20161000 Ver 1_401 Application_20161016

V
GE1 Consultants
c, c �
Consulting September 21,2016 1
I`Ilginccrs and Project 1515570
Scientists
Ms. Karen Higgins Q
NC Division of Water Resources pi s 1 000
401 &Buffer Permitting Branch
512 North Salisbury Street, Suite 242E
Raleigh,North Carolina 27604
Re: 401 Water Quality Certification Application
Eco-Energy Charlotte Intermodal Facility Project,Charlotte, North Carolina
Dear Ms.Higgins,
GEI Consultants,Inc.,P. C.has been retained by Chambers Engineering,PA(CEPA)to assist
with the environmental permitting process for the proposed Eco-Energy Intermodal Facility
located in Charlotte,North Carolina.
The purpose of this project is to build an ethanol rail distribution terminal to facilitate ethanol
delivery through a more efficient use of rail capacity and pipeline transport. The proposed
facility will consist of a rail access line,rail offload yard,offload pump station,pipeline, support
facility and parking area,and stormwater management wet pond.
Enclosed please find the Application fee check for$570.00 and four copies of the following
documents for your review:
• Pre-Construction Notification(PCN)Form with Project Description Attachment
• Signed Agent Authorization Form
• Project Location Map
• USGS Topographic Map
• Aerial Map
• Overall Site Plan Drawing—2 copies of 24"x 36"; 4 copies of 11"x 17"
• NCDEQ Division of Mitigation Services In-lieu Fee Program Acceptance Letter
• NC Natural Heritage Program Determination Letter
• Freshwater Mussel Survey Report
• Three Copies of the Stormwater BMP Calculations Report and Design Drawings
• One Copy of USACE Jurisdiction Determination and Supporting Documentation
(Wetland Delineation Datasheets, Stream Assessment Datasheets)
www.geiconsultants.com GEI Consultants,Inc.,P.C.
110 Walt Whitman Road,Suite 204
Huntington Station,NY 11746
631.760.9300;fax [phone]

Ms.Karen Higgins -2- September 21, 2016
• CD with digital copies of all supporting documents listed above
A site specific environmental review request was submitted to the State Historic Preservation
Office(SHPO). Once the determination letter is received,we will forward it for your files.
If you have any questions,please do not hesitate contact me at 631479-3509;
ebrosnanAizeiconsultants.com.
Sincerely,
GEI CONSULTANTS, INC.,P. C.
Erin Brosnan
Ecologist/Restoration Specialist
EB:JS/gd
Enclosures
c: Stephen Chambers(CEPA)
Jamey Stynchula(GEI)
Mary Beth Billerman(GEI)
1:\Admin\Projects\Ecology\Chambers Paw Creek Charlotte NC\Pcrmit Application\DWQ PCN Cover Letter.docx

V
GE1 Consultants
Consulting September 21,2016
Rngineers and Project 1515570 V \�
Scientists /
Ms.Karen Higgins \ V
NC Division of Water Resources 1
401 &Buffer Permitting Branch
512 North Salisbury Street, Suite 242E
Raleigh,North Carolina 27604
Re: 401 Water Quality Certification Application
Eco-Energy Charlotte Intermodal Facility Project,Charlotte,North Carolina
Dear Ms. Higgins,
GEI Consultants, Inc., P. C. has been retained by Chambers Engineering,PA(CEPA)to assist
with the environmental permitting process for the proposed Eco-Energy Intermodal Facility
located in Charlotte,North Carolina.
The purpose of this project is to build an ethanol rail distribution terminal to facilitate ethanol
delivery through a more efficient use of rail capacity and pipeline transport. The proposed
facility will consist of a rail access line,rail offload yard,offload pump station,pipeline, support
facility and parking area,and stormwater management wet pond.
Enclosed please find the Application fee check for$570.00 and four copies of the following
documents for your review:
• Pre-Construction Notification(PCN)Form with Project Description Attachment
• Signed Agent Authorization Form
• Project Location Map
• USGS Topographic Map
• Aerial Map
• Overall Site Plan Drawing—2 copies of 24"x 36"; 4 copies of 11"x 17"
• NCDEQ Division of Mitigation Services In-lieu Fee Program Acceptance Letter
• NC Natural Heritage Program Determination Letter
• Freshwater Mussel Survey Report
• Three Copies of the Stormwater BMP Calculations Report and Design Drawings
• One Copy of USACE Jurisdiction Determination and Supporting Documentation
(Wetland Delineation Datasheets, Stream Assessment Datasheets)
www.geiconsultants.com GEI Consultants,Inc.,P.C.
110 Walt Whitman Road,Suite 204
Huntington Station,NY 11746
631.760.9300;fax [phone]

Ms.Karen Higgins -2- September 21,2016
• CD with digital copies of all supporting documents listed above
A site specific environmental review request was submitted to the State Historic Preservation
Office(SHPO). Once the determination letter is received,we will forward it for your files.
If you have any questions,please do not hesitate contact me at 631479-3509;
ebrosnan(d)geiconsultants.com.
Sincerely,
GEI CONSULTANTS, INC.,P. C.
Erin Brosnan
Ecologist/Restoration Specialist
EB:JS/gd
Enclosures
c: Stephen Chambers(CEPA)
Jamey Stynchula(GEI)
Mary Beth Billerman(GEI)
IaAdminNProjects�Ecology\Chambers Paw Creek Charlotte NC\P=it Application\DWQ PCN Cover Letter.docx

f
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s)of approval sought from the Corps: ® Section 404 Permit ❑ Section 10 Permit
1 b.Specify Nationwide Permit(NWP)number: #39 or General Permit(GP)number.
1c. Has the NWP or GP number been verified by the Corps? Yes ❑ No
1d. Type(s)of approval sought from the DWQ(check all that apply):
® 401 Water Quality Certification—Regular ❑ Non-404 Jurisdictional General Permit
❑ 401 Water Quality Certification—Express ❑ Riparian Buffer Authorization
le. Is this notification solely for the record For the record only for DWQ For the record only for Corps Permit:
because written approval is not required? 401 Certification:
❑Yes ® No ❑Yes ®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 © Yes ❑No
or in-lieu fee program.
1g. Is the project located in any of NC's twenty coastal counties. If yes,answer 1 h ❑ Yes ®No
below.
1 h.Is the project located within a NC DCM Area of Environmental Concem(AEC)? ❑Yes ® No
2. Project Information
2a. Name of project: Eco-Energy Charlotte Intermodal Facility
2b. County: Mecklenburg
2c. Nearest municipality/town: Charlotte
2d. Subdivision name: N/A
2e. NCDOT only,T.I.P.or state project no:
3. Owner Information
3a. Name(s)on Recorded Deed: Improvement Co(The)Atlantic Land
3b. Deed Book and Page No. 03378-291
3c. Responsible Party(for LLC if TRANSFLO Terminal Services, Inc.
applicable):
3d. Street address: 500 Water Street,#1208
3e. City,state,zip: Jacksonville,Florida 32202-4423
3f. Telephone no.: 904-359-1323
3g. Fax no.:
3h. Email address:
Page 1 of 10
PCN Form—Version 1.4 January 2009

4. Applicant Information(if different from owner)
4a. Applicant is: ❑ Agent ®Other,specify: Leasee
4b. Name: Chadwick Conn
4c. Business name Eco-Energy Inc.
(if applicable):
4d. Street address: 725 Cool Springs Blvd.Suite 500
4e. City,state,zip: Franklin,Tennessee,37067
0. Telephone no.: 615-786-0401
4g. Fax no.:
4h. Email address: [e-mail]
5. Agent/Consultant Information(if applicable)
5a. Name: Stephen Chambers
5b. Business name Chambers Engineering,PA
(if applicable):
5c. Street address: 129 North First Street
5d. City,state,zip: Albemarle,North Carolina,28001
5e. Telephone no.: 704-984-6427
5f. Fax no.:
5g. Email address: [e-mail]
Application Contact Information:
Erin Brosnan
GEI Consultants,Inc.,P.C.
110 Walt Whitman Road,Suite 204
Huntington Station,New York,11746
Phone:[phone]
[e-mail]
Page 2 of 10

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no.(tax PIN or parcel ID): 05718103
1b. Site coordinates(in decimal degrees): I Latitude:35.2732 Longitude: -80.9262
1c. Property size: 53.84 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project: Paw Creek
2b. Water Quality Classification of nearest receiving water: Class C
2c. River basin: Upper Catawba
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The property is currently undeveloped forested land.General land use in the vicinity of the property include several commercial and industrial
properties to the east,west and north,including a petroleum bulk storage and transportation facility;and a residential development to the south.
3b. List the total estimated acreage of all existing wetlands on the property: 0.017
3c. List the total estimated linear feet of all existing streams(intermittent and perennial)on the property: 2,880
3d. Explain the purpose of the proposed project:
The project will build an ethanol rail distribution terminal to facilitate ethanol delivery through a more efficient use of rail rapacity and pipeline transport.
3e. Describe the overall project in detail,including the type of equipment to be used:
See attached.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the ❑X Yes ❑ No ❑ Unknown
Corps or State been requested or obtained for this property/ Comments:
project(including all priorphases)in thepast?
4b. If the Corps made the jurisdictional determination,what type ❑ Preliminary Q Final
of determination was made?
4c. If yes,who delineated the jurisdictional areas? Agenc onsultant Compan
Name(if known):Arcadia I Other:
4d. If yes,list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
Approved Jurisdictional Determination for SAW-2014-00640 issued on July 18,2014.
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 X❑ No
6b. If yes,explain.
Page 3 of 10
PCN Form—Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1a. 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 impact Type of wetland Forested Type of jurisdiction Area of
number Corps(404,10)or impact
Permanent(P)or DWQ(401,other) (acres)
Temporary
W1 - Choose one Choose one YeslNo -
W2 - Choose one Choose one Yes/No -
W3 - Choose one Choose one Yes/No -
W4 - Choose one Choose one Yes/No -
W5 - Choose one Choose one Yes/No -
W6 - Choose one Choose one Yes/No
2g.Total Wetland Impacts:
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(PER)or Type of Average Impact
number intermittent(INT)? jurisdiction stream length
Permanent(P)or width (linear
Temporary(T) (feet) feet)
S1 P Culvert Tributary to Paw Creek PER Corps 12 289
S2 T Stabilization Tributary to Paw Creek PER Corps 12 50
S3 P Culvert Tributary to Paw Creek INT Corps 4 10
S4 T Stabilization Tributary to Paw Creek INT Corps 4 25
S5 - Choose one
S6 - Choose one -
3h.Total stream and tributary Impacts 974
3i.Comments:
Stream Impact No.S1(P)and S2(T)correspond to the eastern stream corridor within the project area(labeled Stream Impact 1 and 2 on the Site Plan
and SB in the USACE Jurisdictional Determination).Stream Impact No.S3(P)and S4(T)correspond to the western stream corridor within the project
area(labeled Stream Impact 3 on the Site Plan and SA in the USACE Jurisdictional Determination).
Page 4 of 10
PCN Form—Version 1.4 January 2009

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 indiv" ually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number (if applicable) Type of impact Waterbody Area of impact(acres)
Permanent(P)or type
Temporary T
01 - Choose one Choose
02 Choose one Choose
03 - Choose one Choose
O4 - Choose one Choose
0.Total open water impacts
4g.Comments:
5. Pond or Lake Construction
If Dond or lake construction proposed,the complete the chart below.
5a. 5b. 5c. 5d. 5e.
Pond ID number Proposed use or Wetland Impacts(acres) Stream Impacts(feet) Upland
purpose of pond (acres)
Flooded Filled Excavated Flooded Filled Excavated
P1 Choose one
P2 Choose one
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):
5j. Size of pond watershed(acres):
5k. Method of construction:
6.Buffer Impacts(for DWO)
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 mitigation.then you MUST fill out Section D of this form.
6a. Project is in which protected basin? ❑Neuse ❑Tar-Pamlico ❑Catawba ❑ Randleman ❑Other:
6b. 6c. 6d. 6e. 6f. 6g.
Buffer Impact Reason for impact Stream name Buffer Zone 1 Zone 2
number— mitigation impact impact
Permanent(P)or required? (square (square
Temporary feet), feet
B1 - Yes/No
B2 - Yes/No
B3 - Yes/No
B4 - Yes/No
B5 - Yes/No
B6 - Yes/No
6h.Total Buffer Impacts:
6i.Comments:
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project
Endwalls were designed to the 6'x8'box culvert with additional height in order to shorten the impact to the stream corridor(i.e.the endwalls do not run
the typical 2:1 slope down to grade,to the box culvert wing walls).
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Standard sediment and erosion control measures will be used to avoid impacts to the stream corridor during construction.
2. Compensatory Mitigation for Impacts to Waters of the U.S.or Waters of the State
2a. Does the project require Compensatory Mitigation for Q 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 Q Corps
❑ Mitigation bank
2c. If yes,which mitigation option will be used for this © Payment to in-lieu fee program
project?
❑Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a.Name of Mitigation Bank:
Type:Choose one Quantity:
3b.Credits Purchased(attach receipt and letter) Type:Choose one Quantity:
Type:Choose one Quantity:
3c.Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a.Approval letter from in-lieu fee program is attached. ® Yes
4b.Stream mitigation requested: 299 linear feet
4c. If using stream mitigation,stream temperature: warm
4d. Buffer mitigation requested(DWQ only): square feet
4e.Riparian wetland mitigation requested: acres
4f. Non-riparian 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 description of the proposed mitigation plan.
Page 6 of 10
PCN Form—Version 1.4 January 2009
i
i

6. Buffer Mitigation(State Regulated Riparian Buffer Rules)—required by DWQ
6a.Will the project result in an impact within a protected riparian buffer that requires Yes No
buffer mitigation?
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.
6c. 6d. 6e.
Zone Reason for impact Total impact Multiplier Required mitigation
(square feet) (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:
s
Page 7 of 10

E. Stormwater Management and Diffuse Flow Plan(required by DWQ)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified ❑Yes ❑X No
within one of the NC Riparian Buffer Protection Rules?
1b. If yes,then is a diffuse flow plan included?If no,explain why.
❑Yes ❑ No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 11.32%
2b. Does this project require a Stormwater Management Plan? ®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:
A Wet Pond Best Management Practice(BMP)will be constructed to control the peak discharge for the 2-yr and 10-yr"r stone as required.'The
Pond BMP will be placed outside of the local designated stream buffer.
2e. Who will be responsible for the review of the Stormwater Management Plan? Qty of Charlotte
3. Certified Local Government Stormwater Review
3a. In which local govemmenrs jurisdiction is thisproject? City of Charlotte
❑x Phase II
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 ❑X No
attached?
4. DWQ Stormwater Program Review
❑Coastal counties
❑HQW
4a. Which of the following state-implemented stormwater management programs apply �ORW
(check all that apply): Session Law 2006-246
❑Other:
4b. Has the approved Stormwater Management Plan with proof of approval been ❑Yes Q No
attached?
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ©Yes ❑No
5b. Have all of the 401 Unit submittal requirements been met? ®Yes ❑No
Page 8 of 10
PCN Form—Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation(DWQ Requirement)
la. Does the project involve an expenditure of public(federal/statellocal)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(NEPA/SEPA)?
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
letter.) ❑Yes ❑No
Comments:
2. Violations(DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules(15A NCAC 2H.0500),Isolated
Wetland Rules(15A NCAC 2H.1300),DWQ Surface Water or Wetland Standards, ❑Yes No
or Riparian Buffer Rules(115A 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(s):
3. Cumulative Impacts(DWQ Requirement)
3a. Will this project(based on past and reasonably anticipated future impacts)result in ❑Yes Q No
additional development,which could impact nearby downstream water quality?
3b. 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.
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.
Sewage disposal is domestic only.Public sewer is available.
t
Page 9 of 10
PCN Form—Version 1.4 January 2009
s

S. Endangered Species and Designated Critical Habitat(Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or Yes ❑ No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ®Yes ®No
impacts?
5c. If yes,indicate the USFWS Field Office you have contacted.
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
NC Natural Heritage Program(determination letter enclosed),USFWS IPaC
6. Essential Fish Habitat(Corps Requirement)
6a.Will this project occur in or near an area designated as essential fish habitat? ❑Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
SAFMC EFH Viewer
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?
NCSHPO GIS WebService.SHPO Review Request
B.Flood Zone Designation(Corps Requirement)
8a.Will this project occur in a FEMA-designated 100-year floodplain? ❑Yes ® No
8b. If yes,explain how project meets FEMA requirements:
8c.What source(s)did you use to make the floodplain determination?
FRIS-North Carolina Flood Risk Information System http://www.ncfloodmaps.comi
Stephen G. Chambers, PE G� q�ZOI
PP 9 (O
A licant/A ent's Printed Name Applicant/Agent's Signature l Date
(Agent's signature is valid only if an authorization
letter from thea olicant isprovided.)
Page 10 of 10
I6
I

Eco-Energy Charlotte Intermodal Facility
PCN Project Description
3e. Describe the overall project in detail, including type of equipment to be used:
The proposed rail access will consist of approximately 6600 linear feet of track connecting the
CSX railroad spur to the offload yard.The proposed offload yard will be approximately 3.6 acres
and accommodate ninety-six(96) 30,000 gallon rail tankers. The proposed facility includes a
400 square foot loadout pump station for ethanol transfer from the rail yard to the pipeline and a
2,400 square foot utility building which will house the mechanical, electrical and fire protection
equipment. No specialized equipment is required; typical equipment for earthwork, rail and utility
construction will be utilized.

SAMPLE AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRIPTION:
LOT NO. PLAN NO. PARCEL ID: 05718103
STREET ADDRESS: 6816 CSX Way,Charlotte,North Carolina 28214
Please print: THE ATLANTIC LAND AND IMPROVEMENT COMPANY
Property Owner:
Property Owner:
The undersigned, registered property owners of the above noted property, do hereby authorize
Chadwick Conn of Eco-Energy, Inc. and
Stephen Chambers of Chambers Engineering, PA
(Contractor/Agent) (Name of consulting firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
Property Owner's Address(if different than property above):
500 Water Street,#1208,Jacksonville,Florida 32202-4423
Telephone: [phone]
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
A fh�ied Signature" I Authorized Signature
Date: 1 /16/1 4 Date:

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6816 CSX Way PROJECT LOCATION MAP
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4 5

PA I MCCRORY
I I C_ _ p- 11
DONALD R. -%AN DER VAART
Mitigation Services
ENV IRON MENTAL QUAL I TY
September 7, 2016
Chadwick Conn
Eco-Energy, Inc.
725 Cool Springs Blvd., Suite 500
Franklin, TN 37067 Expiration of Acceptance: March 7, 2017
Project: Eco Energy Charlotte Intermodal Facility County: Mecklenburg
The purpose of this letter is to notify you that the NCDEQ Division of Mitigation Services(DMS) is willing to accept
payment for compensatory mitigation for impacts associated with the above referenced project as indicated in the
table below. Please note that this decision does not assure that participation in the DMS in-lieu fee mitigation
program will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility
of the applicant to contact permitting agencies to determine if payment to the DMS will be approved. You must
also comply with all other state,federal or local government permits, regulations or authorizations associated with
the proposed activity including G.S. § 143-214.11.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not
received a copy of the issued 404 Permit/401 Certification/CAMA permit within this time frame,this
acceptance will expire. It is the applicant's responsibility to send copies of the permits to DMS. Once DMS
receives a copy of the permit(s)an invoice will be issued based on the required mitigation in that permit and
payment must be made prior to conducting the authorized work. The amount of the in-lieu fee to be paid by an
applicant is calculated based upon the Fee Schedule and policies listed at http://portal.ncdenr.org/web/eep.
Based on the information supplied by you in your request to use the DMS, the impacts that may require
compensatory mitigation are summarized in the following table. The amount of mitigation required and assigned
to DMS for this impact is determined by permitting agencies and may exceed the impact amounts shown below.
River CU Location Stream(feet) Wetlands(acres) Buffer I_I Buffer II
Basin (8-digit HUC) (Sq. Ft.) (Sq.Ft.)
Cold Cool I Warm R"wian Non-Ri arian Coastal Marsh7
Impact Catawbq 03050101 0 C I 299 0 0 0 0
Upon receipt of payment, DMS will take responsibility for providing the compensatory mitigation. The mitigation
will be performed in accordance with the In-Lieu Fee Program instrument dated July 28, 2010 and 15A NCAC
02B .0295 as applicable. Thank you for your interest in the DMS in-lieu fee mitigation program. If you have any
questions or need additional information, please contact Kelly Williams at(919)707-8915.
Sinc rely,
Jam s. B Stanfill
Asset anagement Supervisor
cc: Stephen Chambers, engineers
Erin Brosnan, agent
State of North Carolina Environmental Quality Mitigation Services
1652 Mail Scrvicc Center Raleigh,NC 27699-1652 1 217 W.Jones Street,Suite 3000
919 707 8976 T

PAT McCRORY
Goxentor
S S AJ KLUTTZ
Sa ewry
N CN H DE-2227
September 14, 2016
Erin Brosnan
GEI Consultants, Inc. P.C.
110 Walt Whitman Road, Suite 204
Huntington Station, NY 11746
RE: Eco Energy Intermodal Facility Project Charlotte NC
Dear Erin Brosnan:
The North Carolina Natural Heritage Program(NCNHP)appreciates the opportunity to provide information
about natural heritage resources for the project referenced above.
A query of the NCNHP database, based on the project area mapped with your request, indicates that there are
no records for rare species, important natural communities, natural areas, or conservation/managed areas
within the proposed project boundary. Please note that although there may be no documentation of natural
heritage elements within the project boundary, it does not imply or confirm their absence;the area may not have
been surveyed.The results of this query should not be substituted for field surveys where suitable habitat exists.
In the event that rare species are found within the project area, please contact the NCNHP so that we may
update our records.
The attached 'Potential Occurrences'table summarizes rare species and natural communities that have been
documented within a one-mile radius of the property boundary. The proximity of these records suggests that
these natural heritage elements may potentially be present in the project area if suitable habitat exists and is
included for reference.Tables of natural areas and conservation/managed area within a one-mile radius of the
project area, if any, are also included in this report.
Please note that natural heritage element data are maintained for the purposes of conservation planning, project
review, and scientific research, and are not intended for use as the primary criteria for regulatory decisions.
Information provided by the NCNHP database may not be published without prior written notification to the
NCNHP, and the NCNHP must be credited as an information source in these publications. Maps of NCNHP
data may not be redistributed without permission.
The NC Natural Heritage Program may follow this letter with additional correspondence if a Dedicated Nature
Preserve(DNP), Registered Heritage Area(RHA), Clean Water Management Trust Fund (CWMTF)easement,
or Federally-listed species are documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance, please
contact Suzanne Mason at suzanne.mason 0)ncdcr.gov or 919.707.8637.
Sincerely,
NC Natural Heritage Program
Nothing Compares%....
State ofNorth Carolina Department oftiattaal sad Culmral Resource--
M
esourcest 04 East.'ones Street ; Ralaa,•jo_`7C 2 601
gig-so,-7{}(1-

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One-mile Radius of the Project Area
Eco Energy Intermodal Facility Project Charlotte NC
September 14, 2016
NCNHDE-2227
Element Occurrences Documented Within a One-mile Radius of the Project Area
Taxonomic EO ID Scientific Name Common Name Last Element Accuracy Federal State Global State
Group Observation Occurrence Status Status Rank Rank
Date Rank
Freshwater 450 Lasmigona decorata Carolina Heelsplitter 1918-Pre X 3-Medium Endangered Endangered G1 S1
Bivalve
Vascular Plant 13743 Delphinium exaltatum Tall Larkspur 1800s Hi? 5-Very Species of Endangered G3 S2
Low Concern
No Natural Areas are Documented Within a One-mile Radius of the Project Area
Managed Areas Documented Within a One-mile Radius of the Project Area
Managed Area Name Owner Owner Type
Mecklenburg County Open Space Mecklenburg County Local Government
Mecklenburg County Open Space Mecklenburg County Local Government
Mecklenburg County Open Space Mecklenburg County Local Government
Mecklenburg County Open Space Mecklenburg County Local Government
Mecklenburg County Open Space Mecklenburg County Local Government
Mecklenburg County Open Space Mecklenburg County Local Government
Mecklenburg County Open Space Mecklenburg County Local Government
Definitions and an explanation of status designations and codes can be found at ht(ps//­ncnhde.natureserve.org/contenUhelp.Data query generated on September 14,2016;source:NCNHP,Q2 June 2016.Please resubmit
your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 3

NCNHDE-2227: Eco Energy Intermodal Facility Project Charlotte NC
4
'y
September 14,2016 1:22,537
❑ Project Boundary o o.1. 0.35 0.7 mi
❑ Buffered Project Boundary o 0.3 0.6 1.2 km
Natural Heritage Element Occurrence NHEO So-- Esn.HERE,DeLorma,I wrnap,increment P Corp,GEBCO.USGS,
g ( ) FAO,NPS,, CAN.GeoRase,IG N,Kadaster NL,Ordnance Survey.Esri Japan,
Managed Area(MAREA) wntrt Esrl and
(Hong Konp), sw sstopo. Mapmylndia,O OpenSvee Map
METi. Ev,ws,Ch.n. GIS user Communay
Page 3 of 3

Freshwater Mussel Survey Report
TRANSFLO Charlotte West Terminal Expansion
Paw Creek Headwaters
Mecklenburg County,North Carolina
Stream Reach "SB"
Prepared For:
ARCADES
fotrastrurture, environment,taalitie5
801 Corporate Center Drive, Suite 300
Raleigh,NC,27607-5073
Prepared by:
Aftilt The
Catena
Group
410-B Millstone Drive
Hillsborough,NC 27278
Apri128, 2014

TABLE OF CONTENTS
1.0 INTRODUCTION.................................................................................................................... 1
2.0 TARGET FEDERALLY PROTECTED SPECIES DESCRIPTION(Carolina Heelsplitter).. 1
3.1 Species Characteristics.......................................................................................................... 1
3.2 Distribution and Habitat Requirements.................................................................................3
3.3 Threats to Species..................................................................................................................4
3.0 SURVEY EFFORTS................................................................................................................5
3.1 Methodology.......................................................................................................................... 5
4.0 RESULTS............................................................................................................•....................5
4.1 Stream SA.............................................................................................................................. 5
4.2 Stream SB.............................................................................................................................. 5
4.3 Stream SC.............................................................................................................................. 7
5.0 CONCLUSIONS.......................................................................................................................7
6.0 LITERATURE CITED............................................................................................................. 8
Appendix A-Selected Habitat Photographs
Paw Creek Mussel Surveys April 2014
Catena Job#3351 i

1.0 INTRODUCTION
The proposed project involves the expansion of the TRANSFLO Terminal Services,Inc.
(TRANSFLO) Charlotte West Rail Terminal in Mecklenburg County,NC. The expansion is
proposed to the south of the current terminal location and will therefore impact tributaries to the
headwaters of Paw Creek. Paw Creek occurs within the Catawba River Basin. The Federally
Endangered Carolina Heelsplitter(Lasmigona decorata)is listed by the US Fish and Wildlife
Service(USFWS)as occurring in Mecklenburg County,NC. While extant populations of the
Carolina Heelsplitter are not currently known from the Catawba River Basin in Mecklenburg
County,there are several historical records known from late 19`h and early 20`h century
collections housed in the Philadelphia Academy of Natural Sciences, including an individual
from the Paw Creek drainage(Keferl 1991).
In addition to the Carolina Heelsplitter,there are several other rare freshwater mussel species
known to occur in Mecklenburg County,NC. These include the Carolina Creekshell(Villosa
vaughaniana),Eastern Creekshell(V. delumbis), Creeper(Strophitus undulatus),and the
Notched Rainbow(V. constricta). The Carolina Creekshell,Creeper,Notched Rainbow and
Eastern Creekshell are considered Endangered(E),Threatened(T), Special Concern(SC)and
Significantly Rare(SR)respectively,in North Carolina'.
As such,ARCADIS,the primary environmental consultant for the project, contracted The
Catena Group(Catena)to conduct freshwater mussel surveys for the proposed expansion.
2.0 TARGET FEDERALLY PROTECTED SPECIES DESCRIPTION (Carolina
Heelsplitter)
3.1 Species Characteristics
The Carolina Heelsplitter, originally described as Unio decoratus
by(Lea 1852), synonymized with Lasmigona subviridis (Conrad
1835,Johnson 1970), and later separated as a distinct species
y' (Clarke 1985), is a Federally Endangered freshwater mussel,
historically known from several locations within the Catawba and
Pee Dee River systems in North Carolina and the Pee Dee,
Savannah,and the Saluda River systems in South Carolina.
The Carolina Heelsplitter can reach a length of 118 mm,with a
height of 68 mm and a width of 39 mm. Based on some specimens collected by Keferl and Shelley
(1988) from three different streams and rivers,the mean length is 78 mm,the mean height is 43
mm and the mean width is 27 mm. The shell is an ovate trapezoid. The dorsal margin is straight
and may end with a slight wing. The umbo is flattened. The beaks are depressed and project a
little above the hinge line. The beak sculpture is double looped. The unsculptured shell can have a
1 North Carolina Endangered,Threatened and Special Concern species have legal protection status in North
Carolina under the State Endangered Species Act administered and enforced by the North Carolina Wildlife
Resources Commission.Species listed as Significantly Rare are not afforded any protection.
Paw Creek Mussel Surveys April 2014
Catena Job#3351 1

yellowish,greenish or brownish periostracum. The Carolina Heelsplitter can have greenish or
blackish rays. The lateral teeth may or may not be well developed; in most cases they are thin.
The pseudo-cardinal teeth are lamellar and parallel to the dorsal margin,and there is a slight
interdentum. The nacre varies from an iridescent white to a mottled pale orange. The shell's nacre
is often pearly white to bluish white,grading to orange in the area of the umbo(Keferl 1991).
The hinge teeth are well developed and heavy and the beak sculpture is double looped(Keferl
and Shelly 1988). Morphologically,the shell of the Carolina Heelsplitter is very similar to the
shell of the Green Floater(Clarke 1985),with the exception of a much larger size and thickness
in the Carolina Heelsplitter(Keferl and Shelly 1988).
Prior to collections in 1987 and 1990 by Keferl(1991),the Carolina Heelsplitter had not been
collected in the 20'h century and was known only from shell characteristics. Because of its rarity,
very little information of this species' biology, life history,and habitat requirements was known
until very recently. Feeding strategy and reproductive cycle of the Carolina Heelsplitter have not
been fully documented,but are likely similar to other native freshwater mussels(USFWS 1996).
The feeding processes of freshwater mussels are specialized for the removal(filtering)of
suspended microscopic food particles from the water column(Pennak 1989). Documented food
sources for freshwater mussels include detritus,diatoms,phytoplankton,and zooplankton
(USFWS 1996).
Freshwater mussels have complex reproductive cycles,which include a larval stage(glochidium)
that is an obligatory parasite on a fish. The glochidia develop into juvenile mussels and detach
from the"fish host"and sink to the stream bottom where they continue to develop,provided
suitable substrate and water conditions are available(USFWS 1996). McMahon and Bogan
(200 1) and Pennak(1989) should be consulted for a general overview of freshwater mussel
reproductive biology.
Until recently,nothing was known about the host species(s) for the Carolina Heelsplitter
(USFWS 1996,Bogan 2002). Starnes and Hogue(2005) identified the most likely fish host
candidates(15 species)based on fish community surveys in occupied streams throughout the
range of the Carolina Heelsplitter. Captive propagation efforts for this species had not been
attempted in the past;however,due to the critical level of imperilment of the North Carolina
populations,acting on recommendations from the NC Scientific Council on Mollusks,the NC
Wildlife Resources Commission(NCWRC) funded a life history/captive propagation study,
which allowed for salvage of individuals from the Goose/Duck and Sixmile Creek populations to
be used in the study. A total of nine minnow species(Cyprinidae)were identified as suitable,
and two sunfish species(Lepomis spp.)were identified as marginally suitable host species(Eads
and Levine 2008,Eads et al.2010). All of these species may occur in habitat types known to be
occupied by the Carolina Heelsplitter;however,"it is always possible that it may use a
combination of fish host species and some may not be native to all streams inhabited by this
mussel"(Starnes and Hogue 2005). Another member of the genus Lasmigona, the Green Floater
(Lasmigona subviridis),perhaps a close relative to the Carolina Heelsplitter,has been
documented to be capable of in situ early development with glochidia developing within the
marsupium of the female(Barfield and Watters 1998), thus it is possible that the Carolina
Heelsplitter may also be able to propagate by direct transformation.
Paw Creek Mussel Surveys April 2014
Catena Job#3351 2

3.2 Distribution and Habitat Requirements
Currently,the Carolina Heelsplitter has a very fragmented,relict distribution. Until recently, it
was known to be surviving in only six streams and one small river(USFWS 1996);however,
recent discoveries have increased the number of known populations to eleven:
Pee Dee River Basin:
1. Duck Creek/Goose Creek-Mecklenburg/Union counties,NC
2. Flat Creek/Lynches River-Lancaster/Chesterfield/Kershaw counties, SC
Catawba River Basin:
3. Sixmile Creek(Twelvemile Creek Subbasin)-Lancaster County, SC
4. Waxhaw Creek-Union County,NC and Lancaster County, SC
5. Cane Creek/Gills Creek-Lancaster County, SC
6. Fishing Creek Subbasin-Chester County, SC
7. Rocky Creek Subbasin(Bull Run Creek/UT Bull Run Creek/Beaverdam Creek-Chester
County, SC
Saluda River Basin:
8. Redbank Creek- Saluda County, SC
9. Halfway Swamp Creek-Greenwood/Saluda County, SC
Savannah River Basin:
10. Little Stevens Creek/Mountain Creek/Sleepy Creek/Turkey Creek(Stevens Creek Subbasin)
-Edgefield/McCormick counties, SC.
11. Cuffytown Creek(Stevens Creek Subbasin)-Greenwood/McCormick counties, SC
All of these populations occur in stream reaches within the Piedmont Physiographic Province,
particularly within two northeast trending lithostratigraphic belts of the Carolina Terrane,the
Carolina Slate Belt and the Charlotte Belt. The Carolina Slate Belt is a band of greenschist
facies metavolcanic rock formations positioned in the central and lower Piedmont province
extending from south-central Virginia to extreme eastern Georgia(Howell 2005,Butler and
Secor 1991). The Charlotte Belt extends from north central North Carolina to eastern Georgia
and is comprised of amphibolite facies metavolcanic and metaplutonic rock(Howell 2005,
Butler and Secor 1991). These hard formations strongly dictate the channel morphology and
character of stream substrates where they intersect. Starnes and Hogue(2005)describe such
reaches as"generally characterized by dark,often tilted,bedrock stream bottom with associated
Paw Creek Mussel Surveys April 2014
Catena Job#3351 3

large and small rock rubble interspersed with pockets of sand, silt,and gravel." Habitat for this
species has been reported from small to large streams and rivers as well as ponds. The ponds are
believed to be millponds on some of the smaller streams within the species' historic range
(Keferl 1991). Keferl and Shelly(1988) and Keferl(1991)reported that most individuals have
been found along well-shaded streambanks with mud,muddy sand,or muddy gravel substrates;
however,numerous individuals in several of the populations have been found in cobble and
gravel dominated substrate in stream reaches intersecting the hard rock formations described
above(T. W. Savidge personal observations). The stability of stream banks appears to be very
important to this species(Keferl 1991).
3.3 Threats to Species
The low numbers of individuals and the restricted range of each of the surviving populations
make them extremely vulnerable to extirpation from a single catastrophic event or activity
(USFWS 1996). The cumulative effects of several factors,including sedimentation,point and
non-point discharge, and stream modification(impoundments, channelization,etc.)have
contributed to the decline of this species throughout its range(USFWS 1996).
Siltation resulting from improper sedimentation control of various land usage practices,
including agriculture, forestry,and development activities,has been recognized as a major
contributing factor to the degradation of mussel populations(USFWS 1996). Siltation has been
documented to be extremely detrimental to mussel populations by degrading substrate and water
quality, increasing potential exposure to other pollutants,and by direct smothering of mussels
(Ellis 1936,Markings and Bills 1979). Sediment accumulations of less than one inch have been
shown to cause high mortality in most mussel species(Ellis 1936).
Sewage treatment effluent has been documented to significantly affect the diversity and
abundance of mussel fauna(Goudreau et al. 1988). Goudreau et al. (1988)found that recovery of
mussel populations might not occur for up to two miles below points of chlorinated sewage
effluent.
The impact of impoundments on freshwater mussels has been well-documented(USFWS 1992a,
Neves 1993). Dam construction transforms lotic habitats into lentic habitats,which results in
changes within aquatic community composition. Muscle Shoals on the Tennessee River in
northern Alabama,once the richest site for naiads(mussels) in the world, is now at the bottom of
Wilson Reservoir and covered with 19 feet of muck(USFWS 1992b). Large portions of all of
the river basins within the Carolina Heelsplitter's range have been impounded; this is believed to
be a major factor contributing to the species decline(USFWS 1996).
The introduction of exotic species such as the Asian Clam(Corbicula fluminea)and Zebra
Mussel(Dreissena polymorpha)has also been shown to pose significant threats to native
freshwater mussels. The Asian Clam is now established in most of the major river systems in the
United States(Fuller and Powell 1973); including those streams still supporting surviving
populations of the Carolina Heelsplitter(USFWS 1996). Concern has been raised over
competitive interactions for space, food,and oxygen with this species and native mussels,
possibly at the juvenile stages(Neves and Widlack 1987,Alderman 1995).The Zebra Mussel is
not known from any waterbodies supporting the Carolina Heelsplitter(USFWS 1996).
Paw Creek Mussel Surveys April 2014
Catena Job#3351 4

3.0 SURVEY EFFORTS
ARCADIS identified and named three perennial streams within the project study area; SA, SB,
and SC,that could potentially provide habitat for the Carolina Heelsplitter. These three streams
were evaluated for appropriate habitat and surveyed as determined necessary during the field
visit. The efforts were conducted by Tom Dickinson(NC)WRC permit 14-ES00343 and Federal
permit TE102324-0)and Chris Sheats of Catena with assistance from Bob Lepsic of ARCADIS
on April 18,2014. The habitat assessment and survey reaches are depicted in Figure 1.
3.1 Methodology
Visual surveys were conducted using glass bottom view buckets(bathyscopes). Tactile methods
were employed,particularly in streambanks and under loose rocks. All areas of appropriate
habitat were searched,concentrating on the stable habitats preferred by the target species. The
survey team spread out across the creek into survey lanes and proceeded upstream to the vicinity
of the terminal yard or to the streams culvert outlets.
4.0 RESULTS
No freshwater mollusks were observed during the survey efforts. Habitat conditions and site
specific survey results are provided for each survey segment below.
4.1 Stream SA
Stream SA(Appendix A,Photo 1)was approximately 1 meter wide with banks ranging from 0-
1 meter high. Substrate consisted primarily of silt and fine sand. A habitat assessment was
conducted by walking the stream within the study area. This evaluation determined that the
stream was limiting to freshwater mussel colonization due to its small size and that full survey
efforts were unnecessary.
4.2 Stream SB
Stream SB (Photo 2)ranged from 2-4 meters wide with generally unstable 0.5-2 meter high
banks. Habitat consisted of a series of riffle,run,and pool with angular cobble,boulder,and
occasional bedrock outcrops in higher gradient areas and silt, sand,and gravel in pools,
interstitial spaces,and on depositional bars. The stream exhibited significant scouring,often to
saprolite,where rocky substrates were not present to provide grade control. Surrounding land
consisted of mature hardwood forest,residential development,and sewerline in addition to the
terminal yard at the upstream reach extent. Surveys were conducted for 3.0 person hours,during
which no freshwater mollusks were observed. Aquatic life observed consisted of crayfish and
amphibians.
Paw Creek Mussel Surveys April 2014
Catena Job#3351 5

h
4,
+ i
r2 x
}tl
Survey Reach Start/End Points
Habitat Assessment 7' �
Survey Reach r
Stream `
client Date Figure
The Freshwater Mussel Survey ApO 2014
Catena ARCADIS Paw Creek s�° 10° 20° x°'
Group
Mecklenburg County.North Carolina .lob No
335
Paw Creek Mussel Surveys April 2014
Catena Job#3351 6

4.3 Stream SC
Stream SC (Photo 3)ranged from 2- 3 meters wide with 0.5- 1 meter high banks that exhibited
scour where rocky substrates were absent. Habitat consisted of a series of riffle,run, and pool
that were dominated by cobble,boulder,and gravel in higher gradient areas and by silt, sand,and
gravel in pools,interstitial spaces,and on depositional bars. Surrounding land consisted of
mature hardwood forest and residential development. Surveys were conducted for 1.4 person
hours,during which no freshwater mollusks were observed. Aquatic life observed consisted
only of crayfish and amphibians.
5.0 CONCLUSIONS
The survey results indicate that the streams evaluated do not support a freshwater mussel fauna.
Physical habitat was consistent with areas where freshwater mussels are found; however,
conditions were degraded by upstream and surrounding land uses. Additionally,these streams
are likely subject to frequent drought conditions due to their headwater position which can limit
fish and mussel colonization. Recent surveys conducted in the Paw Creek watershed at
downstream locations also did not locate a freshwater mussel fauna(Catena 2008).
The Carolina Heelsplitter was not found during these surveys. Given these and previous survey
results it appears unlikely that the Carolina Heelsplitter currently occurs in Paw Creek watershed.
Based on the information presented here it can be concluded that the proposed project will have
"No Effect"on the Carolina Heelsplitter.
Paw Creek Mussel Surveys April 2014
Catena Job#3351 7

6.0 LITERATURE CITED
Alderman,J.M. (1995).Monitoring the Swift Creek Freshwater mussel community.
Unpublished report presented at the UMRCC symposium on the Conservation and
Management of Freshwater Mussels II Initiative for the Future. Rock Island,IL,UMRCC.
Barfield,M.L. and G.T. Watters. (1998).Non-parasitic life cycle in the green floater,Lasmigona
subviridis(Conrad, 1835).Triannual Unionid Report 16:22.
Bogan,A.E. (2002). Workbook and Key to the Freshwater Bivalves of North Carolina.North
Carolina Freshwater Mussel Conservation Partnership, Raleigh,NC, 101 pp, 10 color plates.
Bogan,A. E., and J. Alderman. (2008). Workbook and Key to the freshwater bivalves of South
Carolina. North Carolina Museum of Natural Sciences,Raleigh,NC. 66 pp.
Bosc,L.A.G. (1801 — 1804). Histoire naturelle des Coquilles,Contenant leur description, les
moeurs de animaux qui les habitant et leurs usages.Vol. 3. de 1'Imprimerie de Crapelet,
Paris.
Butler,J.R.,and Secor, D.T.,Jr., 1991,The central Piedmont,in Horton, J.W.,Jr.,and Zullo,
V.A., eds.,The geology of the Carolinas; Carolina Geological Society Fiftieth Anniversary
Volume: Knoxville,The University of Tennessee Press,p. 59-78.
Catena. 2008. Freshwater Mussel&Fish Survey Report for Proposed Regional Wastewater
Treatment Plant Environmental Impact Statement. Gaston&Mecklenburg Counties,North
Carolina. 20 pp.
Clarke,A.H. (1985). The tribe Alasmidontini(Unionidae: Anodontinae),Part II: Lasmigona
and Simpsonaias. Smithsonian Contributions to Zoology, 399: 75.
Conrad,T.A. (1835-1840). Monography of the Family Unionidae,or naiades of Lamarck,(fresh
water bivalve shells)or North America,illustrated by figures drawn on stone from nature.
108 Chestnut Street,Philadelphia,Pennsylvania: J. Dobson.-
Eads,CB,and J.F. Levine. 2008. Carolina Heelsplitter(Lasmigona decorata) and Tar River
Spinymussel(Elliptio steinstansana)Conservation Research: July 2007-June 2008. Final
report submitted to the North Carolina Wildlife Resources Commission. Raleigh,NC. 18
PP-
Eads,C.B., R.B. Bringolf, R.D. Greiner,A.E. Bogan,and J.F.Levine(2010). Fish Hosts of the
Carolina Heelsplitter(Lasmigona decorata),a federally endangered freshwater mussel
(Bivalvia: Unionidae). American Malacological Bulletin. In press.
Ellis,M.M. (1936). Erosion silt as a factor in aquatic environments. Ecology 17: 29-42.
Paw Creek Mussel Surveys April 2014
Catena Job#3351 8

Fuller, S.L.H., and C.E. Powell. (1973). Range extensions of Corbicula manilensis(Philippi)in
the Atlantic drainage of the United States.Natilus. 87(2):59.
Goudreau, S.E.,R.J.Neves, et al. (1988). Effects of Sewage Treatment Effluents on Mollusks
and Fish of the Clinch River in Tazewell County,Virginia.USFWS: 128.
Howell, S.M. (2005). Geologic Mapping and Interpretation of Carolina Slate Belt Rocks in the
Woodlawn and Aonia Quadrangles,GA. Department of Geology and Geography,Georgia
Southern University. Bachelor of Science in Geography: 42.
Johnson,R.I. (1970). The systematics and zoogeography of the Unionidae(Mollusca:Bivalvia)
of the southern Atlantic Slope region. Bulletin of the Museum of Comparative Zoology
140(6): 263-449.
Keferl,E.P. (1991). "A status survey for the Carolina Heelsplitter(Lasmigona decorata). A
freshwater mussel endemic to the Carolinas."Unpublished report to US Fish and Wildlife
Service.
Keferl,E.P. and R.M. Shelly(1988). The Final Report on a Status Survey of the Carolina
Heelsplitter, (Lasmigona decorata),and the Carolina elktoe,(Alasmidonta robusta),
Unpublished Report to the U.S. Dept. of the Interior,Fish and Wildlife Service: 47.
Lea,I. (1831). "Observations of the Naiades,and descriptions of new species of that and other
families."Transactions of the American Philosophical Society 5 (new series): 23-119,pls.
1-19.
Lea,I. (1852). Descriptions of new species of the family Unionidae.Transactions of the
American Philosophical Society, 10(New Series): 253-294,218 plates.
Lightfoot,J. (1786). "A Catalogue of the Portland Museum,Lately the Property of the Duchess
of Dowager of Portland,deceased,which will be sold at auction by Mr. Skinner and Co.
London." Vii: 194.
Marking,L.L. and T. D. Bills(1979). Acute effects of silt and sand sedimentation on freshwater
mussels. Proc. of the UMRCC symposium on the Upper Mississippi River bivalve mollusks.
J. L. Rasmussen. Rock Island,Illinois,UMRCC: 204-211.
McMahon,R.F. and A. E. Bogan(2001). Mollusca: Bivalvia.Ecology and classification of
North American freshwater invertebrates.J. H. Thorpe and A. P. Covich,Academic Press:
331-429.
Neves,R.J. (1993). A state of the Unionids address. Pp. 1-10 in K.S.Cummings,A.C.A.C.
Buchanan,and L.M.Kooch, eds.Proc. of the UMRCC symposium on the Conservation and
Management of Freshwater Mussels. UMRCC. Rock Island IL.189 pp.
Paw Creek Mussel Surveys April 2014
Catena Job#3351 9

Neves,R.J. and J. C. Widlak(1987). Habitat Ecology of Juvenile Freshwater Mussels(Bivalva:
Unionidae) in a Headwater Stream in Virginia.American Malacological Bulletin 1(5): 1-7.
Pennak, R.W. (1989). Fresh-water Invertebrates of the United States,Protozoa to Mollusca.
New York,John Wiley&Sons,Inc.
Starnes,W.C. and G.M. Hogue(2005). Investigations into potential fish hosts for the Carolina
Heelsplitter Mussel(Lasmigona decorata). Final Draft Unpub. Report to U.S.Fish and
Wildlife Service,Asheville,NC. 29 pp.plus appendices.
USFWS (I 992a). Special report on the status of freshwater mussels.
USFWS (I 992b). Endangered and Threatened species of the southeast United States(The Red
Book).FWS, Ecological Services,Div. of Endangered Species, Southeast Region. Govt
Printing Office,Wash,DC: 1,070.
USFWS (1996). Revised Technical/Agency Draft Carolina Heelsplitter Recovery Plan,Atlanta,
GA: 47.
Williams,J. D., M. L. Warren, et al. (1993). "Conservation Status of the Freshwater Mussels of
the United States and Canada." Fisheries 18(9): 6-22.
Paw Creek Mussel Surveys April 2014
Catena Job#3351 10

APPENDIX A: Selected Habitat Photos
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STORMWATER & DRAINAGE PLAN
CALCULATIONS
FOR
INTERMODAL ETHANOL TRANSFER FACILITY
CHARLOTTE , NC
FoR
ECO ENERGY DISTRIBUTION
`\SON `%►1111 6 1 00 TOWER CIRCLE, SUITE 500
s FRANKLINS TN 37067
'' •. y
SEAL
•'�NGIN ��' •.
Chambers Engineering , PA
129 North First St.,Albemarle,NC 28001 704-984-6427
NCBELS Firm License No.C-1660

Table of Contents
Narrative............................................................................................ 1
SoilsInformation .................................................................................. 2
Impervious Area Map - Existing Conditions .................................................. 6
ImperviousArea Map - Post Development ................................................... 7
ProjectArea Rainfall Data....................................................................... 8
HydraflowRainfall Report..............................................................................................................................8
Calculationsfor Wet Pond....................................................................... 9
Permanent Storage Sizing Calculations........................................................................................................9
Design Procedure Form 4.2.7......................................................................................................................10
DetentionWorksheet................................................................................................................................... 12
Water Balance Result Summary(Clay Liner)..............................................................................................15
Pond Report-Permanent Storage Volume Calculations.............................................................................16
Hydrograph Return Period Recap.............................................................18
Existing Conditions - Time of Concentration Calculations...............................19
Hydrograph Report, Site Pre-Construction Conditions...................................20
2 Year, 6 Hour Storm...................................................................................................................................20
10 Year, 6 Hour Storm.................................................................................................................................21
25 Year,6 Hour Storm.................................................................................................................................22
50 Year, 6 Hour Storm.................................................................................................................................23
100 Year, 6 Hour Storm...............................................................................................................................24
Hydrograph Report, Site Post-Construction Conditions..................................25
2 Year, 6 Hour Storm...................................................................................................................................25
10 Year, 6 Hour Storm.................................................................................................................................26
25 Year, 6 Hour Storm.................................................................................................................................27
50 Year, 6 Hour Storm.................................................................................................................................28
100 Year, 6 Hour Storm...............................................................................................................................29
Pond Report, Temporary Pool Storm Storage ..............................................30
Hydrograph Report, Wet Pond Stormwater Routing ......................................32
2 Year, 6 Hour Storm-Drainage to Pond Hydrograph ...............................................................................32
2 Year, 6 Hour Storm...................................................................................................................................33
10 Year, 6 Hour Storm-Drainage to Pond Hydrograph .............................................................................34
10 Year, 6 Hour Storm.................................................................................................................................35
25 Year, 6 Hour Storm-Drainage to Pond Hydrograph .............................................................................36
25 Year, 6 Hour Storm.................................................................................................................................37
50 Year, 6 Hour Storm-Drainage to Pond Hydrograph .............................................................................38
i

Table of Contents
50 Year,6 Hour Storm.................................................................................................................................39
100 Year, 6 Hour Storm-Drainage to Pond Hydrograph ...........................................................................40
100 Year, 6 Hour Storm...............................................................................................................................41
Post-Construction `Undetained' Time of Concentration Calculations.................42
Hydrograph Report, Post-Construction `Undetained' ....................................43
2 Year, 6 Hour Storm...................................................................................................................................43
10 Year,6 Hour Storm.................................................................................................................................44
25 Year, 6 Hour Storm.................................................................................................................................45
50 Year, 6 Hour Storm.................................................................................................................................46
100 Year,6 Hour Storm...............................................................................................................................47
Hydrograph Report, Wet Pond Stage-Time Graph.........................................48
2 Year, 6 Hour Storm...................................................................................................................................48
10 Year, 6 Hour Storm.................................................................................................................................49
25 Year, 6 Hour Storm.................................................................................................................................50
50 Year, 6 Hour Storm.................................................................................................................................51
Water Quality Volume Drawdown Graph ....................................................52
ChannelProtection Volume Drawdown......................................................54
RiserBuoyancy Calculations ...................................................................56
Storm Pipe Profiles w/ Hydraulic Grade (25-YR Storm) ............................57-101
BoxCulvert Calculations...................................................................... 102
ii

Proiect Stormwater Narrative
The Intermodal Ethanol Transfer Facility—Charlotte project involves site improvements to develop a rail
yard and supporting infrastructure. The project site is located at the CSX Way cul-de-sac in Charlotte,
NC. Project property includes 53.80 acres zoned for industrial use. The site consists of mostly gentle to
steep slopes with some generally flat areas that primarily drain South. There are minimal impervious
areas on site. For calculation purposes,existing impervious was considered 0 acres.
The project will disturb 18.50 acres during construction and will include removal of vegetation,
installation of erosion control measures,grading,construction of a rail yard,utility building,and
supporting infrastructure. Impervious area added during construction will result in a net increase of 5.78
acres over preconstruction conditions. Construction is expected to begin in November/December 2016.
The anticipated duration of construction is approximately 1 year. For the purposes of this project,a
structural stormwater BMP has been designed to be installed to treat runoff from new built upon areas.
The BMP for this site will receive flows from a drainage area of 7.65 acres of runoff.The remaining
drainage area will remain pervious and has a hydrograph entitled 'Undetained'. Hydrograph 5,'Total
Post Out'is a combined hydrograph that combines the wet pond hydrograph with the undetained
Hydrograph.
The structural BMP chosen for this site is a wet detention basin designed for 85%TSS and 70%total
phosphorus removal based on City of Charlotte storm water requirements. Waters discharge south to
an existing stream. All new impervious areas on site will be treated by the basin. The table below
displays pre and post construction peak discharges.
Peak Discharge Table
Pre-Construction Post-Construction
2-YR 0.550 0.545
10-YR 3.985 3.293
25-YR 6.932 6.100
50-YR 9.835 10.53
1

3 Hydrologic Soil Group—Mecklenburg County,North Carolina 3
Qu 506100 506200 506300 506400 506500 506600 506700 506800 506900 507000 507100 y4�
35°16'31"N r�S 35°16'31"N
r� m
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35°16'S'N R 4 35°16'8"N
Yi 506100 506200 506300 506400 506500 506600 506700 506800 506900 507000 507100 Xi
3 3
Map Scale:1:5,000 if printed on A landscape(11"x 8.51 sheet
Meters
N
N 0 50 100 200 300
A0 200 400 800 1200
Map projection:Web Narrator Corner coordinates:WG584 Edge tics:UTM Zone 17N WG584
N
ustm Natural Resources Web Soil Survey 8/5/2016
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Mecklenburg County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(A01) 0 C The soil surveys that comprise your AOI were mapped at 1:24,000.
Area of Interest(AOI) ® CID
Soils Warning:Soil Map may not be valid at this scale.
D
Soil Rating Polygons © Enlargement of maps beyond the scale of mapping can cause
0 A p Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line
placement.The maps do not show the small areas of contrasting
(] A/D water Features soils that could have been shown at a more detailed scale.
Streams and Canals
0 B Please rel on the bar scale on each ma sheet for ma
Transportation Y P P
(] B/D i-r+ Rails measurements.
C .� Interstate Highways Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
C/D US Routes Coordinate System: Web Mercator(EPSG:3857)
D Major Roads Maps from the Web Soil Survey are based on the Web Mercator
Not rated or not available Local Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Soil Rating Lines Background Albers equal-area conic projection,should be used if more accurate
` A Aerial Photography calculations of distance or area are required.
A/D This product is generated from the USDA-NRCS certified data as of
B the version date(s)listed below.
B/D Soil Survey Area: Mecklenburg County,North Carolina
Survey Area Data: Version 14,Sep 10,2014
C
Soil map units are labeled(as space allows)for map scales 1:50,000
... C/D
or larger.
D Date(s)aerial images were photographed: Feb 11,2011—Feb
. r Not rated or not available 13,2011
Soil Rating Points The orthophoto or other base map on which the soil lines were
A compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor shifting
■ A/D of map unit boundaries may be evident.
■ B
■ B/D
w
USDA Natural Resources Web Soil Survey 8/5/2016
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Meddenburg County,North Carolina
Hydrologic Soil Group
Hydrologic Soil Group—Summary by Map Unit—Mecklenburg County,North Carolina(NCI 19)
Map unit symbol Map unit nam Rating Acres in AOI Percent of AOI
ApD Appling sandy loam,8 to B 8.5 12.8%
15 percent slopes
CeB2 Cecil sandy day loam,2 B 6.9 10.4%
to 8 percent slopes,
moderately eroded
CeD2 Cecil sandy day loam,8 B 20.1 30.2%
to 15 percent slopes,
moderately eroded
EnB Enon sandy loam,2 to 8 C 17.4 26.2°x6
percent slopes
HeB Helena sandy loam,2 to D 10.6 15.9%
8 percent slopes
MO Monacan loam,0 to 2 B/D 3.0 4.5%
percent slopes,
frequently flooded
Totals for Area of Interest 66.5 100.0%
USDA Natural Resources Web Soil Survey 8/5/2016
Conservation Service National Cooperative Soil Survey Page 3 of 4
4

Hydrologic Soil Group—Mecklenburg County,North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation,are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D)and
three dual classes(A/D, B/D, and C/D).The groups are defined as follows:
Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly
wet.These consist mainly of deep,well drained to excessively drained sands or
gravelly sands.These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet.These
consist chiefly of moderately deep or deep,moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet.These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate(high runoff potential)when
thoroughly wet.These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface,and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group(A/D, B/D, or C/D),the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
usDA Natural Resources Web Soil Survey 8/5/2016
211111111111 Conservation Service National Cooperative Soil Survey Page 4 of 4
5

m PRE CONSTRUCTION
CL W z TOTAL ON SITE
W U) EX.IMPERVIOUS AREA 0.00 AC
TOTAL AREA 53.80 AC
TOTAL AREA,LESS FRED ALEXANDER BLVD AREA 51.03 AC
cn BUA% 0.00%
co
N IMPERVIOUS AREA
o
cn U) rn FRED ALEXANDER BLVD.(REMOVED FROM
^^ EXISTING IMPERVIOUS AREA CALCULATION)
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�.d ----T_ CHANNEL FLOW, FLOW, 700 FT
Z(D r'' 680 FT. SHEET FLOW
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14.40 ACRES, Tc=29.90 MINS
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m

CD
0 f m � POST CONSTRUCTION NATURAL AREA CALCULATION
CD oo Z TOTAL ON SITE TOTAL ON SITE
W cn EX. IMPERVIOUS AREA 0.00 AC IMPERVIOUS AREA 5.78 AC
IMPERVIOUS AREA ADDED 5.78 AC NATURAL AREA
IMPERVIOUS AREA TOTAL 5.78 AC 5.78 x 0.25= 1.92 AC
U) TOTAL AREA 53.80 AC 1-0.25
TOTAL AREA, LESS FRED ALEXANDER BLVD AREA 51.03 AC
cn U) o_ BUA% 11.33% NATURAL AREA
U) U)^m IMPERVIOUS AREA
1l ® UNDETAINED
FRED ALEXANDER BLVD.(REMOVED FROM
EXISTING IMPERVIOUS AREA CALCULATION)
m.. N
T D y jkFLOW,
CONCENTRATED
CHANNEL FLOW, 95 FT
(p812FT. LOW
m
ZI
V \
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� m v
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Z n Z _ 1
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uA, 7.65 ACRES, ITc=8.5 MINS
PROJECT '
- o ao BOUNDARY WET POND
= m SAMPLING POINT 'A'
Z z s UNDETAINED
9.15 ACRES, Tc=29.80 MINS
NATURAL AREA
cn 1.92 ACRES
N m 40

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (NIA)
1 0.0000 0.0000 0.0000 -------
2 69.8703 13.1000 0.8658 ----
3 0.0000 0.0000 0.0000 ----
5 79.2597 14.6000 0.8369 ---
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217 ---
50 114.8193 17.2000 0.8199 --
100 127.1596 17.8000 0.8186
File name:Charlotte.IDF
Intensity=B/(Tc+D)"E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
Preci .file name:Z:\ECO Ener \EEDS Charlotte 2015-945\Admin\Permittin \Stonnwater\Charlotte 1-in 6-hr.pc
Rainfall Precipitation Table(in)
Stone
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00
SCS 6-Hr 0.00 2.28 0.00 0.00 3.72 4.38 4.92 5.34
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8

Calculations for
Wet Detention Basin
Eco Energy Distribution
Charlotte, NC
FOR SIZING STORAGE OF POND
Total Area Draining to Pond 7.65 AC 333,234.00 SF
Percentage Impervious 72.29 %
Total Proposed Impervious Surface Area Draining to Pond 5.53 AC 240,886.80 SF
Provided Permanent Pool Area 9244 SF
Provided Permanent Pool Volume- 1'Sediment Storage 20686 CF
Required Storage For 1"/24 HR of Runoff for Pond
Rv =0.05+0.009(1)
Rvpost 0.70 in./in
V=3630 xRv xRd x A
WQv= 3630' 0.70 *1 7.65
WQ v= 19,454.99 (ft ) required I 0.45 ac-ft
WQv= This is achieved above the permanent pool at elev=723.02 at 19,467 CF
WQv= (1.0)Rv 0.70 inches
Modified CN 96.94
S = 1000/CN-10
S 1.49 inches
Qd =(P-0.2S)^2/(P+0.8S)
Qd 1.38
CPv 0.88 ac-ft
Release Rate Water Quality Control Volume
0.05 cfs
Release Rate Channel Protection Volume Control
0.30 cfs
Approx. Storage Volume
1.33 ac-ft
9

4.2.7 Design Procedure Form
Design Procedure Form: Wet pond
WET POND FEASIBILITY NOTES:
1. Is the use of a wet pond appropriate? Geosynthetic Clay Liner used. Water Balance
calculations provided.
2. Confirm other design criteria and applicability.
PRELIMINARY HYDROLOGIC CALCULATIONS
3. Compute,WQ„water quality volume requirements
Compute Runoff Coefficient, R„ Rv= 0.70
Compute WQ„Volume requirements WQ„= 0.45 acre-ft
4. Compute WQp peak flow WQP= 13.41 cfs
Compute modified SCS curve number CN= 97
5. Compute CP„
Compute S(maximum retention) S = 1.36
Compute 1-yr,24-hr total rainfall depth Rainfall Depth = 2.58 inches
Compute Qd(runoff volume) Qd= 1.45 inches
Compute CP„(chnnnel protection volume) CP„=.92 acre-ft
Estimate tc(time of concentration) t�= 0.142 hours
Estimate q. q„= cfs/mit/inch
Compute approximate storage volume Storage volume= 1.37 acre-ft
6. Compute release rates
Compute WQ„release rate Release Rate= 0.05 cfs
Compute CPv release rate Release Rate= 0.31 cfs
7. Compute site hydrologic input parameters
Development Conditions Pre-developed Post-developed Undetained
Area 14.4 acres 7.65 acres 9.14 acres
CN(SCS curve number) 60 88 60
Adjusted CN(curve number adjusted for 1-inch storm) NA 97
Time of concentration .498 hours .142 hours .497 hours
STORM WATER DETENTION BASIN DESIGN
8. Pretreatment volume
Volpre=Acres of Impervious Area(0.2")(1'/12") WQpre= 0.092 acre-ft
9. Compute Permanent Pool Volume and
Water Quality Extended Volume 0.3
Compute WQ„/PPS WQ„/PP„=
Compute PP„ PP„= 1.489 acre-ft
Size extended detention—pool volume is greater
of WQv or CP„ ED Pool Volume= 0.92 acre-ft
10. Conduction grading and determine storage available Prepare an elevation-storage table and curve using
for permanent pool(and WQ,_ED volume if applicable) the average area method for computing volumes.
10

Elevation Area Average Depth Incremental Cumulative Volume
Area Volume Volume above
Permanent
Pool
MSL acres acres ftacre-ftacre-ft acre-ft
Reference Permanent Pool and Temporary Storage Pond Report
12. WQv Orifice Computations
Average ED release rate Release Rate = 0.05 cfs
Average head, h=(ED elev.—Permanent pool elev.)/2 h= 0.51 ft
Area of orifice from orifice equation:Q=CA(2gh)05 A= 0.0145ft2
Diameter= 1.63 in
13. Compute release rate for CPv control and
Establish CPv elevation WSEL=723.99 ft
Release rate Release Rate = 0.31 cfs
Average head h =CPv elev.—Permanent pool elev..)/2 h= 0.995 ft
Area or orifice from orifice equation: Q=CA(2gh)o A=0.0645 ft2
Diameter= 3.44 in
14. Calculate Qp release rate and water surface elevation
Set up a stage-storage-discharge relationships.
Peak stage for(WQv),the 1-inch,6-hour storm Peak Stage=722.99 ft
Peak stage for(CPv), the 1-yr, 24-hour storm Peak State=723.46 ft
Peak Q10—Undeveloped Q10_undev= 4.130 cfs
Peak Q10—Developed Q10-dev= 3.886 cfs
Peak Q25—Undeveloped Q25-undev= 7.252 cfs
Peak Q25—Developed Q25-dev= 7.203 cfs
Size emergency spillway,calculate 50-year WSEL
and set top of embankment elevation WSEL5o=72423ft
Embankment Elevation = 726.0 ft
15. Investigate potential wet detention basin hazard Notes:
classification Dam Embankment Height and Storage Volume
16. Assess maintenance access and safety features. result in low hazard classification.
17. Attach landscaping plan
11

City of Charlotte
Land Development Division
Detention Worksheet
Project Name: EEDS Intermodal Ethanol Transfer Facility Date: 9/14/16
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
The Intermodal Ethanol Transfer Facility project involves the construction of a rail yard. Impervious areas will be directed
to a wet pond located downstream. Flows will be released into an existing stream.
PRE-DEVELOPED SUMMARY
Basin area: 14.40 ac. (Delineated on attached drainage area map)
Time of Concentration,Tcpre: 29.90 min. (Based on the SCS Method) (Tc path shown on
attached map)Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual—SCS Travel Time.
Curve Number,Cnp e: 60
POST-DEVELOPED SUMMARY
Basin area: 16.80 ac. (Delineated on attached drainage area map)
Time of Concentration,Tcpost: 29.80 min. (Based on the SCS Method) (Tc path shown on
attached map)Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual—SCS Travel Time.
Curve Number,Cnp,,st: 87
DETENTION SUMMARY
Computer Method Used*: Hydraflow Hydragraphs Extension for AutoCAD Civil 3D 2016
*Land Development Plan Review Staff will verify all detention submittals using HEC-1 for compliance with the
City of Charlotte Zoning Ordinance, Section 12.6. This summary is to accompany all detention analysis and is
not intended to replace that requirement.
Pre(cfs) Post(cfs) Routed(cfs) Elevation
2 yr. 0.550 0.545 0.208 723.42
10 yr. 3.985 3.293 2.003 724.29
50 yr. N/A 10.53 5.460 724.40
Pg 1 of 3 Revised 3/2005
12

PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: 'A'/705.00 (Coordinate with attached drainage area map)
Type of Flow Travel Length(ft.) Sloe (%) Mannings(n) Time(min.)
Sheet Unpaved 300 4.67% 0.24 24.79
Sheet Paved
Shallow Conc.(Unpaved) 700 4.57% 3.38
Shallow Conc. Paved
Channel 680 1.54% 0.050 1.75
Pipe
TOTAL N/A N/A N/A Tc pre= 29.90
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acrage/rotN Area)x(CN)
14.40 Undeveloped CeB2, MO, HeB, CeD2 B/D 60 60
CNpre= 60
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: 'A'/705.00(Coordinate with attached drainage area map)
Type of Flow Travel Length(ft.) Slope(%) Mannings (n) Time(min.)
Sheet Unpaved 300 4.67% 0.24 24.79
Sheet Paved
Shallow Conc.(Unpaved) 595 4.57% 2.88
Shallow Conc. Paved
Channel 812 1.54% 0.050 2.09
Pipe
TOTAL N/A N/A I N/A Tc port= 29.80
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreagerrobd Area)x(CN)
5.53 Industrial CeB2, MO, HeB, CeD2 B/D 98 32.26
2.12 Undeveloped CeB2, MO, HeB, CeD2 B/D 60 7.57
9.15 Undetained CeB2, MO, HeB, CeD2 B/D 60 32.68
CNeoxt= 72.51*
*combines Detained and
Undetained CNs for Total Area
Pg 2 of 3 Revised 3/2005
13

STORAGE/DISCHARGE CALCULATIONS
*(If applicable)Complete Underground Storage Volume Table
Elevation Underground* Above Ground Total Acc.Volume(cf)
Acc.Volume for all Area(sq.ft.) Inc.Volume(cf) Acc.Volume(cf) (Above and
Structures c Underground)
716.50 9534 0 0
I lo.UU -1u,013 15,2 15 10,2915
720.00 12,750 12,271 38,900
:722.00 a 66,867-
Stage Discharge
Co=orifice coefficient: Cw=weir coefficient. Orifice Area unit shall be square feet(sf).
Elevation/ Orifice 1 Orifice 2 Weir 1 Weir 2/Em. Outlet Emergency Total Q
Stage 1.63 In. 3.40 In. Ft. Spillway Control Pipe Spillway (cfs)
(ft) 722.00 Inv. FInv. Inv. (Controlled by 18 Dia, (Free flow out of
1— outlet pipe/struct) pond
0.0145 Area Area Cw= 64.00Length
15 Ft.
Co=0.6 Co=0.6 724 20 Inv. 16.33Inv. 724.35 Inv.
Co=0.6
Cw=3.33 Cw=2.6
722.00 0 0 0 0 0 0 0
723.00 0.07 0 0 0 0 0 0.07
724.00 0.10 0.26 - 0 0 0 0.36
725.00* 0.02 0.07 - 14.97 8.68 0 23.73
"exceeds 50-yr storm event
Underground Storage Volume Table (If applicable)
Provide additional storage volume tables if more structures are used.
Acc.Volume(cf) Acc.Volume(cf) Acc.Volume(cf) Acc.Volume(cf)
Elevation Underground Structure# Underground Structure# Underground Structure# Underground Structure#
Length(ft.) Length(ft.) Length(ft.) Length(ft.)
Size/dia(ft.) Size/dia(ft.) Size/dia(ft.) Size/dia(ft.)
Upper inv. Upper inv. Upper inv. Upper inv.
Lower inv. Lower inv. Lower inv. Lower inv.
Slope(%) Slope(%) Slope(%) Slope(%)
•
CHARLOTTE..
UMNEEMNG!MOrEM
MANAGEMENT
Land Development Division
600 East Fourth Street,Charlotte,North Carolina 28202-2844
Telephone:[phone] Fax:[phone] landpermits.charmeck.org
Pg 3 of 3 Revised 3/2005
14

Water Balance Result Summary(Clay Liner)
1 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
2 Days/Month 31 28 31 30 31 30 31 31 30 31 30 31
3 Precipitation(inches) 3.72 3.84 4.44 2.64 3.84 3.36 3.96 3.72 3.48 3.36 3.24 3.48
4 Evaporation(inches) 1.20 1.50 2.50 3.70 4.40 4.60 4.80 4.50 3.30 2.40 1.50 1.10
5 Runoff(acre-feet) 1.42 1.47 1.69 1.01 1.47 1.28 1.51 1.42 1.33 1.28 1.24 1.33
6 Pond Precipitation(acre-feet) 0.12 0.12 0.14 0.08 0.12 0.11 0.13 0.12 0.11 0.11 0.10 0.11
7 Evaporation(acre-feet) 0.04 0.05 0.08 0.12 0.14 0.15 0.15 0.14 0.11 0.08 0.05 0.04
8 Infiltration(acre-feet) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
9 Monthly Balance(acre-feet) 1.50 1.54 1.76 0.97 1.45 1.24 1.48 1.39 1.33 1.31 1.29 1.40
10 Running Balance of Retained 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pond Volume(acre-feet)
11 Pond Water Surface Elevation 725.00 725.00 725.00 725.00 725.00 725.00 725.00 725.00 725.00 725.00 725.00 725.00
(feet)
12 Water Surface with Respect to 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
permanent pool elevation(feet)
Rv 0.70
Drainage Area 7.65 ac
Pond Area 16804 sf
GCL Hydraulic Conductivity 5E-10 cm/sec 1.42E-06 ft/day

Pond Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Pond No.2- Permanent Pool
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=716.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cult)
0.00 716.50 9,534 0 0
0.50 717.00 9,974 4,876 4,876
1.50 718.00 10,875 10,420 15,296
2.50 719.00 11,800 11,333 26,630
3.50 720.00 12,750 12,271 38,900
4.50 721.00 13,726 13,234 52,134
5.00 721.50 14,223 6,986 59,120
5.50 722.00 16,804 7,747 66,867
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest EI.(ft) = 0.00 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert EI.(ft) = 0.00 0.00 0.00 0.00 Weir Type = - - - -
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfll.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
We:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Civ A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfl User Total
ft tuft ft cis cis cis cis cis cfs ds cis ds cis cis
0.00 0 716.50 - -- - - - -- -- -- - - 0.000
0.05 488 716.55 - - - - - - -- - - - 0.000
0.10 975 716.60 - - - - - - - - - - 0.000
0.15 1,463 716.65 - - - - - - -- - - - 0.000
0.20 1,950 716.70 - -- - -- - - -- - - - 0.000
0.25 2,438 716.75 - - - -- - -- -- -- - - 0.000
0.30 2,926 716.80 - --- --- -- - -- - - - -- 0.000
0.35 3,413 716.85 - -- - -- - -- - -- - - 0.000
0.40 3,901 716.90 - -- - __ - __ - __ - - 0.000
0.45 4,388 716.95 - - - - - - - - - - 0.000
0.50 4,876 717.00 - - - - - - - - - - 0.000
0.60 5,918 717.10 - -- - - - --- - - - - 0.000
0.70 6,960 717.20 - - - - -- -- - - -- - 0.000
0.80 8,002 717.30 - -- -- - -- -- -- - - - 0.000
0.90 9,044 717.40 -- --- --- -- -- -- --- --- -- - 0.000
1.00 10,086 717.50 - -- -- - - --- --- - - - 0.000
1.10 11,128 717.60 - - - - - - - - - - 0.000
1.20 12,170 717.70 - - - - - - - -- - - 0.000
1.30 13,212 717.80 - - - - - -_ -- - - - 0.000
1.40 14,254 717.90 - - - - - - - - - - 0.000
1.50 15,296 718.00 - - - - - -- - - - - 0.000
1.60 16,430 718.10 -- --- - -- -- -- --- -- - - 0.000
1.70 17,563 718.20 -- --- --- -- - -- --- -- - -- 0.000
1.80 18,696 718.30 -- -- - -- --- --- --- -- - - 0.000
1.90 19,830 718.40 - --- - -- - --- - -- - - 0.000
2.00 20,963 718.50 - - - -- - -- - - - - 0.000
2.10 22,096 718.60 - - - - - - - - - - 0.000
2.20 23,230 718.70 - -- -- -- -- - -- - - - 0.000
2.30 24,363 718.80 - -- - -- --- --- -- - - - 0.000
2.40 25,496 718.90 -- -- -- -- --- - -- - - - 0.000
2.50 26,630 719.00 -- --- --- -- --- --- -- - - - 0.000
2.60 27,857 719.10 -- --- --- -- -- --- -- --- - - 0.000
2.70 29,084 719.20 -- -- -- -- - --- -- -- - - 0.000
2.80 30,311 719.30 - - -- -- - -- - - - - 0.000
2.90 31,538 719.40 -- - - - - -- - - - - 0.000
Continues on next page...
16

Permanent Pool
Stage/Storage/Discharge Table
Stage Storage Elevation Civ A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D ESI User Total
ft cult ft cis cfs cis cfs cis cfs cis ds cis cis cis
3.00 32,765 719.50 -- - --- -- --- -- -- - - - 0.000
3.10 33,992 719.60 - --- --- - -- - --- --- - 0.000
3.20 35,219 719.70 - - -- -- -- -- -- -- - - 0.000
3.30 36,446 719.80 - --- --- -- -- - -- -- - - 0.000
3.40 37,673 719.90 -- --- --- -- -- - - - - - 0.000
3.50 38,900 720.00 -- --- --- -- - -- -- - - 0.000
3.60 40,224 720.10 -- -- -- - -- - - --- - - 0.000
3.70 41,547 720.20 -- -- -- - -- - -- -- - - 0.000
3.80 42,870 720.30 -- -- -- - - -- -- - - - 0.000
3.90 44,194 720.40 -- -- -- - -- - -- - - - 0.000
4.00 45,517 720.50 - -- -- - --- -- - --- - -- 0.000
4.10 46,840 720.60 - -- - -- -- -- - -- - - 0.000
4.20 48,164 720.70 - - - -- --- -_ - __ - -- 0.000
4.30 49,487 720.80 - -- -- - - -- - -- -- - 0.000
4.40 50,811 720.90 - - -- -- - - - -- - -- 0.000
4.50 52,134 721.00 - - - - -- -- - - - - 0.000
4.55 52,833 721.05 -- -- - - - -- --- - - - 0.000
4.60 53,531 721.10 -- -- -- - - - - --- - - 0.000
4.65 54,230 721.15 - -- -- - -- - - -- - - 0.000
4.70 54,928 721.20 - - - - - - -- -- - - 0.000
4.75 55,627 721.25 -- -- -- -- - - -- - - - 0.000
4.80 56,326 721.30 -- -- - - --- - -- - - - 0.000
4.85 57,024 721.35 - -- -- - -- - - - - - 0.000
4.90 57,723 721.40 - - - - -- -_ - - -- 0.000
4.95 58,421 721.45 - - -- -- - -- - - - -- 0.000
5.00 59,120 721.50 - -- -- -- - -- --- --- - - 0.000
5.05 59,895 721.55 - -- - - - -- -- - - -- 0.000
5.10 60,670 721.60 - - - - -- - - -- -- -- 0.000
5.15 61,444 721.65 -- -- - - -- - -- -- -- 0.000
5.20 62,219 721.70 -- -- - - -- - -- --- - - 0.000
5.25 62,994 721.75 - - --- - -- - -- -- - - 0.000
5.30 63,768 721.80 - -- -- - -- - -- --- - - 0.000
5.35 64,543 721.85 - - - -- - -- - -- - - 0.000
5.40 65,318 721.90 -- -- - -- - --- -- -- - -- 0.000
5.45 66,092 721.95 -- -- --- -- - -- --- --- - -- 0.000
5.50 66,867 722.00 -- -- -- -- __ __ ___ _ __ - 0.000
...End
17

Hydrograph Return Period p Re9
yd flow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ 0.000 0.550 --- - 3.985 6.932 9.835 12.34 Pre Developed
2 SCS Runoff ------ 0.000 6.851 -- 14.58 18.23 21.34 23.78 Post Developed
3 Reservoir 2 0.000 0.208 ----- -- 2.003 3.664 5.460 8.272 Wet Pond
4 SCS Runoff -- 0.000 0.349 2.532 4.405 6.249 7.844 Undetained
5 Combine 3,4 0.000 0.545 ---- ------ 3.293 6.100 10.53 15.92 Total Post Out
6 SCS Runoff -- 9.460 0.000 ---- ---- 0.000 0.000 0.000 0.000 WQ Drawdown
7 Reservoir 6 0.067 0.000 ---- ---- 0.000 0.000 0.000 0.000 WQ Drawdown
8 SCS Runoff 13.41 0.000 -- 0.000 0.000 0.000 0.000 CP Drawdown
9 Reservoir 8 0.215 0.000 - 0.000 0.000 0.000 0.000 CP Drawdown
Proj.file:WQ POND_SJS.gpw Friday, 09/9/2016 IR

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. No. 1
Pre Developed
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.12 0.00 0.00
Land slope (%) = 4.67 0.00 0.00
Travel Time (min) = 24.79 + 0.00 + 0.00 = 24.79
Shallow Concentrated Flow
Flow length (ft) = 700.00 0.00 0.00
Watercourse slope(%) = 4.57 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity(ft/s) =3.45 0.00 0.00
Travel Time (min) = 3.38 + 0.00 + 0.00 = 3.38
Channel Flow
X sectional flow area (sqft) = 60.00 0.00 0.00
Wetted perimeter(ft) = 26.00 0.00 0.00
Channel slope (%) = 1.54 0.00 0.00
Manning's n-value = 0.050 0.015 0.015
Velocity(ft/s) =6.48
0.00
0.00
Flow length (ft) ({0})680.0 0.0 0.0
Travel Time (min) = 1.75 + 0.00 + 0.00 = 1.75
Total Travel Time,Tc .............................................................................. 29.90 min
19

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 1
Pre Developed
Hydrograph type = SCS Runoff Peak discharge = 0.550 cfs
Storm frequency = 2 yrs Time to peak = 4.50 hrs
Time interval = 5 min Hyd. volume = 6,344 cuft
Drainage area = 14.400 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 min
Total precip. = 2.28 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(14.400 x 60)]/14.400
Pre Developed
Q(cfs) Hyd. No. 1 --2 Year Q(cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 1 Time(hrs)
20

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 1
Pre Developed
Hydrograph type = SCS Runoff Peak discharge = 3.985 cfs
Storm frequency = 10 yrs Time to peak = 2.83 hrs
Time interval = 5 min Hyd. volume = 33,909 cuft
Drainage area = 14.400 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 min
Total precip. = 3.72 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
'Composite(Area/CN)_[(14.400 x 60)]/14.400
Pre Developed
Q(cfs) Hyd. No. 1 -- 10 Year Q(cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 1 Time(hrs)
21

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 1
Pre Developed
Hydrograph type = SCS Runoff Peak discharge = 6.932 cfs
Storm frequency = 25 yrs Time to peak = 2.83 hrs
Time interval = 5 min Hyd. volume = 51,468 cuft
Drainage area = 14.400 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 min
Total precip. = 4.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
'Composite(Area/CN)_[(14.400 x 60)]/14.400
Pre Developed
Q(cfs) Hyd. No. 1 --25 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 1 Time(hrs)
22

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 1
Pre Developed
Hydrograph type = SCS Runoff Peak discharge = 9.835 cfs
Storm frequency = 50 yrs Time to peak = 2.75 hrs
Time interval = 5 min Hyd. volume = 67,579 cuft
Drainage area = 14.400 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 min
Total precip. = 4.92 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
`Composite(Area/CN)_[(14.400 x 60)]/14.400
Pre Developed
Q(cfs) Hyd. No. 1 --50 Year Q(cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 1 Time(hrs)
23

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 1
Pre Developed
Hydrograph type = SCS Runoff Peak discharge = 12.34 cfs
Storm frequency = 100 yrs Time to peak = 2.75 hrs
Time interval = 5 min Hyd. volume = 81,047 cuft
Drainage area = 14.400 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.90 min
Total precip. = 5.34 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(14.400 x 60)]/14.400
Pre Developed
Q(cfs) Hyd. No. 1 -- 100 Year Q(cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 1 Time(hrs)
24

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 5
Total Post Out
Hydrograph type = Combine Peak discharge = 0.545 cfs
Storm frequency = 2 yrs Time to peak = 6.00 hrs
Time interval = 5 min Hyd. volume = 33,029 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 9.150 ac
Total Post Out
Q(cfs) Hyd. No. 5--2 Year Q(cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 20 40 60 80 100 120 140 160 180
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time(hrs)
25

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 5
Total Post Out
Hydrograph type = Combine Peak discharge = 3.293 cfs
Storm frequency = 10 yrs Time to peak = 4.75 hrs
Time interval = 5 min Hyd. volume = 83,028 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 9.150 ac
Total Post Out
Q(cfs) Hyd. No. 5-- 10 Year Q(cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time(hrs)
26

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 5
Total Post Out
Hydrograph type = Combine Peak discharge = 6.100 cfs
Storm frequency = 25 yrs Time to peak = 3.58 hrs
Time interval = 5 min Hyd. volume = 109,967 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 9.150 ac
Total Post Out
Q(cfs) Hyd. No. 5--25 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time(hrs)
27

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 5
Total Post Out
Hydrograph type = Combine Peak discharge = 10.53 cfs
Storm frequency = 50 yrs Time to peak = 3.00 hrs
Time interval = 5 min Hyd. volume = 133,342 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 9.150 ac
Total Post Out
Q(cfs) Hyd. No. 5--50 Year Q(cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10 15 20 25 30
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time(hrs)
28

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 5
Total Post Out
Hydrograph type = Combine Peak discharge = 15.92 cfs
Storm frequency = 100 yrs Time to peak = 2.83 hrs
Time interval = 5 min Hyd. volume = 152,224 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 9.150 ac
Total Post Out
Q(cfs) Hyd. No. 5-- 100 Year Q(cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Hyd No. 3 Hyd No. 4 Time(hrs)
29

Pond Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Pond No.1 - Temporary Storage
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=722.00 It
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft)
0.00 722.00 16,804 0 0
0.50 722.50 19,541 9,077 9,077
1.00 723.00 20,393 9,982 19,058
1.02 723.02 20,428 408 19,467
1.99 723.99 22,122 20,629 40,096
2.00 724.00 22,139 221 40,317
3.00 725.00 23,942 23,032 63,350
4.00 726.00 25,802 24,864 88,213
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 1.63 3.40 0.00 Crest Len(ft) = 16.00 15.00 Inactive 0.00
Span(in) = 18.00 1.63 3.40 0.00 Crest El.(ft) = 724.20 724.35 724.50 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 2.60 3.33
Invert EI.(ft) = 716.33 722.00 723.10 0.00 Weir Type = 1 Broad Broad -
Length(ft) = 64.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submrWce(s).
Stage I Storage/Discharge Table
Stage Storage Elevation Civ A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cult ft cis cis cis cis cis cis cfs cis cis cis cis
0.00 0 722.00 0.00 0.00 0.00 - 0.00 0.00 0.00 - - - 0.000
0.05 908 722.05 18.44 oc 0.00 is 0.00 -- 0.00 0.00 0.00 -- --- -- 0.004
0.10 1,815 722.10 18.44 oc 0.01 is 0.00 -- 0.00 0.00 0.00 - - - 0.012
0.15 2,723 722.15 18.44 oc 0.02 is 0.00 -- 0.00 0.00 0.00 - - - 0.020
0.20 3,631 722.20 18.44 oc 0.03 is 0.00 -- 0.00 0.00 0.00 -- -- - 0.025
0.25 4,538 722.25 18.44 oc 0.03 is 0.00 - 0.00 0.00 0.00 -- -- - 0.030
0.30 5,446 722.30 18.44 oc 0.03 is 0.00 -- 0.00 0.00 0.00 - - - 0.034
0.35 6,354 722.35 18.44 oc 0.04 is 0.00 - 0.00 0.00 0.00 -- - - 0.037
0.40 7,261 722.40 18.44 oc 0.04 is 0.00 -- 0.00 0.00 0.00 - - - 0.040
0.45 8,169 722.45 18.44 oc 0.04 is 0.00 - 0.00 0.00 0.00 - - - 0.043
0.50 9,077 722.50 18.44 oc 0.05 is 0.00 -- 0.00 0.00 0.00 - - - 0.046
0.55 10,075 722.55 18.44 oc 0.05 is 0.00 -- 0.00 0.00 0.00 - - - 0.048
0.60 11,073 722.60 18.44 oc 0.05 is 0.00 --- 0.00 0.00 0.00 --- - --- 0.051
0.65 12,071 722.65 18.44 oc 0.05 is 0.00 - 0.00 0.00 0.00 - - - 0.053
0.70 13,069 722.70 18.44 oc 0.06 is 0.00 - 0.00 0.00 0.00 - - -- 0.055
0.75 14,068 722.75 18.44 oc 0.06 is 0.00 -- 0.00 0.00 0.00 - - -- 0.058
0.80 15,066 722.80 18.44 oc 0.06 is 0.00 --- 0.00 0.00 0.00 - - - 0.060
0.85 16,064 722.85 18.44 oc 0.06 is 0.00 - 0.00 0.00 0.00 - - - 0.062
0.90 17,062 722.90 18.44 oc 0.06 is 0.00 - 0.00 0.00 0.00 - - -- 0.064
0.95 18,060 722.95 18.44 oc 0.07 is 0.00 - 0.00 0.00 0.00 - - - 0.066
1.00 19,058 723.00 18.44 oc 0.07 is 0.00 --- 0.00 0.00 0.00 --- -- --- 0.067
1.00 19,099 723.00 18.44 oc 0.07 is 0.00 - 0.00 0.00 0.00 - - - 0.067
1.00 19,140 723.00 18.44 oc 0.07 is 0.00 --- 0.00 0.00 0.00 -- -- - 0.068
1.01 19,181 723.01 18.44 oc 0.07 is 0.00 -- 0.00 0.00 0.00 - - - 0.068
1.01 19,222 723.01 18.44 oc 0.07 is 0.00 --- 0.00 0.00 0.00 --- - - 0.068
1.01 19,263 723.01 18.44 oc 0.07 is 0.00 - 0.00 0.00 0.00 - -- -- 0.068
1.01 19,303 723.01 18.44 oc 0.07 is 0.00 --- 0.00 0.00 0.00 -- --- --- 0.068
1.01 19,344 723.01 18.44 oc 0.07 is 0.00 - 0.00 0.00 0.00 - - - 0.068
1.02 19,385 723.02 18.44 oc 0.07 is 0.00 --- 0.00 0.00 0.00 - --- -- 0.068
1.02 19,426 723.02 18.44 oc 0.07 is 0.00 -- 0.00 0.00 0.00 - - - 0.068
1.02 19,467 723.02 18.44 oc 0.07 is 0.00 --- 0.00 0.00 0.00 -- - - 0.068
1.12 21,530 723.12 18.44 oc 0.07 is 0.00 is -- 0.00 0.00 0.00 - - - 0.072
1.21 23,593 723.21 18.44 oc 0.07 is 0.03 is --- 0.00 0.00 0.00 -- -- -- 0.102
1.31 25,655 723.31 18.44 oc 0.08 is 0.08 is - 0.00 0.00 0.00 - -- - 0.157
1.41 27,718 723.41 18.44 oc 0.08 is 0.12 is --- 0.00 0.00 0.00 - --- - 0.205
Continues on next page...
30

Temporary Storage
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D EAI User Total
ft tuft ft cis cis chs cis cis cis cis cis cis cis cis
1.50 29,781 723.50 18.44 oc 0.08 is 0.16 is - 0.00 0.00 0.00 - - - 0.239
1.60 31,844 723.60 18.44 oc 0.09 is 0.18 is --- 0.00 0.00 0.00 -- - - 0.269
1.70 33,907 723.70 18.44 oc 0.09 is 0.21 is - 0.00 0.00 0.00 - - - 0.294
1.80 35,970 723.80 18.44 oc 0.09 is 0.23 is --- 0.00 0.00 0.00 - -- -- 0.318
1.89 38,033 723.89 18.44 oc 0.09 is 0.24 is - 0.00 0.00 0.00 - - - 0.339
1.99 40,096 723.99 18.44 oc 0.10 is 0.26 is --- 0.00 0.00 0.00 -- -- -- 0.359
1.99 40,118 723.99 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 - - - 0.360
1.99 40,140 723.99 18.44 oc 0.10 is 0.26 is --- 0.00 0.00 0.00 -- - -- 0.360
1.99 40,162 723.99 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 - -- - 0.360
1.99 40,184 723.99 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 -- -- - 0.360
2.00 40,207 723.99 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 -- - - 0.360
2.00 40,229 724.00 18.44 oc 0.10 is 0.26 is -- 0.00 0.00 0.00 -- -- - 0.360
2.00 40,251 724.00 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 - - - 0.361
2.00 40,273 724.00 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 -- -- -- 0.361
2.00 40,295 724.00 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 - - - 0.361
2.00 40,317 724.00 18.44 oc 0.10 is 0.26 is - 0.00 0.00 0.00 - -- -- 0.361
2.10 42,620 724.10 18.44 oc 0.10 is 0.28 is - 0.00 0.00 0.00 - - - 0.381
2.20 44,924 724.20 18.44 oc 0.10 is 0.30 is --- 0.00 0.00 0.00 -- - - 0.399
2.30 47,227 724.30 18.44 oc 0.10 is 0.31 is -- 1.68 0.00 0.00 - - - 2.099
2.40 49,530 724.40 18.44 oc 0.11 is 0.33 is - 4.76 0.44 0.00 -- - - 5.630
2.50 51,833 724.50 18.44 oc 0.11 is 0.34 is -- 8.75 2.26 0.00 - - - 11.46
2.60 54,137 724.60 18.80 oc 0.11 is 0.35 is -- 13.47 4.87 0.00 - - - 18.80
2.70 56,440 724.70 22.96 oc 0.03 is 0.14 is - 15.41 s 7.37s 0.00 - - - 22.96
2.80 58,743 724.80 23.30 oc 0.02 is 0.10 is -- 15.17s 8.00s 0.00 - - - 23.29
2.90 61,046 724.90 23.53 oc 0.02 is 0.08 is - 15.04s 8.39s 0.00 - - - 23.52
3.00 63,350 725.00 23.73 oc 0.02 is 0.07 is - 14.97s 8.68s 0.00 - -- - 23.73
3.10 65,836 725.10 23.92 oc 0.01 is 0.06 is - 14.92s 8.91s 0.00 - -- - 23.90
3.20 68,322 725.20 24.09 oc 0.01 is 0.05 is -- 14.90s 9.10s 0.00 -- -- - 24.06
3.30 70,809 725.30 24.25 oc 0.01 is 0.04 is - 14.92s 9.28s 0.00 - -- - 24.25
3.40 73,295 725.40 24.42 oc 0.01 is 0.04 is - 14.94s 9.42s 0.00 -- -- - 24.41
3.50 75,781 725.50 24.57 oc 0.01 is 0.03 is - 14.95s 9.55s 0.00 - - - 24.54
3.60 78,268 725.60 24.73 oc 0.01 is 0.03 is -- 14.96s 9.65s 0.00 - - 24.65
3.70 80,754 725.70 24.89 oc 0.01 is 0.03 is - 15.02s 9.77s 0.00 - - -- 24.83
3.80 83,241 725.80 25.04 oc 0.01 is 0.02 is -- 15.05s 9.87s 0.00 - - 24.95
3.90 85,727 725.90 25.19 oc 0.01 is 0.02 is -- 15.11 s 9.98s 0.00 -- -- -- 25.12
4.00 88,213 726.00 25.34 oc 0.00 is 0.02 is - 15.11 s 10.04s 0.00 - -- -- 25.18
...End
31

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 2
Post Developed
Hydrograph type = SCS Runoff Peak discharge = 6.851 cfs
Storm frequency = 2 yrs Time to peak = 2.50 hrs
Time interval = 5 min Hyd. volume = 29,401 cuft
Drainage area = 7.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.50 min
Total precip. = 2.28 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(2.120 x 60)+(5.530 x 98)1/7.650
Post Developed
Q(cfs) Hyd. No. 2--2 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 2 Time(hrs)
32

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 0.208 cfs
Storm frequency = 2 yrs Time to peak = 6.25 hrs
Time interval = 5 min Hyd. volume = 28,998 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 723.42 ft
Reservoir name = Temporary Storage Max. Storage = 27,899 cuft
Storage Indication method used.
Wet Pond
Q(cfs) Hyd. No. 3--2 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 20 40 60 80 100 120 140 160 180 200 220 240
Time(hrs)
Hyd No. 3 Hyd No. 2 i l . ; [ Total storage used =27,899 cult
33

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3136 2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 2
Post Developed
Hydrograph type = SCS Runoff Peak discharge = 14.58 cfs
Storm frequency = 10 yrs Time to peak = 2.50 hrs
Time interval = 5 min Hyd. volume = 61,989 cuft
Drainage area = 7.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.50 min
Total precip. = 3.72 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
`Composite(Area/CN)_[(2.120 x 60)+(5.530 x 98)]/7.650
Post Developed
Q(cfs) Hyd. No. 2-- 10 Year Q(cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 2 Time(hrs)
34

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 2.003 cfs
Storm frequency = 10 yrs Time to peak = 4.92 hrs
Time interval = 5 min Hyd. volume = 61,482 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 724.29 ft
Reservoir name = Temporary Storage Max. Storage = 47,096 cuft
Storage Indication method used.
Wet Pond
Q(cfs) Hyd. No. 3-- 10 Year Q(cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 15 30 45 60 75 90 105 120 135 150
Hyd No. 3 Hyd No. 2 11 _' 1 . !_i Total storage used=47,096 cult Time(hrs)
35

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 2
Post Developed
Hydrograph type = SCS Runoff Peak discharge = 18.23 cfs
Storm frequency = 25 yrs Time to peak = 2.50 hrs
Time interval = 5 min Hyd. volume = 77,772 cuft
Drainage area = 7.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.50 min
Total precip. = 4.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(2.120 x 60)+(5.530 x 98)]/7.650
Post Developed
Q(cfs) Hyd. No. 2--25 Year Q(cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 2 Time(hrs)
36

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 3.664 cfs
Storm frequency = 25 yrs Time to peak = 3.67 hrs
Time interval = 5 min Hyd. volume = 77,264 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 724.34 ft
Reservoir name = Temporary Storage Max. Storage = 48,248 cuft
Storage Indication method used.
Wet Pond
Q(cfs) Hyd. No. 3--25 Year Q(cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120
Time(hrs)
Hyd No. 3 Hyd No. 2 1 ; Total storage used =48,248 cuft
37

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Friday,09/9/2016
Hyd. No. 2
Post Developed
Hydrograph type = SCS Runoff Peak discharge = 21.34 cfs
Storm frequency = 50 yrs Time to peak = 2.42 hrs
Time interval = 5 min Hyd. volume = 90,909 cuft
Drainage area = 7.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.50 min
Total precip. = 4.92 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
'Composite(Area/CN)_[(2.120 x 60)+(5.530 x 98)]/7.650
Post Developed
Q(cfs) Hyd. No. 2--50 Year Q(cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No.2 Time(hrs)
38

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 5.460 cfs
Storm frequency = 50 yrs Time to peak = 3.17 hrs
Time interval = 5 min Hyd. volume = 90,401 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 724.40 ft
Reservoir name = Temporary Storage Max. Storage = 49,419 cuft
Storage Indication method used.
Wet Pond
Q(cfs) Hyd. No. 3--50 Year Q(cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 10 20 30 40 50 60 70 80
Time(hrs)
Hyd No. 3 Hyd No. 2 ! 1 Total storage used =49,419 cult
39

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 2
Post Developed
Hydrograph type = SCS Runoff Peak discharge = 23.78 cfs
Storm frequency = 100 yrs Time to peak = 2.42 hrs
Time interval = 5 min Hyd. volume = 101,234 cuft
Drainage area = 7.650 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.50 min
Total precip. = 5.34 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(2.120 x 60)+(5.530 x 98)]/7.650
Post Developed
Q(cfs) Hyd. No. 2-- 100 Year Q(cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 2 Time(hrs)
40

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 8.272 cfs
Storm frequency = 100 yrs Time to peak = 2.83 hrs
Time interval = 5 min Hyd. volume = 100,725 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 724.45 ft
Reservoir name = Temporary Storage Max. Storage = 50,574 cuft
Storage Indication method used.
Wet Pond
Q(cfs) Hyd. No. 3-- 100 Year Q(cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 5 10 15 20 25 30 35
Time(hrs)
Hyd No. 3 Hyd No. 2 i !1 Total storage used =50,574 cult
41

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11
Hyd. No. 4
Undetained
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.12 0.00 0.00
Land slope(%) = 4.67 0.00 0.00
Travel Time (min) = 24.79 + 0.00 + 0.00 = 24.79
Shallow Concentrated Flow
Flow length (ft) = 595.00 0.00 0.00
Watercourse slope(%) = 4.57 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity(ft/s) =3.45 0.00 0.00
Travel Time (min) = 2.88 + 0.00 + 0.00 = 2.88
Channel Flow
X sectional flow area (sqft) = 60.00 0.00 0.00
Wetted perimeter(ft) = 26.00 0.00 0.00
Channel slope (%) = 1.54 0.00 0.00
Manning's n-value = 0.050 0.015 0.015
Velocity(ft/s) =6.48
0.00
0.00
Flow length (ft) ({0))812.0 0.0 0.0
Travel Time (min) = 2.09 + 0.00 + 0.00 = 2.09
Total Travel Time,Tc .............................................................................. 29.80 min
42

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 4
Undetained
Hydrograph type = SCS Runoff Peak discharge = 0.349 cfs
Storm frequency = 2 yrs Time to peak = 4.50 hrs
Time interval = 5 min Hyd. volume = 4,031 cuft
Drainage area = 9.150 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 2.28 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(9.150 x 60)]/9.150
Undetained
Q(cfs) Hyd. No. 4--2 Year Q(cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 4 Time(hrs)
43

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 4
Undetained
Hydrograph type = SCS Runoff Peak discharge = 2.532 cfs
Storm frequency = 10 yrs Time to peak = 2.83 hrs
Time interval = 5 min Hyd. volume = 21,546 cult
Drainage area = 9.150 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 3.72 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(9.150 x 60)1/9.150
Undetained
Q(cfs) Hyd. No. 4-- 10 Year Q(cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 4 Time(hrs)
44

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 4
Undetained
Hydrograph type = SCS Runoff Peak discharge = 4.405 cfs
Storm frequency = 25 yrs Time to peak = 2.83 hrs
Time interval = 5 min Hyd. volume = 32,704 cuft
Drainage area = 9.150 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 4.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
'Composite(Area/CN)_[(9.150 x 60)]/9.150
Undetained
Q(cfs) Hyd. No. 4--25 Year Q(cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 4 Time(hrs)
45

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 4
Undetained
Hydrograph type = SCS Runoff Peak discharge = 6.249 cfs
Storm frequency = 50 yrs Time to peak = 2.75 hrs
Time interval = 5 min Hyd. volume = 42,941 cuft
Drainage area = 9.150 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 4.92 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(9.150 x 60)]/9.150
Undetained
Q(cfs) Hyd. No. 4—50 Year Q(cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No.4
Time(hrs)
46

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 4
Undetained
Hydrograph type = SCS Runoff Peak discharge = 7.844 cfs
Storm frequency = 100 yrs Time to peak = 2.75 hrs
Time interval = 5 min Hyd. volume = 51,499 cuft
Drainage area = 9.150 ac Curve number = 60*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 29.80 min
Total precip. = 5.34 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite(Area/CN)_[(9.150 x 60)]/9.150
Undetained
Q(cfs) Q(cfs)
Hyd. No. 4-- 100 Year
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 4 Time(hrs)
47

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 0.208 cfs
Storm frequency = 2 yrs Time to peak = 6.25 hrs
Time interval = 5 min Hyd. volume = 28,998 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 723.42 ft
Reservoir name = Temporary Storage Max. Storage = 27,899 cuft
Storage Indication method used.
Wet Pond
Elev(ft) Hyd. No. 3--2 Year Elev(ft)
725.00 725.00
724.00 724.00
723.00 723.00
722.00 722.00
0 25 50 75 100 125 150 175 200 225 250
1.Temporary Storage Time(hrs)
48

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 2.003 cfs
Storm frequency = 10 yrs Time to peak = 4.92 hrs
Time interval = 5 min Hyd. volume = 61,482 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 724.29 ft
Reservoir name = Temporary Storage Max. Storage = 47,096 cuft
Storage Indication method used.
Wet Pond
Elev(ft) Hyd. No. 3-- 10 Year Elev(ft)
726.00 726.00
725.00 725.00
724.00 724.00
723.00 723.00
722.00 722.00
0 25 50 75 100 125 150 175 200 225 250
1.Temporary Storage Time(hrs)
49

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 3.664 cfs
Storm frequency = 25 yrs Time to peak = 3.67 hrs
Time interval = 5 min Hyd. volume = 77,264 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 724.34 ft
Reservoir name = Temporary Storage Max. Storage = 48,248 cuft
Storage Indication method used.
Wet Pond
Elev(ft) Hyd. No. 3--25 Year Elev(ft)
726.00 726.00
725.00 725.00
724.00 724.00
723.00 723.00
722.00 722.00
0 25 50 75 100 125 150 175 200 225 250
1.Temporary Storage Time(hrs)
50

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 3
Wet Pond
Hydrograph type = Reservoir Peak discharge = 5.460 cfs
Storm frequency = 50 yrs Time to peak = 3.17 hrs
Time interval = 5 min Hyd. volume = 90,401 cuft
Inflow hyd. No. = 2 - Post Developed Max. Elevation = 724.40 ft
Reservoir name = Temporary Storage Max. Storage = 49,419 cuft
Storage Indication method used.
Wet Pond
Elev(ft) Hyd. No. 3--50 Year Elev(ft)
726.00 726.00
725.00 725.00
724.00 724.00
723.00 723.00
722.00 722.00
0 25 50 75 100 125 150 175 200 225 250
1.Temporary Storage Time(hrs)
51

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Friday,09/9/2016
Hyd. No. 6
WQ Drawdown
Hydrograph type = SCS Runoff Peak discharge = 9.460 cfs
Storm frequency = 1 yrs Time to peak = 3.17 hrs
Time interval = 5 min Hyd. volume = 19,546 cuft
Drainage area = 7.720 ac Curve number = 97.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.50 min
Total precip. = 1.00 in Distribution = Custom
Storm duration = ZAECO Energy\EEDS Charlott614 6f§dfib4dmin\Perr-nit4B4\Stormwater\Charlott(
WQ Drawdown
Q(cfs) Hyd. No. 6--1 Year Q(cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 6 Time(hrs)
52

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 7
WQ Drawdown
Hydrograph type = Reservoir Peak discharge = 0.067 cfs
Storm frequency = 1 yrs Time to peak = 6.17 hrs
Time interval = 5 min Hyd. volume = 19,269 cuft
Inflow hyd. No. = 6 - WQ Drawdown Max. Elevation = 722.99 ft
Reservoir name = Temporary Storage Max. Storage = 18,804 cuft
Storage Indication method used.
WQ Drawdown
Q(cfs) Hyd. No. 7-- 1 Year Q(cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 25 50 75 100 125 150 175 200 225 250
Time(hrs)
Hyd No. 7 Hyd No. 6 Total storage used = 18,804 cuft
53

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc.v11 Friday,09/9/2016
Hyd. No. 8
CP Drawdown
Hydrograph type = SCS Runoff Peak discharge = 13.41 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 5 min Hyd. volume = 36,211 cuft
Drainage area = 7.720 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.50 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
'Composite(Area/CN)_[(7.720 x 88)]/7.720
CP Drawdown
Q(cfs) Hyd. No. 8-- 1 Year Q(cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 8 Time(hrs)
54

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk,Inc.v11 Friday,09/9/2016
Hyd. No. 9
CP Drawdown
Hydrograph type = Reservoir Peak discharge = 0.215 cfs
Storm frequency = 1 yrs Time to peak = 19.83 hrs
Time interval = 5 min Hyd. volume = 35,687 cuft
Inflow hyd. No. = 8 - CP Drawdown Max. Elevation = 723.44 ft
Reservoir name = Temporary Storage Max. Storage = 28,361 cuft
Storage Indication method used.
CP Drawdown
Q(cfs) Hyd. No. 9-- 1 Year Q(cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
11LL
0.00 0.00
0 25 50 75 100 125 150 175 200 225 250
Time(hrs)
Hyd No. 9 Hyd No. 8 : i I' Total storage used =28,361 cuft
55

Eco Energy Distribution - Stormwater Riser Structure Buoyancy
Calculations
Inside Dimensions of Riser:Width 4 Ft. Width 4 Ft.
Wall Tickness 0.5 Ft.
Outside Dimensions of Riser:Width 5 Ft. Length 5 Ft.
Base Dimensions:Width 6 Ft. Length 6 Ft. Height 1 Ft.
Depth of Riser 8.20 Ft.
Volume of Riser 205.00 CF
Volume of Base 36.00 CF
Total Volume of Riser 241.00 CF
Volume of Interior of Riser 131.20 CF
Volume Deduction of Outlet Pipe 0.88 CF
Volume of Concrete 108.92 CF
Weight of Riser* 16337.53 Lbs.
*Calculation does not included grouted base
Force Buoyant=Riser Volume x unit weight of water(62.4 lbs/cf)
Force Buoyant=. 15038.40 Lbs
Force Ballast= Force Buoyant-Weight of Riser
Force Ballast= -1299.13 Lbs.
Volume Conc. Req.= Force Ballast/unit weight of concrete in water(87.6 pcf)
Volume Conc. _ -14.83 CF -0.55 CY
Weight of Concrete=Volume of Concrete x unit weight of concrete in air(150 pcf)
Weight of Concrete*_ -2224.54 Lbs
*negative value indicates base is adequate
1
56

Line Profile (Line 1 ) - PIPE F6 Page 1 of 1
Line 1 - PIPE FIS Elev (ft)
742.00 742.00
735.00 736.00
730.DO . ......... 730.00
72 4.CC ....... 724.00
. ..............
71
'12.00
35 4i 45 50 55 E.*,, E-5 70 16 K 65 90 95
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(Cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
1 43.01 722.50 730.25 0.90 2,13 2.13 723.40 732.38 732.38 24.08 8.00 -3.00 4.00
Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 2) - PIPE F5 Page 1 of 1
Line 2 - PIPE F5 Elev (ft)
746.00 746.CO
742.00 — 742.GG
738.00 ........ 738.DD
.... .......
...........
734.00 r 734.00
Lir/a
730.00 — LJb- -LT - W/o 730.00
Lin.-
726.00 1 726.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# QDn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfS) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
2 39.65 730.77 731.50 1.61 2.05 2.05 732.38 733.55 733.55 10.23 7.71 3.48 8.00
CA
cc Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sew"

Line Profile (Line 3) - PIPE F4 Page 1 of 1
Line 3 - PIPE F4
751.00 751.00
746.00 746.00
741.00741.00
.......................
736.00 739.00
W 2E .626Lf - 36 ' @ 1.50%
731.E 731.00
726.00 726.00
0 5 10 15 2 0 25 30 35 4D
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/S) (ft) (ft)
--
3 39.76 735.43 735.86 1.41 2.05 2..05 736.84 737.91 737.91 12.19 7.72 4.07 10.46
---�ENo. Lines:45 -T
Project File: Run Date: 9/9/2016
Sturm Se"m

Line Profile (Line 4) - PIPE G4 Page 1of1
Line 4 - PIPE G4
i
750.00 750.00
745.0 ........... 746.DD
742.00 Ll 1 742.00
738.00 738.00
20.0 3Lf - ,)47' @ 0.80 Line
734.00
�. � _ 734.00
730.00 730.00
0 10 20 30 4D 50 60 70 80 90 1 D0 110 120 130 140 150
Reach ift►
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
Ws) (ft) (ft) ( ) ( ) (ft) (ft) ( ) (ft) (ft/s) (ft/s) (ft) (ft)
4 16.17 737.59 738.55 1.28 1.45 1.45 738.87 740.00 740.00 7.63 6.63 9.73 8.77
--- -----
o Project File: No. Lines: 45 Run Date: 9/9/2016
storm Swom

Line Profile (Line 5) - PIPE H4 Page 1of1
Line 5 - PIPE H4 Elev (ft)
754.00 754.00
JB H4
750.00 750.00
746.DC' 745.00
......TT ............ ............ ............ ............ ............ ................................................................................................................. .......
...
742.DD 742.00
738.DD738.00
$0 000 f - " @ $.80%
Li ie 4
734.DD 734.DD
0 5 -10 15 2D 25 3D 35 4D 45 5D 55 5D 55 ?D 75 sD 85 90 95
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (f/s) (ft/s) (ft) (ft)
5 12.84 738.55 739.19 1.45 1.29 1.29 740.00 740.48 j 740.48 5.27 6.00 8.77 8.13
—T Project File: No. Lines:45 Run Date: 9/9/2016
swm,se"m

Line Profile (Line 6) - PIPE 14 Page 1of1
JB H4 Line 6 - PIPE 14 E-&,,JV4
750.60 750.00
747.60 74,7.00
....................................................................................... ............ ............ ............ ............ ............ ............ ............ ............ .........
744.00 744.00
741.00 741.00
16 20M - 181, 0.80%
738.DO 738.00
7335.00 735.00
0 '10 20 36 40 50 60 70 80 90 100 110 120 160 140 15D 160 170 180 190
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
6 9.50 739.69 740.97 1.15 1.19 1.19 740.84 742.16 742.16 6.54 6.32 8.13 6.85
N Project File: No. Lines:45 Run Date: 9/9/2016
norm s B

Line Profile (Line 7) - PIPE A Page 1of1
Line 7 - PIPE A Ele (ft)
751.00 J8 J4 751.00
748.00 748.DD
745.00 ............................. ................ ................................ ................ ................................ ................ ................................ .............. 745.DO
742.00 742.DO
120_90Lf - 8" 19 800) Lin:
739.DO Line 739.04
736.00 736.00
0 10 20 30 40 50 60 70 8D 90 1 DD 11D 120 13D 140 150
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
7 6.21 740.97 741.94 1.19 0.96 0.96 742.16 742.90 j 742.90 4.13 5.18 6.85 5.88
w Project File: No. Lines:45 Run Date: 9/9/2016
swmi sewer.

Line Profile (Line 8) - PIPE K3 Page IofI
Line 8 - PIPE K3 Elev (tt)
753.00 753.00
JE JB K3
750.00 750.00
747.00 747.00
............................. ................ ................................ ................ ................................ ................ ................................ ..............
744.00 744.00
741.00
r12 9 -0 L f - 5" 4.80°
Line
741.00
738.00 738.00
D 10 20 30 40 50 80 70 80 90 100 110 12D 130 140 150
Rosch Ifti
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(mss) (ft) (ft) (ft) ( ) ( ) (ft) ( ) (ft) (ft/s) (ft/s) (ft) (ft)
8 3.12 742.19 743.16 0.71 0.71 0.71 742.90 743.87 j 743.87 4.30 4.33 5.88 4.91
Project File: No. Lines:45 Run Date: 9/9/2016
st«m sewm

Line Profile (Line 9) - PIPE K2 Page Iof1
Line 9 - PIPE K2 Ele M
754.00 754.00
JBh _
751.00 751.00
`r I K2
748.00 748.00
745.00 ?45.00
... ... !r ....Q. .. ... .. . ....................... .... „
74 .00 37. 1 2Lf - 12 1.99 742.00
7391.00 739.00
0 5 1C' 15 20 26 30 35 40 45 50
ReACh (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
9 3.13 743.42 744.16 0.54 0.76 0.76 743.96 744.92 744.92 7.17 4.91 4.90 1.65
— —F0) Project File: No. Lines:45 Run Date: 9/9/2016
Storm 8e"m

Line Profile (Line 10) - PIPE E4 Page 1 of 1
Line 10 - PIPE E4 JB9
.ft)
75+0.00 1 7Ej� DD
746.00 ..................................................................................... ................. ................ ................ ................. ................. ................. ............. 746.00
742.00 742.00
738.00 738.00
11M7U 4" @ _80%
734.0D 734.DD
730.00 730.00
0 10 20 30 40 50 60 70 80 +30 IOD 110 120 130 140
Rech (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
WS) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
10 20.93 736.86 737.82 1.56 1.64 1.64 738.42 739.46 739.46 7.94 7.60 10.46 9.50
Project File: No. Lines:45 Run Date: 9/9/2016
storm Sewms

Line Profile (Line 11) - PIPE D4 Page 1 oft
Line 11 - PIPE W Elev M)
753.DD 753.00
749.00 749.00
745.00 ..................................................................................... ................. ................. ................. ................. ................. ................. ............. 745.00
741.00 741.00
737.00 io i iP �O
Lfly 15
733.00 733.00
0 10 20 30 40 50 60 70 BO 90 100 110 120 130 140
Reach (fti
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(ds) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (mss) (ft/S) (ft) (8)
11 17.64 737.82 738.78 1.64 1.51 1.51 739.46 740.29 j 740.29 6.41 6.92 9.50 8.54
0) Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 12) - PIPE C4 Page 1of1
Line 12 - PIPE C4 Eley (ft)
754.00 754.00
E,
750.00 750.D0
746M746.DO
..................................................................................... ................. ................. ................. ................. ................ ................. .............
193
742.40 742.00
L Line .1
?38.00 738.00
Lt"sc
734.04 734.00
0 _. 1 K c-1.1 70 80 90 100 1 t0 1?0 134 144
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Cl Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
WS) (ft) (8) (ft) (ft) (8) (ft) (ft) (ft) (ft/S) (ftiS) (8) (8)
12 14.31 738.78 739.74 1.51 1.36 11.36j 740.29 741.10 j 741.10 5.62 6.28 8.54 7.58
co Project File: No. Lines:45 Run Date: 9/9/2016
Stam Sewers

Line Profile (Line 13) - PIPE C3 Page,oft
Line 13 - PIPE C3 Elev (ft)
750.00 750.00
G
747.00 747.00
........... .
................... 744.00
35.462 f - 12" 2 (?Cl°�o Lim- _,
741.00 74'1.GG
738.00 L 738.00
735.00 735.40
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
13 3.76 742.64 743.35 0.61 0.83 0.83 743.25 744.17 744.17 7.49 5.43 5.68 2.46
Project File: No. Lines: 45 Run Date: 9/9/2016
Storm sera

Line Profile (Line 14) - PIPE C2 Page 1 of 1
Line 14 - PIPE C2 Bey (ft)
749.00 r 749.0
747.00 -
747.00
745.00 745.00
40.0380 - 2. 0% r
743.00 .............. ...................... ...................... ...................... ...................... ............................................................ 743.00
Li r� 1'��
741.00 741.40
739.00 739.00
0 5 10 15 25 30 35 40 45 5D 55
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
14 2.33 743.69 744.49 0.67 0.67 1.48 744.36 745.63 745.97 6.68 6.67 2.45 1.65
o Project File: No. Lines:45 Run Date: 9/9/2016
Stom Swmm

Line Profile (Line 15) - PIPE C1 Page 1of1
Line 15 - PIPE C1 Ele-,, (ft?
749.DD 749.DD
Y1 C1
747.D0 747.DD
745.00 745.00
41 00 0 U - rr 2.00%
743.00 ............... .................................................. .................................................. .................................................. ............... 743.00
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfS) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft)
15 1.45 744.49 745.29 0.67 0.67 1.45 745.97 746.47 746.74 4.17 4.17 1.65 0.85
Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 16) - PIPE K1 Page 1of1
Life 16 - PIPE K1 Elev (ft)
749.00 749.00
Y1 Ki
747.00 747.D0
745.00 745.00
743.00 '"
............... .................................................. .................................................. .................................................. ............... 743.00
741.y:_ 741.00
739- 739.00
15 20 45 50
Ruch (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
16 1.54 744.49 745.29 0.46 0.58 0.58 744.95 745.87 745.87 5.93 4.78 1.65 0.85
N Project File: [No. Lines:45 Run Date: 9/9/2016
swm SffWWS

Line Profile (Line 17) - PIPE J3 Page Iof1
Line 17 - PIPE A Elew (ft)
753.0D 753.D0
i
750.00 I 750.D0
E
747.00 747.DD
744.00 744.001
19. 149U - 1 @ 1.98% Line 13
741.00 741.00
738.00 738.00
0 5 10 15 20 25 30
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
17 3.28 743.12 743.50 0.56 0.78 0.78 743.68 744.27 744.27 7.24 5.03 5.20 2.31
w Project File: No. Lines: 45 Run Date: 9/9/2016
Storm sewers

Line Profile (Line 18) - PIPE J2 Page,of,
Line 18 - PIPE J2 El v (ft)
749.00 Yl J2 749.00
747.00 747.DD
745.0 745.00
33.068L - 8" @ 2.0010
743.001_ff,e 7 ................. ........................................................ ........................................................ ................................. 743.DD
741.00 741.DD
739.00 739.00
0 5 1D 15 20 25 30 35 44 45
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (Us) (ft/s) (ft) (ft)
18 2.33 743.83 744.49 0.67 0.67 1.40 744.50 745.55 745.89 6.68 6.67 2.31 1.65
A Project File: No. Lines:45 Run Date: 9/9/2016
Stam sewew

Line Profile (Line 19) - PIPE A Page,of,
Line 19 - PIPE A Eley (ft)
749.DD 749.DD
747.00 747.D0
745.00 745.(O
3 .994Lf - 2.00%
Line t�
743. ............................................. .................................................. .................................................. ............... 743.00
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 4D 45 50
Reach (ft;l
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn TUp Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
19 1.45 744.49 745.29 0.67 0.67 1.37 745.89 746.39 746.66 4.17 4.17 1.65 0.85
Project File: No. Lines:45 Run Date: 9/9/2016
Storm Swasm

Line Profile (Line 20) - PIPE B4 Page 1of1
JB G4 Line 20 - PIPE B4 JB S ,ft)
750.00 750.(30
747.00 747.00
..................................................................................... ................. ................. ................. ................. ................. ................. .............
744.00 744.00
741.60 rmf00
120 OOU - 8" @ 0.80%
735.00 738.00
735.00 735.60
0 10 20 30 40 5 �� 76 SG OG 166 116 126 136 140
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
WS) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
20 10.82 740.23 741.19 1.34 1.34 2.00 741.57 742.53 743.19 6.48 6.48 7.59 6.63
Project File: No. Lines:45 Run Date: 9/9/2016
smm semB

Line Profile (Line 21) - PIPE B3 Page 1 of 1
----------
Line 21 - PIPE B3 Elev (ft)
753.DO 753.00
750.00 750.00
747.00 747.OD
..........
...........................
744.00 744.DO
..............
............
4
35 456-f - 12" . 2.00% Lim
741.00 741.00
Line -
738.00 738.DO
0 6 -10 15 20 26 3D 35 4C, 45 50
Reach ilft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# a Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(ds) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
21 3.76 742.65 743.36 0.61 0.83 0.83 743.26 744.18 744.18 7.49 5.43 5.67 2.45
Project File: No. Lines:45 Run Date: 9/9/2016
--4
Stwm Sm"m

Line Profile (Line 22) - PIPE B2 Page 1of1
Line 22 - PIPE B2 Elev (ft)
749.DD 749.40
Y1 B2
747.DD 747.DD
745.00 745.DO
. 0° Line
743.00 .............. ...................... ..............40.0�44Lf...... ..................-.... ...............2....... ............................................................ 743.00
Lin 21
741.00 741.00
739.00 739.00
0 5 -14 15 20 25 30 35 40 45 50 55
Beach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q D Up Dn Up Hw D Up Jnct D Up D Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
22 2.33 743.69 744.49 0.67 0.67 1.48 744.36 745.63 745.97 6.68 6.67 2.45 1.65
Project File: No. Lines:45 Run Date: 9/9/2016
swan smell

Line Profile (Line 23) - PIPE 131 Page 1of1
Line 23 - PIPE 131 Elegy (ft)
749.00 749.00
A B1
747.DO 747.00
745.DO 745.DO
.0000 - " @ 2.0 %
743.00 ............... .................................................. .................................................. .................................................. ............... 743.00
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 4D 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) 00 (ft)
23 1.45 744.49 745.29 0.67 0.67 1.45 745.97 746.47 746.74 4.17 4.17 1.65 0.85
Project File: No. Lines:45 �RunDate: 9/9/2016
Storm Sewers

Line Profile (Line 24) - PIPE 13 Page 1of1
Line 24 - PIPE 13 Elev (ft)
751.40 751.00
`fl 13
748.00 748.00
745.00 .. 745.00
742.00 _ L7aos
`—
739.00 Line 8 730.00
736.00 735.00
0 5 10 15 2 25 30
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
WS) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) WS) (ft) (ft)
24 3.60 742.82 743.21 0.59 0.81 0.81 743.41 744.02 744.02 7.45 5.29 5.50 2.60
gProject File: No. Lines:45 Run Date: 9/9/2016
sww„se"m

Line Profile (Line 25) - PIPE 12 Page Iof1
Line 25 - PIPE 12
749.00 749.00
V A 12
747.00 747.00
746.00 I 745.00
h
-
743.00 ............. .................... ................... .................... .................... ........................................................................................ 74
741.00 741.00
73-9.00 739.00
0 6 t 0 26 Sit 35 40 45 50 55 fro
Ruch (ft:l
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
25 2.33 743.53 744.49 0.67 0.67 1.58 744.20 745.72 746.07 6.68 6.67 2.61 1.65
Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 26) - PIPE H3 Page 1 oft
Line 26 - PIPE H3 Elev M)
750.D0 750.DD
;tri H
747.00 747.00
.........,
744.00 744.00
35 4901 f - 12" ', , 2 100.0"
741.00 741.00
738.00Le 5
in 738.00
735.00 735.00
0 5 10 16 20 25 30 35 40 45 5D
Reach M)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(S) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) M/s) (ft/s) (ft) (ft)
26 3.73 742.32 743.03 0.61 0.82 0.82 742.92 743.85 743.85 7.48 5.40 6.00 2.78
N Project File: No. Lines:45 Run Date: 9/9/2016
smm,sewers

Line Profile (Line 27) - PIPE H2 Page 1of1
Line 27 - PIPE H2 Elev (ft)
749.00 749.00
°t H2
747.(90 747.00
TI
745.00 745.00
ti e26
743.0D ......... ................. ................. ................ . ... _... . .... . .. .. .. .............................................................. 743.00
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 46 50 55 60 65 70
Ruch (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (8) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (8) (ft)
27 2.33 743.03 744.16 0.82 0.65 0.65 743.85 744.81 j 744.81 3.37 4.29 2.78 1.65
W Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 28) - PIPE 1-11 Page 1of1
Line 28 - PIPE H1 Elev (ft)
749.00 749.00
Y1 ff
747.00 747.00
745.013 745.00
40.00,9Lf - '13" @ 2. O%
743.00
.............. ...................... ...................... ...................... ...................... ............................................................ 743.{}0
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50 55
Reach ift'i
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
28 1.45 744.49 745.29 0.45 0.57 0.57 744.94 745.86 745.86 5.87 4.61 1.65 0.85
Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 29) - PIPE D3 Page IofI
Line 29 - PIPE D3 Elev (ft)
754.00 754.00
750.00 750.DD
748.{y0 746.D0
742.0035.463-Y _ 742.DD
738.00 738.00
Line 11
734.00 734.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/S) (fus) (ft) (ft)
29 3.76 742.65 743.36 0.61 0.83 0.83 743.26 744.18 744.18 7.49 5.43 5.67 2.45
--TOD Project File: No, Lines: 45 Run Date: 9/9/2016
Storm Se"m

Line Profile (Line 30) - PIPE D2 Page 1ofI
Line 30 - PIPE D2 Elev (ft)
749.00 749.00
`I 'LIQ
747.00 747.00
74.5.00 745.00
40.032Lf - " � 2. 0% bne r l
743.00 ............. ...... ...................... ...................... ............................................................ 743.00
Lin
741.DO 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50 55
Reach (fta
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
30 2.33 743.69 744.49 0.67 0.67 1.48 744.36 745.63 745.97 6.68 6.67 2.45 1.65
Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewer

Line Profile (Line 31) - PIPE D1 Page Iof1
Line 31 - PIPE D1 Eteu (ft)
749.01D 749.00
747.00 747.DD
745.00 745.DO
.00OLf - 2 %
I--
743.00Ling 30
........... .................................................. .................................................. ................................................. ............... 743.0D
741.00 741.00
739.00 739.00
0 6 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftls) (ft/s) (ft) (ft)
31 1.45 744.49 745.29 0.67 0.67 1.45 745.97 746.47 746.74 4.17 4.17 1.65 0.85
Co Project File: No. Lines:45 Run Date: 9/9/2016
Storm sewers

Line Profile (Line 32) - PIPE A4 Page 1 of 1
Line 32 - PIPE A4 (ft)
753.00 753.DD
BA
750.DO 750.DD
747.0,0 747.00
..................................................................................... ................. ................. ................. ................. ................. ................. .............
744.00 744.00
741.00 Mf 1- Li1ti 0
Line Ali
738.00 736.DD
0 10 20 30 40 50 50 70 6 D DD 10D 110 1 CI 130 140
Ruch M)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
32 7.29 741.19 742.15 1.50 1.49 1.76 743.19 743.64 743.91 4.13 4.13 6.63 5.67
cc
00 Project File: No. Lines:45 Run Date: 9/9/2016
Storm sewers

Line Profile (Line 33) - PIPE A3 Page 1of1
Line 33 - PIPE A3 Elev fft
754.00 754.DO
751.00 751.DD
748.00 748.00
........
745.00 .. .......... .
742.00742.DO
35.450 f - 18' 2.00°. Lire-
Line v
739.00 739.00
D 5 10, 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
33 7.33 742.15 742.86 1.50 1.05 1.29 743.91 743.91 j 744.15 4.15 5.54 5.67 2.45
Project File: No. Lines:45 Run Date: 9/9/2016
swm,SeWm

Line Profile (Line 34) - PIPE A2 Page 1 of 1
Line 34 - PIPE A2 Bev (ft)
7491.00 749.00
- Y1 A2
747.00 747.00
745.00 745.00
743.CIG
........ ................... ........40'OGO .....1 � ... ........................................... ...............
741.00 741.40
739.00 739.00
0 5 10 15 20 25 30 35 4G 45 50
Reach l;fti
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
34 5.86 742.86 743.66 1.29 0.93 0.93 744.15 744.59 j 744.59 3.63 5.07 2.45 1.65
o Project File: FNo. Lines:45 Run Date: 9/9/2016
Storm Sewers

Line Profile (Line 35) - PIPE Al Page 1of1
Life 35 - PIPE Al Elev l.ft)
749.QG 749.acs
747.00 j 747.03
745.00, 7a9-.DO
44 Lf - 5" 2.11
743.00 ............... .................................................. .................................................. .................................................. ............... 743.;,,;;
741.00 741.00
39.(30
t0 15 2-0 35 4D K
(each (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/S) (ft/S) (ft) (ft)
35 5.01 743.91 744.71 0.68 0.91 0.91 744.59 745.62 745.62 7.30 5.25 1.65 0.85
Project File: No. Lines:45 Run Date: 9/9/2016
swan samrs

Line Profile (Line 36) - PIPE E3 Page 1 of 1
Line 36 - PIPE E3
753.00
749.DO -
745.X,
............................ --- —----
...................
3� 4, 73-f - 12" 12 02-1
741.00 J
737.00
733.00 733.00-
0 5 2u 25 46 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line velocity Cover
Line# Q Dn Up Dn Up Hw Dn -7Up — Jnct Dn Up Dn Up
WS) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ftVS) (ft) (ft)
36 3.76 742.65 743.36 0.61 0.83 0.83 743.26 744.18 744.18 7.49 5.43 5.67 2.45
Project File: - No. Lines:45 Run Date: 9/9/2016
Stwm Semrs

Line Profile (Line 37) - PIPE E2 Page 1of1
Line 37 - PIPE E2 Elev (ft)
749.00 749.DO
Y1 E2
747.00 747.00
745.00 745.DO
407 027U - 2. 0
743.00 .............. ...................... ...................... ...................... ...................... ............................................................ 743.00
Line 36
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50 55
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
37 2.33 743.69 744.49 0.67 0.67 1.48 744.36 745.63 745.97 6.68 6.67 2.45 1.65
Project File: No. Lines: 45 Run Date: 9/9/2016
Storm sewers

Line Profile (Line 38) - PIPE E1 Page 1of1
Line 38 - PIPE E1 Elea i;ft)
749.00 749.CSG
't'I E'1
747.00 747.GCS
745.00 745.0G
L_ 4 .000U - " @ 2.0 %
743.007 ............... .................................................. .................................................. .................................................. ............... 743.00
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50
Ruch ift'I
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) ( ) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
38 1.45 744.49 745.29 0.67 0.67 1.45 745.97 746.47 746.74 4.17 4.17 1.65 0.85
Project File: No. Lines:45 Run Date: 9/9/2016
Storm sewers

Line Profile (Line 39) - PIPE 11 Page 1of1
Line 39 - PIPE 11 Elev (ft)
749.vID 749.00
'rel 11
747.00 747.DO
745.00 745.DO
31 994U - " @ 2. %
743.00 ............... .................................................. ............................................ ............ 743.DO
741.00 741.00
739.00 739.00
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
39 1.45 744.49 745.29 0.67 0.67 1.54 746.07 746.56 746.83 4.17 4.17 1.65 0.85
Project File: No. Lines:45 Run Date: 9/9/2016
Storm samB

Line Profile (Line 40) - PIPE F3 Page 1of1
Line 40 - PIPE F3 Elea (ft)
750.00 750.00
746.00 746.0D
..............
742.00 _ 742.00
738.00 738.00
734.00 L e : 734.00
730.DD 730.00
D 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
40 3.76 742.65 743.36 0.61 0.83 0.83 743.26 744.19 744.19 7.49 5.43 5.67 2.45
rn Project File: No. Lines:45 Run Date: 9/9/2016
sc«m seven

Line Profile (Line 41 ) - PIPE F2 Page, oft
Line 41 - PIPE F2 Elev (ft)
749. 30 749.00
Y1 F
747.00 747.DO
745.00 745.DD
40021 Lf 713 2 0%
743.00 .............. ...................... ...................... ...................... ...................... ......................................................... 743.00
Lin 4D
741.60 741.04
739.00 739.0D
0 5 10 15 20 25 30 35 40 45 50 55
Reach M)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (f/s) (ft) (ft)
41 2.33 743.69 744.49 0.67 0.67 1.48 744.36 745.63 745.97 6.68 6.67 2.45 1.65
Project File: No. Lines:45 Run Date: 9/9/2016
-- swan sewers

Line Profile (Line 42) - PIPE F1 Page,of
Line 42 - PIPE F1 Elev i;ft)
749.00 749.D0
`fit F1
747.00 747.00
745.00 745.00
743.DD ............... .................................................. .................................................. .................................................. ............... 743.DD
741.00 741.DD
739.00 739.00
0 5 10 15 20 25 3D 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
WS) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (f/s) (ft/s) (ft) (ft)
42 1.45 744.49 745.29 0.67 0.67 1.45 745.97 746.47 746.74 4.17 4.17 1.65 0.85
Project File: No. Lines:45 Run Date: 9/9/2016
stoop se"m

Line Profile (Line 43) - PIPE G3 Page 1of1
Line 43 - PIPE G3 Elegy M)
754.00 754.DO
JB
75O.DD GB 75D.DD
746.00 746.00
.
742.00 _ 5o 742.D0
73"00738.00
Ling
734.DO 734.00
0 5 10 15 20 25 30 35 40 45 5D
Ruch (fti
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(ds) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
43 3.76 742.65 743.36 0.61 0.83 0.83 743.26 744.18 744.18 7.49 5.43 5.67 2.45
Project File: =No. Lines:45 Run Date: 9/9/2016
swm,Swmrs

Line Profile (Line 44) - PIPE G2 Page 1of1
Line 44 - PIPE G2 Elev (ft:►
749.DO 749.00
_ Y1 G
747.00 747.DO
745.00 745.GG
t�
743.00 .............. ...................... ...................... ....................40.014Lf - 2.C 0%.. ...................... ............................................................ 743.00
Line 43
741.Ga 741.04
739.00 739.04
0 5 10 15 24 25 30 35 40 45 50 55
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q
Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
(cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft)
44 2.33 743.69 744.49 0.67 0.67 1.48 744.36 745.63 745.97 6.68 6.67 2.45 1.65
g Project File: No. Lines:45 Run Date: 9/9/2016
sam se"m

Line Profile (Line 45) - PIPE G1 Page Iof1
Line 45 - PIPE G1 Elev M)
749.Of" I CSG
747.00 747.DD
745.CID ?4�a.D0
4 .00OLf _ 2.C1 °a
743.00 ............... .................................................. .................................................. .................................................. ............... 743.00
741.00 741.00
739.0D 739.DD
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover
Line# Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up
Ws) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft)
45 1.45 744.49 745.29 0.67 0.67 1.45 745.97 746.47 746.74 4.17 4.17 1.65 0.65
Project File: No. Lines:45 Run Date: 9/9/2016
Storm Sewers

Culvert Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Sep 12 2016
EEDS CHARLOTTE BOX CULVERT
Invert Elev Dn (ft) = 710.00 Calculations
Pipe Length (ft) = 300.00 Qmin (cfs) = 364.44
Slope (%) = 3.00 Qmax (cfs) = 364.44
Invert Elev Up (ft) = 719.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 84.0
Shape = Box Highlighted
Span (in) = 96.0 Qtotal (cfs) = 364.44
No. Barrels = 1 Qpipe (cfs) = 364.44
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Flared Wingwalls Veloc Dn (ft/s) = 8.28
Culvert Entrance = 30D to 75D wingwall flares Veloc Up (ft/s) = 11.37
Coeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 HGL Dn (ft) = 715.50
HGL Up (ft) = 723.01
Embankment Hw Elev (ft) = 725.36
Top Elevation (ft) = 749.00 Hw/D (ft) = 0.91
Top Width (ft) = 100.00 Flow Regime = Inlet Control
Crest Width (ft) = 30.00
bar* EE06 CHARLOTTE BOX CULVERT H►D40 M
750.00 31.00
742.00 23.rx,
73!00 ism
776.00
Irtlalcontral 700
71600
-1.00
710.00
-900
702.W -17.00
0 50 70
100 t50 0 250 300 350 100 150 500
Boa W-1 HGL EmbMk
RpM jSj
102

Hydrology Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Monday,Sep 12 2016
Box Culvert Drainage Area
Hydrograph type = Rational Peak discharge (cfs) = 364.44
Storm frequency(yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 53.000 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.238 Tc by User(min) = 5
OF Curve = SampleExpress.lDF Rec limb factor = 1.00
Hydrograph Volume=109,331 (cuft);2.510(acft)
Runoff Hydrograph
Q(cfs) 10-yr frequency Q(cfs)
400.00 400.00
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 5 10
Time(min)
Runoff Hyd-Qp=364.44(cfs)
103

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m !CO ENERGY-CHARLOTTE 11'1 '�, Chambers Englneerilg,PA oESIcrlEo sr. p-S. 16
;? INTERMODAL FACILITY O , sr6 2 9 � Cl
.iPROJECT NUMBER 201 b945 .•' ��y mo DNN By, Olm ev; 6oLICITATrorvrw.: 3 10 C�
p =_0:1y J _ rn,r.. wm BUBLe1TED BY: COIIINACT NO.: 11 d(Q
N CE F rro�x.c 89� %f0 v 5
$ '� ec ene ROT SCALE'ROT MIE PROJECr NUMBER: 6 13
w GRADING PLAN o-n»Kss As NOTED x0- 16 2015916 ¢�
SHEET 3 OF 4 8I].E: FILE NAME: 7 " LLl
rl„ `�'`` A1161 D RISE CML SDdr MAR( OEBCRNDONDATE MARC OE6CRIPOW DATE

-- -- -----1 - ( ` 3 4 5
PROPOSED
/ STORM DRAIN
eco-energy
/ 12RAEL WICK
. / 1 GRAVEL ACCESS � 1/4-
PERMANENT CUTLPao EcnoN ET _ - -- NaO_0B'3B - ECO ENERGY
a'TOPSOIL t SEED / CHARLOTTE,NC
10'UTTORK SHELF
PONDr -
Y
la•DIA PPE REF.GRADING SHEETS
TOP WIDTH - NORMAL WATER ELEV.668.0 / � FOR CONTINUATION
D 2BEYONND % -
PIPE.TYP. / 4'MIN IMPERMEABLE LAYER D
DEPTH (REFER TO BASIN / F /
TYPICAL SECTION) / !-
' 2 SHALLOW LAND SHALLOW WATER _
2€ I MIN. HERBACEOUS PLANTS EMERGENT PLANTS Bm OF TOPSCL y 7
—F—1 eN:Kr"i MHNLME COMPALTEDvmm VEGETATED SHELF MAINTENANCE SCHEDULE FOREBAY BAFFLE,
oNfir ooN Eau fMENr.ROLLeRS DR HAHO 1mnwLANJy - ffie wif detennm bezm.z�lel+lizhed tlnpMnBmtM \:... SEE DETAIL BELOW
suaE AunxwINpAROOfBosocT Aro MINIM" 1M zl JtuW IUw b^.•�s MhI fmdnw.•—*Il it I STORMWATER BMP ACCESS - f
ANTI—SEEP COLLAR DETAIL �^"� IsexsT �„ .ex,KA p�fP^ -
NO SCALE "ee In m"tln pl—becw—e ,hdud l.mulmly sty-1,0- STORM t MAINTENANCE EASEMENT I � 1FOREBA i
CUT OFF TRENCH DETAIL D.(
mF alp �el��^. u{�wI.HE( 6�N.. ..I..I.:
NO SCALE trmLveem�tlut".eq,wedmeslabLshtlreplentsmtheeegwWYW1. WATER / \ �r ( t - '`I`EA\ j.
BMP Inset Table
LI CORAL SHELF CROSS SECTIONNO ALE Wet Pond q �'N
EEDS Intsrrrlodel Ethanol Transfer
Pr' Name: FadlNy • I^' i
S uence ID: 1 u
Surface Areas.ft.: 16,804-YRWATfif :724-47.
2-Y'RINATERLEVETEM" 7,LNP CF Drainage Area aces: 7.56
Land Use/DeVLHD ment T Industrial-Heavyr -
roP of eAFFLE=7zz.w Percent Bulli-U Arsa: 11.33% J �i
NOBNAL FOOL LEVEL=M.pD Permanent Pool Depth ft.: 5.5
'< 6•MAINTENANCE DRAIN / r
LINE FACE OF DAM ClAS31 RIP RAP Fo eba Permanent Pool De th ft.: 5 / VALVE,REF DETAILS IV S
wI 1Y MIN.IIS/ gpppLE Flow Divener Present MNI: N / Ir Ar •_�
WASHED STONE / - I s 8'SCH.80 PVC DRAIN J,
\X/ TOP OF BAFFLE•7]2!° R ulated B Post ConsWction OrdMence LINE a asox SLOPE ((
/ —
-TER FAIOIRAIC matrnent ENBCtiveness: O tir»al I r
Ea NCS
Plane X Bastin 1425141.68 N /
MYTAFI E UAL
OR
APPROVED EOUK - �,^ RPRM NC State Plane Y northi 559578.57 A r
c L C
_4.
GCL LINER COVER 901E AND KEY DAM IIITO GCL LINER,COVER SOIL AND I A 3:1 SLOPE lYP
PrtEPAREDSIT RAOE,REF. F1O&IING GRADE I ( )
GCL LINER DETAIL Y E PREPARED BIT HADE.REF. / ....
GCL LINER DETAIL - 10:1 UITORAL SHELF
ELEVATION .PLANroQUALITY.
SECTION 8—B BELOW(�AREA
/�' 5,517 SF)
O
• _— r 2:1 SLOPE BELOW
NO SCALE SCALE BAFFLE DETAIL -
N �• �, '• • '.. .. ,•,. . .r,- / WATER ,
� � 1
PERMANENT OUTLET
PROTECTION
TDP OF DAM: 726.00• t66.50 LF
JJOMIOF Ir a O.5Oi W ---_'-� 1 1 311E _ -_ � a n g ra
Hai SLOPE,6'MIN.COVER SOIL .--�.c --- -'_ _L
10.1/DEPS TYP,OF LITTORAL SHELF EMERGENCY SPILLWAY. + _-�• .. �I o d
T'OP OF
RISER: 724.20 ELEV.724.35' a y
PRECAST CONC.RISER
STRUCTURE.WW ELEV.724.20'
5O-YR WATER LEVEL n4.4O' 49 419
-YR
10 YR WA ] 3 > a
- WA 1 r WET POND GRADING PLAN
N AL POOL lEVF1:72200' 687-50' SCALE: Ie-JO'
$F
z 1DUTEND Gri TO
TOP
2 1 r OF LITTORAL SHELF : s
_ __ _ 1 STORAGE 10'UTTORK g Sfff A`
66.50'-is RCPiO-RING CILANOUT 777.5' SHELF AT 10.1
,�LML.ALOSQ�_ WET P TTOM: 6. B
FOR®AY BAFFLE,SEE
s N5
DETAIL THIS SHEET E 1
GCL t COVER SOL, Afs vuKNVs mMu6(u7/MT TW AHS AW—Tr.uas VNL,AD I �,
REF.DETAIL SPA°NO tr ON CENIFA,r1Is1WED AT ALT.N NS lPAol4 OM—mrRA aLFRARD AT Nr.wfeWALs
TYPICAL POND SECTION B—B
SCALE 1"=5' T Ala:aa. IVII :fs ws 1wa«w(alc rug) L 1111
ptl OQ .�1 Qo �: YpA a SFW°
lNMIR 'r d lamt clWlom AT KT.KIIFRYAfs
� rw�r-x-Hr.
t»a a_!R>iR svAlaiE A NrfIWA1RW WTEnvNS (
ALLY.BAR IxUTINC 1'l(,'BEARING BARS FASTEN 3.4"o ORIFICE. 10 - .,\;' .�`� �T YAIUKTT I2'-ir NT. I � F
INV:723.10 1 "x:3 �� :^IIL W AfMpuW rc1WUTA 17943
W/J-CUPS ATTACHED To A 11•)(iJ•XI}•GALVAN7FD Y ou..s•FUK
AN(iE FRAME.MITAN FRAYE TO TOP OF OUTLET 9•SCH BD PVC WATER OAJ
ITY CONTRA
STRUCTURE. - --—--- sAOn aIIs1Wm AT NTLTMMTMa rLImVNs
STRUCRE.W/2'SWACCE
ARE SS HATCH t LACK DEVICE.8•SLUICE GV INSIDE RISER W/
HANDLE UP UP THROUGH RISER GRATE sw ttWEOA GVaWALE ��'ii/�„��C���111”'
10:1 ROPE,8'SOIL(MIN) _ — Y..r—
ON UITORAL SHELF �.v alg1O®Ar AueNAfNo M1gvAL5 null
EMERGENCY SPILLWAY
EL.724.35' _ WTNtt:'r- Rr.
110'MIN —
I mp OF Dµ. 726.00•
KEY TYPE WAND KEY TYPE QUANTITY
1 - WA 4 49 1 CF)
- ,_ �� _ WMu°w M1Wt k GR fWiOe'LN°NpWAaurs
3 _ - ] ] °o° .wrsaorvaar wR'WAo 215 Asm ,Is wrrKlrA 228
W STING GRADE 1 r— _ ---- - - I - a' 7 CF) auuw WAru omLmlr w°IHPsrams
i I 1 I NORMAL POOL LEVEL 72200' rWsaMKrsr 215a 228 ¢ N
PROPOSED BERM,COMPACT =LL DDLo N
-SCL 9816 STANOARO PROCTOR - - - BHAuw WArFN EIEWmHT 9MLLOv Wo MRMA®a 4t U N
722.50' 215 228 O W J
_� 1 1 BASEL ON 1EWTATED SHFlf NEA:5,316 S Y O O W
q -_________ SHALLOW WATER(LOMB NNF Q SIEL�:2,660 Si O=
______________________________ __ __________________ 9HNLOw LAND(IL NAIFOFSHELFp 2.— " C2F ❑
(66.50'-18"RCP'o-RING -
__ GASI01D JOINT AT 0.5016 WET POND BOTTOM:716.50' W D=U
_____________________________ f. rIN45 TO MIWaAIMYaAa SPuw AT FINE 0i Z F'
OUZO
MTV:]16.33 2 NANIPHG YASOH a ttL45 91Au M ffIxIFN NMOL tSln O-a.
NO E:6'PERMANENT POOH '�armrR�^ U G.
CONC.FLARED DRAIN AND N FOR
VALVE NOTES INV:716.33 BENTONITE W
END SECTION NOT SHOWN FCT CIARIIY. t. PROVIDE WATER SCOT SEAL CONCRETE O FILL INSIDE GEOSYNINETIC CLAY
12-
ARCUND PIPE JCNTS TO RISER CONCRETE
BASE-6'x6• eorrOM OF RISER, (ca.)LINER w/12• LITTORAL SHELF PLANNING DETAIL
CUTOFF W/NON-SHRINK GROUT. 12'THK.W/10/10 6x8 WWM SLOPE TO RCP INVERT SOL COVER NO SCALE
REF 2 GCL SHALL BE SEALED TO UNDISTURBED S PROPOSED BERM.
CONCRETE RISER W/GRANULAR COMPACT SOL Sax
BENTONITE ON ALL SIDES STANDARD PROCTOR
BMEEF NUMBER
SECTION A—A
SCALE 1-5' cDT.o
3 __.--_..- _--_..
q 5 __ _

4 5
ec -ane
I
ECO ENERGY
GWSOTTE.NC
v
D
a� a�
b� ��i TE:PROVIDE 1e'MIN.COVER
i'€ SOIL DEPTH ON LITTgiK SIELF
WET POND IWTfOM ci cv.VARIES) FOR WETUWOPIANTINGa
DAM AND EMBANKMENT CONSTRUCTION Rs
Hill
1.)GENERAL-THE POND AND DAM AREA SHALL BE CLEARED.GRUBBED AND STRIPPED OF ALL VEGETATIVE MATERIAL AND TOPSOIL PRIOR TO DAM CONSTRUCTION.
THE DISPOSAL OF TREES,STUMPS,CONSTRUCTION DEBRIS,VEGETATIVE MATERIAL,ETC.SHALL NOT BE PERMITTED IN THE DAM OR POOL AREA,WHEN
BLASTING IS USED TO REMOVE ROCK FROM THE.POOL AREA,THE BLASTED AREA SHALL BE OVER-EXCAVATED TO A DEPTH OF AT LEAST TWO FEET(2')BELOW Gct-MATTING,•DENTDIAAT a•
FINISHED GRADE AND BROUGHT BACK TO FINISHED GRADE WITH CLEAN RELATIVELY IMPERVIOUS SOIL MATERIAL COMPACTED IN PLACE. WR APPRoveO EauAL.PLACED ALUM BAR GRATE w/2'
2.)EARTH FILL DAMS THP LY Y- SQUARE ACCESS HATCH AND
MEMaRANE AGARIar sueGRAOE
A) THE CONSTRUCTION OF THE DAM SHALL FOLLOW THE STANDARDS OF THE NCDEO DAM SAFETY.ITEMS LISTED BELOW ARE MINIMUM,BUT WILL BE VOID IF LOCK CENTERED ON TOP
NCDENR REQUIREMENTS ARE MORE STRINGENT REQUIREMENTS, e•MIN PREPARED 5UI1cRADE MATERIAL
B) SOIL MATERIALS USED FOR EARTH FILL WHICH ARE HIGHLY PERMEABLE OR WHICH EXHIBIT SIGNIFICANT SHRINKAGE SWELL OR DISPERSION SHALL NOT BE USED Ae REO'D,REF.NOTES BELOW
IN THE EMBANKMENT.
C) A CUTOFF TRENCH(CORE TRENCH)SFULLL BE PROVIDED WITH A MINIMUM WIDTH OF FIVE FEET(S).THE CENTERLINE OF THE CUTOFF TRENCH SHALL BE UNf1ERLYRIG mLL3OR UNFINISHED ROCK
LOCATED DOWNSTREAM OF THE INSIDE TOP OF SLOPE OF THE DAM.THE CUTOFF TRENCH SHALL BE CAREFULLY BACK-FILLED WITH HIGHLY IMPERMEABLE
MATERIAL AND COMPACTED AT LEAST NINETY-EIGHT PERCENT(98%)OF STANDARD PROCTOR DENSITY. 4'X4'PRECAST
D)THE MINIMUM TOP WIDTH OF THE DAM SHALL BE TEN FEET(10')AND SLOPES SHALL NOT BE STEEPER THAN 3:1(THREE HORIZONTAL TO ONE VERTICAL ON THE RISER UNIT -
DAM OR UPSTREAM SIDE OF THE EMBANKMENT WITH 2:1 SLOPE ON THE DOWNSTREAM SLOPE OF THE DAM.THE SLOPES AROUND THE POND WILL BE 3'1 FOR S'SLUICE GV WITH
EASE OF MAINTENANCE AND ACCESS OF THE POND. uFT ROD FOR DRAIN
E) ALL DISTURBED GROUND AREAS AND EMBANKMENTS SURROUNDING THE POND SHALL BE MECHANICALLY STABILIZED OR HAVE PERMANENT SEEDING SCHEDULE.
3.)LANDSCAPING AREAS AROUND THE POND
A)THE LANDSCAPING WILL BE INSTALLED AND MAINTAINED PER THE REQUIREMENTS OF THE CURRENTS STORMWATER BMP MANUAL PER NCDENR WATER QUALITY
SECTION. I,
/ANIL\
B)THE SOIL IN THE LITTORAL SHELF WILL HAVE AMENDMENTS PER NCDENR REQUIREMENTS PER CHAPTER 6 OF JULY 2007 OR CURRENT MANUAL FOR GOODCONDITIONS TO MAINTAIN THE AQUATIC PLANTING REQUIRED FOR THE WATER QUALITY FEATURE.C)THE ENGINEER WILL COORDINATE WITH THE OWNER AND CITY OF CHARLOTTE ENGINEERING DEPT.FOR APPROPRIATE AGREEMENTS,COVENANTS,AND OTHERCPAPER WORK REQUIRED FOR THE CERTIFICATION OF THE WATER QUALITY MEASURE.ENGINEER MUST MONITOR CONSTRUCTION,AND CERTIFY THE MEASURE ''C
AND PROVIDE AS-BUILTS UPON COMPLETION4'INSIDE
-
TYPICAL
TYPICAL BENTOMAT INSTALLATION TECHNIOUE
OPERATION AND MAINTENANCE NOTE:
PLAN MEW
Drier,subgrede and cove material stall be prepared and,mtaL%d under dly wnd4iws.
MAINTENANCE OF THE POND WILL FOLLOW THE CRY OF CHARLOTTE AND NCDEO STANDARD MAINTENANCE REQUIREMENTS AND MAINTENANCE WILL BE DONE AS Contractor may install liner after Seasonal High Water Table(SHWT)has receded m Lr
PART OF THE STANDARDS SET UP BY THE STORMWATER BMP MANUAL AND CERTIFICATION FOR MAINTENANCE BY THE LOCAL ORDINANCE REQUIREMENTS levels permitting work.If SHWr does col suffimenUy mcede udder natural corddi-. TOP OF RISER RN ELEV. I
then Contractor shall be responsible for any and all dewatering required to perform work. 724.20
INSPECTION EVERY MONTH OR AFTER A t.0"RANFALL EVENT:
1.REMOVE DERIS FROM THE OUTLET STRUCTURE. OPEN TOP w/VARMINT
2.CHECK AND CLEAR THE ORIFICES OF ANY OBSTRUCTIONS. SUBGRADE PREPARATION: SCREEN FOR
3.CHECK THE POND SIDE SLOPES;REMOVE TRASH,REPAIR ERODED AREA BEFORE THE NEXT RAINFALL EVENT. Subgrade surfaces consisli W ANn-SIPHON CONTROL
rg granular soils, gravels or rough done ere not g
INSPECTION
EVERY 3 MONTHS TO INCLUDE THE FOLLOWING: acceptable due to their large void fraction and puncture potential.If the underlying 3.4"ORIFICE,INV. g
1.INSPECT THE COLLECTION SYSTEM(LE.CATCH BASINS,PIPING,GRASSED SWALES)FOR PROPER FUNCTIONING.CLEAR ACCUMLUATED TRASH FROM BASIN surface consists of large r Lela or other material that cannot be removed.a 6"min. ELEV.723.10'
GRATES AND BASIN BOTTOMS,AND CHECK PIPING FOR OBSTRUCTIONS. Iayer of sand or clean so9 shall be prepared as a subgrade material. Prepared g P
2.CHECK POND INLET PIPES FOR UNDERCUTTING.REPLACE RIPRAP.AND REPAIR BROKEN PIPES. subgade materials shall have a particle-size disiribution of at least 80%finer than uT
3.RESEED GRASS SWALES TWICE A YEAR AS NECESSARY.REPAIR ERODED AREAS IMMEDIATLEY. the#60 sieve(0.25 mm)and shall be prepared as follows- e'SCH.SO PVC MATER <^$ %g R
4.CHECK THE SLOPE ON THE DOWN STREAM SIDE OF THE DAM AND THE AREA BELOW THE EMERGENCY SPILLWAY FOR ERODED AREAS.REPAIR ANY AREAS QUALITY CONTROL DEVICE
WHERE EROSION MAY OCCUR IMMEDIATELY. 1. The subgrade surface must be smooth and free of vegetation,sharp-edged
INSPECTION EVERY 6 MONTHS TO INCLUDE THE FOLLOWING: rocks,stones,stick:,and other foreign mater that could contact the GCL MV'7M.00-1\ i n
1.REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. 2. The s.bgrads should be rolled with a smooth-Mum compactor to remove oi Is
2.CHECKPOND DEPTH AT VARIOUS POINTS IN THE POND,IF DEPTH IS REDUCED TO 75%OF ORIGINAL PERMANENT SEDIMENT STORAGE DESIGN DEPTH,SEDIMENT any wheel nuts greater than 1",n depth,footprints,or other abrupt changes. Q o 0
WILL SE REMOVED TO AT LEAST ORIGINAL DESIGN DEPTH. 3. All protrusions ext.dig rwre than 0.5"shag be removed,crusted or NORMAL O.POLEVEL 72200 r m w S
3.OWNER IS RESPONSIBLE FOR MAINTENANCE AND CLEAN OUT OF THE FOREBAY AREA AS NECESSARY FOR ROUTINE SEDIMENT REMOVAL AND TRASH. pushed-into the surface with e srtlootlHtlam compactor. o
4.OPERATE SULICE GATE DRAIN VALVE FROM FULLY OPEN TO FULLY CLOSED POSITION TO MAKE SURE THE VALVE IS WORKING PROPERLY. 4. Tire GCL may be Installed on a frozen subgrade but the sutigrade soil must _
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MAINTENANCE AS REQUIRED: meet the above regLirements'n 01e thawed state. _ ^ X
1.MOW THE SIDE SLOPES ACCORDING TO THE SEASON.MAXIMUM GRASS HEIGHT W ILL BE g.
2.WETLAND PLANTS AS SHOWN AND OTHER INDIGENOUS WETLAND PLANTS ARE ENCOURAGED ALONG THE POND PERIMETER.HOWEVER THEY MUST BE REMOVED COVER PLACEMENT: yy
OR TRIMMED IF THEY COVER THE ENTIRE SURFACE OF THE POND.CATTAILS ARE NOT ALLOWABLE WETLAND PLANTS.IF THEY BECOME PART OF THE POND, GC shall rover the enttre GCL mat with a minimum aF 12"of cover material to LITTORAL SHELF orf A m
REMOVE THEM IMMEDIATELY. provide confining stress to the GCL,eliminate the potentiN for seem separation TOE(BEYOND) TY _
3.THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN A2 TO 5 DAYTIME PERIOD.IF THE DRAWDOWN IS NOT ACCOMLISHED IN THAT TIME,THE SYSTEM MAYBE and To prevent damage my equipment,erosion,etc Cover material shall wnform n
CLOGGED.THE SOURCE OF THE CLOGGIN MUST BE FOUND AND ELIMINATED. to Ute following stantlads' e'PVC CAP W/2.5'OIA ORIFICE -- _- 18"R-BEYOND IN e a F
4.ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING ORDER. PLACED AT BOTTOM OF WATER QUALITY REAR OF RISER 16.BOX
CONTROL DEVICE 12"BELOW NORMAL INV ELEV.716.33 p
6
MAINTENANCE 6 INSPECTION LOGS: 1. Cover sops should be Ilea of angular stones or other foreign matter that g yt T
1.THE OWNER SHALL KEEP A MAINTENANCE RECORD FOR THIS BMP.THE RECORD SHALL BE KEPT IN A LOG IN A KNOWN SET LOCATION AND MADE AVAILABLE FOR wuld damage the GCL GC shall consul manufacturer if cover sols have POOL FOR TRASH PROTECTION E
INSPECTION AT THE REQUEST OF THE CITV OF CHARLOTTE OR NC DENR. high corgentation,of calcium(lim rstorre, dolomite, gypsum, tie-hell GCL TO SE SEALED 70
2.THE LOG SHALL RECORD THE DATES OF ALL INSPECTIONS AND ANY PERFORMED MAINTENANCE. fragments.) CONCRETE RISER W/GRANULAR , E L
2. Cover soils shag have a parade size distribution ranging between fines and SENTOMTE ON ALL SIDES. ! '.i It
GENERAL POND CONSTRUCTION NOTE: 1"unless a cushioning gwtextile is specified.
3. Cover mils shall be placed over the GCL using construction equipment that
WITHOUT
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1. GCL LINER SHALL NOT BE LEFT N APARCONSTRUCTED CONDITION.POND MUST minimizes stresses im
on the GCL. A minimum thickness of 12'or cover soil NOTE:CONTRACTOR SHALL SUBMIT gpg d;71g,gp NF
BE COMPLETED FROM START TO FINISH WITHOUT INTERRUPTION.INSTALLATION OF should be maintained between the equipment and the GCL at all times SHOP DRAWINGS TO EN NEER FOR
MATTING SHALL BE PERFORMED WHEN CONDITIONS ALLOW FOR THE CONTINUOUS during the covering prows. REVIEW AND APPROVAL PRIOR ttl
INSTALLATION H SU ONDITI MATERIAL.GCL MATTING AND COVER MATERIAL. 4. Soil cover should be placed in a manner that prevents the mil from entering FABRICATION OF DUVET STRUCIIIRE
2. IN THE EVENT THAT CONDITIONS CANNOT IMMEDIATELY E MLT TO PERMIT the GCL overlap zwes. Sal cover should be p slopes,not
INSTALLATION,CONTRACTOR SHALL GRADE TO THE FULLEST EXTENT POSSIBLE BASED pushed u w
ON CONDITIONS AND STABILIZE PER EROSION SEEDING PLANS. down slopes to minimize tensile fe GCL can GCL FRONT ELEVATION
5. Cyclical wetting and drying a the GCL can wase overlap separation. Soil
3. I ONTRACTOR MAY RESUME POND CONSTRUCTION AND GCL LINER INSTALLATION UPON cover shatibepiecedprornptywherleverpossible RISER STRUCTURE DETAIL = ,WV is 3��#
IMPROVEMENT OF CONDITIONS.ANY ACCUMULATED SILT SHALL BE REMOVED PRIOR 6. To avoid seam separation,the GCL should not be put in excessive tension
TO SUBGRADE PREPARATION. by the weight or movement of textured gewnembrane w steep slopes. SCALE 1*=2* @
4. GC SHALL SECURE A BOND IN THE AMOUNT REQUIRED TO COVER FINAL POND Longitudinal seam overlaps shall be a minimum of 12'to reduce overlap 1, ��I �
CONSTRUCTION COSTS.PAYABLE TO THE CITY OF CONCORD. separation. Additionally,supplimental bentonite shall be applied to Me G.Chk'
5. FINAL POND CERTIFICATION WILL NOT BE PROVIDED UNTIL AFTER INSTALLATION OF GCL seams per manufacturers recomendetions. .INH
LINER,AND SUBGRADE/COVER MATERIALS AND FINAL GRADING.
GEOSYNTHETIC CLAY LINER (GCL) DETAIL
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