50
°>. 813.00
_
812.50
812.00
12.50
11.25
10.00
w 8.75
7.50
C
0 6.25
5.00
0
3 3.75
0
U- 2.50
1.25
0.00
125,000.00
112,500.00
100,000.00
87,500.00
w 75,000.00
62,500.00
> 50,000.00
37,500.00
25,000.00
12,500.00
0.00
0.00
DETENTION POND - 1 -Year Event (Utlimate Build -Out)
24.00
48.00
Time (hours)
72.00
PO -1 - 1 -Year (FBO) - Hydraulic Grade Line PO -1 - 1 -Year (FBO) - Flow (Out to links) PO -1 - 1 -Year (FBO) - Volume
•. 11

2-YEAR
STORM EVENT

Storm Event Detailed Report: 2 -Year Event
<General>
Label 2 -Year Event Notes
Rainfall
Storm Event Data Type Depth End Time 1440.0 min
Start Time 0.0 min Storm Event Depth Cumulative
Type
Increment 30,0 min
Depths
Time
Depth
(min)
(in)
0.0
0.000
30.0
0.018
6010
0.037
90.0
0.055
120.0
0.075
1 80.0
0.096
180.0
0.117
210.0
0.140
240.0
0.163
270.0
0.188
300.0
0.214
330.0
0.241
360.0
0.269
390.0
0.300
420,0
0.333
450.0
0.368
480.0
0.407
510.0
0.449
540.0
0.496
570.0
d_549
600.0
0.611
630.0
0.690
660.0
0.795
690.0
0,958
720,0
2.242
750.0
2.485
780.0
2.611
810.0
2.700
840.0
2.765
870.0
2.832
900.0
2.886
930.0
2.932
960.0
2,975
990.0
3.013
1 020.0
3.048
Bonney System$, Inc, Haestad Methods Solution
3323820 Drainage csd
Center
611812412
27 Siemon Company Drive Suite 200 W
Watertown, QT 06795 USA a 1 - 203.755.1666
Bentley CivilSiurm V9i (SELECTseries 1)
[08 11.01.36]
Page 1 of 2

Storm went Detailed Report: 2-Year Event
Depths
Time Depth
(min) �In)
1050.0
1081
1080,0
3.112
1110.0
3,140
1140.0
3.167
1170.0
3.193
12U0,0
3.217
1230.0
3.241
1260.0
3263
1290.0
3285
1320.0
3.305
1350.0
3.325
1380.0
3,343
1410.0
3.362
1440.0
3.380
BeWley Systems, Inc. Haestad Methods Solution Bentley 121081orm V8i (SELECTseries 1)
3523820 )ralnage_c5d Center [08,11,81,381
6/1912812 27 Siemon Company driVe Suite 200 W Page 2 9i2
Watertown, CT 06795 USA +1.203.755.1666

FlexT'able: Catchment Table (3323820_brainage.csd)
Current Time: 0.0 min
Label Outflow Node Area SCS CN time of Flow (Peak) Volume (Total
(ft ?) Concentration (WIS) Runoff)
(min) (ft')
CM -1
<None>
2596088.9
70,00
25.6
(N/A)
(N/A)
CM -2
CS -1
1281535,2
74.00
41,7
(NIA)
(N/A)
CM-3
CB -1
5270.8
98.00
5.0
0.17
777.00
CM -4
CB -3
6708.2
96.13
5.0
0.39
1644.00
CM -5
CB -4
4748.0
91.39
510
0.25
979.00
CM-6
C13-5
348.5
98.00
5.0
0.02
87.00
CM -7
CB -6
1115114
90.03
10,6
0.55
2169.U0
CM -8
C13-8
9191,2
91.40
5.4
0.48
1884.00
CM -9
CS -7
6098.4
96,11
510
0.35
1498,00
CM -10
CB -10
7361,6
95.44
5.0
0.42
1756.00
CM -11
C5-9
8973,4
92.76
5.0
0.49
1944.00
CM -12
CB- 11
7318,1
92.00
5.0
0.39
1538.UO
CM-13
CB -1.3
6795,4
96.00
5.0
0139
1652.00
CM -14
CB -12
9147.6
91.26
5.0
0,48
1870.00
CM -15
CB -14
9278.3
92.14
5.0
0.50
1962.00
CM-16
CB-16
115913.E
96.51
5.0
6,73
28798.00
CM -17
CB -17
56279.5
93.06
5.0
3.08
12309.00
CM -18
CB -18
59503.0
90.27
5.0
4.62
17681.00
CM -19
C13-19
5619.2
98,00
5.0
033
1469.00
CM -20
CB -21
21605.8
98.00
5.0
1.27
5665.00
CM -21
CB -15
17772.5
98.00
5.0
1.05
4664.00
CM -22
CB-23
1786.0
98.00
5.0
0.11
469,00
CM-23
CB -24
15681.6
79.07
5.0
0.44
1523.00
CM -24
CB -25
4356.0
98,00
5.0
0,26
1143.00
CM -25
C8 -26
4573.8
98.00
5,0
0.27
1198.00
CM -26
CB-27
4356.0
98.00
5.0
0.26
1146.00
CM -27
CB -28
42253
98.00
5.0
0.25
1105,00
CM -28
CB -29
4748.0
98.00
5.0
0.28
1242.00
CM -29
CB-30
3267.0
98.00
510
0.19
860.00
CM -30
MH -9
20380.0
98.00
5,0
1.20
5344.00
CM -31
C6-2
2701.0
98.00
5.0
0.16
708.00
CM -32
MH -3
16340.0
98.00
5.0
0.96
4265.00
CM -33
MH -7
9154.0
98.00
5.0
0.54
2401.00
CM -34
MH -8
8286.0
98.00
5,0
0.49
217100
CM -35
MH -6
8674.0
98.00
5.0
0151
2275.00
CM -36
MH -10
20380.0
9$.00
5.0
1.20
5344.00
CM -37
CS -3
7100.3
79.01
510
0.25
872.00
CM -38
CS -4
46435.0
78,14
5.0
1.60
5480.00
CM-39
CS -5
101102.8
76,29
510
3.61
12311.00
CM -40
CS -6
27137.9
74.00
5.0
0.78
2620.00
CM -41
CS -7
34281.7
74.00
5.0
0,98
3308.00
CM-42
CS -8
37418.0
74,00
5.0
1.07
3609.00
CM -43
Cs -9
10280,2
74.00
5.0
0.29
992.00
CM -44
CS -14
373251.0
91.00
5.0
19.53
75507.00
CM -45
CS -10
17946.7
74.00
5.0
0.51
1731.00
CM-46
CS -11
8624.9
74.00
5.0
0.25
830.00
CM -47
CS -12
13394.5
74.00
5,0
0.38
1292.00
CM -48
CS -12
3455.8
74.00
5.0
0.10
333.00
CM -52
CB -22
784.1
98.00
5.0
0.05
210.00
CM -55
CS-1.1
6960819
74.00
29.7
1.30
6716.00
CM -56
CS -10
280224.0
79.78
17.5
6.78
28118.00
CM -57
CB -38
254118
98.00
5.0
0.15
667.00
Bentley CN IIStorm VSI (SELECTserles 2)
3323820 Drsinage.CSd Bentley systems, Inc. Haestad Methods Solution Center (08.11.02.75]
101212012 27 Siemon Company Drive Suite 200 W Waleftwn, CT Page 1 oft
067% USA +1. 203.755 -1866

FwexTable: Catchment Table (3323820_Drainage.cad)
Current Time: 0.0 min
Lapel
Outflow Node
Area
5C5 CN
Time of
Flow (Peak)
Volume (Total
(ft,)
Concentration
YON
Runofo
(min)
(fo)
CM -58
CB -39
2648,9
98.00
10
0.16
695.00
CM -59
CB -40
4518,9
98.00
5.0
0,27
1185.00
CM -60
CB -41
4374.3
98.00
5.0
0.25
1134.00
CM -61
CB -42
43552
98.00
5,0
0.26
1142.00
CM -62
CB -43
4424,5
98.00
5.0
0.26
1160.00
CM -63
MH -13
1664,0
98,00
5.0
0110
436.00
CM -64
MH -14
290410
98,00
5.0
0.17
762.00
CM -65
MH -15
3584.0
98,00
5,0
0.21
940.00
CM -66
CB -45
7023.7
98.00
510
0,41
1842.00
CM -67
CB -46
6113.5
98,00
5.0
0136
1603.00
CM -68
CB-47
4332.8
98.00
5,0
0.26
1136.00
CM -59
CB -48
5571,0
98.00
5.0
0.33
1461.00
CM -70
CB -51
4339.0
98.00
5.0
0.26
1138,00
CM -71
CB -52
3425.5
98.00
5.0
0.20
898,00
CM -72
CB-49
9270,3
98.00
5.0
0.55
2431.00
CM -73
CS -27
29711.4
74.00
183
0.68
2867,00
CM -74
CS -28
311017
74.00
18.5
0,70
3001.00
CM -75
CS -29
24819.3
74,00
510
0.71
2394,00
CM -76
CS -30
175253
74.00
5,0
0.50
1691,00
CM -77
CS-31
39118,2
74.00
26.6
0,77
3774,00
CM-78
CB -53
1598,8
98.00
5,0
0.09
419,00
CM -79
CB -50
190515
98.00
5.0
0.11
500.00
CM -80
CB-55
16901.3
98.00
510
(N /A)
(N /A)
CM -81
CB -54
4965,8
98.00
5,0
(N/A)
(N/A)
CM -82
CB -44
11456.3
67.69
5.0
(N /A)
I (N/A)
Bentley CivllStorm VSI (SEI.BCTSerles 2)
3323820 Dralnage.csd Bentley Systems, Inc. Haestad Methods Solution Center 108.11.02.75)
1 D1212012 27 Siemon Company Drive Suite} 206 W Watertown, CT Page 2 of 2
06795 USA +1- 203.755.11366

FlexTable. Catch Basin Table (3323820_Drainage.esd)
Current Time: 0.0 min
Label Ground Invert Elevatlon Diameter Head loss Flow (Captured Hydraulic Grade
Elevation (ft) (ft) Method Maximum) (Maximum)
(ft) YON (ft)
CB -1
880.67
876.03
4.00
HEC -22 Energy
0.17
876.48
CB -2
881,15
876.94
4.00
HEC-22 Energy
0,16
877.13
C13-3
879.45
875.24
4,00
HEC -22 Energy
0.39
875.80
C6-4
878.55
871,.68
4,00
HEC-22 Energy
025
872,27
CB -5
879,25
871.16
4.00
HEC-22 Energy
0.02
871,72
CB -6
877.02
86934
5.00
HEC -22 Energy
0.54
870.07
C8 -7
876.36
873.63
4,00
HEC -22 Energy
035
873,87
CB-8
877.25
868.88
5.00
HEC -22 Energy
0.48
869.65
CB -9
877.53
968,42
5.00
HEC -22 Energy
0.49
869.26
CB -10
876.38
873.30
4,00
HEC -22 Energy
0,42
873.56
CB -11
877.37
867 -96
5.00
HEC -22 Energy
0.39
868.84
CB -12
877.20
867.10
6.00
HEC-22 Energy
0.48
867.97
CB -13
876.39
866.80
6.00
HEC -22 Energy
0139
867.57
CB-14
877.09
873.98
41.00
HEC-22 Energy
0.50
874,26
CB -15
869.25
864.65
6.00
HEC -22 Energy
1.05
865.57
CB -16
876.80
973.69
4.00
HEC -22 Energy
6.71
874.55
CB -17
876.80
872.79
4.00
HEC -22 Energy
3.06
874.05
C13-18
876.80
871.54
5.00
HEC -22 Energy
4.57
873,44
CB -19
880.76
877,26
4.00
HEC-22 Energy
0.33
877.47
CB -20
880.55
869.44
5.00
HEC -22 Energy
0.00
870,93
CB -21
879.00
868.94
5.00
HEC -22 Energy
1.27
870.10
CB -22
877,61
$73.61
4.00
HEC-22 Energy
0.05
873.71
CB -23
877.89
867.79
5.00
HEC -22 Energy
0.11
868.84
CB -24
863.75
$58.51
5.00
HEC-22 Energy
0.43
859.46
CB -25
856.26
851,50
5.04
HEC -22 Energy
0.26
852.45
CB -26
848.76
844.00
5.00
HEC -22 Energy
0.27
844.96
CB-27
841.26
836.55
5.00
HEC -22 Energy
026
837,51
CB -28
833.77
829.00
5.00
HEC -22 Energy
0125
830.09
CB -29
828.96
824.00
5.00
HEC -22 Energy
0.28
$25,20
CB -30
828,53
822.00
5.00
HEC-22 Energy
0119
822.81
CB-38
828.12
817,98
4.00
HEC -22 Energy
0.15
819.24
CB -39
827.66
818.55
4,00
HEC -22 Energy
0.16
819.28
CB -40
826.87
819.41
4.00
HEC -22 Energy
0.27
819.82
CB -41
826.09
820.26
4.00
HEC -22 Energy
0.25
820.61
CB-42
825.31
821.11
4,00
HEC -22 Energy
0.26
821.40
CB-43
824.52
821,96
4.00
HEC -22 Energy
0.26
822.17
CB -44
877,32
B74.99
4.00
HEC -22 Energy
0.00
874.99
CB -45
822.11
818,11
4.00
HEC -22 Energy
0.41
818.29
CB-46
819.08
$15.03
4.00
HEC -22 Energy
0.36
815.28
CB -47
617,21
812.95
4.00
HEC -22 Energy
0.26
813.24
CB -q8
815.08
810197
4.00
HEC -22 Energy
0.33
811.35
CB -49
814.10
610.22
4,00
HEC -22 Energy
0.55
809.88
CB -50
614.50
809,49
4.00
HEC -22 Energy
0.11
809.60
CB -51
823.74
619.74
4.00
HEC -22 Energy
0.26
819.87
CB -52
617,61
813,61
4,00
HEC -22 Energy
0.20
813.97
CB-53
815.83
811,28
4.00
HEC -22 Energy
0.09
810.15
Bentley Systems, Inc. Haeslad Melhvds Solution Benitey ClvilSlorm VEI (SELECTseries 2)
332392(_Drafnage csd Center 108,11.02.75)
1012/2012 27 Siemon Company Drive Suite 20o w Page i or
Watertown, CT 06705 USA +1 -203- 755.1666

FlexTablep. Catch Basin Table (3323$20_Drainage.csd)
Flow (Captured Hydraulic Grade
Maximum) (Maximum)
(fl (ft)
(N /A) (NIA)
(NIA) (NIA)
13en11®y Systems, InO, Haeslad Methods SOlullon Bentley GivllStorm V81 (SELECTseries 2)
3323820_Drainage,esd Center [09.11.02.75)
1012/2412 27 Siemon Company OfIVO Sulle 200 W Page 2 of 2
Walerlown, CT 05796 USA [phone]
Current Time:
0.0 min
Label Ground
Invert Elevation Diameter
Headloss
E=levation
(ft) (ft)
Method
(ft)
CB -54 812.19
808.691 4.40
Absolute
CB -55 812.19
808.21 4.00
Absolute
Flow (Captured Hydraulic Grade
Maximum) (Maximum)
(fl (ft)
(N /A) (NIA)
(NIA) (NIA)
13en11®y Systems, InO, Haeslad Methods SOlullon Bentley GivllStorm V81 (SELECTseries 2)
3323820_Drainage,esd Center [09.11.02.75)
1012/2412 27 Siemon Company OfIVO Sulle 200 W Page 2 of 2
Walerlown, CT 05796 USA [phone]

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FlexTable: Manhole Table (3323820_Drainage.csd)
Current Time: 0.0 min
Label Diameter Headloss Ground Invert Elevation Hydraulic Grade
(ft) Method Elevation (ft) (Maximum)
(f t) (ft)
MH -1
4.00
HEC -22 Energy
879,66
875.53
875,01
MH -2
5.00
HEC -22 Energy
880.94
870.12
870,77
MH -3
4.00
HEC -22 Energy
881,06
678.00
878.44
MH -4
5.00
HEC -22 Energy
880.42
$70.55
872.42
MH -5
5.00
HEC -22 Energy
881,10
869.75
871.41
MH -6
4.00
HEC -22 Energy
881,00
877.40
877.68
MH -7
4.00
HEC -22 Energy
881100
877.65
877.95
MH -8
4.00
HEC -22 Energy
88087
87693
877,25
MH -9
4.00
HEC -22 Energy
881.16
877.21
877.65
MH -10
4.00
HEC -22 Energy
881.51
877.40
877,84
MH -11
6.00
HEC -22 Energy
828.00
817.08
819.22
MH -12
6.04
HEC -22 Energy
821.27
817.27
819.77
MH -13
4.00
HEC -22 Energy
881.15
876.73
877,19
MH -14
4.00
HEC -22 Energy
881.00
876,43
875.63
MH -15
3.00
1 HEC -22 Energy
88100
878.45
878.67
Bentley,Systems, Inc. Haestad Methods Solution Bentley CNII$korm V81(SELECTseries 2)
3323820_Drainage.CSd Center [08.1 t.D2,751
101212012 27 Simon Company Drive Sidle 200 W (sage 1 of 1
Watertown, CT 05795 USA +1.203. 755.1668

FlexTable: Channel Table (3323820_Drainage.csd)
Current Time: 0.0 min
Label Start -node Id Stop -node Id Tnvert (Start) Invert (Stop) Length Constructed Flow Velocity
(ft) (ft) (Scaled) Slope (Maximum) (Maximum)
(ft) (0/0) (ft3 /s) (ft/s)
CH-1
CS-1
C5 -2
823.00
812.09
305.92
(N /A)
(N /A)
(N/A)
"4-2
CS -3
CS -4
832.00
830.67
202.83
0.66
0.25
0.60
H -3
CS -4
C5 -5
830.67
829.34
198.43
0.67
1.79
1.23
k-H -4
CS -5
C5 -6
829.34
828.00
202.53
0.66
5.27
1.66
CH-5
CS -6
CS -7
828.00
626.67
199,59
0.67
6.00
1.73
H -6
C5 -7
CS -8
826.67
826.06
81.57
0.75
6.86
1.85
4 -7
CS -8
CS -9
826.06
825.45
8168
0.74
7.84
1.92
CH -8
CS -9
CS -10
825.45
824.00
211.86
0.68
8.05
1.89
H -9
CS -10
CS -11
824.00
823.00
74,97
1.33
14.94
2.84
H -10
CS -11
CS -12
823.00
819.00
300.12
1.33
16,39
2.25
..M -11
CS -14
05-15
823.00
821.34
331.83
0,50
19.27
0.50
CH -12
CS -15
CS -25
821.34
817.43
373,16
1.05
19.31
0.44
11 -13
C5 -12
CS -25
819.00
817.43
117.66
1,33
16,70
0.33
H-20
CS -25
MH-12
817.43
817.27
22.86
0170
35.34
0.50
CH -21
CS -27
CS -28
828.00
827.00
215.73
146
0.67
0.80
°H -22
CS -28
CS -29
827.00
826.00
38,31
2,61
1,35
1.96
-I-24
CS -29
CS -30
826.00
819.00
279.89
2.50
1.90
1.84
;.H -26
CS -30
CS -31
819.00
816.00
120.33
2,49
2.34
2.01
CH -27
I CS -31
1 CS -26
816.001
814.341
78.19
1 2.511
2.981
2.21
Bentley ClvllStorm Vai (SELECTserle9 2)
332382o_Dralnage.csd Bentley Systems, Inc. Haeslad Methods Stkilan Center (08.11.02751
1 "1212012 27 Slemon Company Drive Suite 200 W Watertown, CT Page 1 of 1
06705 USA +1- 203. 755.1666

FlexTable; Pond Table (3323820_Drainage.csd)
Current Time: 0.0 min
Label Volume Type Initial Elevation Hydraulic Grade Storage
(ft) ( Maxlmum) (Maximum)
(ft) (ft')
PO -1 Elevation -Area Curve 1 812.36 $16-171 125957.98
Bentley Systems, Inc, HaOstad Methods Banttey CiuilStorm V31(SELECTseries 2)
3323320_Dralnege.csd Solution Center (00,91.02.75]
10/212012 27 Siemon Company Prive Suite eon W Page 1 of 1
Watertown, CT 116795 USA +1- 263. 765 -1666

816.50
816.00
w 815.50
815.00
J
�a 814.50
L
814.00
U
0 813.50
L
a
Y 813.00
812.50
812.00
20.00
17.50
M_ 15.00
1+
w
12.50
c
0 10.00
0
0 7.50
0 5.00
LL
2.50
FIRM
DETENTION POND - 2 -Year Event (Utlimate Build -Out)
150,000.00
137,500.00
125,000.00
112,500.00
100,000.00
M
V 87,500.00
E 75,000.00
0 62,500.00
50,000.00
37,500-00
25,000.00
12,500.00
0.00
0.00
24.00
48.00 72.00 yb.UU
Time (hours)
- PO -1 2-Year (FBO) - Hydraulic Grade Line — PO -1 - 2 -Year (FBO) - Flow (Out to links) PO -1 - 2 -Year (FBO) - Volume

0 -YEAR
STORM EVENT

Storm Event Detailed Report: 1O -Year Event
<General>
Label
10-Year Event
Notes
Rainfall
Storm Event Data Type
Depth
End Time 1440,0 min
Start Time
0.0 min
Storm Event Depth Cumulative
Type
Increment
30.0 min
Depths
Time
Depth
(min)
(in)
0,0
0.000
30.0
0.026
60.0
0.052
90.0
0.079
120.0
0.107
150,0
0,137
1 80.0
0.1£7
210.0
0,200
240.0
0.233
270.0
0.268
300.0
0.305
330.0
0.343
350 -0
0.384
390.0
0.428
420.0
0.474
450.0
0,525
460.0
0,580
510.0
0.640
540.0
0.707
570.0
0.783
800.0
0.871
630.0
0.984
880.0
1,133
690.0
1.366
720.0
3,197
750.0
3.543
780.0
3.723
810,0
3.851
840.0
3.942
87D-0
4.039
900.0
4.115
930.0
41$2
960,0
4.242
990,0
4.297
1020.0
4.347
Bentley Systems, Ina.
Haestad Methods Solution Bentley OvllStorm V8l (SELECTseries 1)
3323820_Drainage,esd
Center [08.11.01.361
6118/2012
27 SiemDli Company Drlve SUile 200 W page 1 of 2
WatertoWn, CT 06705 USA +1. 203. 765.1866

Storm Event Detailed Report: 1 A -fear Event
Depths
Tlme
Depth
(min)
(in)
1050.0
4.393
1080.0
4.437
11 10.0
4.478
1140.0
4.517
1170.0
4.553
1200.0
4,588
1230.0
4.621
1260.0
4.653
1290.0
4.685
1320.0
4.713
1350.0
4.741
1380 -0
4.768
1410.0
4.794
1440.0
4,920
Bentley Systems, Inc. Haestad Methods Solution
3323$20_Dralnage.csd
Center
611812012
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1- 203.755.16613
Bentley CivllStorm VV (SELECTsedes 1)
(08 11.01.36]
Page 2 of 2

FlexTable: Catchment Table (3323820_Drain age. esd)
Current Time: 0.0 min
Label Outflow Node Area SCS CN Time of Flow (Peak) Volume (Total
(ft2) Concentration MIN Runoff)
(min) (fta)
CM-1
allone5
2596088.9
70.00
25,5
(NIA)
(N /A)
CM -2
CS -1
1281535.2
74.00
41.7
(N /A)
(N /A)
CM-3
C13-1
5270.8
98.00
5.0
0.25
1132.00
CM-4
CB -3
6708,2
96.13
510
0.56
2442.00
CM-5
C13-4
4748.0
91.39
5.0
0.38
1522.00
MIS
C13-5
348.5
98.00
5.0
0.03
127.00
CM -7
C13-6
11151.9
90.03
10.6
0,85
3437.00
CM -8
CB -8
9191.2
91.40
514
0.73
2943.00
CM -9
C13-7
6098.4
96.11
5.0
0.51
2225.00
CM -10
CB -10
7361.6
95.44
5.0
0.61
2528.00
CM -11
C8 -9
8973.4
92.76
5.0
0.73
2993.00
CM -12
CB -11
7318.1
92.00
5.0
OS9
2387.00
CM-13
CB -13
6795.4
96.00
5,0
0.57
2465.00
CM -14
CB -12
9147.6
91.26
5.0
0.72
2925.00
CM-15
CB -14
9278.3
92.14
5.0
0.74
3041.00
CM-16
CB -16
115913.2
96.51
5.0
9.70
42608.00
CM -17
CB -17
56279.5
93.06
5.0
4,56
18888.00
CM -18
CB -18
59503.0
90.27
5.0
7.01
27948.00
CM -19
CB -19
5619.2
98.00
5.0
0,47
2139.00
CM-20
CB -21
21605.8
98.00
5.0
1.82
8251.00
CM -21
CB-15
17772.5
98.00
5.0
1.50
6794.00
CM -22
CB -23
178610
98.00
5.0
0.15
684.00
CM -23
C13-24
15681.6
79.07
5.0
0.76
2735.00
CM -24
CB -25
4356.0
98.00
5.0
0.37
1665.00
CM -25
CB -26
4573,8
98.00
5.0
0.39
1745.00
CM -26
CB -27
4356.0
98.00
5.0
0.37
1670,00
CM -27
CB -28
4225.3
98.00
5.0
036
1609.00
CM -28
CB-29
4748.0
98100
5.0
0.40
1808.00
CM -29
03 -30
3267.0
98.00
5.0
0.28
1253.00
CM -30
MH -9
20380.0
98.00
5.0
1.72
7784.00
CM -31
013-2
2701.0
98.00
5A
0.23
1032.00
CM-32
MH -3
16340.0
96.00
5.0
1.38
6241.00
CM -33
MH -7
9154.0
98.00
5.0
0.77
3496.00
CM -34
MH -8
8286.0
98.00
5.0
0,70
3165.00
CM-35
MH -6
8674.0
98.00
5.0
0.73
331100
CM -36
MH -10
20380.0
98.00
510
1,72
7764.00
CM -37
C5 -3
7100.3
79.01
5.0
0,44
1567.00
CM -38
C5 -4
46435.0
78.14
5.0
2.79
9953.00
CM -39
C5 -5
101102,8
76.29
5.0
5,72
20113.00
CM -40
C5 -6
27137.9
74.00
5.0
1,45
5027.00
CM -41
CS -7
34281.7
74.00
510
1.83
6396.00
CM -42
CS -8
3741&0
74.00
5.0
1.99
6925.00
CM -43
C5 -9
10280.2
74.00
5,0
0.55
190100
CM-44
C5 -14
373251.0
91.00
5.0
29.43
118425.00
CM -45
CS -10
17946.7
74.00
5.0
0.96
3322.00
CM -46
C5 -11
8624.9
74.00
5.0
0.46
1593.00
CM -47
CS -12
13394.5
74.00
5.0
0.71
2479.00
CM -48
CS -12
3455.8
74.00
5.0
0.18
640.00
CM -52
CB -22
784.1
96,00
5.0
0107
305.00
CM -55
CS-11
69608.9
74,00
29.7
2.61
12887.00
CM -56
CS -10
280224.0
74.78
17.5
13.09
53373.00
CM -57
CB -38
2541.8
98.00
5,0
0.21
971.00
Bentley Systems, Inc. Haestad Melhods Solutlon Bentley CMISlorm V81 (SELECTseries 2)
3323820TDralnage.esd Canter (08.11.02.75]
1012!2012 27 Siemon Company Drive Suite 200 w Waiertmn. Page 1 of 2
CT 06795 USA +1. 203. 755 -ibi38

FIexTable: Catch Basin Table (3323820_Drainage.csd)
Current Time: 0.0 min
Label Ground invert Elevation diameter Headloss Flow (Captured Hydraulic Grade
Elevation (ft) (ft) Method Maximum) (Maximum)
(ft) (ft'ls) (ft)
CB -1
880.67
876.03
4.00
HEC -22 Energy
0.25
876.58
C13-2
861.15
876.94
4.00
HEC -22 Energy
0.23
877.17
CB -3
879.45
B75.24
4.00
HEC -22 Energy
0.56
875.92
CS -4
878.55
871.613
4.00
HEC -22 Energy
0.37
87150
CB -5
879.25
871.16
4.00
HEC -22 Energy
0.03
871.93
CB -6
877.02
869.34
5.00
HEC -22 Energy
0.84
870.30
C8 -7
875.38
873.63
4.00
HEC -22 Energy
0.51
873.91
C3-8
877.25
866.88
5.00
HEC -22 Energy
0.72
870.01
CB -9
877.53
868.42
5.00
HEC -22 Energy
0.72
869.52
CB-10
876,38
873.30
4.00
HEC -22 Energy
0.61
873.61
CB -11
877.37
867.96
5.00
HEC -22 Energy
0.513
869.11
CB -12
877.20
867.10
6.00
HEC -22 Energy
0.72
868.22
CB -13
87639
856.80
6.00
HEC -22 Energy
0.57
867.78
CB -14
877.09
873.98
9.00
HEC-22 Energy
0.74
874.32
CB-15
869.25
854.65
6.00
HEG22 Energy
1150
865.80
CB-16
876,80
873.64
4.00
HEC -22 Energy
9.69
876.25
CB -17
876.80
872.79
4.00
HEC -22 Energy
4.54
875.64
CB -18
876.80
871.54
5.00
HEC -22 Energy
6.97
874.76
CB -19
880.76
677.26
4.00
HEC -22 Energy
0.47
877.51
CB -20
880.55
859.44
5.00
HEC -22 Energy
0.00
871.39
CB -21
879.00
868.99
5.00
HEC -22 Energy
1.82
870.41
CB -22
877.61
137161
4.00
HEC -22 Energy
0.07
873.72
CB -23
877.89
857.79
5.00
HEC -22 Energy
0.15
869.10
CB -24
863.75
858.51
5.00
HEC -22 Energy
0.75
859.72
CB -25
856,26
851.50
5,00
HEG22 Energy
0.37
852.70
CB-26
848.76
844.00
5.00
HEC -22 Energy
0.39
845.20
CB -27
841,26
836.55
5,00
HEC -22 Energy
0.37
837.76
CB-26
833.77
829.00
5.00
HEG22 Energy
0.36
830.37
CB -29
828.96
824,00
5.00
HEC -22 Energy
0140
825,54
CB -30
B28.53
822.00
5.00
HEC -22 Energy
0.28
823.00
CB -38
828.12
617.98
4.00
HEC -22 Energy
0.21
819.97
CB -39
827.66
811155
4.00
HEC -22 Energy
0.22
820.03
CB-40
826.87
B19.41
4.00
HEC -22 Energy
0.38
820.12
CB -41
826.09
820,26
4.00
HEC -22 Energy
0.36
820.68
CB -42
825.31
821.11
4.00
HEC -22 Energy
0.37
821.45
CB -43
824.52
821,96
4.00
HEC -22 Energy
0.37
822.20
CB -44
677.32
874,99
4,00
HK-22 Energy
0.85
875.36
CB-45
822.11
816.11
4.00
HEC -22 Energy
0.59
818.33
CB -46
619.08
815,03
4.00
HEC -2Z Energy
0.52
615.33
CB -47
B17.21
812.95
4.00
HEC -22 Energy
0.37
813.30
CB -48
815.06
810,97
4.00
HEC -22 Energy
0.47
811.70
CB -49
614.10
810.22
4,00
HK-22 Energy
0.78
811,64
CB-50
814.50
809.49
4,00
HEC-22 Energy
0.16
810.83
CB -51
823.74
819.74
4.00
HEC -22 Energy
0.37
819.89
CB -52
817.61
813.61
4.00
HEG22 Energy
0.29
814,31
CB -53
815.83
811.28
4.00
HEG22 Energy
12.10
812.60
CB-54
812.19
1308.59
4.00
Absolute
0.42
808,93
CB -55
812.191
808.21
4.00
1 Absolute
1.43
808.66
Bentley Systems, Inc. Haestad methods Solution Bentley CivilStorm V8i {SELECTseries 2)
332382I3�Drainsge,osd Canter 1O8 -1 1.02.75]
10/212012 27 Slemon Company Drive SUOe 200 W Page 1 of t
Watertown. CT 06795 USA +1.203.755.11366

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FlexTable: Manhole Table (3323820_Dlrainage.esd)
Current Time: 0,0 min
Label Diameter Headloss Ground Invert Elevation Hydraulic Grade
(ft) Method Elevation (ft) (Maximum)
(ft) (ft)
MH -1
4,00
HEC -22 Energy
879,66
875.53
876,11
M H -2
5,00
HEC -22 Energy
880.94
870,12
970.97
M H -3
4.00
HEC -22 Energy
881,06
878.00
878,54
M H -4
5.00
HEC -22 Energy
880.42
870.55
873.34
M H -5
5.00
HEC -22 Energy
881.10
869175
871.99
M H -6
4.00
HEC -22 Energy
881,00
877.40
877.74
M H-7
4.00
HEC -22 Energy
881.00
877.65
878.02
M H -8
4.00
HEC-22 Energy
880,87
876.93
87731
MH-9
4.00
HEC -22 Energy
891.16
877.21
677,74
MH -10
4.00
HEC-22 Energy
881.51
877,40
877.93
MH-11
6.00
HEC-22 Energy
828.00
817.08
819,9.1
MH -12
6.00
HEC -22 Energy
821.27
817,27
920.53
MH -13
4.00
HEC -22 Energy
881.15
876.73
B77,29
MH -14
4,00
HEC -22 Energy
861.00
876.43
876,67
MH -15
1 3.00
HEC -22 Energy
881.00
1 976,45
1 878.71
Bentley Systems, Ina. Haestad Malhods Solution Bentley CNIIS(arm V81(SELEC7series 2)
3323920_Drainage,esd Center (00, 11. U2.751
101212012 27 Siemon Company Drive $uite 200 W Page 1 of 1
Watertown, CT 04785 USA +1. 203. 755.1866

FlexTable: Cross Section 'Table (3323820_Drainage,esd)
Current Time: 0.0 min
Label Manning's n Section Type Left Side Slope 9ott m, Width Right Side Slope Height Invert Hydraulic Grade
(H;V) (ft) (H;V) (ft) Elevation (Maximum)
(ft) (ft)
CS -1
0.030
Trapezoidal
101000
0.40
10.000
1,01)
823,00
(N/A)
Cross Section
S -2
0.030
Trapezoidal
10.000
0.00
10.000
1.00
812,09
(N /A)
Cross Section
CS-3
0.030
Trapezoidal
10,000
3.00
10.000
1 D
832.00
832.13
Crass Section
5.4
0,030
Trapezoidal
10.000
3.00
10.000
1.00
830.67
831.03
Cross Section
CS -5
0.030
Trapezoidal
10,000
3.00
10.000
1.00
829.34
829.92
Crass Section
S -6
0.030
Trapezoidal
10.000
3.00
10.000
1.00
828.00
828,59
Cross Section
f-S -7
0.030
Trapezoidal
14.000
3.00
10,000
1.00
826.67
827.29
Crass Section
-8
0.030
Trapezoidal
10,000
3.00
10,000
1.00
826.06
826,72
-S
Cross Section
-S -9
0,030
Trapezoidal
10.000
3.00
10,000
1100
825,45
826,12
Cross Sectlon
L5 -10
0,030
Trapezoidal
10,000
3.00
10,000
1.00
824,00
824,83
Cross Sectlon
5.11
0,030
Trapezoidal
10.000
3,00
10,000
1,00
823.00
$24.05
Cross Sectlon
CS-12
0,030
Trapezoidal
10.000
3100
10.000
1,00
819.00
821.65
Cross Sectlon
S -14
0.030
Trapezoidal
6.000
3,00
15,000
2100
823.00
826.30
Cross Sectlon
CS -15
0.030
Trapezoidal
10.000
3.00
10,000
2.00
821.34
823.67
Cross Sectlon
5 -25
0.030
Trapezoidal
10,000
3.00
10,000
2.00
817.43
820,71
Cross Section
05.26
0,035
Trapezoidal
5.000
6,00
5,000
1.00
819,34
816.11
Cross Section
S-27
U30
Trapezoidal
33,000
1.40
3.000
1,50
828,08
828,26
Cross Section
�CS-28
O.D30
Trapezoidal
10.000
1,00
3,000
1.50
827.00
827.28
Cross Section
S-29
0.030
Trapezoidal
5.000
6100
5.000
1.00
826.00
826.21
II
Cross Section
I CS-30
0,030
Trapezoidal
5.000
6,00
5.000
1.00
819.00
819.24
Cross Sectlon
5 -31
0.030
Trapezoidal
5.000
6,00
5.000
1.00
616.00
816.29
Cross Sectlon
Bentley GivilSlorm VBI (SLLLC-rsaries 2)
3323820 prainaga.csd Bentley Systems, Inc. H&estsd Methods Salutlon Canter 108.11.02.75)
1 n1212012 27 Sieman Company Drive Suite 200 W Watertown, CT Page 1 011
05705 USA t1- 203 - 755.1666

FlexTable: Channel Table (3323820,_Drainage.csd)
Current Time: 0.0 min
Label Start -node Id Stop -node Id Invert (Start) Invert (Stop) Length Constructed Flaw Velocity
(ft) (ft) (Staled) slope (Maximum) (Maximum)
(ft) (°Jo) YON (ft /5)
CH -1
CS -1
C5 -2
823.00
812.09
305.92
(N /A)
(NIA)
(N /A)
CH -2
CS -3
CS -4
$32.00
830.67
202.83
0.66
0.43
0.75
CH -3
CS -4
CS -5
830.67
829.34
198.43
0.67
3.13
1.45
CH -4
CS -5
CS-6
829,34
828.00
202.53
0.66
8.67
1.90
ICH-5
CS -6
CS -7
828.00
626.67
199.59
0.67
10.11
1.99
CH -6
C5 -7
CS -8
826.67
826.06
81.57
0.75
11.79
2,13
CH -7
CS -8
CS -9
826.06
825.45
82.68
0.74
13,66
2.22
CS -9
CS -10
825.45
824.00
211.86
0.6$
14.18
7.05
ICH-8
CH -9
CS -10
CS -11
824.00
823,00
74.97
1.33
27.75
2.94
CFI -10
CS -11
CS -12
823.00
819.00
300.11
133
30.18
0.77
CH -11
CS -14
CS -15
823,00
821.34
331.83
0.50
29.20
0.34
CH -12
CS -15
CS -25
821.34
817.43
373.16
1.05
29.15
0.34
CH -13
C5 -12
CS -25
819,90
817.43
117.66
133
31.08
0132
CH -20
CS -25
MH -12
817.43
817.27
22.88
0.70
58.88
0.50
CS -27
Cs -28
828.00
827.00
215,73
0.46
1.32
0.95
ICH-21
CH -22
CS -28
CS -29
827.00
876.00
38.31
2.61
2.67
2.53
CH -24
CS -29
CS -30
876,00
819.00
279.89
2.50
3.79
2,93
CH -26
CS -30
CS -31
819.00
816.00
120.33
2,49
4.63
2.61
CH -27
CS -31
CS -26
816.00
1 81434
78.191
2.12
5.85
1 0,58
Bentley ClvflStorm Val (SELECTserles 2)
5323824 []rainage.csd Bentley Systems, Inc, Haeslad Methods Solution Center 108.91 02,751
101212092 27 Siemon Company arlve Sulte. 200 W Watertown, CT Page t of 9
05795 USA +1. 203. 755.1866

FlexTable: Pond Table (3323820_Drainage.esd)
Current Time; 0.0 min
Label Volume Type Initial Elevation Hydraulic Grade Storage
(Ft) (maximum) (Maximum)
(ft) (ft3)
Pa -1 Elevation -Area CurVe 812.36 817.241 193285.55
Bentley Systems, Inc. Haeslad Melhads Bentley CMIStorm V81(SELECTserles 2)
3323B2U_Drafnage.rsd Solution Center 108,11.02 751
10/212012 27 Siemon Company Drive Suite 200 W Page 1 at 1
Watertown, CT 06705 USA +1- 203.755 -1666

817.50
817.00
816.50
w
816.00
c
815.50
a)
@ 815.00
L
814.50
u_
n3
814.00
L
813.50
813.00
812.50
812.00
40.00
35.00
30.00
Y 25.00
c
0 20.00
15.00
0 10.00
LL
5.00
0.00
200,000.00
175,000.00
150,000.00
+T 125,000.00
100,000.00
> 75,000.00
50,000.00
25,000.00
0.00
DETENTION POND - 10 -Year Event (Ultimate Build -Out)
0.00
24.00
48.00
Time (hours)
72.00
PO -1 - 10 -Year (FBO) - Hydraulic Grade Line PO -1 - 10 -Year (FBO) - Flow (Out to links) PO -1 - 10 -Year (FBO) - Volume
i
i
II
I
I
I
I
I
J
0.00
24.00
48.00
Time (hours)
72.00
PO -1 - 10 -Year (FBO) - Hydraulic Grade Line PO -1 - 10 -Year (FBO) - Flow (Out to links) PO -1 - 10 -Year (FBO) - Volume

OED -YEAR
STORM EVENT

Storm Event Detailed Report: 100 -Year Event
<General>
Label
100 -Year Event Notes
Rainfall
Storm Event Data Type
Depth End Time 1440.0 min
Start Time
0.0 min Storm Event depth Cumulative
Type
Increment
30.0 min
Depths
Time
Depth
(min)
(in)
0.0
0.000
30.0
0.038
60 -0
0.077
90.0
0.117
120.0
0.159
150.0
0.203
160,0
0.248
210.0
0.296
240.0
0.345
270.0
0.397
300.0
0,452
330.0
0.509
360.0
0.570
390.0
0.634
42Q,D
0.704
450.0
0,779
480.0
0.860
510.0
0.950
540.0
1.049
570 -0
1.162
600.0
1.293
630.0
1,460
660.0
11681
690 -0
2.026
720,0
4.742
750.0
5.256
780.0
5.523
810.0
5 -712
840.0
5.848
870.0
5.992
900.0
6,105
930.0
8.203
960.0
6,293
990.0
6.374
1020.0
6.449
Bentley Systems, Inc. Haeslad Methods Solution Bentley CivllSlorm V8i {SE=LECTseries t}
3323820 Orarnage,asd
Ceraer [08,11.01.361
671612012
27 Siemon Company anve Sufte 200 W Page i of 2
Walettown, CT 06795 USA 0 -203- 755 -1666

Time
(min)
3323820_Dr ainage, Csd
611 812 0 1 2
Storm Event Detailed Report: 'I 08 -Year Event
Depths
Bentley Systems, Inc. Haestad Methods Solution Kenney CIv ISlorm VBI (SELECTseries 1)
Cenlef 108.11,01.361
27 Sleman Company Drive Suite 200 W Page 2 Of 2
Waterlown, CT 00795 USA [phone]
Depth
(in)
1 050.0
6.517
1080.0
6.582
1110,0
6.643
1140.0
6.700
1170,0
6,754
1200 -0
6.806
1230.0
6.855
1260.0
01.902
1290.0
6.949
1320,0
6.991
1350.0
7.033
1380.0
7,073
1410.0
7.112
1440.0
7.150
Bentley Systems, Inc. Haestad Methods Solution Kenney CIv ISlorm VBI (SELECTseries 1)
Cenlef 108.11,01.361
27 Sleman Company Drive Suite 200 W Page 2 Of 2
Waterlown, CT 00795 USA [phone]

FlexTabie: Catchment Table (3323820_Drainage.csd)
Current Time: 720.0 min
Label Outflow Node Area SCS CN Time of Flaw (Peak) Volume (Total
(FL2) Concentration MIN Runoff)
(min) (ft.)
CM -1
<None>
2596088.9
70.00
25.6
(N/A)
(NIA)
CM -2
CS -1
1281535,2
74.00
41.7
(N /A)
(N /A)
CM-3
C8 -1
5270.8
98.00
5.0
0.37
1705,00
CM -4
C13-3
6708.2
96.13
5.0
0.84
3739.00
CM -5
C13-4
4748,0
91.39
5.0
0.58
2424,00
CM -6
C13-5
348.5
98.00
5.0
0,04
191 .00
CM -7
C13-6
11151.4
90.03
10.6
1,32
5540.00
CM-6
C8 -8
9191.2
91.40
5.4
1.11
4688100
CM -9
C13-7
6098.4
96.11
5.0
0176
3407.00
CM -10
CB -10
7361.6
95.49
5,0
0.91
4046.00
CM-11
C13-9
8973.4
92.76
5.0
1.10
4714,00
CM -12
CB -11
7318.1
92.00
5,0
0.89
3783.00
CM -13
CB -13
6795.4
96,04
5.0
0.85
3767,00
CM-14
CB -12
9147.6
91.26
5.0
1.11
4666.00
CM -15
CB -14
9278.3
92.14
5.0
1.13
4814,00
CM-16
CB -16
115913.2
96,51
5.0
14.99
65033.00
CM -17
CB -17
56279.5
93,06
5,0
6.92
29671.00
CM -18
CB -18
59503.0
90.27
5.0
10.82
44957,00
CM-19
CB -19
5619.2
98,00
5.0
0.70
3225.00
CM -20
CB -21
21605.8
98.00
5,0
2.71
12441.00
CM -21
C6 -15
17772.5
98,00
5.0
2.23
10244.00
CM -22
CB -23
1786.0
98.00
510
0.22
1031.00
CM-23
C6.24
15681.6
79.07
5.0
1.30
4875,00
CM -24
CB -25
4356.0
98.00
5.0
0.55
2510.00
CM-25
CB -26
4573.8
98.00
5.0
0.57
2632.00
CM -26
CB-27
4356.0
98.00
5.0
0155
2517.00
CM -27
CB -28
422513
98.00
5.0
0.53
2426.00
CM -28
C8 -29
4748.0
98.00
5.0
0.59
2727,00
CM -29
C8 -30
3267,0
98.00
5.0
0.41
1890.00
CM -30
MH -9
20380.0
98.00
5.0
2.56
11737.00
CM -31
C6 -2
2701.0
98.00
5.0
034
1555,00
CM -32
MH -3
16340,0
98.00
5.0
2.05
9410,00
CM -33
MH -7
9154.0
98.00
5.0
1,15
5272.00
CM -34
MH-8
8286.0
98.00
5.0
1.04
477100
CM -35
MH -6
8674,0
98.00
5.0
1.09
4995,00
CM-36
MH -10
2038010
98.00
5.0
2,56
11737,00
CM -37
CS,3
7100.3
79.01
5.0
0.74
2795,00
CM -38
CS -4
46435.0
78.14
5.0
439
17905,00
CM-39
C5 -5
101102,8
76.29
5.0
11,29
41711.00
CM -40
CS -6
27137.9
74.00
5.0
2.60
9493,00
CM -41
C5 -7
34281.7
74.00
5.0
128
11925,00
CM -42
CS -8
37418.0
74.00
5.0
3.58
13010.00
CM -43
CS -9
10280.2
74.00
5.0
0.98
3574.00
CM -44
CS-14
373251.0
91.00
5.0
45.21
189307,00
CM-95
CS -10
17946.7
74.00
510
1.72
6241.00
CM -46
C5 -11
8624,9
74.00
5.0
0.82
2992.00
CM-47
CS -12
13394.5
74.00
5.0
1.28
4658,00
CM-48
CS -12
3455.8
74.00
5.0
0.33
1202,00
CM -52
CB -22
784.1
98.00
510
0.10
460.00
CM-55
CS -11
69608.9
74.00
29.7
4.96
24208,04
CM -56
CS -10
280224.0
74.78
17.5
24.18
99421.00
CM -57
CB-38
2541.8
98.00
510
0.32
1464.00
Bentley Systems, Inc, Haeslad MelhOds SOlutien Bentley CivilSlorm V83 (SELEGTseries 2)
332382A_Dralnagv.csd Genler 108.11.02.75)
101212012 27 Slemon Company Drive Suite 200 W Watertown, Page 1 of 2
CT 00795 LISA +1- 203 - 765.76615

FlexTable: Catch Basin Table (3323820_Brainage.csd)
Current Time: 720.0 min
Label Ground Invert Elevation Diameter Headloss Flaw (Captured Hydraulic Grade
Elevation (ft) (fL) Method Maximum) (Maximum)
(ft) YOM (ft)
CB -1
880.67
876.03
4.00
HEC -22 Energy
0.37
876,71
CB -2
881.15
876,94
4.00
HEC -22 Energy
0.34
877.22
CB -3
$79.45
875.24
4.00
HEC -22 Energy
0.84
876.09
C13-4
878.55
871.68
4.00
HEC -22 Energy
0.57
872,60
CB -5
879.25
871,16
4.00
HEC -22 Energy
0.04
872.03
CB -6
877.02
869.34
5.00
HEC -22 Energy
1.31
870.68
C5-7
876,38
873.63
4.00
HEC -22 Energy
0.76
873,98
CB -8
877.25
868,88
5.00
HEC -22 Energy
1.11
870.36
C6 -9
877,53
86B.42
5.00
HEC -22 Energy
1.10
869.76
CB -10
876.38
873,30
4.00
HEC-22 Energy
0.91
873.66
CB -11
877.37
867.96
5.00
HEC -22 Energy
0.89
869.35
CB -12
877.20
867.10
6.00
HEC -22 Energy
1.11
868.49
CB -13
876.39
966,80
6.00
HEC -72 Energy
0.84
867.98
CB -14
877,09
873.98
4,00
HEC -22 Energy
1.13
874.41
C6 -15
869.25
864.65
6,00
HEC -22 Energy
2.23
866.10
CB -16
876.80
973.64
4.00
HEC -22 Energy
14.48
877.64
C6 -17
876.80
872.79
4,00
HEC -22 Energy
6.90
876.73
CB-18
875.80
871.54
5,00
HEC -22 Energy
10.79
875.50
08 -19
880.76
877.26
4.00
HEC -22 Energy
0.70
877.56
CB -20
88035
869,44
5,00
HEC -22 Energy
OAO
871.99
CB -21
879.00
96$.91
5.00
HEC -22 Energy
2.71
870.94
CB -22
877,61
873,61
4.00
HEC -22 Energy
0110
873.74
CB -23
877.89
867.79
5.00
HEC -22 Energy
0.22
869.51
CB -24
863.75
858.51
5.00
HEC -22 Energy
1.28
860.06
CB -25
856.26
851.50
5.00
HEC -22 Energy
0,55
$53,02
CB -26
648.76
844.00
5.00
HEC -22 Energy
0.57
845.54
CB -27
84 1. 26
835.55
5.00
HEC -22 Energy
0.55
$38.09
CB -26
833.77
$79,00
5.00
HEC -22 Energy
0.53
830.80
CB -29
828.96
824.00
5.00
HEC -22 Energy
0.59
826,14
CB -30
828.53
822.00
5.00
HEC -22 Energy
0.41
823.26
CB -38
828.12
817.98
4.00
HEC -22 Energy
0.32
820.98
CB -39
827.66
818.55
4.00
HEC-22 Energy
0.33
821.09
CB -40
826.87
819.41
4.00
HEC -22 Energy
0,57
821.23
CB -41
826.09
820.26
4,00
HEC -22 Energy
0.54
821.34
CB -42
825.31
821.11
4,00
HEC -22 Energy
0.55
821.53
CB -43
824.52
821.96
4.00
HEC -22 Energy
0.56
822.26
CB -44
877.32
874.99
4,00
HEC -22 Energy
0.00
874.99
CB -45
822.11
8113.11
4,00
HEC -22 Energy
0.88
6113.37
CB -46
819108
815.03
4.00
HEC -22 Energy
0.77
815.40
CB -47
617.21
812.95
4.00
HEC -22 Energy
0.54
813.37
CB -48
815.06
810.97
4,00
HEC -22 Energy
0.70
811.54
CB-49
814.10
810,22
4,00
HEC -22 Energy
1.16
810.74
CB -50
814.50
$09.49
4,00
HEC -22 Energy
0.24
810.39
CB -51
823.74
819.74
4.00
HEC -22 Energy
0.54
819.92
CB -52
817,61
813,61
4.90
HEC -22 Energy
0.43
814.29
CB -53
815.83
811.213
4.00
HEC -22 Energy
0.20
811.40
CB -54
812,19
808.69
4.00
Absolute
(N /A)
(NIA)
CB -55
812.191
808.21
4.001
Absolute
(NIA)
(NIA)
Bentley Systems, Inc. Haestad Methods solution Bentley (NAIStorM Vei (SELECTsenes 2)
3323824 Drainaga.MCI Center [013.11.02.751
101212092 27 Siemon Company drive Suite 200 W Watertown, Page 1 of 1
CT 06705 USA +1- 203 - 755 -1666

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FlexTable: Manhole Table (3323820- Draina8e,csd)
Current Time: 770.0 min
Label Diameter Headloss Ground Invert Elevation Hydraulic Grade
(ft) Method Elevation (ft) (Maximum)
(ft) (ft)
MH -1
4.00
HEC -22 Energy
879.66
875.53
876.35
MH -2
5.00
HEC -22 Energy
880.94
670.12
871.35
MH -3
4,00
HEC-22 Energy
861.06
878.00
878.70
MH -4
5.00
HEC -22 Energy
880.42
870.55
874.08
MH -5
5,00
HEC -22 Energy
881.10
869.75
872.65
MH -6
4.00
HEC -22 Energy
881.00
877.40
877.82
MH -7
4.00
HEC-22 Energy
861.00
877.65
878.10
MH -8
4.00
HEC -22 Energy
880.87
876.93
877.40
MH -9
4.00
HEC-22 Energy
881.16
877.21
877.88
MH -10
4.00
HEC-22 Energy
881.51
877.40
878.07
MH -11
5.00
HEC -22 Energy
828.00
817.08
820.93
MH -12
6.00
NEC -22 Energy
821.27
817.27
821.58
MH -13
4.00
HEC -22 Energy
881.15
876.73
877.43
MH -14
4.00
HEC -22 Energy
881.00
876.43
876.73
MH -15
3.00
1 HEC -22 Energy
581.00
878.45
878.78
Bentley Systems. Inc, Haeslad Methods SPIUbon 13anlloy CivllStorm V81(SELECTserles 2)
3323824 ❑rainage.csd Centel (49.1102,75)
101212012 27 Slemon Company Drive Suile 204 W Page 1 of 1
Watertown, CT 05795 USA +1- 203 - 755.1959

FlexTable: Gross Section Table (3323820_Drainage.csd)
Current Time: 720.0 min
Lobel Manning's n Section Type Left Side Slope Bottom Width Right Side Slope Height invert Hydraulic Grade
(H:V) ((t) (H:V) (ft) Elevation (Maximum)
(ft) {ft)
CS-1
C.D30
Trapezoidal
10.000
0100
10,000
1.00
823.00
(N /A)
Cross Section
3-2
0.030
Trapezoidal
10.000
0.00
16,000
1.00
812.09
(N /A)
Cross Section
CS -3
0,030
Trapezoidal
10.000
3.00
10.000
1.00
832.00
832.17
Crass Section
3 -4
0.030
Trapezoidal
1 D 000
3,00
10,000
1.00
830.67
831.89
Cross Section
1-5-5
0.030
Trapezoidal
10.000
3.00
10000
1.00
829.34
831.47
Crass Section
C.030
Trapezoidal
10.000
3.00
10,000
1.00
828100
83036
-S-6
Cross Section
-S -7
0.030
Trapezoidal
10.000
3.00
10,000
1.00
1326.67
828,66
Cross Section
t3 -8
0,030
Trapezoidal
10.000
3.00
10.000
1.00
826.06
828.04
Crass Section
i -9
0,030
Trapezoidal
10.000
3.00
10,000
1.00
825.45
827.38
Crass Section
CS -10
0.030
Trapezoidal
10.000
100
10.000
1.00
824.00
825.70
Cross Section
3 -11
0.030
Trapezoidal
10.000
3.00
10,000
1.00
82100
825.10
Cross Section
CS-12
0.030
Trapezoidal
10.000
3,00
10.000
1.00
819.00
822.70
Cross Section
]4
0.030
Trapezoidal
6,000
100
15.000
2.00
823,00
827.36
Cross Section
CS -15
0.030
Trapezoidal
10,000
3.00
10.000
2.00
821.34
824.72
Cross Section
1 -25
0.030
Trapezoidal
10.000
3.00
10,000
2.00
817.43
821.76
Cros5 Section
CS -26
0 035
Trapezoidal
5.000
6.00
5.000
1100
814.34
816.33
Cross SeCtlon
3 -27
0.030
Trapezoidal
31000
1.00
31000
1.50
828.00
828.34
Cross Section
CS 28
0.030
Trapezoidal
10.000
1,00
3.000
1.50
827.00
827.38
Cross Section
3 -29
0.030
Trapezoidal
5000
6.0U
5.000
1.00
826.00
826.29
Cross Section
I-S•30
0.030
Trapezoidal
5.000
6.00
5.000
1.00
819.00
819.34
Cross Section
-31
U30
Trapezoidal
5.000
6.00
5.000
1.00
816.00
816.69
_S
Cross Section
Denney CMIStorm VBi (SELECTsenes 2)
3323820_Dr'alnage , cso Bentley Systems, Inc, Haestad Melhads Sokition CenleF [08.1102 751
i' ?17412 27 Slemon Company Drive Suite 200 W Watertown, CT Page 1 of 1
06705 USA +1.203- 755.1666

FIexTable: Channel Table (3323820- Drainage.csd)
Current Time: 720.0 mien
Label start -nude Id Stop -node Id Invert (Start) invert (stop) Length Constructed Flow Velocity
(ft) (ft) (Scaled) Slope (Maximum) ( Maxlmum)
(ft) ( %) MYS) WS)
BHA
CS -1
C5-2
823.00
812.09
305.92
(N/A)
(NIA)
(NIA)
CH-2
CS -3
CS-4
832.00
830.67
202.83
0.66
0.73
0.19
1-3
CS -4
C5-5
830,67
829.34
198.43
4,67
5.42
0.1.8
1 -4
CS -5
CS -6
629.34
828.00
202.53
0.66
16.43
0.34
CH -5
Cs -6
C5 -7
828.00
826.67
199.59
0.67
19.02
0.38
`+6
CS -7
CS -8
826.67
826.06
81,57
0.75
2114
0.49
1 -7
CS -8
CS-9
826.06
825.45
82.68
0.74
25.54
0.59
4N -8
CS -9
C5 -10
825.45
824.00
211.86
0,68
26.60
0.7X
CH -9
CS -10
CS -11
824.00
823.00
74.97
1.33
52.02
1.27
1 -10
C5 -11
C5 -12
823.00
819.00
300.11
1.33
57.05
0.62
1 -11
CS-14
CS -15
623.00
821.34
331.83
0.50
45,03
0.29
CH -12
CS -15
CS-25
821.34
817.43
373.16
1.05
44.22
0.29
r4-13
CS-12
Cs -25
819.00
817.43
117.66
1.33
58.21
0.34
1 -20
CS-25
MH -12
817.43
817.27
22.88
0.70
100.04
0.54
4.N -21
C5 -27
CS -28
828.00
827.00
215.73
0.46
2.48
1.11
CH -22
CS -28
CS -29
627.00
826.00
38.31
2.61
5.03
3.14
1 -24
CS -29
CS -30
826.00
819.00
279.89
2.50
7.13
3.05
-I-26
C5 -30
05-31
819.00
$16.00
120.33
2.49
8.69
126
CH -27
CS -31
CS -26
816.00
814.341
78.19
2.51
1 10.99
0.55
Bentley OvIIStarrn Vei (SELECTseries 2)
3323920 Drainaga.csd Bentley Systems. Inc, Haeslad Methods Solution Center {08,11.02,75)
1fl1212a12 27 $lemon Company Drive Suite 240 W Watertown, CT Pape 1 o11
(16798 USA [phone]

FlexTable: Pond Table (3323020.. Drainage.csd)
Current Time: 720.0 min
Label Volume Type Initial Elevation Hydraulic Grade Storage
(ft) (Maximum) (Maximum)
(ft) (ft')
PC)-1 I Elevation -Area Curve I $12-361 818.79 I 298462.63 I
Senlley Systems, Inc. Haestad Methods Solution Bentley CivllSterm V81 (SELECTseries 2)
3323820 Orainage,csd Center 108.11.02.751
10!412012 27 Siemon Company arlve Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1- 203 - 755 -1666

820.00
818.75
w
817.50
c
J
01 816.25
m
U 815.00
813.75
a
s
812.50
811.25
75.00
68.75
AM11]
W
M- 56.25
w
50.00
y 43.75
c
37.50
0
31.25
25.00
o 18.75
LL
12.50
6.25
0.00
300,000.00
275,000.00
DETENTION POND - 100 -Year Event (Ultimate Build -Out)
250,000.00
225,000.00
200,000.00
m
v 175,000.00
150,000.00
M
6 125,000.00
100,000.00
75,000.00
50,000.00
25,000.00
0.00
0.00
24.00 48.00 72.00 96.00
Time (hours)
PO -1 - 100 -Year (FBO) - Hydraulic Grade Line — PO -1 - 100 -Year (FBO) - Flow (Out to links) PO -1 - 100 -Year (FBO) - Volume

DETENTION POND
RESULTS

Stage - Storage Data for Detention Fond, Honda MRO Facility, Greensboro, NC
Elevation
Contour Area (sq ft)
Storage (cu.ft.)
Cum. Storage (cu.ft)
812.36
0.0
0.0
0.0
813.00
2621.7
838.9
838.9
81.4.00
29835.6
16228.7
17067.6
815.00
53197.9
41516.8
58584.3
816.00
60679.0
56938.5
1155218
817.00
64124.4
62401.7
177924.5
818.00
67869.1
65996.8
243921.2
819.00
71613.8
69741.5
313662.7
819.65
74000.0
47324.5
360987.2
81 9.79
87784.5
11 324.9
372312.1
Stage - Storage Data for Detention Pond, Honda MRO Facility,
Givensboro, NC
440
350
300
250
3
C!
CO.
Q 200
TI_
�k
150
O
100 +"
50
0 1-
811
812 813 814 815 516 017 018 819 820 821
Elevation
46

Control Structure Detailed Report: Control Structure-13
Element Details
spot Elevation
(ft)
Tailwater Setup
Tallwater Type Interconnecte Increment (Tallwater) 0.50 ft
d Ponds
Minimum (Tallwater) 812.00 ft Maximum (Tallwater) 812.50 ft
Spat Elevation
(ft)
Tailwater Tolerances
Control
Notes
Label
Structure -8
0.50 ft
0.001 ft3 /s
10,000 ft3Js
Headwater Range
Outlet Structure (Convergence Tolerances)
User Defined
Increment (Headwater) 0.7O ft
Headwater Type
Headwater
3,00 ft ^(1 /2) /s
0.60
0.00 ft
0,00 ft
100
Minimum (Headwater)
812.36 ft
Maximum (Headwater) 819.65 ft
spot Elevation
(ft)
Tailwater Setup
Tallwater Type Interconnecte Increment (Tallwater) 0.50 ft
d Ponds
Minimum (Tallwater) 812.00 ft Maximum (Tallwater) 812.50 ft
Spat Elevation
(ft)
Tailwater Tolerances
Maximum Iterations 30
Minimum Hw Tolerance 0101 ft
Maximum Hw Tolerance 0.50 ft
Minimum Tw Tolerance 0,01 ft
Maximum Tw Tolerance
Minimum Q Tolerance
Maximum Q Tolerance
0.50 ft
0.001 ft3 /s
10,000 ft3Js
Outlet Structure (Convergence Tolerances)
Outlet Structure Type Riser
Flow Direction Forward Flow
Only
Riser Type Stand Pipe
Elevation 818.86 ft
Diameter 84.0 In
Weir Coefficient
Orifice Coerrlclent
Transition Elevation
Transition Height
K Reverse
3,00 ft ^(1 /2) /s
0.60
0.00 ft
0,00 ft
100
Outlet Structure (IDs and Direction)
Outlet ID Kiser - 1
Downstream ID Tailwater
Notes
Outlet Structure (Advanced)
Elevation (On) 0.00 ft
Elevation (Off)
0100 ft
Outlet Structure (Riser, Advanced)
Use Orifice Depth to Crest? False
Use Submerged Weir
Equation?
raise
Bentley ClvilSlorm V81 (SEa ECTssries 2)
- 323820_Drainaoe eSd Bentley Systems, Inc. Haestad Methods Solution Center 108.11.02.75]
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A07AU 1 10 n .4 nn 7EE iacc

Control Structure Detailed Report: Control Structure -B
820.00
818.75
2
C
0 817.50
M
816.25
U
815.00
as
ro
813-75
C
0
CL
812.50
811.25
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40,00 45.00
Flaw (ft3 /8)
RATING TABLE FOR ONE OUTLET TYPE
,tructure I❑ = Riser - 1 (Stand Pipe)
Upstream ID = (Pond Water Surface)
)ownstrealn ID = Tallwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation UP /s) (ft) if L)
(ft)
812.36
0.00
812.00
0.00
HW & 7W a Inv,El. =818.860
812.50
0,00
812,00
0.00
HW &TW [ Inv,E1,= 818.960
813.06
0.00
812.00
0.00
HW &TW c Inv, El. = 818.860
813.76
0,04
812.00
100
HW &TW { Inv, D. =818.860
814.46
0.00
612.00
0,00
HW &TW < Inv.EI.= 818.860
815.16
0100
812.00
0,00
HW &TW < Inv. E(.= 818.860
815.19
0,00
812.00
0.00
HW & TW < Inv. El. = 818.860
815.86
0.00
612.00
0.00
HW &TW c Inv.El.= 818.860
816.56
0.00
812.00
0.00
HW & TW < Inv.i_I.= 818.860
817,26
0100
812.00
0.00
HW & TW < Inv.E1.=818.860
817.96
0.00
812.00
0.00
HW & TW < InVA.= 818.860
818.66
0.00
812,00
0.00
HW & 7W < Inv.EI,= 818.860
828.86
0,00
812.00
0.00
Weir, H =Oft
819,36
23.33
812.00
0.00
Weir; H =0,5ft
819,65
46.32
812,00
0.00
Weir: H =0,79ft
,ATING TABLE FOR ONE OUTLET TYPE
Structure ID = Fuser - 1 (Stand Plpe)
• ---------- -- -------------------------
1pstream ID = (Pond Water Surface)
Downstream ID = Tallwater (Pond Outfall)
Water Surface Flow Tallwater Elevation Convergence Error Computation Messages
Elevation (ft31s) (ft) (ft)
(ft)
812.36 0.001 81236 1 0.00 1 HW &TW < Inv,El. =818.860
6en0ey CIvilSiorm V81(SELECTseries 2)
w323820_Dreinage,osd Beniley Systems, Inc Haeslad Methods Solution Center [08,11.02.76]
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RF745114ZA

Control Structure Detailed Report: Control Structure -B
.A-nNG TABLE FOR ONE OUTLET TYPE
..tructure ID ; Riser - i (Stand Pipe)
3pstream ID = (Pond Water Surface)
lownstream ID = Tallwater (Pond Outfall)
Water Surface
Flow
Tailwater Elevation
Convergence Error
Computation Messages
Elevation
(ft }Js)
(ft)
(ft)
HVV &TW < Inv. El. =818.860
(ft)
0.00
812.50
0.00
HW & TW < Inv,El.= 818.860
812.50
0.00
812.36
0.00
HW & TW < Inv.El.= 818.860
813.0&
0,00
812.36
0.00
HW & TW < Inv.EI.= 818.860
813.76
0.00
812,36
0.00
HW & TW < Inv_EI -- 818,860
614.46
0.00
812.36
0.00
HW & TW < Inv. El. = 818,860
835.16
0.00
812.36
0.00
HW & TW < Inv.El. =818.860
815.19
0.00
812,36
0.00
HW & TW < Inv.E1.=818.860
815,86
0100
812,36
0.00
HW & TW < inv.E1.= 818.860
816.56
0.00
812.36
0.00
HW & TW < Inv. El. = 818.860
817.26
0.00
812.36
0,00
HW & TW < Inv, E1.=818.860
817.96
0.00
812.36
O.OD
HW & TW < Inv.0. =618.860
818.65
0.00
812.36
0.00
HW & TW < Inv. El. = 818.860
618,86
0.00
812.36
0.00
Weir, H =Oft
819.36
23.33
612.36
0.00
Weir., H =0.5ft
819.65
46,32
81236
0.00
Weir: H = 0,79ft
-AT1NG TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Stand Pipe)
Ipstream ID (Pond Water Surface)
Downstream ID = Tallwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation (ft315) (ft) (f t)
Iftl
812.36
0.00
812.50
0.00
REVERSE: Flow Is closed off
812.50
0.00
812.50
0.00
HVV &TW < Inv. El. =818.860
813.06
0.00
812.50
0.00
HW & TW < Inv,El.= 818.860
813.76
OA0
817.50
0.00
HW &TW < Inv, El. =81&860
814.46
0.00
812.50
0.00
HW & TW < Inv.El.= 818.860
815.16
0.00
812.50
0.00
HW & TW < Inv.El,= 819.860
615.14
0.00
812.50
0.00
HW &TW < 1nv. El. =818.860
815.86
0.00
812.50
0.00
HW &TW c Inv.El.= 818,860
816.56
0100
812.50
0.00
HW &TW < Inv. El. = 815.860
817.26
0.00
812,50
0.00
HW &TW < Inv. El. = 818,660
817.96
0.00
812.50
0.00
HW & TW < Inv.E1.=818.860
818.66
0.00
812.50
0.00
HW & TW < Inv.K= 818.860
818.86
0.00
812,50
0.00
Weir: H =Oft
819.36
23.33
812,50
0.00
Weir: H =0.5ft
619.65
46.32
812,50 1
0.00
Weir: H = 0.79ft
Outlet Structure (Convergence Tolerances)
Outlet Structure Type
Orifice Orifice Coefficient 0.60
Forward Flow Elevation 812,36 ft
Flow Direction
Only
Circular Orifice Diameter 3.0 in
Orifice Type
Orifice
Number of Openings
i
Bentley CIUIISIarm V& (SELEC7saries 2)
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10/2/2012 27 Sismon Campeny Drive Suite 200 W Watertown, CT Page 3 of 12
rff?. rr IISA +1.WA- 7;r,-1N9A

Control Structure Detailed Report: Control Structure-13
Outlet Structure (IDs and Direction)
Outlet ID Orifice - 1 Notes
Downstream ID Tallwater
Outlet Structure (Advanced)
Elevation (On) T 0.00 rt Elevation (Off) 0.00 ft
820,00
818.75
c
817.50
m
v 816.25
U
V) 815
.00
L
i�
16
813.75
G
4
a
812.50
811.25 L
0.00
0.10 0.20 0.30 0.40 0150 0160
Flow (fta /s)
ATINC TABLE FOR ONE OUTLET TYPE
tructure ID = Orifice - 1 (Orifice - Circular)
! 1pstream ID = (Pond Water Surface)
lownstream ID = Tallwater (Pond outfall)
Water Surface Flaw Tailwater Elevation Convergence Error Computation Messages
Elevation (ft3/s) (ft) (ft)
(ft)
812.36
0.00
812.00
0.00
Upstream HW & DNstreamTW { InV.El
812,50
0.03
812.00
0.00
CRIT.DEPTH CONTROL Vh- 038ft
Dcr= .102ft CRIT.DEPTH Hev= .00ft
813.06
0.18
812.00
0.00
H =58
813.76
0.27
812.00
0.00
H =1.28
814.46
0.33
812.OD
0.00
H =1.98
815.16
0.39
812.00
0.00
H =2.68
815.19
0.39
812.00
0.00
H =2.71
815.86
0.43
812.00
0.00
H =3.38
816.56
0.48
812.00
0.U0
H =4.08
817.26
152
812.00
0.00
H =4.78
817.96
0.55
812.00
0.00
H =5.48
818.66
0.59
812.00
0.00
H =6.18
818.86
0.60
812.00
0.00
H =6.38
819.36
0.62
812.00
0.00
H =6.88
819.65
0.631
812.00 1
0.00 1
H =7.17
Bentley CIMIStorm VBi ($ELECTsefles 2)
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nR7frR LISA +1- 7n;i- 7!5E -lfiftfi

Control Structure Detailed Report." Control Structure-13
'ATING TABLE FOR ONE OUTLET TYPE
structure ID - Orlflee - 1 (Orifice - Circular)
1pstrearrl ID = (Pond Water Surface)
)ownstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tallwater Elevation Convergence Error Computation Messages
Flevation (w /s) (ft) (ft)
(ft)
812.36
0.00
812.36
0.00
Upstream HW & DNstream TW < Inv.El
812.50
0.00
812,50
100
CRIT.DEPTH CONTROL Vh= .038ft
812.50
0103
812.35
0.00
Dcr= .102ft CR[T.DEPTH Hev= .00R
813.06
0.18
812.36
0.00
H =.58
813,76
0.27
812.36
0.00
H =1.28
814.46
0.33
812.36
0.00
H =1.98
815.16
0.39
812.36
0.00
H =2.68
815,19
0.39
812.36
0.00
H =2.71
815.86
0.43
812.36
0.00
H =3.38
816.56
0.48
812,36
0.00
H =4.08
817.26
0.52
812.36
0.00
H =4.78
817.96
0.55
812,36
0A0
H =5,48
818.66
0.59
812.36
0.00
H =6,18
818.86
0.60
812,36
0.00
H =6.38
819.36
0.62
812.36
0.00
H =6.88
819.65
0.63
812.36
0,00
1 H 4.17
RATING TABLE FOR ONE OUTLET TYPE
tructure ID = Orifice - 1 (Orifice - Circular)
Upstream ID (Pond Water Surface)
lownstream ID = Tallwater (Pond Outfall)
Water Surface Flow Tallwater Elevatlon Convergence Error Computation Messages
Elevation YON (ft) (ft)
(ft)
812.36
0100
812.50
0.00
REVERSE; Flow is closed off
812.50
0.00
812,50
100
HW = TW elev
813.06
0.18
812.50
0.00
H =.56
813.76
0.27
812.50
0,00
H =1,26
814.46
0.33
812.50
0.00
H =1.96
815.16
0.39
812.50
0.00
H =2,66
815.19
0.39
812,50
0.00
H =2,69
815.86
0.43
812.50
0.00
H =336
816.56
OAS
812,50
0,00
H =4.06
817.26
0.52
812,50
0.00
H =4.76
817.96
0.55
812,50
0.00
H =5.46
N 818.66
0.59
812.50
0.00
H =6.16
818.86
0.60
812.50
0.00
H =6.36
819.36
0.52
812.50
0.00
H =6.86
t - 819.65
0.631
812.50
0.00
1 H =7.15
Outlet Structure (Convergence Tolerances)
Outlet Structure Type Weir Weir Coefficient
Flaw Direction forward Flow Rectangular Welr
Only
Weir Type Rectangular Welr Length
Wefr
3.00 ft ^(1 /2)Js
5upressed
I► &*110
Bentley ClvilStorm Vai (SELECTserlaS 2)
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10/2/2012 27 SlHmon Company Orive Suite 200 W Watertown, CT Page 5 6112
06795 USA +1.7.03-755 -1068

Control Structure Detailed Report: Control Structure-13
Outlet Structure (Convergence Tolerances)
Elevation 818,86 ft
Outlet Structure (IDs and Direction)
Outlet ID Weir - i Notes
Downstream ID Tallwater
Outlet Structure (Advanced)
Elevation (On) 0100 ft Elevation (off) 0.00 ft
Outlet Structure (Weir)
Vary Coefficient with Depth False
Outlet Structure (Weir, Advanced)
user Deflned Table False
820.00
818.75
Z
C
a 817.50
a
v 815.25
u
815.00
L
A-+
813.75
C
b
a
812.50
0,00 5.00 10.00 15.00 20.00 25,00 30,00 35.00 40.00 45,00
Flow (ft3 /s)
RATING TABLE FOR ONE OUTLET TYPE
tructure ID = Weir - 1 (Rectangular Weir)
...------------------------------------
Upstream ID = (pond Water Surface)
") ownstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation (ry /s) (ft) (ft)
(ft)
812.36
0.00
812.00
0.00
HW & TW below Inv.El,= 818.850
812.50
0.00
812.00
0.00
HW & TW below Inv.El,= 818.860
813.06
0.00
812,00
0.00
HW & T4,N below Inv.El.= 818.860
813.76
0100
812,00
0.00
HW & TW below 1nv,El. =818.860
814.46
0.00
812.00
0.00
HW & TW below Inv.El.= 818,$60
815.15
0.00
812,00
0.00
HW & TW below Inv.El.= 818.860
815.19
0.00
812,00
0.00
HW & TW below Inv,El.= 818.860
815,86
0.00
812.00
0.00
HW &TW below Inv.El.= 818.850
616,56
0,00
812.00
0,00
HW & TW below Inv,El. =818.860
Bentley ClvllStorm VBi (5ELECT$eries 2)
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Control Structure Detailed Report: Control Structure-13
tATING TABLE FOR ONE OUTLET TYPF
.atructure I0 = Weir - 1 (Rectangular Weir)
Jpstream ID = (Pond Water Surface)
)ownstrearn I0 = Tailwater (Pond Outfall)
Water Surface Flaw
Elevatlon MIN
(ft)
Tailwater Elevation Convergence Error Computation Messages
(ft) (ft)
817.25
0,00
512.00
0.00
HW & TW below Inv.El.= 818.860
817.96
0.00
812.00
0.00
HW & TW below Inv.El, =818.860
$18,66
0,00
812.00
0.00
HW & TW below Inv.El, =818.860
818.66
0.00
812.00
0.00
H =,00; Htw =,00; Qfree =.00;
819.36
23,32
812.00
0,00
H =.50; Htw =,00; Qfree=23.32;
819.65
46.32
812.00
0.00
H =.79; Htw =.00; Qfree= 46.32;
ATING TABLE FOR ONE OUTLET TYPE
i'tructure I0 = Weir -I (Rectangular Weir)
' Ipstrearrl ID = (Pond Water Surface)
lownstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation MYS) (ft) (ft)
(ft)
812,36
0.00
812,36
4.00
IOW & TW below Inv.El,= 818,860
812.50
0.00
812.36
0.00
HW & TW below Inv.El,= 815.560
813.06
0.00
612.36
0.00
HW & TW below Inv,El,= 818.860
813.76
0.00
812.36
0.00
HW & TW below Inv.El. =818,860
814.46
0.00
612.35
0.00
HW & TW below Inv.El.= 818.850
815,16
0.00
812.36
0,00
HW & TW below Inv,El,= 818.860
815,19
0.00
812.36
0.00
HW &TW below Inv.El.418.860
515,86
0,00
812.36
0.00
HW & TW below Inv.El.=818.860
816,56
0.00
812.36
0.00
HW & TW below Inv.El.= 818.860
$17.26
0.00
512.36
0.00
HW & TW below Inv. El. = 815.860
817.96
0.00
812.36
0,00
HW & TW below Inv,El,= 616.860
818.65
0.00
812.36
0.00
HW & TW below 1nv,EL =818,860
815.86
0.00
812.36
0.00
H-.00; Htw�=.00; Qfree =.00;
819.36
23.32
812,36
0.00
H =50; Htw =,00; Qfree =23.32;
819.65
46,321
812.361
a.a0
H =.79; Htw =.00; Qfree =46.32;
RATING TABLE FOR ONE OUTLET TYPE
f-tructure ID = Weir - I (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevatlon Convergence Error Computation Messages
Elevation (ft"Is) (ft) (ft)
(ft)
817.36
0.00
812.50
0.00
REVERSE: Flow is closed off
612.50
0.00
512.50
0.00
HW & TW below Inv.El,= 818,560
513.06
0.00
812.50
0.00
HW & TW below Inv.El.= 818.860
813.76
0.00
612,50
0.00
HW & TW below Inv.El.= 818.860
814.45
0,00
512,50
0.00
HW & TW below Inv.El.= 818.560
815.16
0.00
812,50
0.00
HW & TW below Inv.El, =818,860
815,19
0.00
812,50
0.00
HW & TW below InvZ. =816.860
Bentley ClvilSlorm V81 (SELECTseries 2)
1238x0 Drainage rsd Bentley Syslems, Inc. Haestad Methods Solution Center (08.11 02.76]
101212012 27 Siemon Company Drive Suite 200 W Watertown. CT Page 7 of 12
06795 USA [phone]

Control Structure Detailed Report: Control Structure-13
r�ATINC TABLE FOR ONE OUTLET TYPE
Structure ID = Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
mwnstream ID = Tailwater (Pond Outfall)
Water Surface
Flow
Tallwater Elevation
Convergence Error Computation Messages
Elevation
(ft3/5)
(R)
(ft)
(ft)
815.86
0,00
612.50
0.00 HW & TW below Inv.El.= 818.860
816.56
0.00
812.50
0.00 HW & TW below Inv.EI.= 816.860
817.26
0.00
812.50
100 HW &TW below Inv, E1.= 918,860
817.96
0.00
812,50
0,00 HW &TW below Inv. El. m 816,860
818.66
0.00
812,50
0,00 HW & TW below Inv. El. = 818,860
818,86
0.00
812.50
0100 H =.00; Htw =,00; Qfree =,00;
819.36
23.32
812,50
0.00 H =.50; Htw -,00; Qfree= 23,32;
819,65
46.321
61250 1
0,00 1 H =.79; Htvv =,00; Qfree= 46.32;
Outlet Structure (Convergence Tolerances)
Outlet Structure Type
Orifice
Elevation
815.19 ft
Forward Flow
Orifice Area
7,64 ft2
Flow Direction
Only
Orifice Type
Area Orifice
Orifice Orientation Perpendicular
Qrlffte
Number of Openings
1
Datum 8levatlon
815.19 ft
Orifice Coefficlent
0160
Tap Elevation
818,86 ft
Outlet Structure (IDs and Direction)
Outlet ID
Orifice - 2
Notes
Downstream ID
Tailwater
dutlet Structure (Advanced)
Elevation (On)
0,00 ft
Elevation (Off)
0,00 rt
820,00
s1s.75
r-
a 817.50
m
w
816,25
U
ro
915.00
ra
m
b
813.75
C
0
812.50
811.25 L.
0.00
10.00 20.00 30.00 40.00 50.00 60.00 70.00
Flow (fOfs)
Bentley CMISlorm Val (SELF= CTseries 2)
2382A_Dreinage,csd Bentley Systems, Inc, Haeslad Methods Solution Center 106.11 02.751
101212012 27 Siemon Company Drive Suite 20C W Walerlown, CT Page 8 of 12
06795 t15A 41- 203 - 755.1666

Control Structure Detailed Report: Control Structure-113
tATING TABLE FOR ONE OUTLET TYPE
ztructure ID = Orifice - 2 (Orifice -Area)
Jpstream ID = (Pond Water Surface)
)ownstream ID Tallwater (Pond Outfall)
Water 5urrace Flow Tallwater Elevation Convergence Error Computation Messages
Elevation VV /s) UQ (ft)
(ft)
81236
0.00
8120
0,00
HW &TW below Invert
812,50
0100
812.00
0.00
HW & TW below Invert
813.06
0.00
812.00
0.00
HW & TW below Invert
81316
0.00
81100
0.00
HW &TW below Invert
$14.46
0.00
812.00
0.00
HVY & TW below invert
815.16
0,00
81100
0.00
HW & TW below Invert
815.19
0.00
$12,00
0.00
Hl =,00; Ht =3.67; Qt=70.40
615.86
12.80
812.00
0,00
HI =.67; Ht =3.67; Qt =70,40
81656
26.24
812.00
0.00
H1 =1.37; Ht =3.67; Qt =70.40
817.26
39.68
812.00
0.00
Hi=2.07; Ht =3.67; Qt -70,40
817.96
53.12
812.00
0.00
Hi =2.77; Ht =3.67; Qt =70.40
818,66
66,56
812.00
0.00
1­11 =3.47; Ht =3.67; Qt =70.40
$18.85
70.40
812.00
0,00
Fl =3,67
819,36
75.05
812,00
0.00
H =4.17
819.651
77.62
812.00
0.00 1
H =4.46
RATING TABLE FOR ONE OUTLET TYPE
- tructure Ill = Orifice - 2 (Orifice Area)
--------------------------------------
Upstream ID (Pond Water Surface)
r?ownstream ID = Tallwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error Computation Messages
Elevation (V /s) (ft) (ft)
(ft)
812.36
0.00
812.36
0.00
HW &TW below Invert
812.50
0.00
812.36
0.00
HW & TW below Invert
813,06
0.00
812.36
0.00
HW & TW below Invert
813.76
0.00
812.36
0,00
HW & TW below Invert
814.46
0.00
612,36
0.00
HW & TW below Invert
815,16
0.00
812.36
0.00
HW & TW below Invert
815.19
0.00
812.36
0100
1­11 =.00; Ht =3.67; Qt =70. 0
815.86
12.80
812,36
0.00
H1 =.67; Ht =3.67; Qt =70.40
816,56
26.24
812.36
0.00
H1 =1.37; Ht =3.67; Q1=70.40
$17.26
39.68
812.36
0.00
H1 =2.07; Ht =3.67; Qt =70.40
817.96
53.12
812.36
0.00
1­11�2.77; HtT3.67; Qt =70.40
818.66
66.56
817.36
0.00
Hi =3.47; Ht =3.67; Qt =70.40
818.86
70.40
81236
0,00
H =167
819.36
75.05
812,36
0,00
H =4.17
819.65
77,621
812,36
0.00 1
H =4.46
ATING TABLE FOR ONE OUTLET TYPE
Structure ID = Orifice - 2 (Orifice -Area)
pstream ID = (Pond Water Surface)
- ownstream ID = Tallwater (Pond Outfall)
l3enitey CIVUStarm VBi (8lPLLCTserie9 2)
_.;2382q Drainage.CSd Bentley Systerns, Inc. Hasslad Methods Solution Center [08,11 02,75]
101212012 27 Slemon Company Onve Suite 200 W Watertown, CT page 9 of 12
RR78L 4§QIL ai Will 7aa iRRF.

Control Structure Detailed Report: Control Structure -13
EATING TABLE FOR ONE OUTLET TYPF
.structure ID = Orifice - 2 (Orifice -Area)
)Pstream ID = (Pond Water Surface)
)ownstream ID = Tailwater (Pond Outfall)
Water Surface Flaw Tallwater Elevation Convergence Error Computation Messages
Flevation (w/s) (ft) (ft)
(ft)
812.36
0.00
812.50
0.00
RE=VERSE: Flaw Is closed off
812.50
0.00
812,50
0,00
HW & TW below invert
813,06
0100
812.50
0,00
HW & TW below Invert
813.76
0.00
812.50
0,00
HW & TW below invert
814,46
0.00
812.50
0.00
HW & TW below invert
815,16
0,00
$12.50
0.00
HW & TW below invert
815.19
0.00
81150
0.00
1-11=.00; Ht =3,67; Qt =70.40
815,86
12,80
812.50
0.00
Hi =.67; Ht =3.67; Qt =70.40
816.56
26.24
812.50
0.00
HI =1.37; Ht =3,67; Qt =70.40
817.26
39.68
812.50
0.00
HI =2.07; Ht =3.67; Qt =70.40
817.96
53,12
812.50
0.00
H( =2.77; Ht =3.67; Qt =70.40
818.66
66,56
812.50
0.00
1-11 =3A7; Ht =3,67; Qt =70.40
818.86
70.40
812.50
0.00
H =3.67
819.36
75.05
812,50
0.00
H =4.17
819,651
71,621
812.30
0.00
H =4.46
Bentley CivilStorm V81(SELECTsenes 2)
_J23320_Drainage,esd Bentley Systeme, Inc. Haestad Methods Solution Center (09 11 02.75)
10/212012 21 Siemon Company Drive Suite 200 W Watertown, CT Page 10 of 12
nA?Qq IIgA *1- 7n1.7R+i0RAA

Control Structure Detailed Report: Control Structure-B
Composite Mating Table
ailwater Elevation = 812.00 ft (Control Structure -B)
Water Surface Flow Tallwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
812.36
0.00
812.00
0.00
None Contributing
812.50
0.03
812.00
0.00
Orifice - 1
613,06
0.18
812100
0.00
Orifice - 1
813.76
0.27
812.00
0.00
Orifice - 1
614,16
0.33
812,00
0,00
Orifice - 1
$15.16
0.39
812,00
0,00
Orifice - 1
815,19
0,39
812.00
0.00
Orifice - 2 + Orifice - 1
815.66
13,23
812.00
0,00
Orifice - 2 + Orifice - 1
816.56
26.77
812.00
0.00
Orifice - 2 + Orifice - 1
817.26
40.20
812.00
0.00
Orifice - 2 + Orifice - 1
817.96
53,67
812.00
0.00
Orifice - 2 + Orifim - 1
818.66
67.15
812.00
0.00
Orifice - 2 + Orifice - 1
818.86
71.00
812,00
0.00
Orifice - 2 + Weir - 1 + Fuser - 1 +
Orifice - 1
819.36
122.32
812.00
0.00
Orifice - 2 + Weir - I + Riser - 1 +
Orifice - 1
819.65
170.90
812.36
0.00
Orifice - 2 + Weir - 1 + Riser - 1 +
819.65
170.90
812.00
0.00
Orifice - i
Composite Rating Table
ailwater Elevation = 812.36 ft (Control Structure -6)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
Contributing Structures
812.36
0.00
812.36
0.00
None Contributing
812.50
0.03
812.36
0.00
Orifice - I
813.06
0118
812.36
0.00
Orifice -1
813.76
0.27
812.36
0.00
Orifice - 1
814.46
0.33
812.36
0.00
Orifice - 1
815.16
0.39
812,36
0.00
Orifice - 1
815.19
0.39
612.36
0.00
Orifice - 2 + Orifice - 1
815.86
13.23
612,36
0.00
Orifice - 2 + Orifice - 1
816.56
26,72
812.36
0.00
Orifice - 2 + Orifice- 1
817.26
40.20
812.36
0.00
Orifice - 2 + Orifice - 1
817.96
53,67
812.36
0.00
Orifice - 2 + Orifice - 1
818.66
67,15
812.36
0.00
Orifice - 2 + Orifice - 1
818.86
71.00
812.36
0.00
Orifice - 2 + Weir - 1 + Riser - 1 +
Orifice - 1
819.36
122.32
812.36
0.00
Orifice - 2 + Weir - 1 + Riser - 1 +
Orifice - 1
819.65
170.90
812.36
0.00
Orifice - 2 + Weir - 1 + Riser - i +
Orifice - 1
Composite Rating Table
"ailwater Elevation = 812.50 ft (Control Structure -8)
Water Surface Flow Tallwater Elevation Convergence Error
Elevation OVA (ft) (ft)
(ft)
Contributing Structures
812,36
0100
812.50
0.00
Orifice - 2
812,50
0.00
812.50
0.00
Orlfire - 1
813 -05
0.18
812.50
0.00
Orifice - 1
813.75
0.27
812.50
0.00
Orifice - 1
811,46
0.33
812.50
0.00
orifice - 1
815.16
0.39
812.50
0.00
Orifice - 1
1315.19
0.39
812.50
0.00
Orifice - 2 + Orifice - I
Benifey CiO!Aorm VBI (SELECTserles 2)
23620_Crainage.csd Beniley Systems, Mc. liaeslad Methods Solution Center 108 11.02 75]
131212012 27 Siemon Company Drive Suite M W Waiertown, CT Page 11 of 12
05795 USA +1.793.755 -1686

Control Structure Detailed Report: Control Structure-13
Composite Rating Table
f ailwater Elevation = 812.50 ft (Control Structure -B)
Water Surface
Flow Tallwater Elevation
Elevation
MIN (ft)
815,86
13.23
812.50
816,56
26.72
812.50
817.26
40.20
812.50
817,96
53,67
81250
818,66
67.15
812.50
618,86
71 A0
812,50
81936
122.32
812,50
819.65
170.89
812,50
820.00
BftS.1�
ZO 817.50
a 816.25
815.00
813.75
$12.50
811.25
Rating Curve
Convergence Error Contrlbuting Structures
(ft)
i
I
I
i
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140,00 160.00
Flow (ft3 /s)
0.00 Orifice - 2 + orifice - 1
0.00 Orifice - 2 + Orifice - 1
0.00 Orifice -2 + Orifice - 1
0.00 Orifice - 2 + Orifice - 1
0.00 Orifice - 2 + Orifice - 1
0,00 Orifice - 2 + Weir - 1 + Riser - 1 +
Orifice - i
0 0o Orifice - 2 + Weir - 1 + Riser - 1 +
Orlfte - 1
0100 Orifice - 2 + Weir - 1 + Riser - 1 +
Orifice - 1
Bentley CIvilStorm V8i (SELECTseries 2)
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101212012 27 Sismon Company Drive Suite 20 W waierlown, CT Page 12 of 12
nR7or, IlC4 +1- 7n%- 7F9.1r'iPR

Honda MRC Facility, Greensboro, NC
3323820
First flush basin calculation
Find Volume of Rainfall
area of site is: Area := 35.713-acre rainfall amount: i := 1,0. in
first flush basin volume is: Vol i-Area vo1 = 129638.2 tt3
Find elevation for required volume input data to matrix: Stage_Storage
set variables: X:= stage Storage Y := Stage—Storage 11:= rows(Stage_Storage)
enter degree of polynomial to fit: k:= 3
number of data points: n = 10 regress data: z:= regress(X,Y,k)
polynomial fitting function: fit(x) := inte,p(z,X,Y,x)
set variable; coeffs := submatrixl(z, 3, length (z) — 1,0, 0)
coefficient values are: coeffsT = (4.027 x 1011 -1.477 X 10' 1.804 x 10' -- 735.037)
_
Y(fit(X) — mean(Y)) 2
Rz value: = 0.99981802 Degrees of freedom: n - k -1 = 6
y(Y — ntcan(Y))2
Plots
a
no
3,6x105
3,2410 5
2.88x 105
2,52x 105
2,16x105
1.8x 105
1.44x 105
1.08x 105
7.2x 104
3.6x 104
V
812 813
+ + X -Y data
Least- square.% fit
Polynomial Regression of Y on X
814 815 816
Elevation (in feet)
i
812.36 0
813 838.94
814 17067.59
815 58584.34
816 115522,79
817 177924,49
818 243921.24
819 313 662.69
819.65 360987.18
819.79 372312.10.
817 818 819 Bryn

__3
4x
3.3x
2.6x
1,9x
1.2x
- 1.6x
- 2.3x
-3XLV
812 813 814 815 816 817
first flush volume req'd. (see calc. alcove): Vol = 129638.19 tt3
Honda MRO Facility, Greensboro, NC
33238 -20
Residual Plot
818
remove units:
819 820
XRV Vol
ft
3
4 ]2
guess value for elevation: nc�:= 817
1:= 10
solve for elevation: Given Vol = interp(z'X'Y,c) c a 857
,c,N= Find(O c = 816.281652
therefore, use: Vol) := interp(z, X, Y, 816.3 fivol) = 130777.34
Stage /storage relationship for pond shows required volume at approx. elevation of 816.28. Therefore, the
volume provided at elev, 816.30, 130840.85 cubic feet, is more than required.
7

define constants: fps
s
Honda MRO Facility, Greensboro, NC
33238 -20
cfs
3
s
Zw= tit(Vol)•f13 Vol = 130'177.34ft 3 required 1 inch rainfall volume (see calculation above)
pond surface area at elevation 816.3 A,:= 62787.76• fl2
Qd :_ Vol Qa = 1.514•cfs
24-hr
set desired trap ciliciency. E := 85, 11/a
set guess value for particle settling velocity: N%,:= 0.0004• '
calculate particle settling velocity provided in pond for 85% efficiency.
Given
A,= �Qu In( I — E)
W
A Find(w) w = 0.000046-fps
set specific weight and kinematic viscosity for water at 60 degrees P.
1i� - 5 lb -s - � it
-y, = 62.37• 3 µ := 2.359.10 . et a v :- 1.217-10 s
ft set particle specific gravity (quarts assumed): SG := 2.65
set guess value for particle size: dia .= 20•micron
calculate 85% efficiency particle size based on pond settling velocity provided:
Given
2 Stokes relationship, eqn. 7.4, Design Hydrology and Sedimentology for
W = 1 dia g (3G _ 1) Small Catchments, C.T. Haan, B.J. Barfield and J.C. Hayes, Academic
18 Press, Inc., San Diego, CA, 1994.
= Find(dia) dia = 4.187•micron 5 microns is break between silt & clay by AASHTO T -88
check that Reynolds number < 0.5
eqn, 7.3, Design Hydrology and Sedimentology for Small
w' d41 - 5 Catchments, G.T. Haan, B.J. Barfield and J.C. Hayes,
„ R, = 5.162 x 10 Academic Press, Inc., San Diego, CA, 1994.
therefore, pond will collect sediment dawn to 4.2 microns at 85% or greater efficiency

Calculate volume of concrete for riser
find volume; of riser:
riser invert and crest clevations arc;:
riser inside diameter is: ID = 84-in
riser outside diameter is:
vase in detention pond to prevent flotation.
crest 818.79•ft invr= 812.36•ft
Wall ;= ID + 1 •in
12
OD := ID + 2•(Wall) OD = 100 -in
riser bottom thickness is: botton, 8 -in
fired possible riser submerged heiP_ht: H := crest — invert H = 6.43 ft
2
find riser inside volume: riser,,oi -n-ID •H dser,,a1 = 247.46 ft3
ASSUMED: - weight of water = 62.4 lbs/cf
set variable: ;= 62.4• lb
ft 3
find bouyant foIce: Fbouyani ;= risel'vot' i Fbnuyant = 15441,22 ]b
ASSUMED: - weight of concrete = 4000 lbslcu.yd.
set vat'iable: w,,,,:= 4000. lb lb
yd 3 change units: w., = 148.15
ft 3
Find equivalent weight of concrete:
Ib
%quiv Wcaoc — Wcqui,, = 85.75• -
ft3
ASSUMED: - factor of safety = 1. l
Wcguiv W = 77.95• lb
1.1 ft3
find volume of concrete in riser bottom and sides:
OD2
bottom- vbotlom 4 •bottom
vbollom = 36.36 ft
2 2
sides: vsiaes fit OD — IT-ID .H vsides = 103.25 ft 3
eliminate concrete volume for boles:
vholes := Cz '[(3.5.ft)2 + (4•in) 2] + 2.083•ft-3.6b7•ft� Wal vholes = 11.56ft3
total- L VOSer Vbntlom + Vsides ` Vholes J vriser = 128 04 ft3
find required additional concrete volume;
Flrc>uyant
Volreq W - yriser 3.00
Vol 70.04 ft
ASSUMED: - additional volume attained by pouring concrete in bottoin of basis:
Concretedenlh ,= Vol "C Concretederiti, = 21.84-in Therefore, fill base with 22" min concrete
7r. I D2
4

APPENDIX I
PRE AND POST DEVELOPMENT
DRAINAGE MAPS

-,-----
(OCopyrIght 2012,Borge Waggoner Sumner & Connon,lnc.All

APPENDIX 2
SEDIMENT BASIN
CALCULATIONS

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BARGE, WAGGONER, SUMNER ANb CANNON, INC,

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APPENDIX 3
0 -YR STORM EVENT
CONTRIBUTING DRAINAGE AREAS

10 Year Storm Event
Honda MRO Facility
Label
Incremental
Contributing
Upstream
Area (AC)
Cumulative
Contributing
Upstream
Area (AC)
Start -node Id
Invert (Start) (ft)
Stop -node Id
Invert (Stop) (ft)
Length
(Scaled) (ft)
Constructed
Slope ( %)
Diameter
(in)
Manning's n
Capacity
(Full) (ft3 /s)
Flow
(Maximum)
(ft3 /s)
Velocity
(Maximum)
(ft /s)
CO -2
0.468
0.468
MH -9
877.21
MH -13
876.83
76.19
0.50
15
0.013
4.56
1.72
3.47
CO -3
0.038
0.506
MH -13
876.73
CB -1
876.28
89.81
0.50
15
0.013
4.57
1.86
3.54
CO -4
0.121
0.627
CB -1
876.03
MH -1
875.63
79.86
0.50
18
0.013
7.43
2.11
3.61
CO -5
0.062
0.062
CB -2
876.94
MH -1
876.46
95.56
0.50
8
0.012
0.93
0.23
2.15
CO -6
0.000
0.689
MH -1
875.53
CB -3
875.34
36.98
0.51
18
0.013
7.53
2.34
3.16
CO -63
0.067
0.067
MH -14
876.43
CB -3
876.13
61.90
0.48
8
0.012
0.91
0.24
2.18
CO -7
0.154
0.910
CB -3
875.24
CB -4
874.83
80.86
0.51
18
0.013
7.48
3.14
4.05
CO -64
0.263
0.263
CB -44
874.99
CB -4
874.73
53.38
0.49
18
0.013
4.51
0.85
2.81
CO -8
0.109
1.282
CB -4
871.68
CB -5
871.26
82.62
0.51
18
0.013
7.49
4.35
4.45
CO -9
0.008
1.290
CB -5
871.16
MH -2
870.60
88.58
0.63
18
0.013
8.35
4.38
4.78
CO -10
0.375
0.375
MH -3
878.00
MH -2
877.67
87.90
0.38
12
0.012
2.36
1.38
3.24
CO -65
0.082
0.082
MH -15
878.45
MH -2
878.25
39.18
0.51
8
0.012
0.94
0.30
2.36
CO -11
0.000
1.747
MH -2
870.12
CB -6
869.44
134.46
0.51
24
0.013
16.09
6.06
4.33
CO -12
0.140
0.140
CB -7
873.63
CB -6
873.43
39.59
0.51
15
0.013
4.59
0.51
2.44
CO -13
0.256
2.143
CB -6
869.34
CB -8
868.98
72.00
0.50
24
0.013
16.00
7.41
4.78
CO -14
0.211
2.354
CB -8
868.88
CB -9
868.52
72.00
0.50
24
0.013
16.00
8.13
4.13
CO -15
0.169
0.169
CB -10
873.30
CB -9
873.10
39.74
0.50
15
0.013
4.58
0.61
2.58
CO -16
0.206
2.729
CB -9
868.42
CB -11
868.06
72.00
0.50
24
0.013
16.00
9.46
5.33
CO -17
0.168
2.897
CB -11
867.96
CB -12
867.60
72.00
0.50
24
0.013
16.00
10.03
5.42
CO -19
0.213
0.213
CB -14
873.98
CB -12
873.62
72.00
0.50
15
0.013
4.57
0.74
2.72
CO -18
0.210
3.320
CB -12
867.10
CB -13
866.90
39.74
0.50
30
0.013
29.09
11.49
5.36
CO -20
0.156
3.476
CB -13
866.80
CB -15
865.15
200.24
0.82
30
0.013
37.23
12.05
6.76
CO -21
2.661
2.661
CB -16
873.64
CB -17
872.89
150.00
0.50
24
0.013
16.00
9.69
3.08
CO -22
1.292
3.953
CB -17
872.79
CB -18
872.04
150.00
0.50
24
0.013
16.00
14.22
4.53
CO -23
1.366
5.319
CB -18
871.54
MH -4
870.65
177.37
0.50
30
0.013
29.05
21.17
4.31
CO -24
0.000
5.319
MH -4
870.55
MH -5
869.85
134.52
0.52
30
0.013
29.59
21.16
4.31
CO -25
0.468
0.468
MH -10
877.40
MH -5
876.47
185.30
0.50
15
0.013
4.58
1.72
3.45
CO -26
0.000
5.787
MH -5
869.75
CB -20
869.54
44.37
0.47
30
0.013
28.22
22.87
5.04
CO -27
0.129
0.129
CB -19
877.26
CB -20
876.66
58.82
1.02
12
0.013
3.60
0.47
3.12
CO -28
0.199
0.199
MH -6
877.40
CB -20
876.81
117.15
0.50
15
0.013
4.58
0.73
2.71
CO -29
j 0.000
6.115
CB -20
869.44
CB -21
869.04
79.89
0.50
30
0.013
29.02
24.08
6.27
CO -30
0.018
0.018
CB -22
873.61
CB -21
872.86
149.07
0.50
15
0.013
4.58
0.07
1.24
CO -31
0.496
6.629
CB -21
868.94
CB -23
867.89
109.96
0.95
30
0.013
40.08
25.96
8.27
CO -32
0.210
0.210
MH -7
877.65
MH -8
877.18
92.94
0.51
12
0.012
2.74
0.77
2.97
CO -33
0.190
0.400
MH -8
876.93
CB -23
874.66
181.72
1.25
15
0.013
7.22
1.47
4.59
CO -34
0.041
7.070
CB -23
867.79
CB -15
865.15
170.10
1.55
30
0.013
51.10
27.58
10.60
CO -35
0.408
10.954
CB -15
864.65
CB -24
858.61
112.01
5.39
30
0.013
95.24
41.11
18.67
CO -36
0.360
11.314
CB -24
858.51
CB -25
851.60
149.99
4.61
30
0.013
88.03
41.84
17.69
C0-37
0.100
11.414
CB -25
851.50
CB -26
844.10
150.00
4.93
30
0.013
91.10
42.20
18.19
CO -38
0.105
11.519
CB -26
844.00
CB -27
836.65
150.00
4.90
30
0.013
90.79
42.58
18.18
LEGEND:
CO
CONDUIT (PIPE)
MH
MANHOLE
CB
CATCH BASIN
CS
CROSS SECTION (node)
CH
CHANNEL
PO
POND
OF
OUTFALL
OS
OUTLET STRUCTURE

10 Year Storm Event
Honda MRO Facility
Label
Incremental
Contributing
Upstream
Area (AC)
Cumulative
Contributing
Upstream
Area (AC)
Start -node Id
Invert (Start) (ft)
Stop -node Id
Invert (Stop) (ft)
Length
(Scaled) (ft)
Constructed
Slope ( %)
Diameter
(in)
Manning's n
Capacity
(Full) (ft3 /s)
Flow
(Maximum)
(ft3 /s)
Velocity
(Maximum)
NO
CO -39
0.100
11.619
CB -27
836.55
CB -28
829.10
150.00
4.97
30
0.013
91.41
42.95
18.31
CO -40
0.097
11.716
CB -28
829.00
CB -29
824.10
150.00
3.27
30
0.013
74.13
43.31
15.67
CO -41
0.109
11.825
CB -29
824.00
CB -30
822.10
82.46
2.30
30
0.013
62.26
43.71
13.74
CO -42
0.075
11.900
CB -30
822.00
MH -11
818.10
38.29
10.18
30
0.013
130.89
44.00
24.30
CH -2
0.163
0.163
CS -3
832.00
CS -4
830.67
202.83
0.66
N/A
0.030
N/A
0.43
0.75
CH -3
1.066
1.229
CS -4
830.67
CS -5
829.34
198.43
0.67
N/A
0.030
N/A
3.13
1.45
CH -4
2.321
3.550
CS -5
829.34
CS -6
828.00
202.53
0.66
N/A
0.030
N/A
9.38
1.94
CH -5
0.623
4.173
CS -6
828.00
CS -7
826.67
199.59
0.67
N/A
0.030
N/A
10.84
2.02
CH -6
0.787
4.960
CS -7
826.67
CS -8
826.06
81.57
0.75
N/A
0.030
N/A
12.52
2.16
CH -7
0.859
5.819
CS -8
826.06
CS -9
825.45
82.68
0.74
N/A
0.030
N/A
14.39
2.25
CH -8
0.236
6.055
CS -9
825.45
CS -10
824.00
211.86
0.68
N/A
0.030
N/A
14.91
1.96
CH -9
0.412
6.467
CS -10
824.00
CS -11
823.00
74.97
1.33
N/A
0.030
N/A
28.48
2.99
CH -10
0.198
6.665
CS -11
823.00
CS -12
819.00
300.11
1.33
N/A
0.030
N/A
30.91
0.79
CH -13
0.307
6.972
CS -12
819.00
CS -25
817.43
117.66
1.33
N/A
0.030
N/A
31.79
0.33
CH -11
8.569
8.569
CS -14
823.00
CS -15
821.34
331.83
0.50
N/A
0.030
N/A
29.20
0.34
CH -12
0.000
8.569
CS -15
821.34
CS -25
817.43
373.16
1.05
N/A
0.030
N/A
29.15
0.34
CH -20
0.000
15.541
CS -25
817.43
4'x4' Box
817.27
22.88
0.70
N/A
0.030
N/A
59.63
0.51
4'x4'
0.000
15.541
4'x4' Box
817.27
4'x4' Box
817.08
58.23
0.33
-
-
104.47
60.89
5.11
CO -61
0.102
0.102
CB -43
821.96
CB -42
821.21
150.00
0.50
15
0.013
4.57
0.37
2.21
CO -60
0.100
0.202
CB -42
821.11
CB -41
820.36
150.00
0.50
15
0.013
4.57
0.74
2.71
CO -59
0.099
0.301
CB -41
820.26
CB -40
819.51
150.00
0.50
15
0.013
4.57
1.11
3.05
CO -58
0.104
0.405
CB -40
819.41
CB -39
818.65
151.50
0.50
15
0.013
4.57
1.47
1.50
CO -57
0.061
0.466
CB -39
818.55
CB -38
818.08
92.99
0.51
15
0.013
4.59
1.67
1.36
CO -56
0.058
0.524
CB -38
817.98
4'x4' Box
817.70
55.95
0.50
15
0.013
4.57
1.88
1.53
4'x4'
0.000
27.965
4'x4' Box
817.08
OF- 2/PO -1
817.00
24.81
0.32
-
-
103.86
102.30
9.13
PO -1
20.238
48.203
812.36
CO -54
0.000
OS -1
812.36
OF -3
812.20
32.64
0.49
42
0.013
70.43
39.68
7.53
CO -66
0.161
0.161
CB -45
818.11
CB -46
815.13
141.36
2.11
15
0.013
9.38
0.59
4.18
CO -67
0.140
0.301
CB -46
815.03
CB -47
813.05
104.08
1.9
15
0.013
8.91
1.11
4.89
CO -68
0.099
0.400
CB -47
812.95
CB -48
811.07
99.16
1.9
15
0.013
8.89
1.47
5.32
CO -69
0.128
0.528
CB -48
810.97
CB -49
810.32
76.87
0.85
15
0.013
5.94
1.94
1.85
CO -72
0.100
0.100
CB -51
819.74
CB -52
813.61
164.83
3.72
15
0.013
12.46
0.37
3.09
CH -21
0.682
0.682
CS -27
828.00
CS -28
827.00
215.73
0.46
N/A
0.030
N/A
1.32
0.95
CH -22
0.714
1.396
CS -28
827.00
CS -29
826.00
38.31
2.61
N/A
0.030
N/A
2.67
2.53
CH -24
0.570
1.966
CS -29
826.00
CS -30
819.00
279.89
2.50
N/A
0.030
N/A
3.79
2.43
CH -26
0.402
2.368
CS -30
819.00
CS -31
816.00
120.33
2.49
N/A
0.030
N/A
4.63
2.61
CH -27
0.898
3.266
CS -31
816.00
CS -26
813.79
88.17
2.51
N/A
0.030
N/A
6.01
1.25
CO -75
0.000
3.266
CS -26
814.34
CB -52
813.61
44.48
1.64
15
0.013
8.28
5.57
4.54
CO -73
0.079
3.445
CB -52
813.61
CB -53
812.03
67.7
2.33
15
0.013
9.87
6.34
5.16
SB -2
4.330
4.330
N/A
N/A
CB -53
N/A
N/A
N/A
N/A
N/A
N/A
12.02
N/A
CO -74
0.037
7.812
CB -53
811.28
CB -49
810.32
81.24
1.18
24
0.024
13.32
18.46
5.88
CO -70
0.213
8.553
CB -49
810.22
CB -50
809.59
54.39
1.16
24
0.024
13.19
20.72
6.6
CO -71
0.044
8.597
CB -50
809.49
OF -4
809.05
32.44
1.36
24
0.013
26.35
21.02
9.5
CO -76
0.114
0.114
CB -54
808.69
CB -55
808.31
76.00
0.50
1 18
0.013
7.43
0.42
2.23
CO -77
0.388
0.502
CB -55
808.21
OF -5
808.02
22.34
0.85
18
0.013
9.69
1.85
4.2
LEGEND:
CO
CONDUIT (PIPE)
MH
MANHOLE
CB
CATCH BASIN
CS
CROSS SECTION (node)
CH
CHANNEL
PO
POND
OF
OUTFALL
OS
OUTLET STRU CTU RE