20181350 Ver 1_Riparian Buffer Authorization_20181004

DWR
State of North Carolina
Department of Environmental Quality
Division of Water Resources Division of Water Resources
15A NCAC 02B .0233 (8)(b), .0243 (8)(b), .0250 (11)(b), .0259 (8)(b), .0267 (11)(c), .0607 (e)(2) - Buffer Authorization
FORM: BA 10-2013
Riparian Buffer Authorization Form
A.
Applicant Information
1.
Project Information
1 a. Name of project:
Rocky Mount Mills
1 b. County:
Nash
1c. Nearest municipality:
Rocky Mount
1d. Subdivision name:
Rocky Mount Mills - Main Mill Building
1e. Is the project located in any of North Carolina's twenty coastal counties?
If yes, answer 1f below.
10 es ® No
1f. Is the project located within a NC Division of Coastal Management Area of
Environmental Concern (AEC)?
❑ Yes ® No
2.
Owner Information
2a. Name on Recorded Deed:
Rocky Mount Mill LLC
2b. Deed Book and Page No.
Deed Book 2319 Page 222
2c. Map Book and Page No.
(include a copy of the
recorded map that indicates
when the lot was created):
Plat Book 33, Page 160 (does not show current parcels)
2d. Responsible Party
for Corporations):
Rocky Mount Mill LLC (Peter Mahood)
2e. Street address:
1151 Falls Road
2f. City, state, zip:
Rocky Mount, North Carolina
2g. Telephone no.:
[phone]
2h. Fax no.:
2i. Email address:
[e-mail]
3.
Applicant Information (if different from owner)
3a. Applicant is:
❑ Agent ❑ Other, specify:
3b. Name:
3c. Business name
if applicable):
3d. Street address:
3e. City, state, zip:
3f. Telephone no.:
3g. Fax no.:
3h. Email address:
4.
Agent/Consultant Information (if applicable)
4a. Name:
Cheryl Moody
4b. Business name
if applicable):
Atlantic Shores Environmental Services, Ltd.
4c. Street address:
154 Backhoe Road
4d. City, state, zip:
Leland, North Carolina 28451
4e. Telephone no.:
910-371-5980
4f. Fax no.:
4g. Email address:
[e-mail]
FORM: BA 10-2013 Page 1 of 4

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
PIN: 385010461330
PARI D: 003373
1 b. Site coordinates (in decimal degrees):
Latitude: 35.960111 Longitude: -77.801489
1c. Property size:
4.08 acres for the site parcel
2. Surface Waters
2a. Name of nearest body of water to proposed project: Rocky Mount Mills Tail Race of Tar River
2b. Water Quality Classification of nearest receiving water: B; NSW for Tar River
2c. River basin: Tar -Pamlico
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 site is developed with the National Historic Rocky Mount Mills building, which is being renovated for
mixed residential and commercial use.
3b. Attach an 8'/2 x 11 excerpt from the most recent version of the USGS topographic map indicating the location
of the site
3c. Attach an 8'/2 x 11 excerpt from the most recent version of the published County NRCS Soil Survey Map
depicting the project site
3d. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
440 feet of the Tar River and 1,100 linear feet of the Tail Race
3e. Explain the purpose of the proposed project:
This authorization form is required to construct a pervious walkway and landscaping between the mill and the
River in order for the newly renovated mill tenants access to the river. The area is currently sparsely
vegetated and gravel.
3f. Describe the overall project in detail, including the type of equipment to be used:
The project includes pouring concrete sidewalk and replacing existing wooden planks on a boardwalk
currently in place between the river and the existing historic mill. This work will include hand tools and limited
light machinery.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by
® Yes ❑ No ❑ Unknown
the Corps or State been requested or obtained for this
Comments:
property/ project(including all priorphases) in thepast?
4b. If yes, who delineated the jurisdictional areas?
Agency/ Consultant Company: SEGi
Name (if known): David Scibetta
Other:
4c. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach
documentation.
October 17, 2014
5. Project History
5a. Have permits or certifications been requested or obtained
® Yes ❑ No ❑ Unknown
for this project(including all priorphases) in thepast?
5b. If yes, explain and detail according to "help file" instructions.
See attached details
6. Future Project Plans
6a. Is this a phased project? ® Yes ❑ No
6b. If yes, explain.
See attached details
FORM: BA 10-2013 Page 2 of 4

C. Proposed Impacts Inventory
1. Buffer Impacts
1a. Project is in which protected basin?
❑ Neuse ® Tar -Pamlico ❑ Catawba
❑ Randleman ❑ Jordan ❑ Goose Creek
1 b. Individually list all buffer impacts below. If any impacts require mitigation, then you MUST fill out Section D of
this form.
Buffer impact
number—
Permanent (P)
or Temporary
T
Reason for
impact
Type of impact
(exempt, allowable,
allowable w/
mitigation)
Stream name
Buffer
mitigation
required?
Zone 1
impact
(sq ft)
Zone 2
impact
(sq ft)
B1 ® P ❑ T
Existing SW
outfall
Exempt
Tail Race of Tar
❑ Yes ® No
40
0 new
impact
B2 ❑ P ❑ T
2c. If buffer mitigation is required, is payment to a mitigation bank or NC DMS
proposed?
❑ Yes ❑ No
2d. If yes, attach the acceptance letter from the mitigation bank or NC DMS.
❑ Yes ❑ No
2f. Comments: The bank of the race is not pristine with brick, rock and debris from the mill building. Renovation
of the mill structure will attempt to restore this area.
B3 ❑ P ❑ T
❑ Yes ❑ No
B4 ❑ P ❑ T
❑ Yes ❑ No
B5 ❑ P ❑ T
❑ Yes ❑ No
B6 ❑ P ❑ T
❑ Yes ❑ No
Total buffer impacts
40
1 c. Comments: See attached
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The area is currently gravel with no stormwater treatment value. The proposed landscaping will provide some
volume and velocity reduction.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction
techniques. Ground disturbance will be kept to a minimum by using hand tools for framing the concrete
paths.
2. Buffer Mitigation
2a. Will the project result in an impact within a protected riparian buffer that
requires buffer mitigation?
❑ Yes ® No
2b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation and
calculate the amount of mitigation required in the table below.
Zone
Reason for impact Total impact Multiplier
(square feet
Required mitigation
square feet
Zone 1
3 (2 for Catawba)
Zone 2
1.5
Total buffer mitigation required:
2c. If buffer mitigation is required, is payment to a mitigation bank or NC DMS
proposed?
❑ Yes ❑ No
2d. If yes, attach the acceptance letter from the mitigation bank or NC DMS.
2e. If no, then discuss what type of mitigation is proposed.
2f. Comments: The bank of the race is not pristine with brick, rock and debris from the mill building. Renovation
of the mill structure will attempt to restore this area.
FORM: BA 10-2013 Page 3 of 4

E.
._.... .....
Diffuse Flow Plan
All buffer impacts and high ground impacts require diffuse flow or other form of Diffuse flow
stormwater treatment. Include a plan that fully documents how diffuse flow will be ❑ Other BMP
maintained. If a Level Spreader is proposed, attach a Level Spreader Supplement Form.
If due to site constraints, a BMP other than a level spreader is proposed, please provide a
plan for stormwater treatment as outlined in Chapter 8 of the NC Stormwater BMP
l Manual and attach a BMP Sui)plement Form.
F. Supplementary Information
1. Environmental Documentation
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the Yes No
use of public (federal/state i land?
1 b. If you answered "yes" to the above, does the project require preparation of an ❑ Yes ❑ No
environmental document pursuant to the requirements of the National or State (North
Carolina) Environmental Policy. Act i NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document been finalized by the State ❑ Yes El No
Clearing House? (If so, attach a copy of the NEPA or SEPA final approval letter.)
Comments:
2. Violations
2a. Is the site in violation of DWR Wetland Rules (15A NCAC 02H .0500), Isolated j _Yes® No
Wetland Rules (15A NCAC 02H .1300), DWR Surface Water or Wetland Standards,
or Ri arian Buffer Rules 15A NCAC 02B .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):
Peter Mahood 07/19/18
Applicant/Agent's Printed Name Applicant/ Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Send 3 complete sets of this form and accompanying documents to the following:
For government transportation projects sent by
First Gass Mail via the US Postal Service:
NC DWR, Transportation Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699 - 1617
For all other projects sent by First Class Mail via
the US Postal Service
For government transportation projects sent by
delivery service (UPS, FedEx, etc.):
OR NC DWR, Transportation Permitting Unit
512 N. Salisbury Street
Raleigh, NC 27604
For all other projects sent by delivery service
(UPS, FedEx, etc.):
Karen Higgins Karen Higgins
NCDWR — 401 & Buffer Permitting Branch OR NCDWR — 401 & Buffer Permitting Branch
1617 Mail Service Center 512 N. Salisbury Street
Raleigh, NC 27699 - 1617 Raleigh, NC 27604
FORM: BA 10-2013 Page 4 of 4

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Sheet Title:
GRADING /
DRAINAGE
MILL NORTH
Sheet Number
BUF-1

Riparian Buffer Authorization Form September 15, 2018
Rocky Mount Mills
Rocky Mount, Nash County,
North Carolina, 27804
ASE Project No. 1209
Riparian Buffer Authorization Form Attachment
Due to the limited space and formatting provided in the Buffer Authorization Form,
ASE is providing answers for the following questions as an attachment.
Section B. Project Information and Prior Project History
5a. The project includes the current phase and additional phases of Rocky Mount Mill
complex. The following includes approved and/or permitted activities through the
NCDEQ Division of Water Quality or the USACE.
• Action ID Number SAW -2014-01156 dated October 17, 2014 and March 28,
2016
o PCN dated March 3, 2016 for a dry retention pond located along River
Road.
o USACE General Permit Verification - NWP 18 Minor Discharges, dated
March 28, 2016
o PCN Form dated January 16, 2017 for riprap installation within a
drainage feature located east of the main mill building.
o PCN dated December 12, 2017 to rework an existing stormwater outfall
west of the main mill at the Cotton Warehouse.
• Action ID Number SAW -2016-01498 dated October 28, 2016
o PCN dated December 15, 2017 for a new stormwater pond located
south of the main mill, south of East Elm Street.
6b. The Mill Phase 2B project (current phase) is a re -development project that
involves the renovation of an existing mill building and the associated infrastructure
upgrades. Additional phases include the renovation and construction of single-family
residence within the historic mill village. However, this authorization affects only
Phase 2B.
Section C. Proposed impacts Inventory
1c. Stormwater silt fencing will be placed along the edge of the project area for the
duration of the project and will be left in place until such time the vegetation has been
established. Currently this areas consists of sparkly vegetated gravel.
Section D. Impact justification and Mitigation

Riparian Buffer Authorization Form
Rocky Mount Mills
Rocky Mount, Nash County,
North Carolina, 27804
ASE Project No. 1209
September 15, 2018
1b. Based on the accessibility, large excavation and ground disturbing equipment
will not be used. The work will occur with small earth work equipment and hand
tools. Minimal, if any, grading will be required. These methods minimize erosion and
ground disturbance in areas outside of the new hardscape locations.
Nutrient Calculations
ASE has attached the following report " Rocky Mount Mills - The Mill Phase 2B
Stormwater Impact Analysis" dated March 3, 2017.
The report includes a peak flow analysis and nutrient calculations for the project.

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW -2014-01156 County: Nash U.S.G.S. Quad: NC -ROCKY MOUNT
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Agent: Cheryl J. Moody
Atlantic Shores Environmental Services Ltd.
Address: 1554 Backhoe Road
Leland, NC 28451
Phone: [phone]
Size (acres) Approx. _ 25.95 Nearest Town Rockv Mount
Nearest Waterway Tar River River Basin Upper Tar. North Carolina.
USES HUC 3020101 Coordinates Latitude: 35.960625
Longitude: -77.800394
Location description: The location for this Approved Jarisdictional Determination is at The Rocky Mount Mill and
the Tar River Island directly to the Northeast. The physical address is: 1151 Falls Rd, Rocky Mount, NC. Portions of
these properties were included in the Determination (Parcel ID's): 003373, 049632, 049389 & 032256.
Indicate Which of the FollovvinIZ Apply:
A. Preliminary Determination
_ Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part 331). If you wish, you may request
an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also, you may provide
new information for further consideration by the Corps to reevaluate the JD.
B. Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
X The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on October 17, 2014. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
Page 1 of 2

published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Craig Brown at 919-554-4884 x35 or
Craig.J.Brownna,usace.army.mil.
C. Basis For Determination: The wetlands on the property exhibit the required three parameters of wetland
plants, bydric soils and wetland hydrology outlined in the 1987 Army Corps of Engineers Wetlands Delineation Manual
and the Atlantic and Gulf Coastal Plain Re ion Supplement. The wetlands on the property drain to the Tar River, a
traditional navigable water.
D. Remarks: This Approved Jurisdictional Determination is only for the areas shown on the attached Wetlands
Map,signed by the USACE on October 1.7 2014. There may be other jurisdictional waters on the properties that are
not shown on the Wetlands May.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room IOM15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by December 16, 2014.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence. *
Corps Regulatory Official: Craig Brown
Date: October 17, 2014 Expiration Date: October 17, 2019

The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
littp:Hregulatoa.usacesurvev.com ,
Copies furnished:
Property Owner: Charles W. Penny
City of Rocky Mount
Address: PO Box 1180
Rocky Mount, NC 27802
Phone
Property Owner: Michael J. Goodman
Rocky Mount Dam, Inc.
Address: 2619 Western Ave.
Raleigh, NC 27606

Applicant: David Scibetta � File Number: SAW -2014-01156 I Date: October 17, 2014
Southern Environmental Group, Inc.
Attached is: See Section below
F-11 INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission) A
❑ PROFFERED PERMIT (Standard Permit or Letter of permission) B
❑ PERMIT DENIAL C
® APPROVED JURISDICTIONAL DETERMINATION D
F1 PRELIMINARY JURISDICTIONAL DETERMINATION E
x
SEC I QN I - he following itlent its your r�i $ ai d optiaxi regar�ltng an adma n�stt�tt�re aplaeal oft above eciszofi
Add�tio al tnfarm ttaxi may be,un":at htt l{w � us :arcn tIXluliss op C� �tA or) s�R al. ra:nartdPeraa�tts a of
Go ` s t e uid, i.o is afi.3 F Fart 33
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the pennit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered pen -nit (Standard or SLOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This fonn must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. 1f you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION II R 0,1! 0 T„I O;R ?I AL or QBTO A111.
-PCTI0t"T,
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
>?QIN T;OFQ1TA1 FOR.<<I i.,, S IC?NS C% INS ORIVXA I1. N'
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division,
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Craig Brown
CESAD-PDO
Raleigh Regulatory Field Office
U.S. Army Corps of Engineers, South Atlantic Division
3331 Heritage Trade Drive, Suite 105
60 Forsyth Street, Room IOM 15
Wake Forest, North Carolina 27587
Atlanta, Georgia 30303-8801
Phone: [phone] x35
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Craig Brown, 69 Darlington Avenue, Wilmington,
North Carolina 28403
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

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Coulter Jewell Thames, ;,a
ROCKY MOUNT MILLS — THE MILL
PHASE 2B
STDRMWATER IMPACT ANALYSIS
Calculations By: Tiffany R. McCormack, EI
Checked By: Preston B. Royster, PE
Coulter Jewell Thames, P.A.
111 West Main Street
Durham, NC27701
Ph: 919-682-0368
Fax: [phone]
Project # 1445
March 3, 2017
Revised. • Jure 6, 2017
Revised: June 29, 2017
Revised: August 28, 2017
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Proiect Describtion and Summar
The Mill Phase 2B project is a re -development project that involves the renovation of an existing
mill building and the associated infrastructure upgrades. The site is located along the east side of
Falls Road, north of its intersection with Elm Street in Rocky Mount. The site is comprised of
`D' soils. The site is located adjacent to the Tar River, classified as C, NSW, within the Tar -
Pamlico Basin.
Per the City of Rocky Mount stormwater management plan, pre -development and post -
development peak flow rates for the 1-, 10-, and 25 -year storms must be calculated at discharge
points from the site. If post -development flow rates exceed pre -development rates by more than
10%, on-site detention must be provided. If on-site detention is provided, it shall attenuate the
post -development peak flows from the 1-, 10-, and 25 -year storms back to the pre -development
rates.
Projects located in the Tar -Pamlico Basin are required to limit the nutrient export from the site to
remain below allowable thresholds. If the post -development nutrient unit -area mass loads exceed
the allowable limit, stormwater management controls must be designed and/or nutrient offset
payments must be made to reduce the nutrient export. Nitrogen and phosphorus export
calculations for pre -development and post -development conditions using the Piedmont of the
Tar -Pamlico River Basin Total Nitrogen and Total Phosphorus Loading Calculation Worksheet
have been developed and submitted as required by the City of Rocky Mount.
Per the City of Rocky Mount's Land Development Code, water quality treatment is required for
this site. Water quality treatment includes attenuation of the 1 -year design storm and nutrient
export limits.
The calculations for this study are based on an analysis of the site re -development and the
contributing drainage basin. Pre -development conditions have been taken as the site exists
currently. Post -development drainage patterns are based on the proposed grading and
development.
Summary tables are included that detail pre -development and post -development peak flow rates
from the site, along with the percentage increase or decrease, and nutrient calculations.
Methodology
• HydroCAD software is used to calculate the time of concentration for each sub -basin. HydroCAD
uses the SCS segmental approach to estimate the time of concentration.
• HydroCAD software is used to calculate the composite curve number for each sub -basin. HydroCAD
uses the NRCS TR -55 method for calculation composite curve numbers.
• HydroCAD software is used to calculate pre- and post -development peak flow rates for each sub -
basin. HydroCAD uses the SCS TR -20 method to develop hydrographs.
• The USDA Web Soil Survey is used to identify the soil types located on the site.
• The Piedmont of the Tar -Pamlico River Basin Total Nitrogen and Total Phosphorus Loading
Calculation Worksheet is used to calculate Nutrient Loading for Pre- and Post -Development
conditions.
• The Kirpich Equation is used to calculate the time of concentration (Tc) for each drainage area. A
conservative estimate of 5 minutes was used as the Tc for each drainage area.

Discussion of Results
Peak Flow Anal
As this project is part of a much larger overall master plan, the entire project area has been
analyzed for peak flow. In total, there are five drainage basins that contain properties owned by
the developer. Four basins discharge into the Tar River and eventually contribute to the peak
flow at one analysis point, noted as River Analysis Point. Basins 1 and 2 contain areas offsite of
the masterplan. These on- and off-site areas are denoted on the Peak Flow Analysis maps. Any
upstream drainage areas into the river are not considered as part of this analysis. There is a
portion of the masterplan area that does not contribute runoff to the river analysis point. This
area will remain unchanged with this and any anticipated future development. It is noted in the
analysis are Area to Bypass River Analysis Point.
In order to evaluate the peak flow and correctly size the pond, future development was
considered in this analysis. Assumptions for the future development are noted on the Post -
Development Peak Flow Analysis Map. Future development will be compared to the
assumptions made in this analysis.
It is noted in the Peak Flow Analysis Summary that Drainage Basins 1 and 4 will have an
increase in flows with the proposed and future development. Basin 1 contains most of the
development for the site and will contain the Wet Pond. Basin 4 will increase in size due to the
proposed storm drainage improvements. However, there is no increase in flow at the combined
River Analysis Point after the proposed and anticipated future development.
Proposed work for the Phase 2B project occurs within Basin 1. Analysis of the proposed wet
pond divides Basin 1 into two sub -basins. A portion of Basin 1 will drain to the pond and a
portion of basin will bypass the pond. Proposed work for Phase 2B will not drain directly to the
proposed wet pond. Both sub -basins drain to one analysis point along the northwest property
boundary, directly to the Tar River. This area is denoted as Basin I Analysis Point.
See drainage area maps in calculations. Analysis of the 1-, 10-, and 25 -year storm events results
in an increase in peak flow following development at the downstream analysis point. A wet
pond is proposed to attenuate the flows back to existing condition rates. See table Peak Flow
Analysis Summary in calculations for changes in peak flow for each basin as well as the river
analysis point.
Stormwater Pollutant Analysis
Nutrient Export Load Limits:
This site is located within the Tar -Pamlico Basin and the net built -upon area is increasing,
therefore nutrient analysis is required. In the nutrient export analysis, future development was
not considered in the nutrient reduction calculations. However, the pond was sized based on
peak flow needs of the assumed future development. These assumptions will need to be
evaluated in the future to ensure that the pond is still adequately sized. As such, the nutrient

reduction provided by the pond will be calculated for each proposed project. For this analysis,
the nutrient export from the Phase 2B site was compared to the nutrient reduction provided by
the proposed wet pond.
Since the Phase 2B site is considered to be redevelopment, the target export loadings are based
on the pre -development export loading rate. The maximum permissible export of nitrogen is a
30% reduction of the pre -development value, and the maximum permissible export of
phosphorus is the pre -development phosphorus loading. Post development Total Nitrogen and
Total Phosphorus exports for the proposed development are above the allowable thresholds.
The proposed wet pond will provide a 30% reduction of Nitrogen and a 30% reduction of
Phosphorous, for its contributing drainage area that is owned by the same entity as the proposed
project. No credit will be granted for nutrient reductions to properties within the contributing
drainage area that are not owned by Rocky Mount Mill LLC and are not a part of the overall
master plan. Based on the drainage area to the pond, the nutrient reduction provided by the pond
is less than the required nitrogen and greater than the required phosphorus reduction associated
with Phase 2B development. Since the nitrogen export is below 10 lb/ac/yr, this site is also
eligible to utilize the offsite purchase and credit options for nutrient removal. The nitrogen
export will be further reduced to allowable standards with the purchase of nutrient mitigation
credits. Since the phosphorus reduction provided by the pond is greater than the required
reduction, no offset payment is required. The additional reduction provided can be used to offset
export loadings for future development.
The contributing drainage area to the proposed wet pond does not include the proposed work in
the Phase 2B site (See maps Nutrient Analysis Post -Development and Wet Pond Drainage Area
Map). The pond is treating an equivalent area of impervious surfaces within the overall master
plan that is owned by Rocky Mount Mill LLC. Based on the required reductions from the pre -
development export loading rate to meet redevelopment target rates, the post development export
needs to be reduced by 91.35 lb/yr and 4.57 lb/yr of Nitrogen and Phosphorus respectively. The
proposed wet pond removes 88.21 lb/yr and 11.18 lb/yr of Nitrogen and Phosphorus
respectively. As noted above, the nitrogen export is below 10 lb/ac/yr, and this site is eligible to
utilize the offsite purchase and credit options for nutrient removal. The remaining nitrogen to be
reduced with mitigation credits is 3.13 lb/yr. See table Nutrient Analysis Summary in
calculations.
Results
Based on the Rocky Mount Stormwater Management Plan and Land Development Code, re-
development of this site requires detention and nutrient reduction. These requirements are met
with the installation of a wet pond and a nutrient mitigation payment. All applicable calculations
and maps follow in this report.

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♦� ♦♦�►♦♦♦� ♦♦♦♦♦♦♦♦♦♦♦♦♦ i♦♦♦ o♦�►.Fax0 0, Adall
COULTER JEWELL THAMES, P.A.
111 WEST MAIN ST
DURHAM, NC 27701
[phone]
ROCKY MOUNT MILLS
APRIL 27, 2017
SCALE: 1"=100'
DRAWN BY: TRM

0
Coulter Jewell Thames, PA
Project Name: Rocky Mount Mills
Project Number: 1445
By: TRM
Date: 06.03.2017
11 Peak Flow Analysis Summary
Revised: TRM
Date: 08.22.17
Drainage Basins to River
Tc
Area
CN
Q1
Q10
Q25
Analysis Point
(min)
(ac)
86
(cfs)
(cfs)
(cfs)
Pre -Development
---
133.59
---
208.79
417.07
490.36
Post Development
---
133.59
---
216.21
422.19
495.79
Post -Development with
12.1
74.88
88
---
---
---
Treatment
---
133.59
---
111.00
278.46
322.75
Percent difference between Pre -
---
---
---
213.45
408.64
476.12
Development and Post
3%
-1%
-2%
Development with Treatment
I
I
I
1 -47%
-33%
1 -34%
Drainage Basin 1
Tc
(min)
Area
(ac)
CN
Q1
(cfs)
Q10
(cfs)
Q25
(cfs)
Basin 1 (onsite)
12.1
78.86
86
---
---
---
Basin1 (offsite)
18.2
1.8
89
---
---
---
Pre-Development
---
---
---
208.04
412.45
483.65
Basin 1 (onsite)
12.1
74.88
88
---
---
---
Basin1 (offsite)
18.2
1.8
89
---
---
---
Post Development
---
---
---
213.45
408.64
476.12
Percent difference between Pre -
Development and Post
Development
3%
-1%
-2%
Drainage Basin 2
Tc
(min)
Area
(ac)
CN
Q1
(cfs)
Q10
(cfs)
Q25
(cfs)
Basin 2 (onsite)
20.5
21.15
83
---
---
---
Basin2 (offsite)
24.4
10.54
93
---
---
---
Pre-Development
---
---
---
61.60
122.12
143.36
Basin 2 (onsite)
20.5
21.15
83
---
---
---
Basin2 (offsite)
24.4
10.54
93
---
---
---
Post Development
---
---
---
61.6
122.12
143.36
Percent difference between Pre -
Development and Post
Development
0%
0%
0%

0
Coulter Jewell Thames, PA
Project Name: Rocky Mount Mills
Project Number: 1445
By: TRM
Date: 06.03.2017
11 Peak Flow Analysis Summary (cont.)
Revised:
Date:
Drainage Basin to Bypass
Tc
Area
CN
Q1
Q10
Q25
Drainage Basin 3
(min)
(ac)
(cfs)
(cfs)
(cfs)
Pre -Development
(min)
(ac)
87
(cfs)
(cfs)
(cfs)
Pre -Development
21.8
2.42
77
3.00
7.29
8.87
Post Development
21.8
2.42
77
3.00
7.29
8.87
Percent difference between Pre -
Development and Post
0%
0%
0%
Development
0%
0%
0%
Drainage Basin to Bypass
Tc
Area
CN
Q1
Q10
Q25
Drainage Basin 4
(min)
(ac)
(cfs)
(cfs)
(cfs)
Pre -Development
(min)
(ac)
87
(cfs)
(cfs)
(cfs)
Pre -Development
17.6
12.73
86
27.71
55.37
65.02
Post Development
5
16.71
91
65.1
117.87
135.96
Percent difference between Pre -
Development and Post
0%
0%
0%
Development
135%
113%
109%
Drainage Basin to Bypass
Tc
Area
CN
01
010
Q25
Analysis Point
(min)
(ac)
(cfs)
(cfs)
(cfs)
Pre -Development
5
6.09
87
20.68
39.99
46.67
Post Development
5
6.09
87
20.68
39.99
46.67
Percent difference between Pre -
Development and Post
Development
0%
0%
0%

1S 2S
Ex Basin 1 (o site) Ex B sin 1 (offsite)
3L
Ex Basin
(iS (i�
Ex Basin 2 (o ite) ExB sin 2 (offsite)
I5L]
Subcat Reach on Link
0
5S 6S
Ex B sin 3 Ex B sin 4
9R 10R
:h Basin 3 reach B sin 4 reach
11L
Ex River Analysis Point
7S
Ex Area to bypass
analysis point

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Ex Basin 1 (onsite)
Runoff = 204.14 cfs @ 12.04 hrs, Volume= 11.148 af, Depth> 1.70"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
27.820
98 Paved parking, HSG D
32.830
80 >75% Grass cover, Good,
HSG D
18.210
77 Woods, Good, HSG D
78.860
86 Weighted Average
51.040
64.72% Pervious Area
27.820
35.28% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
2.4 407
0.0320 2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9 1,092
0.0111 6.26 11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4 571
0.0105 2.18 2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 11.07' Top.W=2.00'
n= 0.035 Earth, dense weeds
0.1 81
0.0250 18.07 227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3 1,071
0.0318 7.87 70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.0'/' Top.W=6.00'
n= 0.035 Earth, dense weeds
12.1 3,222 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 3
Subcatchment 1S: Ex Basin 1 (onsite)
Hydrograph
220❑Runoff
�
�
-
-
204.14 cfs
� � �
210
200
Tj pe Ir
180
1
_-airhfallk3,210"
170
160
Fnuri4ff A_ lre��Z8.�66�0 lac
150
140
Iu "0ffinie-7 148 —af
,a 120 3110
�
I
�
Runoo f Mep-th1-t 70"
4ow ength-
0100
90
4- 4 A T -6_-t2. t-n� m
80
t
t
t-
t P -N=186
670
0
50
40
_ _
—
—
30
20
—
-
10
5 6 7 8 9 10 11 12 13 14 15 16 1
Time (hours)

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Ex Basin 1 (offsite)
Runoff = 4.34 cfs @ 12.10 hrs, Volume= 0.290 af, Depth> 1.93"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.0'/' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.0'/' Too.W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 5
4
3
w
3
0
LL
2
1
Subcatchment 2S: Ex Basin 1 (offsite)
Hydrograph
1 1 ❑Runoff
4.34 cfs
TYpeAi 24L hr ' --Y aw
I Rainfa11�=3.2�0"
Runoff Areal=1.800 lac
Rupoffl Vollum�=0.12901 of
Runoff Delpth�1.93"
F4ow-Le-ngt+h=3;443'
Tc -42 min
1 tN=189
5 6 7 8 9 10 11 12 13 14 15 16 1
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 3S: Ex Basin 2 (onsite)
Runoff = 37.04 cfs @ 12.14 hrs, Volume= 2.598 af, Depth> 1.47"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
5.810
98
Paved parking, HSG D
4.020
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.340
26
72.53% Pervious Area
5.810
Paved Kv= 20.3 fps
27.47% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
26
--
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
T
3:
0 20
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
LL 18
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
16
— —
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 3S: Ex Basin 2 (onsite)
Hydrograph
37.04 cfs
34
�—
-
�4�
32
I-
37.04 cfs
34
�—
-
1
32
30
-
-
-
28
26
--
-
a 24
22
T
3:
0 20
LL 18
16
— —
14
12
10
—
8
'-1- 4 T�peAi 24� hr �Y"r
d- -� � kairifa11�=3.2O"
t Ru noff Altea=�21-1-50 lac
-Rupoffi Volump=-2.18981-af
R-ynr D�plh.
wZ 726.-s
=22 '
n%in
dN43
5 6 7 8 9 10 11 12 13 14 15 16 17 18 1'9 20
Time (hours)
■Runoff

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 4S: Ex Basin 2 (offsite)
Runoff = 24.83 cfs @ 12.17 hrs, Volume= 2.005 af, Depth> 2.28"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 8
6 7 8 9 10 11 12 13 14 15 16 17 18
Time (hours)
❑Runoff
Subcatchment 4S: Ex Basin 2 (offsite)
Hydrograph
26
24.83
cfs
-4 �-Y�a-
24
22T
-F
T�p i l 2 -hr r
7 7 lka—Wall�3.�"
20
4- ft no#f Atea4t0.540 lac
'$
V$I u =-2 00"f
16
14
I
�nr D�p#h 2.28
M 12
10
_
FVow—Len th=2871
T 41-n241.4 n
8
! I 1 I CN=43
6
4
2
6 7 8 9 10 11 12 13 14 15 16 17 18
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 5S: Ex Basin 3
Runoff = 3.00 cfs @ 12.16 hrs, Volume= 0.221 af, Depth> 1.09"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 5S: Ex Basin 3
Hydrograph
❑ Runoff
3.00 cfs
3 Type II 24L hr -Year
Rainfall=3.20"
Runoff Area=2.420 ac
2 Ru- offlVolump=0.221 of
Runoff Delpth>1.09"
U. Flow Length=750'
_ TcL21.8 min
11t CN=77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 6S: Ex Basin 4
Runoff = 27.71 cfs @ 12.10 hrs, Volume= 1.796 af, Depth> 1.69"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
4.640
98
Paved parking, HSG D
6.280
80
>75% Grass cover, Good, HSG D
1.810
77
Woods, Good, HSG D
12.730
86
Weighted Average
8.090
63.55% Pervious Area
4.640
Grass: Short n= 0.150 P2= 3.60"
36.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
2.3
148
0.0470
1.08
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
3.9
461
0.0152
1.98
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
6.1
406
0.0490
1.11
Shallow Concentrated Flow, Segment 4
Woodland Kv= 5.0 fps
17.6 1,065 Total
Subcatchment 6S: Ex Basin 4
Hydrograph
I
30-27.71 cfs
26 ' w
26 % p�i4
l -hr - r
' —
24 _ kairifa11i=3.2O"
22 L -i --J 1 Runoff Area=12.7-30laz
20 -I - - I- Runoff VoiLirnp=1.17-1.7
18
3 16 4 --41 4- �qno�De1ph��l.
0
.2 14 Flow Len tb=1,0 5
12 - - _ - - �C=47 A min
10 - - - �I=86
8
6-_ L
J/
� 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 7S: Ex Area to bypass analysis point
Runoff = 20.68 cfs @ 11.96 hrs, Volume= 0.902 af, Depth> 1.78"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
18
— I — IN 47
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
Subcatchment 7S: Ex Area to bypass analysis point
Hydrograph
21
-i
—
20
- _J ka falkl:iID"
- -
:RunnbfU-Areal 6.090 :Ofc
19
Fn&I 11�p�I��' ,
18
— I — IN 47
17
-
-T16
15
14
4
13
12
c 11
—
10
9
8
6
5
4
3
2
-
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff
20.68 cfs
-
T- pe- 'I Z4� �r �-Y"r
- _J ka falkl:iID"
- -
:RunnbfU-Areal 6.090 :Ofc
_ :�Rupof VroIlump---O.l902+af
Fn&I 11�p�I��' ,
I �w Cen�t 6
I lh=4�'
��54 rain
— I — IN 47
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 12
Summary for Reach 8R: Basin 2 reach
Inflow Area = 31.690 ac, 42.92% Impervious, Inflow Depth > 1.74" for 1 -Year event
Inflow = 61.60 cfs @ 12.15 hrs, Volume= 4.602 of
Outflow = 60.45 cfs @ 12.21 hrs, Volume= 4.581 af, Atten= 2%, Lag= 3.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.72 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 0.20 fps, Avg. Travel Time= 8.0 min
Peak Storage= 8,247 cf @ 12.17 hrs, Average Depth at Peak Storage= 0.48'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
3
0
LL
Reach 8R: Basin 2 reach
Hydrograph
I I I I
�nfI w Akre`a=311.690 ac
1-A�g.be�t"0.48'
1 -MI 3x Ve1�012 Vs
n=0.040
+4U�98-a0'
gapaci�=2 0 4 q7 ds
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Outflow
61.60 cfs
60.45 cfs
I I I I
�nfI w Akre`a=311.690 ac
1-A�g.be�t"0.48'
1 -MI 3x Ve1�012 Vs
n=0.040
+4U�98-a0'
gapaci�=2 0 4 q7 ds
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 13
Summary for Reach 9R: Basin 3 reach
Inflow Area = 34.110 ac, 39.93% Impervious, Inflow Depth > 1.69" for 1 -Year event
Inflow = 63.30 cfs @ 12.21 hrs, Volume= 4.801 of
Outflow = 22.11 cfs @ 13.65 hrs, Volume= 4.195 af, Atten= 65%, Lag= 86.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.56 fps, Min. Travel Time= 65.1 min
Avg. Velocity = 0.24 fps, Avg. Travel Time= 154.7 min
Peak Storage= 86,450 cf @ 12.56 hrs, Average Depth at Peak Storage= 0.33'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010'/'
Inlet Invert= 16.20', Outlet Invert= 14.00'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Reach 9R: Basin 3 reach
Hydrograph
70
�
+
�
�
�
63.30 cfs —
�nfI" "C
❑Inflow
❑ Outflow
65
J�re�=34.41
�A�
5°
50 -///—
.be�th�O.�3'
Mix Y GI�O.J6 f 0s
45-�
T �n-0.04V
L�7-211 K5
3 35
" 30
T_
T
_T
-1
I F T_
25
4-
4
__4
I 22.11 cfs acid �,417�1 clfs
2015101,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 14
Summary for Reach 1OR: Basin 4 reach
Inflow Area = 46.840 ac, 38.98% Impervious, Inflow Depth > 1.54" for 1 -Year event
Inflow = 28.17 cfs @ 12.10 hrs, Volume= 5.992 of
Outflow = 20.02 cfs @ 14.51 hrs, Volume= 5.616 af, Atten= 29%, Lag= 144.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.15 fps, Min. Travel Time= 29.7 min
Avg. Velocity = 0.61 fps, Avg. Travel Time= 56.0 min
Peak Storage= 35,714 cf @ 14.02 hrs, Average Depth at Peak Storage= 0.23'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
Reach 1OR: Basin 4 reach
Hydrograph
■
■ Outflow
11
—�
�I �����I%!��//moi
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
30
T_
T
28
26
24
22
20
T
T
T
T
w 18
3 16
LL 14
�-
4
-4 1
12
10
8
6
T
■
■ Outflow
11
—�
�I �����I%!��//moi
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 15
Summary for Link 3L: Ex Basin 1
Inflow Area = 80.660 ac, 35.61 % Impervious, Inflow Depth > 1.70" for 1 -Year event
Inflow = 208.04 cfs @ 12.04 hrs, Volume= 11.438 of
Primary = 208.04 cfs @ 12.04 hrs, Volume= 11.438 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: Ex Basin 1
Hydrograph
F11-1 nflow
❑ Primary
Inndi"�Ar"=6.660�ic-
ILLI_L
230
220
4-
-4-
4
208.04 cfs
210
t
200
L
L
I
190
I
__L
—
180
170
1--
4—
+
4
160
150
t
t
+
—i—
_ 140
—
�' 130
120
4
4
—
c 110
—
LL 10090
t
t
t
1
70-k-_�4�
60
50
40
30
20
10
F11-1 nflow
❑ Primary
Inndi"�Ar"=6.660�ic-
ILLI_L
t
t
t
t
t
I
X4-4
I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 16
Summary for Link 5L: Ex Basin 2
Inflow Area = 31.690 ac, 42.92% Impervious, Inflow Depth > 1.74" for 1 -Year event
Inflow = 61.60 cfs @ 12.15 hrs, Volume= 4.602 of
Primary = 61.60 cfs @ 12.15 hrs, Volume= 4.602 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 5L: Ex Basin 2
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 17
Summary for Link 11 L: Ex River Analysis Point
Inflow Area = 127.500 ac, 36.85% Impervious, Inflow Depth > 1.61" for 1 -Year event
Inflow = 208.79 cfs @ 12.04 hrs, Volume= 17.054 of
Primary = 208.79 cfs @ 12.04 hrs, Volume= 17.054 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 11 L: Ex River Analysis Point
Hydrograph
L3U
220
I It
t
t
1— 4--
208.79 cfs
210
t
t
t
200
t
t
+
190
180
170
—
160
150
t
t
—i—
_ 140
—
�' 130
120
—
c 110
—
LL 10090
t
t
t
1
70-k-_�4�
60
50
+
+
_r
—I
40
30
20
10
�Ifi fl" YVre�--1 7. OQ�c_
I It
t
t
1— 4--
t
t
t
t
t
I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1S: Ex Basin 1 (onsite)
Runoff = 405.04 cfs @ 12.04 hrs, Volume= 22.877 af, Depth> 3.48"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Descriation
27.820
98 Paved parking, HSG D
32.830
80 >75% Grass cover, Good,
HSG D
18.210
77 Woods, Good, HSG D
78.860
86 Weighted Average
51.040
64.72% Pervious Area
27.820
35.28% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
2.4 407
0.0320 2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9 1,092
0.0111 6.26 11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4 571
0.0105 2.18 2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00'
n= 0.035 Earth, dense weeds
0.1 81
0.0250 18.07 227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3 1,071
0.0318 7.87 70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' Top.W=6.00'
n= 0.035 Earth, dense weeds
12.1 3,222 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 19
Subcatchment 1S: Ex Basin 1 (onsite)
5 6 7 8 9 10 11 12 13 14 15 16 1
Time (hours)
Hydrograph
440
-
-
-
-
-
- -
1
❑Runoff
420/1405.04
380
t
t
cfs -
tTyye�
360
1ta�rhfal�.���
340
320
�
��{ p���p �(�(�
Rungff-A1rea-F-9.VA Jac
300
260
t
t�
af
u�O —7M7�I I
1_
N
240
0 220
1
_
_ _
Runoff D-epa>-S4r
Fovenlgth13 212'
iy 200
180
+
-4
I - -
+ 4 � T-( J 1-
.�n
160
-
-
----
–
(� w' 86
-- - T
120
100
80
:ET
— —
T I
60
40
5 6 7 8 9 10 11 12 13 14 15 16 1
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 2S: Ex Basin 1 (offsite)
Runoff = 8.22 cfs @ 12.10 hrs, Volume= 0.567 af, Depth> 3.78"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' Tor).W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 21
Subcatchment 2S: Ex Basin 1 (offsite)
Hydrograph
0
8.22 CfS I — I I — - ❑Runoff
+Type II 24 -hr 10 -Year
-RaltifailLs.2�8"
1 Runoff -Areal -T-8W lac
1_ LRu_pofTVoIjum�=0.15671 of
1
Run
off Delpth�378"
1 1 tN=1$y
5 6 7 8 9 10 11 12 13 14 15 16 1
Time (hours)
9
8
7-
6-
6L
L
1
--1 1
5-
0
4
0
8.22 CfS I — I I — - ❑Runoff
+Type II 24 -hr 10 -Year
-RaltifailLs.2�8"
1 Runoff -Areal -T-8W lac
1_ LRu_pofTVoIjum�=0.15671 of
1
Run
off Delpth�378"
1 1 tN=1$y
5 6 7 8 9 10 11 12 13 14 15 16 1
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 3S: Ex Basin 2 (onsite)
Runoff = 78.66 cfs @ 12.13 hrs, Volume= 5.604 af, Depth> 3.18"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
5.810
98
Paved parking, HSG D
4.020
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.340
72.53% Pervious Area
5.810
Paved Kv= 20.3 fps
27.47% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
60
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
w 50
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
45
4
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 3S: Ex Basin 2 (onsite)
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff
�- -+ � I �-
cfs
-Ty e 11'2 l rl b- Y�ar
78.66
85
1- Rti noff Altea=�21. M la -c
80-/1-
Rup oRffni VoIlurnp.1604, of
4- 4 " ono# — IIp hl�3'1 �.
75-/
Faow-Lem th=2,299
TCiT�LO.J Min
70
60
55
w 50
45
4
-
240
LL 35-
5
30:
30
_
25
20-
0
15:
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff
�- -+ � I �-
cfs
-Ty e 11'2 l rl b- Y�ar
78.66
1- Rti noff Altea=�21. M la -c
Rup oRffni VoIlurnp.1604, of
4- 4 " ono# — IIp hl�3'1 �.
Faow-Lem th=2,299
TCiT�LO.J Min
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 4S: Ex Basin 2 (offsite)
Runoff = 44.11 cfs @ 12.17 hrs, Volume= 3.667 af, Depth> 4.17"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 24
Subcatchment 4S: Ex Basin 2 (offsite)
Hydrograph
44.11 cfs
Ty e R 124 firl b=Y"r
4- 4 - Ikaikal k5.28"
7 RO noff Atea410.540 Fac
I- �R-o# VdIlua�g�.I66Tf
P!�noj D�plh
_ F w -L �O 7%4=41
n�n
1-1&NV43
6 7 8 9 10 11 12 13 14 15 16 17 18
Time (hours)
❑Runoff
-
-
48
46
44
42
—
40
+-
38
36
T
-T
-7-
34
32
30
—
i

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 5S: Ex Basin 3
Runoff = 7.29 cfs @ 12.15 hrs, Volume= 0.530 af, Depth> 2.63"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 5S: Ex Basin 3
Hydrograph
8 -
7 -Z --p--
7.29 cfs -Type Ifi�llir�l b=Y�ar
I mai iifal k- .21&"
6 1 Runbff Areal=2.420 lac
5 1 1 Rumoffl Vollum�=0.15301 of
R-Inol Belpfh�. "
4 1U. Flow Length=7 0'
3 Tc -211.8 rri in
-4 -4 1 it -N=177
2
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 6S: Ex Basin 4
Runoff = 55.37 cfs @ 12.10 hrs, Volume= 3.687 af, Depth> 3.48"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
4.640
98
Paved parking, HSG D
6.280
80
>75% Grass cover, Good, HSG D
1.810
77
Woods, Good, HSG D
12.730
86
Weighted Average
8.090
63.55% Pervious Area
4.640
Grass: Short n= 0.150 P2= 3.60"
36.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
2.3
148
0.0470
1.08
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
3.9
461
0.0152
1.98
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
6.1
406
0.0490
1.11
Shallow Concentrated Flow, Segment 4
Woodland Kv= 5.0 fps
17.6 1,065 Total
Subcatchment 6S: Ex Basin 4
Hydrograph
55
55.37 cfs
� � � ■Runoff
Tye II 24 -lir 1 b -Year
50-'/// kainfall�:5.28"
45 L _j _j L Runoff Al-ea�12.7-30 lac
40 +Runoff Volume-3.l687�af
U 35 l�nr 11 �p#h� . �,
LL30 F�ov�Le1 #1=0 5'
25 1/1
_ Tc=471�min
20 4-1=86
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 7S: Ex Area to bypass analysis point
Runoff = 39.99 cfs @ 11.95 hrs, Volume= 1.821 af, Depth> 3.59"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
-4
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
—
4
-4
1
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
--t�
1-
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff
Subcatchment 7S: Ex Area to bypass analysis point
Hydrograph
44 /
4239.99
3$
1
:1—
cfs
1 1
ZTy�e lir-1 b=Y
36
—
4-
—
4
-4
1
4-
—124 —
4 � katrifall�=5.28n
34
32
-+
--t�
1-
nn
�
-Rub Arec1 -6.090 -ac
30
28
1
:LR"-" V$Ilmp=-1.1821�-af
-, 26
24 c 22
n �,
- 20
LL
-
-
I n h= 4 .
a.nl
16
Mi
c—=54 n
14
12
18-
6
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 28
Summary for Reach 8R: Basin 2 reach
Inflow Area = 31.690 ac, 42.92% Impervious, Inflow Depth > 3.51" for 10 -Year event
Inflow = 122.12 cfs @ 12.14 hrs, Volume= 9.270 of
Outflow = 119.92 cfs @ 12.19 hrs, Volume= 9.239 af, Atten= 2%, Lag= 2.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.95 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 0.26 fps, Avg. Travel Time= 6.4 min
Peak Storage= 12,491 cf @ 12.16 hrs, Average Depth at Peak Storage= 0.73'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
E
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Reach 8R: Basin 2 reach
Hydrograph
L
L
_L
_L L _L —
122.12 cfs
o o�tfoW
130
119.92 cfs Inflow Ar@a=1.90_ac
120
110
I
L
L
_L
-
-1 � AVg . e��/��0. /` a7,
100
F
J_
+
jb
I� �V eI*0.95 fos
90
n=10.040
80
U 70
—
—
—
+
- — — — — — —
L-79�
`` 60
�-s 0' 0p 1 o-./�
50
40
- 1 Ca�aclily �,0�4_ 7 1
30
E
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 29
Summary for Reach 9R: Basin 3 reach
Inflow Area = 34.110 ac, 39.93% Impervious, Inflow Depth > 3.44" for 10 -Year event
Inflow = 126.97 cfs @ 12.19 hrs, Volume= 9.769 of
Outflow = 58.81 cfs @ 13.19 hrs, Volume= 8.986 af, Atten= 54%, Lag= 60.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.83 fps, Min. Travel Time= 44.1 min
Avg. Velocity = 0.30 fps, Avg. Travel Time= 123.2 min
Peak Storage= 156,035 cf @ 12.45 hrs, Average Depth at Peak Storage= 0.59'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010'/'
Inlet Invert= 16.20', Outlet Invert= 14.00'
E
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Inflow
❑ Outflow
Reach 9R: Basin 3 reach
Hydrograph
t
t
t-1
I t t
140
130
126.97 cfs -
Inflow Ar a=i4.1� "C-
120
fi
rt
- A�.rDe]�th_j�0.�9'_
110
100
IYFx Vel*0.83 foS-
90
�1rn-I.,-040-
U 80
3 70
L72 v 88655 —
0
58.81 cfs V
09
50
�aCfty i 1,4—Ml r-fS-
40
30
T_
T
E
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 30
Summary for Reach 1OR: Basin 4 reach
Inflow Area = 46.840 ac, 38.98% Impervious, Inflow Depth > 3.25" for 10 -Year event
Inflow = 62.86 cfs @ 13.18 hrs, Volume= 12.672 of
Outflow = 54.89 cfs @ 13.75 hrs, Volume= 12.211 af, Atten= 13%, Lag= 34.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.72 fps, Min. Travel Time= 19.9 min
Avg. Velocity = 0.74 fps, Avg. Travel Time= 46.5 min
Peak Storage= 65,714 cf @ 13.42 hrs, Average Depth at Peak Storage= 0.42'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
Reach 1OR: Basin 4 reach
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Inflow
❑ Outflow
T 7 -
70 Z
65In'
love Asea --461.846
60
!Depth"
55
50
-IYIQx Velt1 .-12#og
45
n*0.040T
w 40
3 35
L;�2, 456-0' A
LL 30
7 7
25
C pa�_cit =2 301.111(
20
15
T7
__..0
10 '
T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Inflow
❑ Outflow
62.86 cfs
4
_t
_
54.89 cfs
7 7
7
T
7
I -T
F
_t
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑Inflow
❑ Outflow

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 31
Summary for Link 3L: Ex Basin 1
Inflow Area = 80.660 ac, 35.61 % Impervious, Inflow Depth > 3.49" for 10 -Year event
Inflow = 412.45 cfs @ 12.04 hrs, Volume= 23.444 of
Primary = 412.45 cfs @ 12.04 hrs, Volume= 23.444 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: Ex Basin 1
Hydrograph
L
1
�
4
4412.45
A19 AR r
cfs
7
-F
T
-T
�4
4-+
r:
L
-I
--L4
rt
4
4
4
I-n#iaw �Ar"=k0.6360�-ac
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary
I L
rt
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 32
Summary for Link 5L: Ex Basin 2
Inflow Area = 31.690 ac, 42.92% Impervious, Inflow Depth > 3.51" for 10 -Year event
Inflow = 122.12 cfs @ 12.14 hrs, Volume= 9.270 of
Primary = 122.12 cfs @ 12.14 hrs, Volume= 9.270 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 5L: Ex Basin 2
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 33
Summary for Link 11 L: Ex River Analysis Point
Inflow Area = 127.500 ac, 36.85% Impervious, Inflow Depth > 3.36" for 10 -Year event
Inflow = 417.07 cfs @ 12.04 hrs, Volume= 35.655 of
Primary = 417.07 cfs @ 12.04 hrs, Volume= 35.655 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 11 L: Ex River Analysis Point
Hydrograph
I
41DU
440
417.07 cfs
420
400
t+
+
—1 1
380
360
340
_
320
300
t
t
+
—i—
_ 280
—
�' 260
240
4
4
—
c 220
—
LL 200
t
t
+
1
18
180
160
140
17
T
T
-T
7 -
120
100
80
cn
—
ILI Ififi YlVre�=:1 7.500 -ac -
I I t t t
1— 4--
t t t
4
t t I
4- 4
I � -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Primary

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 1S: Ex Basin 1 (onsite)
Runoff = 475.03 cfs @ 12.04 hrs, Volume= 27.098 af, Depth> 4.12"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
27.820
98 Paved parking, HSG D
32.830
80 >75% Grass cover, Good,
HSG D
18.210
77 Woods, Good, HSG D
78.860
86 Weighted Average
51.040
64.72% Pervious Area
27.820
35.28% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
2.4 407
0.0320 2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9 1,092
0.0111 6.26 11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4 571
0.0105 2.18 2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 11.07' Top.W=2.00'
n= 0.035 Earth, dense weeds
0.1 81
0.0250 18.07 227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3 1,071
0.0318 7.87 70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.0'/' Top.W=6.00'
n= 0.035 Earth, dense weeds
12.1 3,222 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 35
Subcatchment 1S: Ex Basin 1 (onsite)
Hydrograph
500
450-
400-'
350
w 300
v
c 250
t
t
.2
200
7-
T
150
❑Runoff
475.03 cfs
Tye i 24= � r-215= Y�-a-r
- -Ra nfa-II--&. dam'
Runoff Area;�78.4-60 Jac
--u�off�Vome�2710981 of
Runoff Depth>4.1,2"
Flow Length=3,222'
Td=12.1 ni n
"=186
5 6 7 8 9 10 11 12 13 14 15 16 1
Time (hours)

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 2S: Ex Basin 1 (offsite)
Runoff = 9.55 cfs @ 12.10 hrs, Volume= 0.664 af, Depth> 4.43"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.0'/' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.0'/' Too.W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 37
Subcatchment 2S: Ex Basin 1 (offsite)
I
6 7 8 9 10 11 12 13 14 15 16 17 18
Time (hours)
❑Runoff
Hydrograph
10-/'9.55
cfs
ITy-ple it 124- fir -2r -Year
9
-i--1
1
L A --I fair ftll
s
4
1
4- -Runbf -Amci -1 .800 oc
'+Rupo#
VQ um x.664 f
6
R nofj D�jpth 4.43"
LL
4
fi
rt
FlowLen th=3,443
rt 1 T 181.2 rr in
I
6 7 8 9 10 11 12 13 14 15 16 17 18
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 3S: Ex Basin 2 (onsite)
Runoff = 93.43 cfs @ 12.13 hrs, Volume= 6.703 af, Depth> 3.80"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
5.810
98
Paved parking, HSG D
4.020
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.340
T
72.53% Pervious Area
5.810
Paved Kv= 20.3 fps
27.47% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
fi
T
I
T
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
-4 - -I
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
1
90
85
75
70
65
60
55
c 50
LL d�
15
10
5
Subcatchment 3S: Ex Basin 2 (onsite)
Hydrograph
93.43 cfs
-Typ4-e fC�24�ir-2�ea_r
4 -tal-r fatlL-6.d0"
Rtmo f Mea:02t-150 lac
tRUI�Off fiVellu".17-031 of
�Ru� r Delpthi 3- r
Fc
L
' c-20.5 mi n
--I t -N=133
4- 4 - -I
5 6 7 8 9 10 1'1 1'2 1'3 14 15 16 1'7 18 1'9 20
Time (hours)
❑Runoff
+
t
+
fi
T
I
T
T
-4 - -I
93.43 cfs
-Typ4-e fC�24�ir-2�ea_r
4 -tal-r fatlL-6.d0"
Rtmo f Mea:02t-150 lac
tRUI�Off fiVellu".17-031 of
�Ru� r Delpthi 3- r
Fc
L
' c-20.5 mi n
--I t -N=133
4- 4 - -I
5 6 7 8 9 10 1'1 1'2 1'3 14 15 16 1'7 18 1'9 20
Time (hours)
❑Runoff

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 4S: Ex Basin 2 (offsite)
Runoff = 50.72 cfs @ 12.17 hrs, Volume= 4.244 af, Depth> 4.83"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 40
Subcatchment 4S: Ex Basin 2 (offsite)
Hydrograph
55-
50
50.72
cfs _
Type II 124 - fir 2 -Year
45
1
-T 7 Ika—Wa11�:6.00"
40
Runoff Atea410.540 lac
35
Rugoffl Vollumg=4.12441 of
030
L
R�noj Delpth�4.83';
U. 25
-L --I_
4 -
Flow Length=2,871
4 fic' 411
20
n�in
+ CIN 43
15
10
7 T-
5
6 7 8 9 10 11 12 13 14 15 16 17 18
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 5S: Ex Basin 3
Runoff = 8.87 cfs @ 12.15 hrs, Volume= 0.647 af, Depth> 3.21"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 5S: Ex Basin 3
Hydrograph
8.87 cfs
Type II X14 -lir 2�-Y�ar
lkainfa11�=6.0"
7 1 I I Runoff Alreal=2.420 lac
6 1umoff�
j Vium� x.16471 of
31 -Runoff Delpth fi'�
5
LL �Iow Lengtl�7
4 1 I I I I I I I I D
-21.8_in
3 1 1 1 1 tN=177
2- ' I I I I I I I I I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 6S: Ex Basin 4
Runoff = 65.02 cfs @ 12.09 hrs, Volume= 4.368 af, Depth> 4.12"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
4.640
98
Paved parking, HSG D
6.280
80
>75% Grass cover, Good, HSG D
1.810
77
Woods, Good, HSG D
12.730
86
Weighted Average
8.090
Rainfall=6.00"
63.55% Pervious Area
4.640
Grass: Short n= 0.150 P2= 3.60"
36.45% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Rainfall=6.00"
55
50
Grass: Short n= 0.150 P2= 3.60"
2.3
148
0.0470
1.08
Shallow Concentrated Flow, Segment 2
Rulpo ff Vollump=4.1368�af
Woodland Kv= 5.0 fps
3.9
461
0.0152
1.98
Shallow Concentrated Flow, Segment 3
3 35
LL
30
Unpaved Kv= 16.1 fps
6.1
406
0.0490
1.11
Shallow Concentrated Flow, Segment 4
rcT-471:61111n
I N 46
15
10
Woodland Kv= 5.0 fps
17.6 1,065 Total
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff
Subcatchment 6S: Ex Basin 4
Hydrograph
7065.02
65
cfs T
Tye '24--
60
Rainfall=6.00"
55
50
RIno�-fi-ea'r2.730 lac
45-L
Rulpo ff Vollump=4.1368�af
w 40
7
7
19
-F R�nr D I��4.
3 35
LL
30
Flow-Lemgth-,065' ,
25
20
T
-T
7
rcT-471:61111n
I N 46
15
10
—
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 7S: Ex Area to bypass analysis point
Runoff = 46.67 cfs @ 11.95 hrs, Volume= 2.149 af, Depth> 4.24"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
46
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
40
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
Subcatchment 7S: Ex Area to bypass analysis point
Hydrograph
52
46.67 cfs
-
— — -
Ty e it 12A lir-2�Y"r
50
4-
4I��rii ll
-
48
RunbfVAr-eA 6.090 Ac
tRu-°#�f V�IIu p=2.149 f
46
naf —'"
44
42
4
—
—
40
—
I
36
—
34
—
32
30
—
3 26
0 24
—
LL 22
20
—
18
16
14
12
10
8
—
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff
46.67 cfs
-
— — -
Ty e it 12A lir-2�Y"r
I
4-
4I��rii ll
-
RunbfVAr-eA 6.090 Ac
tRu-°#�f V�IIu p=2.149 f
naf —'"
T:J
aw I
�Length--640'
��51 nr m:
dN 47
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■ Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 44
Summary for Reach 8R: Basin 2 reach
Inflow Area = 31.690 ac, 42.92% Impervious, Inflow Depth > 4.15" for 25 -Year event
Inflow = 143.36 cfs @ 12.14 hrs, Volume= 10.947 of
Outflow = 140.82 cfs @ 12.18 hrs, Volume= 10.913 af, Atten= 2%, Lag= 2.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.02 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 0.27 fps, Avg. Travel Time= 6.0 min
Peak Storage= 13,767 cf @ 12.16 hrs, Average Depth at Peak Storage= 0.80'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
160
r
I
I
I
150
140
--k —
130
1 20110100
�I
3 80
I�
LL 70-
60
50
F
T
T
40
30
t
t
t
E
Reach 8R: Basin 2 reach
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
L Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 45
Summary for Reach 9R: Basin 3 reach
Inflow Area = 34.110 ac, 39.93% Impervious, Inflow Depth > 4.07" for 25 -Year event
Inflow = 149.44 cfs @ 12.18 hrs, Volume= 11.560 of
Outflow = 73.15 cfs @ 13.11 hrs, Volume= 10.720 af, Atten= 51 %, Lag= 55.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.90 fps, Min. Travel Time= 40.5 min
Avg. Velocity = 0.31 fps, Avg. Travel Time= 115.9 min
Peak Storage= 178,014 cf @ 12.43 hrs, Average Depth at Peak Storage= 0.67'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010'/'
Inlet Invert= 16.20', Outlet Invert= 14.00'
w
0
LL
iE
0
Reach 9R: Basin 3 reach
Hydrograph
'— �— 4- —4- —Inflow
149.44 cfs o outflow
Inflow Ar a=i4.1L "c
74Vg.bej tfA0A7'
Marx Ve".90 fibs
�- -�-n=40•040
I I I —L-2;180�5'
73.15 cfs
F_S= A -0910T 1'
Capad1 Y417.�1 c-fs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
L
L
T
-
�
F
fi
T
-1
4
4
-�
T
T
7
'— �— 4- —4- —Inflow
149.44 cfs o outflow
Inflow Ar a=i4.1L "c
74Vg.bej tfA0A7'
Marx Ve".90 fibs
�- -�-n=40•040
I I I —L-2;180�5'
73.15 cfs
F_S= A -0910T 1'
Capad1 Y417.�1 c-fs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 46
Summary for Reach 1OR: Basin 4 reach
Inflow Area = 46.840 ac, 38.98% Impervious, Inflow Depth > 3.87" for 25 -Year event
Inflow = 78.14 cfs @ 13.10 hrs, Volume= 15.088 of
Outflow = 68.86 cfs @ 13.62 hrs, Volume= 14.598 af, Atten= 12%, Lag= 30.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.88 fps, Min. Travel Time= 18.2 min
Avg. Velocity = 0.78 fps, Avg. Travel Time= 44.0 min
Peak Storage= 75,353 cf @ 13.31 hrs, Average Depth at Peak Storage= 0.49'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
F11-1 -f 10—.
❑ Outflow
Reach 1OR: Basin 4 reach
Hydrograph
85
78.14 cfs
I Area_ --461.846
4-
4
-4
80
n� ovv a
75
A�g.�De�tlr�0 � 68.86 cfs
Max Ve1�1,88#0s
I -
so
55n
D.CT40
C
T
7
w 50
v 45
U�2105". '—t
T
I
3
LL
S:9 -90U9 ,1�
35
30
C"- city=2�3(� .11 c
25
20
4
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
F11-1 -f 10—.
❑ Outflow

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 47
Summary for Link 3L: Ex Basin 1
Inflow Area = 80.660 ac, 35.61 % Impervious, Inflow Depth > 4.13" for 25 -Year event
Inflow = 483.65 cfs @ 12.04 hrs, Volume= 27.762 of
Primary = 483.65 cfs @ 12.04 hrs, Volume= 27.762 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: Ex Basin 1
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 48
Summary for Link 5L: Ex Basin 2
Inflow Area = 31.690 ac, 42.92% Impervious, Inflow Depth > 4.15" for 25 -Year event
Inflow = 143.36 cfs @ 12.14 hrs, Volume= 10.947 of
Primary = 143.36 cfs @ 12.14 hrs, Volume= 10.947 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 5L: Ex Basin 2
Hydrograph
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 7/17/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 49
Summary for Link 11 L: Ex River Analysis Point
Inflow Area = 127.500 ac, 36.85% Impervious, Inflow Depth > 3.99" for 25 -Year event
Inflow = 490.36 cfs @ 12.04 hrs, Volume= 42.361 of
Primary = 490.36 cfs @ 12.04 hrs, Volume= 42.361 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 11 L: Ex River Analysis Point
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
F11-1 nflow
❑ Primary

12S 13S
Post- Basin 1 (o site) Post- asin 1 (offsite)
22L
Post- Baso
14S 15S
Post- Basin 2 (osite) Post- asin 2 (offsite)
23L
Subcat Reach on Link
16S
Post- asin 3
41
17S
Post- asin 4
[20R] --� [271R
each Basin 3 reach sin 4 reach
24L
Post- River Analysis
Point
18S
Post- Area to bypass
analysis point

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 12S: Post- Basin 1 (onsite)
Runoff = 209.57 cfs @ 12.04 hrs, Volume= 12.429 af, Depth> 1.99"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
33.600
98 Paved parking, HSG D
31.830
80 >75% Grass cover, Good,
HSG D
9.450
77 Woods, Good, HSG D
74.880
88 Weighted Average
41.280
55.13% Pervious Area
33.600
44.87% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
2.4 407
0.0320 2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9 1,092
0.0111 6.26 11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4 571
0.0105 2.18 2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1 81
0.0250 18.07 227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3 1,071
0.0318 7.87 70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' ToD.W=6.00' n= 0.035
12.1 3,222 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 3
Subcatchment 12S: Post- Basin 1 (onsite)
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Hydrograph
230
+
+
❑Runoff
220
200
209.57 cfs
ITy��I 2 -h�r 1 Year
—
190aThfll=
2b"
180
170
1
IRu -AIrec
160
140
— Ip..I"—
w 130
Runoff Bepth>4-. 99"
LL 110
D
fi
I F4 vmvL �gt�= fi22�.
100
90
tc-42.1��
800
CN=p
60
30
20
4
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 13S: Post- Basin 1 (offsite)
Runoff = 4.34 cfs @ 12.10 hrs, Volume= 0.311 af, Depth> 2.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.0'/' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.0'/' Too.W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 5
Subcatchment 13S: Post- Basin 1 (offsite)
Hydrograph
� ❑Runoff
4.34 cfs +v��+ 2�-h- 1---�ear
4
3
w
3
0
LL2
fl
5 6 7 8 9 10 11 12 13 14 15
Time (hours)
Ikai%fah=x.20"
ROW Ares=11.800 ac
Rynpff )/oIpTe=Q.311 of
�ZW-Length=&443'
Rur1off� D�pth>F.07"
T�=118.2 min
I I CIS=89
19 20 21 22 23 24

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 14S: Post- Basin 2 (onsite)
Runoff = 37.04 cfs @ 12.14 hrs, Volume= 2.821 af, Depth> 1.60"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
5.910
98
Paved parking, HSG D
3.920
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.240
72.06% Pervious Area
5.910
Paved Kv= 20.3 fps
27.94% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 14S: Post- Basin 2 (onsite)
Hydrograph
- 4-
37.04 cfs
32
30
28 —
26 +
a 24
22 T T
c 20
M 18
16
14
12
10
L iyI eAi 2�-h� f-Yelr
� I I I F�aii1f�11=�.2�J"
t-- Ruhoff Ate'd�--21.M -Ac
t-R"p"11 )/$Ipipe=?.8?1-pf
jTRunr Dep > .60"
wZ n =2 09 '
g
' 2O. min
--I Gl 1=43
-4 4
5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 1'9 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 15S: Post- Basin 2 (offsite)
Runoff = 24.83 cfs @ 12.17 hrs, Volume= 2.136 af, Depth> 2.43"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 8
Subcatchment 15S: Post- Basin 2 (offsite)
Hydrograph
I I � I � I I I I ❑Runoff
26 24.83 cfs
24
��efli 2�-hi T�Ye-ar
22 - OZa—W—a1ll =--i2-6"
20Ru huff A teak-"- 40 -cic
,$- 1�4�� �$I�e=?Aa 6-af
" 16 14 Runr D�p .4�..
LL 12 F�ow�ength=2 871
10 T�--�24 4 min
I I_ _ I I I I I04 43
6
4
2 7 T
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 16S: Post- Basin 3
Runoff = 3.00 cfs @ 12.16 hrs, Volume= 0.243 af, Depth> 1.20"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 16S: Post- Basin 3
Hydrograph
❑ Runoff
3.00 cfs
3-/ Type II 24 -hr 1-1Year
lkaihfall=x.20"
Runoff Area=2.420 ac
2 - -Ry-nOff )/o1gme=0.243 of
Runoff Depth>1.20"
U. Flow Length=750'
T�=2_1.81 m i n
CIS=77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 17S: Post- Basin 4
Runoff = 65.10 cfs @ 11.95 hrs, Volume= 3.142 af, Depth> 2.26"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN
Description
10.420 98
Paved parking, HSG D
5.320 80
>75% Grass cover, Good, HSG D
0.970 77
Woods, Good, HSG D
16.710 91
Weighted Average
6.290
37.64% Pervious Area
10.420
62.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff
Subcatchment 17S: Post- Basin 4
Hyldrograph
70 65
65.10 cfs
I
�PeA 2-hx''Year
60
kainfall X5.20"
55
50
7
T
F Runoff aitea=16.710 ac
45
j_
� Ryn(?ff )/o1ume=3.1"2 of
40
F Runoff Depth�?.26"
35
c
LL
tc-=5 $ min
30
--1 =91
25
20
1/1
17
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 18S: Post- Area to bypass analysis point
Runoff = 20.68 cfs @ 11.96 hrs, Volume= 0.971 af, Depth> 1.91"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
15
14
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
:F- �7 IRU —noUA mtl =:6-090:2�C
15
14
-
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
-
�I�w Cen th=6
51 min
7
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
Subcatchment 18S: Post- Area to bypass analysis point
Hydrograph
23
22
21
20
- 20.68 cfs
— — — —
- - - yP"i Z�-� �l "r
I ,�/
18
t17 n
16
:F- �7 IRU —noUA mtl =:6-090:2�C
15
14
-
�R4n4 1►/dlµr�e1�f
12
M 10
-
�I�w Cen th=6
51 min
7
1 1 1=
I I I I�0447
6
5
4
_
_ 1 --1J
3
2
-
1
i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 12
Summary for Reach 19R: Basin 2 reach
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 1.88" for 1 -Year event
Inflow = 61.60 cfs @ 12.15 hrs, Volume= 4.958 of
Outflow = 60.45 cfs @ 12.21 hrs, Volume= 4.939 af, Atten= 2%, Lag= 3.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.72 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 0.19 fps, Avg. Travel Time= 8.5 min
Peak Storage= 8,247 cf @ 12.17 hrs, Average Depth at Peak Storage= 0.48'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
Reach 19R: Basin 2 reach
Hydrograph
— –
61.60 cfs
65
cfs
60.45
_ Ilnfiov� Xre_�-i1.6_96 alc
60rXX
55 -Avg.-belptl -IbA '
50 — MI x Y e I :017 21pLS
45 &U40
a 40
35 4 L=98,0
3
F 30 —7_0'9_ 1a'/~
25-
20--///
5
20 - C�paci084-67 ds
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 13
Summary for Reach 20R: Basin 3 reach
Inflow Area = 34.110 ac, 40.22% Impervious, Inflow Depth > 1.82" for 1 -Year event
Inflow = 63.30 cfs @ 12.21 hrs, Volume= 5.181 of
Outflow = 22.11 cfs @ 13.65 hrs, Volume= 4.735 af, Atten= 65%, Lag= 86.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.56 fps, Min. Travel Time= 65.1 min
Avg. Velocity = 0.23 fps, Avg. Travel Time= 160.6 min
Peak Storage= 86,450 cf @ 12.56 hrs, Average Depth at Peak Storage= 0.33'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010'/'
Inlet Invert= 16.20', Outlet Invert= 14.00'
Reach 20R: Basin 3 reach
Hydrograph
F11-1 nflow
63.30 cfs ❑ outflow
I nfi6v`r
60
55
T
50
45-
40
j
3 35
0
LL 30
25
22.11 cfs
20
15
_T
T
10 '
,
Av�.be�tI ----63 �'
- Mix Vel --OA61 fpls
T T Tn*&0-40-
ICapalcIV ,41711 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 14
Summary for Reach 21 R: Basin 4 reach
Inflow Area = 50.820 ac, 47.50% Impervious, Inflow Depth > 1.86" for 1 -Year event
Inflow = 65.51 cfs @ 11.95 hrs, Volume= 7.877 of
Outflow = 29.68 cfs @ 12.48 hrs, Volume= 7.61Oaf, Atten= 55%, Lag= 31.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.36 fps, Min. Travel Time= 25.2 min
Avg. Velocity = 0.60 fps, Avg. Travel Time= 57.2 min
Peak Storage= 45,926 cf @ 12.06 hrs, Average Depth at Peak Storage= 0.30'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Inflow
❑ Outflow
Reach 21 R: Basin 4 reach
Hydrograph
70
J65.51
cfs
1
�a#�orre�a=0.8�2�
65
60
D
I
alc
Avb.-be�tl --dib'
55
�Mak VeL1 A61 fps
50-
45:
-�-n*010410
40-
0
L
�� 1 -1 1 L 2 56.01
35
" 30
29.68 cf s
v V • `� V �� ���
25
L�papffi=:?y3`01c2015I-
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Inflow
❑ Outflow

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 15
Summary for Link 22L: Post- Basin 1
Inflow Area = 76.680 ac, 44.99% Impervious, Inflow Depth > 1.99" for 1 -Year event
Inflow = 213.45 cfs @ 12.04 hrs, Volume= 12.740 of
Primary = 213.45 cfs @ 12.04 hrs, Volume= 12.740 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 22L: Post- Basin 1
Hydrograph
230
213.45 cfs
220
210
200
190
180
170
160
150
140
130
I
3 120
0 110
LL 100
90
80
60
50
40
30
20
10
10 - 4r=�— .6-i8c
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Inflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 16
Summary for Link 23L: Post- Basin 2
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 1.88" for 1 -Year event
Inflow = 61.60 cfs @ 12.15 hrs, Volume= 4.958 of
Primary = 61.60 cfs @ 12.15 hrs, Volume= 4.958 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 23L: Post- Basin 2
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 17
Summary for Link 24L: Post- River Analysis Point
Inflow Area = 127.500 ac, 45.99% Impervious, Inflow Depth > 1.92" for 1 -Year event
Inflow = 216.21 cfs @ 12.04 hrs, Volume= 20.350 of
Primary = 216.21 cfs @ 12.04 hrs, Volume= 20.350 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 24L: Post- River Analysis Point
Hydrograph
:�: r _- I I I -
230
216.21 cfs
220
210
200
190
180
170
150
150
N 140
130
3 120
0 110
LL 100
90
70
60
E
1 I41" Area=127.500 ac
1 t t 1 1
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 12S: Post- Basin 1 (onsite)
Runoff = 401.25 cfs @ 12.03 hrs, Volume= 24.493 af, Depth> 3.93"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Description
33.600
98 Paved parking, HSG D
31.830
80 >75% Grass cover, Good,
HSG D
9.450
77 Woods, Good, HSG D
74.880
88 Weighted Average
41.280
55.13% Pervious Area
33.600
44.87% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
2.4 407
0.0320 2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9 1,092
0.0111 6.26 11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4 571
0.0105 2.18 2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1 81
0.0250 18.07 227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3 1,071
0.0318 7.87 70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' ToD.W=6.00' n= 0.035
12.1 3,222 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 19
Subcatchment 12S: Post- Basin 1 (onsite)
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Hydrograph
440
420
400
fi +
401.25 cfs
_
+
1 iyp -a �-hr_I O Year
❑Runoff
360
I I I --tai'n611=�. 2t'
340
320
+-IRupof
.
AIreal-78 �
280
1 1
_
t-
I �p°fi-v°' - '73 f
N 260
v 240
LL 200
-
Ffuna f Me pffi >-3- 9 37
Fficiwegtl�i=3222'
180
11 I I
1 1 1 1 TjC=f2. fmin
160
140
120
1 1 1 1
fi
t
l I 1 1-f rt 04=48
180
60
40
--J
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 13S: Post- Basin 1 (offsite)
Runoff = 8.22 cfs @ 12.10 hrs, Volume= 0.603 af, Depth> 4.02"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.0'/' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.0'/' Too.W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 21
Subcatchment 13S: Post- Basin 1 (offsite)
Hydrograph
9 1 � rt � � — ❑Runoff
8.22 cfS
8 T�p� II 24-1hr 10 -Year
--kal�fall=5.28"
I— Iftnoff-Ares -MO ac
6-
I Ry 99ff )folp e:�9.693_f
5 RIu o D pth> .02"
I I I I L— L = 44 '
M 4 FlowZengfh� 3
V T".2 -min
2 i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 14S: Post- Basin 2 (onsite)
Runoff = 78.66 cfs @ 12.13 hrs, Volume= 6.015 af, Depth> 3.41"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
5.910
98
Paved parking, HSG D
3.920
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.240
72.06% Pervious Area
5.910
Paved Kv= 20.3 fps
27.94% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 14S: Post- Basin 2 (onsite)
Hydrograph
85 78.66 cfs
75 - T�� A ��-Ihr410-- e"r
70 _ _ I_ _ -Ftai fall I:t.2A��
65 - r- R -u off Ate -W--21 - M 4c
60
55 - {�7___T���II____,e�•_ I_�f
a 50 Ran 45- D
c 40
LL 35 Le�gth= 299
- fi�=20mm
30 .
25 _ C]� =�3
20
151//,l l l rt
10 /
5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 1'9 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 15S: Post- Basin 2 (offsite)
Runoff = 44.11 cfs @ 12.17 hrs, Volume= 3.889 af, Depth> 4.43"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 24
Subcatchment 15S: Post- Basin 2 (offsite)
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Hydrograph
48
fi
--1- -
❑Runoff
46
42
44.11 cfs
-
T � - � Ih�10-Y"r
400ta%t�l
-t.24��
38
34
Ffuhdf Atea0.50c
3o
fi
��4ap4 SPIT 9
w 28
26
0 24
1
1 -
-
..
1 In �—T ,
Faow Length= 871
LL 20
,8
1
1 =
1 147
16
14
1
1 1- -
I 1 1 1 04=43
12
10
fi
-—
-
—
4
-
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 16S: Post- Basin 3
Runoff = 7.29 cfs @ 12.15 hrs, Volume= 0.573 af, Depth> 2.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 16S: Post- Basin 3
Hydrograph
8 - rt +
7.29 cfs p� ��4hr-10�Ye�ar
7 Y
mal%fall=-.28"
6 IROnoff Are�i=2.420 ac
5 1 Rynpff )/o1yrge=0.573 of
0
LL 4-/ FlRuoff Bptfr.84',
How Len th=750
9
3 fi l - =' roamn
- A -4 GN47
2
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 17S: Post- Basin 4
Runoff = 117.87 cfs @ 11.95 hrs, Volume= 5.900 af, Depth> 4.24"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN
Description
10.420 98
Paved parking, HSG D
5.320 80
>75% Grass cover, Good, HSG D
0.970 77
Woods, Good, HSG D
16.710 91
Weighted Average
6.290
37.64% Pervious Area
10.420
62.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
❑Runoff
Subcatchment 17S: Post- Basin 4
Hydrograph
130
+
t
t-
t T
125117.87
120W-
-F1
1
cfs
1 �y� -1"r� O�e�r
110
105
-T
-7
F
I I I Afa�j-42��
100
95
90
1:
t--
I Ruri a fi Mea;O C O Ac
85
65
1 --1
4
+-
c 60
LL 55
50
—
1m
C1=�
45
25
20
- -
-
15
10
5 "
-
-
0
5 6
7 8 9 10
11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 18S: Post- Area to bypass analysis point
Runoff = 39.99 cfs @ 11.95 hrs, Volume= 1.943 af, Depth> 3.83"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
+
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
34
32
+
J
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
LR" �►/$I4Te=l.913�f
0 22
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff
Subcatchment 18S: Post- Area to bypass analysis point
Hydrograph
44
42
38
39.99 cfs
T61t Ihr�10�Ye r
36
- 4-
—
4
I kainfa11=x.28"
34
32
+
J
p�+ � A
R1.Ino Arer i .090 -ac
30
26
:rT
LR" �►/$I4Te=l.913�f
0 22
Imo"!1 �'' '
M 20
18
-
/��,
—Fii Lenn-640
165
+J-
14
12
—
-CA =47
10
8
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 28
Summary for Reach 19R: Basin 2 reach
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 3.75" for 10 -Year event
Inflow = 122.12 cfs @ 12.14 hrs, Volume= 9.905 of
Outflow = 119.92 cfs @ 12.19 hrs, Volume= 9.878 af, Atten= 2%, Lag= 2.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.95 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 0.24 fps, Avg. Travel Time= 6.8 min
Peak Storage= 12,491 cf @ 12.16 hrs, Average Depth at Peak Storage= 0.73'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
13
12
11
10
a
3
0
LL
Reach 19R: Basin 2 reach
Hydrograph
L T L I -
1292 cfs
� � � � _
119.92 cfs 111 10 r a= 1 �69b ac
I I -1 -LA4g.1Dey#Ih=6 7t' -
I -f x Vel=0..95 fpls-
I I I I I I I I rI-0�04E0
-S�.00'� 0-I/'-
94.3p C1'y _2, $4.�r ds-
-4 1—
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 29
Summary for Reach 20R: Basin 3 reach
Inflow Area = 34.110 ac, 40.22% Impervious, Inflow Depth > 3.68" for 10 -Year event
Inflow = 126.97 cfs @ 12.19 hrs, Volume= 10.452 of
Outflow = 58.81 cfs @ 13.19 hrs, Volume= 9.847 af, Atten= 54%, Lag= 60.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.83 fps, Min. Travel Time= 44.1 min
Avg. Velocity = 0.28 fps, Avg. Travel Time= 129.0 min
Peak Storage= 156,035 cf @ 12.45 hrs, Average Depth at Peak Storage= 0.59'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010'/'
Inlet Invert= 16.20', Outlet Invert= 14.00'
Reach 20R: Basin 3 reach
Hydrograph
E
hill" )krea=i4 ti"c
1 _� _TA 4 .TDe1ptli=6.5J'
1 --1 �Wx Vel -7-!-01.83 fos
1 T 1-1=0 040
1 L=a 1$6.x'
1 T T S-0.0010 '/'
C7y-- f,7fi71.6'II cfS
T T T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
❑ Outflow
--t
7
F
140
r�_
126.97 cfs
130
120
110
100-—A—
90
80
—
3 70
58.81 cfs
" 60
T
50-
0401
_4
4
40-1
30I
—
T
1
E
hill" )krea=i4 ti"c
1 _� _TA 4 .TDe1ptli=6.5J'
1 --1 �Wx Vel -7-!-01.83 fos
1 T 1-1=0 040
1 L=a 1$6.x'
1 T T S-0.0010 '/'
C7y-- f,7fi71.6'II cfS
T T T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 30
Summary for Reach 21 R: Basin 4 reach
Inflow Area = 50.820 ac, 47.50% Impervious, Inflow Depth > 3.72" for 10 -Year event
Inflow = 120.64 cfs @ 11.95 hrs, Volume= 15.748 of
Outflow = 68.92 cfs @ 12.35 hrs, Volume= 15.392 af, Atten= 43%, Lag= 23.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.88 fps, Min. Travel Time= 18.2 min
Avg. Velocity = 0.74 fps, Avg. Travel Time= 46.2 min
Peak Storage= 75,569 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.49'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
Reach 21 R: Basin 4 reach
Hydrograph
130 7-1 120.64 cfs
120
110
100
90-
80-//
68.92 cfs
U 70
3
LLso
- __r
lrfl" ikre_a_=k826_�c
�'
-TWx Vel=11.88 f0s
1 —1 - i 11=0�04E0
-1 - L=2 yO�"'
S=0.006 '/'
� p c �y=2, 01,.1 ds
-1 7�'
�iiiiiiiiiiiii�������������/'—;, - ��••��oiiiiiiiiiiiiiiiiiiiiiiiiii%
Time (hours)
Inflow
❑ Outflow

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 31
Summary for Link 22L: Post- Basin 1
Inflow Area = 76.680 ac, 44.99% Impervious, Inflow Depth > 3.93" for 10 -Year event
Inflow = 408.64 cfs @ 12.04 hrs, Volume= 25.097 of
Primary = 408.64 cfs @ 12.04 hrs, Volume= 25.097 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 22L: Post- Basin 1
Hydrograph
420
-
0
38
380
360
340
—�
320
300
--7
280
Zn 260
240
3 220
LL 0
18
180
160
140
I I --4
4
120
100
❑n
Inflow Area=76.680-�c
II --1 -+ +III
::1 ::E I EIII -
+�
1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Inflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 32
Summary for Link 23L: Post- Basin 2
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 3.75" for 10 -Year event
Inflow = 122.12 cfs @ 12.14 hrs, Volume= 9.905 of
Primary = 122.12 cfs @ 12.14 hrs, Volume= 9.905 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
130
120
110
100
90
-- 80
N
70
3
0
LL 60
0
I I �
Link 23L: Post- Basin 2
Hydrograph
122.12 cfs
F11-1 nflow
❑ Primary
Inflo�iv Area=31.690 ac
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
I
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 33
Summary for Link 24L: Post- River Analysis Point
Inflow Area = 127.500 ac, 45.99% Impervious, Inflow Depth > 3.81" for 10 -Year event
Inflow = 422.19 cfs @ 12.04 hrs, Volume= 40.489 of
Primary = 422.19 cfs @ 12.04 hrs, Volume= 40.489 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 24L: Post- River Analysis Point
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Hydrograph
—
❑Inflow
460
440
422.19 CfS �
Inflow Area=127.500 ac
❑ Primary
420
400
l T I
380
360
—T T F
340
320
—
300
-t t
280
—
260
240
o 220
-
— —
LL 200
fi t
180
10
1 4 I 1-1 I
1440
--1
120
180
I �
�
-1 t
60
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 12S: Post- Basin 1 (onsite)
Runoff = 467.52 cfs @ 12.03 hrs, Volume= 28.769 af, Depth> 4.61"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
33.600
98 Paved parking, HSG D
31.830
80 >75% Grass cover, Good,
HSG D
9.450
77 Woods, Good, HSG D
74.880
88 Weighted Average
41.280
55.13% Pervious Area
33.600
44.87% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
2.4 407
0.0320 2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9 1,092
0.0111 6.26 11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4 571
0.0105 2.18 2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1 81
0.0250 18.07 227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3 1,071
0.0318 7.87 70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' ToD.W=6.00' n= 0.035
12.1 3,222 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 35
Subcatchment 12S: Post- Basin 1 (onsite)
Hydrograph
520
— —
500
-_ 467.52 cfs
480
460
440
420
400
380
360
340
—
320
w 300
v 280
3 260
0 240
—
u 220
200
—
180
160
140
120
100
80
60
40
�yp 4 2& h r--25--Ye�i-
F:IRu-AIrea=74- Oc
fi-Rgfo"o-Iq-nr-2P'7-�9
Ru- noo f Dep-th>4�6V
gt=3,9-22-•
Cid-ft8
I
I � '
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 13S: Post- Basin 1 (offsite)
Runoff = 9.55 cfs @ 12.10 hrs, Volume= 0.707 af, Depth> 4.71"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.0'/' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.0'/' Too.W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 37
Subcatchment 13S: Post- Basin 1 (offsite)
Hydrograph
❑Runoff
10 9.55 cfs
9 1 T�* �*Ihr-15-- ear
8
—-Runoff-Am- i=1.800 ac
7
+ �-R"Qff )IQIpnje=q.7g7-af
0 5 — i;lo
Runof Dpp>�.7�',
LL w Length=3 443
4 I I — IIIIT18.3 min
3 1 1 1 1 1 1 CIN=$g
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 14S: Post- Basin 2 (onsite)
Runoff = 93.43 cfs @ 12.13 hrs, Volume= 7.179 af, Depth> 4.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
5.910
98
Paved parking, HSG D
3.920
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.240
470
72.06% Pervious Area
5.910
Shallow Concentrated Flow, Segment 3
27.94% Impervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
90
-
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
30
75-z-
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
60
15
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
10
55
5 "
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 14S: Post- Basin 2 (onsite)
Hydrograph
50
100
c
93.43
cfs
95
90
-
85
35
80
30
75-z-
70
-
-
65
20
60
15
10
55
5 "
50
c
LL 45-
40-/
35
30
25
20
15
10
5 "
-Typel 1F14 -r -15 -Year
Rudd fi A*ea:02t-15F0 Ac
-R4nqff-)1o1q mp=7 • 1-T9 fif
IRurllr Depth>4-077
Few-Length=Z-29W
E 1 Tc=20.;min
-
-C4=93
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 15S: Post- Basin 2 (offsite)
Runoff = 50.72 cfs @ 12.17 hrs, Volume= 4.498 af, Depth> 5.12"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 40
Subcatchment 15S: Post- Basin 2 (offsite)
Hydrograph
55 - 50.72 cfs _ Runoff
50 Typ� II 24- 'hr 25 -Year
45 - Izai%fa1114.0-6"
40 1 Runoff Aeea�--10.540 c1c
35 Ryn(?ff )IoIgTe=4.4P8 �f
0
30 (Runoff Dept>�
LL 25 Flow Length=2 871
20 T� -4 .� min
15�C14=93
10tr —17 -1 -T
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 16S: Post- Basin 3
Runoff = 8.87 cfs @ 12.15 hrs, Volume= 0.698 af, Depth> 3.46"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 16S: Post- Basin 3
Hydrograph
9
8.87 cfs I
1 TYiR6 11 14 -'hr 15 -Year
8-1 Rai%fah=6.06"
7 (Runoff Aretli=2.420 aic
6 1RyngfU)1o1q-e=-0.6g8 of
Runoff [�lpth
5 .46"
-Fiow Length 750'
LL 4
=21.8 -min
3 CSI=17
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 17S: Post- Basin 4
Runoff = 135.96 cfs @ 11.95 hrs, Volume= 6.863 af, Depth> 4.93"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN
Description
10.420 98
Paved parking, HSG D
5.320 80
>75% Grass cover, Good, HSG D
0.970 77
Woods, Good, HSG D
16.710 91
Weighted Average
6.290
37.64% Pervious Area
10.420
62.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 17S: Post- Basin 4
Hydrograph
7 T T T ❑Runoff
�- -Typ� n r -25 -Year
T F I I Fka-j�fajl l=t.0�'
Rudoff A+ea=%-M Ac
-RgTr4ff-Y°1�jme=P.81j3 of
RI ur�ol Dp i> .9T
le
c-5.Lm
L L 1 � A +I
I
140
130
135.96
cfs
120
110
100
90
80
0 70
—
LL
60
50
z
101 0
5
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 18S: Post- Area to bypass analysis point
Runoff = 46.67 cfs @ 11.95 hrs, Volume= 2.289 af, Depth> 4.51"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
— — — —
T � A �- Ihr�-25 Year
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
— — — —
T � A �- Ihr�-25 Year
44
42
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
40
38 36
-
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff
Subcatchment 18S: Post- Area to bypass analysis point
Hydrograph
52
---� –1
T
–
50
— - 46.67 cfs48
—
— — — —
T � A �- Ihr�-25 Year
44
42
_
F��i1fII.Q"
40
38 36
-
I�inotfA�r.00 t c
t
ff
4
,W34
1=
30
35 28 26
-
R_anIr ��'
--low torr� th=66'
,° 22
205
—
18
116
4
—
—
1
t
L
1 1 1 1 Cj�7
12
10
++-I
I I I--1-+-+
8
4
— —
I
-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 44
Summary for Reach 19R: Basin 2 reach
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 4.42" for 25 -Year event
Inflow = 143.36 cfs @ 12.14 hrs, Volume= 11.677 of
Outflow = 140.82 cfs @ 12.18 hrs, Volume= 11.648 af, Atten= 2%, Lag= 2.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.02 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 0.26 fps, Avg. Travel Time= 6.4 min
Peak Storage= 13,767 cf @ 12.16 hrs, Average Depth at Peak Storage= 0.80'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
Reach 19R: Basin 2 reach
Hydrograph
160 _ 143.36 cfs
150 —I 140.82 cfs
140
130-
120-
110
30120110
100
go
3 80
LL 70
60
E
1 l�flo�iv �re�=�1 ��9b�c
—1 -IN[Ax Vel=11.02 fills
_+ L_=9�,
S=0.0010-7'
C�P�c y 2, 41. 7 cfs
7
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
L Inflow
❑ Outflow

Campus Pond analysis Type // 24 -hr 25 -Year Rainfall=6. 00"
Prepared by �enter your company name here) Printed 8/25/2017
HydroCAD@9.00 s/n02109 @2009 HydroCAD Software Solutions LLC Page 45
Summary for Reach 20R: Basin 3 reach
Inflow Area 34.110 ac, 40.22% Impervious, Inflow Depth > 4.34" for 25 -Year event
Inflow 149.44 cfs @ 12.18 hrs, Volume= 12.346 af
Outflow 73.15 cfs @ 13.11 hrs, Volurne= 11.698 af, Atten= 51 %, Lag= 55.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.90 fps, Min. Travel Time= 40.5 min
Avg. Velocity = 0.30 fps, Avg. Travel Time= 121.4 min
Peak Storage= 178,014 cf @ 12.43 hrs, Average Depth at Peak Storage= 0.67'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010 T
Inlet Invert= 16.20', Outlet Invert= 14.00'
t
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hours)
F__1 n—fl —v, _j
19 outnowl
Reach 20R: Basin 3 reach
Hydrograph
160
1419,44 c
149.44 cfs_�
c
150
140
--1
_TAV49_. TD_�_Rth7=6 A�
130
120
- - - -
-
1-1
- - - -
--1 -iWx Vel --01.90 fos
- - - - - - -
110
100
-1 -4
4
4- -1
--1 4 + 4- �A=OM40
90
80
- - - -
1
-
- - -
1 1 1
73.15 cfs
- - - - L
1 ' I
0
il: 70
—1
7
1 —1
T -S
-1 7 T 70 - Ro I 0_'� 1
60
50
C �171 A4 cf
40
30
+
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hours)
F__1 n—fl —v, _j
19 outnowl

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 46
Summary for Reach 21 R: Basin 4 reach
Inflow Area = 50.820 ac, 47.50% Impervious, Inflow Depth > 4.38" for 25 -Year event
Inflow = 139.95 cfs @ 11.95 hrs, Volume= 18.562 of
Outflow = 82.69 cfs @ 12.32 hrs, Volume= 18.181 af, Atten= 41 %, Lag= 22.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.03 fps, Min. Travel Time= 16.9 min
Avg. Velocity = 0.79 fps, Avg. Travel Time= 43.6 min
Peak Storage= 84,891 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.55'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
Reach 21 R: Basin 4 reach
Hydrograph
- ___� �_ o Inflow
139.95 cfs-
outflow
140 150 I�f1" ikr"=k82O C
130r�_�A� .tDeptl�=U
120 _ —I 4 I— I -1 4Uix Vel=21.0-31 f�IS
110 �I
100 � _0M40
90 — 82.69 cfs —
80_����
60 c' =2, 1.4-1 cfs
40
I I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 47
Summary for Link 22L: Post- Basin 1
Inflow Area = 76.680 ac, 44.99% Impervious, Inflow Depth > 4.61" for 25 -Year event
Inflow = 476.12 cfs @ 12.03 hrs, Volume= 29.476 of
Primary = 476.12 cfs @ 12.03 hrs, Volume= 29.476 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 22L: Post- Basin 1
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 48
Summary for Link 23L: Post- Basin 2
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 4.42" for 25 -Year event
Inflow = 143.36 cfs @ 12.14 hrs, Volume= 11.677 of
Primary = 143.36 cfs @ 12.14 hrs, Volume= 11.677 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 23L: Post- Basin 2
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 49
Summary for Link 24L: Post- River Analysis Point
Inflow Area = 127.500 ac, 45.99% Impervious, Inflow Depth > 4.49" for 25 -Year event
Inflow = 495.79 cfs @ 12.04 hrs, Volume= 47.657 of
Primary = 495.79 cfs @ 12.04 hrs, Volume= 47.657 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 24L: Post- River Analysis Point
Hydrograph
5 6 7 8 9 10 11
14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

25S
26S
Post- Basin 1 Ake to
Post- B sin 1 area to
Pond (onsite)
P d (offsite)
Pond 1 \
\YJ 27L
Post- Basin 1
29S
Post- asin 1 Area to
byp s Pond (onsite)
Subcat Reach on Link
14S 15S
Post- Basin 2 (o site) Post- asin 2 (offsite)
23L
Post- Basin 3
16S 17S
Post- asin 3 Post- asin 4
F19R � 2oR 21 R
Basin 2 reach Basin 3 reach sin 4 reach
24L
Post- River Analysis
Point
18S
Post- Area to bypass
analysis point

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 14S: Post- Basin 2 (onsite)
Runoff = 37.04 cfs @ 12.14 hrs, Volume= 2.821 af, Depth> 1.60"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
5.910
98
Paved parking, HSG D
3.920
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.240
72.06% Pervious Area
5.910
Paved Kv= 20.3 fps
27.94% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 14S: Post- Basin 2 (onsite)
Hydrograph
- 4-
37.04 cfs
32
30
28 —
26 +
a 24
22 T T
c 20
M 18
16
14
12
10
L iyI eAi 2�-h� f-Yelr
� I I I F�aii1f�11=�.2�J"
t-- Ruhoff Ate'd�--21.M -Ac
t-R"p"11 )/$Ipipe=?.8?1-pf
jTRunr Dep > .60"
wZ n =2 09 '
g
' 2O. min
--I Gl 1=43
-4 4
5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 1'9 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 15S: Post- Basin 2 (offsite)
Runoff = 24.83 cfs @ 12.17 hrs, Volume= 2.136 af, Depth> 2.43"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 4
Subcatchment 15S: Post- Basin 2 (offsite)
Hydrograph
I I � I � I I I I ❑Runoff
26 24.83 cfs
24
��efli 2�-hi T�Ye-ar
22 - OZa—W—a1ll =--i2-6"
20Ru huff A teak-"- 40 -cic
,$- 1�4�� �$I�e=?Aa 6-af
" 16 14 Runr D�p .4�..
LL 12 F�ow�ength=2 871
10 T�--�24 4 min
I I_ _ I I I I I04 43
6
4
2 7 T
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 16S: Post- Basin 3
Runoff = 3.00 cfs @ 12.16 hrs, Volume= 0.243 af, Depth> 1.20"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 16S: Post- Basin 3
Hydrograph
❑ Runoff
3.00 cfs
3-/ Type II 24 -hr 1-1Year
lkaihfall=x.20"
Runoff Area=2.420 ac
2 - -Ry-nOff )/o1gme=0.243 of
Runoff Depth>1.20"
U. Flow Length=750'
T�=2_1.81 m i n
CIS=77
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 17S: Post- Basin 4
Runoff = 65.10 cfs @ 11.95 hrs, Volume= 3.142 af, Depth> 2.26"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN
Description
10.420 98
Paved parking, HSG D
5.320 80
>75% Grass cover, Good, HSG D
0.970 77
Woods, Good, HSG D
16.710 91
Weighted Average
6.290
37.64% Pervious Area
10.420
62.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff
Subcatchment 17S: Post- Basin 4
Hyldrograph
70 65
65.10 cfs
I
�PeA 2-hx''Year
60
kainfall X5.20"
55
50
7
T
F Runoff aitea=16.710 ac
45
j_
� Ryn(?ff )/o1ume=3.1"2 of
40
F Runoff Depth�?.26"
35
c
LL
tc-=5 $ min
30
--1 =91
25
20
1/1
17
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 18S: Post- Area to bypass analysis point
Runoff = 20.68 cfs @ 11.96 hrs, Volume= 0.971 af, Depth> 1.91"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
15
14
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
:F- �7 IRU —noUA mtl =:6-090:2�C
15
14
-
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
-
�I�w Cen th=6
51 min
7
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
Subcatchment 18S: Post- Area to bypass analysis point
Hydrograph
23
22
21
20
- 20.68 cfs
— — — —
- - - yP"i Z�-� �l "r
I ,�/
18
t17 n
16
:F- �7 IRU —noUA mtl =:6-090:2�C
15
14
-
�R4n4 1►/dlµr�e1�f
12
M 10
-
�I�w Cen th=6
51 min
7
1 1 1=
I I I I�0447
6
5
4
_
_ 1 --1J
3
2
-
1
i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 25S: Post- Basin 1 Area to Pond (onsite)
Runoff = 176.80 cfs @ 11.99 hrs, Volume= 8.946 af, Depth> 1.99"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
25.200
98
Paved parking, HSG D
25.720
80
>75% Grass cover, Good, HSG D
2.910
77
Woods, Good, HSG D
53.830
88
Weighted Average
28.630
53.19% Pervious Area
25.200
46.81 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
1.9
242
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1
103
0.0900
34.29
430.93
Pipe Channel, Segment6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
7.3 1,844 Total
190
180
170
160
150
140
130
120
w 110
3 100
0 90
LL
80
70
30
20
10
0
5
Subcatchment 25S: Post- Basin 1 Area to Pond (onsite)
Hy Idrograph
I I + + I I I
_ I 176.80 cfs �
+y-�e-� 2�-h� 1 Year
-kainlfall--120"
-Rudoff A.0ea=51830 ac
nOm�e x.946
- - - - - Rurllr Dqp >�.qr
Flew -Le �-'�8
1
7c,
.3 min
--t 4C14=88
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 26S: Post- Basin 1 area to Pond (offsite)
Runoff = 4.34 cfs @ 12.10 hrs, Volume= 0.311 af, Depth> 2.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' Tor).W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 10
Subcatchment 26S: Post- Basin 1 area to Pond (offsite)
Hydrograph
� � ❑Runoff
4.34 cfs +y��+ 2�-h- 1---�ear
4 1 1 1 Ikai%fah=x.20"
ROW Ares=11.800 ac
3 1 1 Rynpff )/oIpTe=Q.311 of
3IRur1off� D�pth>F.07"
LL
F+aw-Lengt+i= 443'
2
1 1 1 1 1 1 1 T�=118.2 min
CIS=89
i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 29S: Post -Basin 1 Area to bypass Pond (onsite)
Runoff = 77.82 cfs @ 11.89 hrs, Volume= 3.215 af, Depth> 1.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall=3.20"
Area (ac)
CN
Description
8.400
98
Paved parking, HSG D
6.100
80
>75% Grass cover, Good, HSG D
6.520
77
Woods, Good, HSG D
21.020
86
Weighted Average
12.620
T
60.04% Pervious Area
8.400
Ruho Ate—& -21.020 4 Cc
39.96% Impervious Area
Subcatchment 29S: Post -Basin 1 Area to bypass Pond (onsite)
Hydrograph
❑Runoff
85
80
75
77.82 cfs
� fl` 2_�-h� V-� e_ar =
P
65
60
T
F
Ruho Ate—& -21.020 4 Cc
55
t
1--R"qff Y$Ipnje=:3.21 "f -
w5045
0
- -
+
F�uno#� p_ > ..-
•
40
MM-
LL�0
35I-
30
_
_
20
15
V -i T
7 _T
10
5
0
5
6 7 8 9 10 11 12 13 14 15 16
Time (hours)
17 18 19 20 21 22 23 24
❑Runoff

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 12
Summary for Reach 19R: Basin 2 reach
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 1.88" for 1 -Year event
Inflow = 61.60 cfs @ 12.15 hrs, Volume= 4.958 of
Outflow = 60.45 cfs @ 12.21 hrs, Volume= 4.939 af, Atten= 2%, Lag= 3.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.72 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 0.19 fps, Avg. Travel Time= 8.5 min
Peak Storage= 8,247 cf @ 12.17 hrs, Average Depth at Peak Storage= 0.48'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
Reach 19R: Basin 2 reach
Hydrograph
— –
61.60 cfs
65
cfs
60.45
_ Ilnfiov� Xre_�-i1.6_96 alc
60rXX
55 -Avg.-belptl -IbA '
50 — MI x Y e I :017 21pLS
45 &U40
a 40
35 4 L=98,0
3
F 30 —7_0'9_ 1a'/~
25-
20--///
5
20 - C�paci084-67 ds
15
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 13
Summary for Reach 20R: Basin 3 reach
Inflow Area = 34.110 ac, 40.22% Impervious, Inflow Depth > 1.82" for 1 -Year event
Inflow = 63.30 cfs @ 12.21 hrs, Volume= 5.181 of
Outflow = 22.11 cfs @ 13.65 hrs, Volume= 4.735 af, Atten= 65%, Lag= 86.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.56 fps, Min. Travel Time= 65.1 min
Avg. Velocity = 0.23 fps, Avg. Travel Time= 160.6 min
Peak Storage= 86,450 cf @ 12.56 hrs, Average Depth at Peak Storage= 0.33'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010'/'
Inlet Invert= 16.20', Outlet Invert= 14.00'
Reach 20R: Basin 3 reach
Hydrograph
F11-1 nflow
63.30 cfs ❑ outflow
I nfi6v`r
60
55
T
50
45-
40
j
3 35
0
LL 30
25
22.11 cfs
20
15
_T
T
10 '
,
Av�.be�tI ----63 �'
- Mix Vel --OA61 fpls
T T Tn*&0-40-
ICapalcIV ,41711 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 14
Summary for Reach 21 R: Basin 4 reach
Inflow Area = 50.820 ac, 47.50% Impervious, Inflow Depth > 1.86" for 1 -Year event
Inflow = 65.51 cfs @ 11.95 hrs, Volume= 7.877 of
Outflow = 29.68 cfs @ 12.48 hrs, Volume= 7.61Oaf, Atten= 55%, Lag= 31.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.36 fps, Min. Travel Time= 25.2 min
Avg. Velocity = 0.60 fps, Avg. Travel Time= 57.2 min
Peak Storage= 45,926 cf @ 12.06 hrs, Average Depth at Peak Storage= 0.30'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Inflow
❑ Outflow
Reach 21 R: Basin 4 reach
Hydrograph
70
J65.51
cfs
1
�a#�orre�a=0.8�2�
65
60
D
I
alc
Avb.-be�tl --dib'
55
�Mak VeL1 A61 fps
50-
45:
-�-n*010410
40-
0
L
�� 1 -1 1 L 2 56.01
35
" 30
29.68 cf s
v V • `� V �� ���
25
L�papffi=:?y3`01c2015I-
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 15
Summary for Pond 28P: Pond 1
Inflow Area = 55.630 ac, 46.92% Impervious, Inflow Depth > 2.00" for 1 -Year event
Inflow = 179.85 cfs @ 11.99 hrs, Volume= 9.257 of
Outflow = 98.08 cfs @ 12.09 hrs, Volume= 6.979 af, Atten= 45%, Lag= 6.1 min
Primary = 98.08 cfs @ 12.09 hrs, Volume= 6.979 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 82.82' @ 12.09 hrs Surf.Area= 62,075 sf Storage= 159,588 cf
Plug -Flow detention time= 145.5 min calculated for 6.961 of (75% of inflow)
Center -of -Mass det. time= 56.1 min ( 868.6 - 812.5 )
Volume Invert Avail.Storage Storage Description
#1 80.00' 374,718 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
80.00 46,678 0 0
80.50 53,154 24,958 24,958
81.00 55,832 27,247 52,205
81.75 58,378 42,829 95,033
82.00 59,234 14,702 109,735
83.00 62,691 60,963 170,697
84.00 66,204 64,448 235,145
84.70 68,697 47,215 282,360
85.00 69,774 20,771 303,131
86.00 73,400 71,587 374,718
Device Routing Invert Outlet Devices
#1 Primary 75.00' 48.0" Round Culvert X 2.00
L= 71.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 73.00' S=0.0282'/' Cc= 0.900 n=0.013
#2 Device 1 81.75' 120.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 81.75' 48.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 84.00' 72.0" x 168.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 84.40' 25.0' long x 17.8' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=96.88 cfs @ 12.09 hrs HW=82.81' (Free Discharge)
L1=Culvert (Passes 96.88 cfs of 291.72 cfs potential flow)
2=Orifice/Grate (Orifice Controls 69.20 cfs @ 3.46 fps)
3=Orifi ce/G rate (Orifice Controls 27.68 cfs @ 3.46 fps)
4=Orifi ce/G rate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=80.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Campus Pond analysis Type 1124 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 16
200 j
190 /
180 /
170 /
160 /
150 /
140 /
130 /
120 /
110 /
3 100 /
0 90 /
LL 80 /
70 /
60 /
50
40
30On
/
0.00 cfs
0
5 6
Pond 28P: Pond 1
Hydrograph
179.85 cfs
7
1141" -4rea--�5 0b arc
t
1 ::1
L
-:E
:E
S�or�gr J591,588 of
98.08 cfs
t
-r
I-1 t �I
7
1141" -4rea--�5 0b arc
t
t-
I 1 —1 PO Ellen�82.82'
-:E
:E
S�or�gr J591,588 of
t
-r
I-1 t �I
7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ In
7 outflow
❑ Primary
■ Secondary

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 17
Summary for Link 23L: Post- Basin 2
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 1.88" for 1 -Year event
Inflow = 61.60 cfs @ 12.15 hrs, Volume= 4.958 of
Primary = 61.60 cfs @ 12.15 hrs, Volume= 4.958 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 23L: Post- Basin 2
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 18
Summary for Link 24L: Post- River Analysis Point
Inflow Area = 127.470 ac, 46.00% Impervious, Inflow Depth > 1.68" for 1 -Year event
Inflow = 111.00 cfs @ 12.09 hrs, Volume= 17.804 of
Primary = 111.00 cfs @ 12.09 hrs, Volume= 17.804 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 24L: Post- River Analysis Point
Hydrograph
120
111.00 cfs
115
110
105
100
95
90
85
I I
75
_
�+ 70
65
3 60
if: 55
I 1
4
50
-4
45
40
35
30
25
—�
20
15
10
Inflow Area_=1-27.470-a
F
--1-t t t I I I
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 1 -Year Rainfall=3.20"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 19
Summary for Link 27L: Post- Basin 1
Inflow Area = 76.650 ac, 45.01 % Impervious, Inflow Depth > 1.60" for 1 -Year event
Inflow = 107.68 cfs @ 12.09 hrs, Volume= 10.194 of
Primary = 107.68 cfs @ 12.09 hrs, Volume= 10.194 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 27L: Post- Basin 1
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Hydrograph
_T L L_ I
—
F11-1 nflow
Primary
115
107.68 cfs
110
Inflow Area=76.650 ac-
105El
100
—
—
95
90
l
rt
l rt t t l I I
85
8
5
1
—
4 11
1--1 4+ I 1-1
rn 70
65
3 60
0 55
LL 50
1__1_++ 1 1 1
45
40
35
30
25
t �
20
_ _I
15
10 ,
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 14S: Post- Basin 2 (onsite)
Runoff = 78.66 cfs @ 12.13 hrs, Volume= 6.015 af, Depth> 3.41"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
5.910
98
Paved parking, HSG D
3.920
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.240
72.06% Pervious Area
5.910
Paved Kv= 20.3 fps
27.94% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 14S: Post- Basin 2 (onsite)
Hydrograph
85 78.66 cfs
75 - T�� A ��-Ihr410-- e"r
70 _ _ I_ _ -Ftai fall I:t.2A��
65 - r- R -u off Ate -W--21 - M 4c
60
55 - {�7___T���II____,e�•_ I_�f
a 50 Ran 45- D
c 40
LL 35 Le�gth= 299
- fi�=20mm
30 .
25 _ C]� =�3
20
151//,l l l rt
10 /
5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 1'9 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 15S: Post- Basin 2 (offsite)
Runoff = 44.11 cfs @ 12.17 hrs, Volume= 3.889 af, Depth> 4.43"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 22
Subcatchment 15S: Post- Basin 2 (offsite)
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Hydrograph
48
fi
--1- -
❑Runoff
46
42
44.11 cfs
-
T � - � Ih�10-Y"r
400ta%t�l
-t.24��
38
34
Ffuhdf Atea0.50c
3o
fi
��4ap4 SPIT 9
w 28
26
0 24
1
1 -
-
..
1 In �—T ,
Faow Length= 871
LL 20
,8
1
1 =
1 147
16
14
1
1 1- -
I 1 1 1 04=43
12
10
fi
-—
-
—
4
-
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 16S: Post- Basin 3
Runoff = 7.29 cfs @ 12.15 hrs, Volume= 0.573 af, Depth> 2.84"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 16S: Post- Basin 3
Hydrograph
8 - rt +
7.29 cfs p� ��4hr-10�Ye�ar
7 Y
mal%fall=-.28"
6 IROnoff Are�i=2.420 ac
5 1 Rynpff )/o1yrge=0.573 of
0
LL 4-/ FlRuoff Bptfr.84',
How Len th=750
9
3 fi l - =' roamn
- A -4 GN47
2
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 17S: Post- Basin 4
Runoff = 117.87 cfs @ 11.95 hrs, Volume= 5.900 af, Depth> 4.24"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN
Description
10.420 98
Paved parking, HSG D
5.320 80
>75% Grass cover, Good, HSG D
0.970 77
Woods, Good, HSG D
16.710 91
Weighted Average
6.290
37.64% Pervious Area
10.420
62.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
❑Runoff
Subcatchment 17S: Post- Basin 4
Hydrograph
130
+
t
t-
t T
125117.87
120W-
-F1
1
cfs
1 �y� -1"r� O�e�r
110
105
-T
-7
F
I I I Afa�j-42��
100
95
90
1:
t--
I Ruri a fi Mea;O C O Ac
85
65
1 --1
4
+-
c 60
LL 55
50
—
1m
C1=�
45
25
20
- -
-
15
10
5 "
-
-
0
5 6
7 8 9 10
11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 18S: Post- Area to bypass analysis point
Runoff = 39.99 cfs @ 11.95 hrs, Volume= 1.943 af, Depth> 3.83"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
+
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
34
32
+
J
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
LR" �►/$I4Te=l.913�f
0 22
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff
Subcatchment 18S: Post- Area to bypass analysis point
Hydrograph
44
42
38
39.99 cfs
T61t Ihr�10�Ye r
36
- 4-
—
4
I kainfa11=x.28"
34
32
+
J
p�+ � A
R1.Ino Arer i .090 -ac
30
26
:rT
LR" �►/$I4Te=l.913�f
0 22
Imo"!1 �'' '
M 20
18
-
/��,
—Fii Lenn-640
165
+J-
14
12
—
-CA =47
10
8
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 25S: Post- Basin 1 Area to Pond (onsite)
Runoff = 336.29 cfs @ 11.98 hrs, Volume= 17.625 af, Depth> 3.93"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
25.200
98
Paved parking, HSG D
25.720
80
>75% Grass cover, Good, HSG D
2.910
77
Woods, Good, HSG D
53.830
88
Weighted Average
28.630
F-
53.19% Pervious Area
25.200
46.81 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.4
407
0.0320
2.88
F-
Shallow Concentrated Flow, Segment 3
220
rto me='I-7.6 5 of
w
V 200
0 180
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
100
T-
` N=48
80
60
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
1.9
242
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1
103
0.0900
34.29
430.93
Pipe Channel, Segment6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
7.3 1,844 Total
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff
Subcatchment 25S: Post- Basin 1 Area to Pond (onsite)
Hydrograph
-
1 -4
360
340
336.29 cfs
L
iyp� 4 24- h r�'I O-YeaT
320- 300
rainfall=$.28"
280
260
IRupoff
1 -T L
F-
AIrea=53.830 ac
220
rto me='I-7.6 5 of
w
V 200
0 180
Runoff Depth> -3.93"
I Rw-Ler i-,844'
LL 160
140
fiTc7.m
gt
Ian
100
T-
` N=48
80
60
40
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 26S: Post- Basin 1 area to Pond (offsite)
Runoff = 8.22 cfs @ 12.10 hrs, Volume= 0.603 af, Depth> 4.02"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' Tor).W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 28
Subcatchment 26S: Post- Basin 1 area to Pond (offsite)
Hydrograph
9 rt � � � — ❑Runoff
8.22 cfS
8 T�p� II 24-1hr 10 -Year
--kal�fall=5.28"
I— Iftnoff-Ares -MO ac
6-
I Ry 99ff )folp e:�9.693_f
5 RIu o D pth> .02"
I I I I L— L = 44 '
M 4 FlowZengfh� 3
V T".2 -min
2 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 29S: Post -Basin 1 Area to bypass Pond (onsite)
Runoff = 151.84 cfs @ 11.89 hrs, Volume= 6.532 af, Depth> 3.73"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall=5.28"
Area (ac)
CN
Description
8.400
98
Paved parking, HSG D
6.100
80
>75% Grass cover, Good, HSG D
6.520
77
Woods, Good, HSG D
21.020
86
Weighted Average
12.620
60.04% Pervious Area
8.400
39.96% Impervious Area
Subcatchment 29S: Post -Basin 1 Area to bypass Pond (onsite)
Hydrograph
170 1 1 1
150 151.84 cfs Ty �"r� O�ear
150 1�
140 _
130 w /,�f'.I�/�28
120 lRub f�-I�A�l}�Iea#:M20 ac
100 110 �T---I-- T `�'�me=�..2
90
0 80 Rur�off Depth>�7�'
u_ 70 -Tc-0.0-111tt1
60 40 =�6
50� A I L
40
30 T
20
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 30
Summary for Reach 19R: Basin 2 reach
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 3.75" for 10 -Year event
Inflow = 122.12 cfs @ 12.14 hrs, Volume= 9.905 of
Outflow = 119.92 cfs @ 12.19 hrs, Volume= 9.878 af, Atten= 2%, Lag= 2.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.95 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 0.24 fps, Avg. Travel Time= 6.8 min
Peak Storage= 12,491 cf @ 12.16 hrs, Average Depth at Peak Storage= 0.73'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
13
12
11
10
a
3
0
LL
Reach 19R: Basin 2 reach
Hydrograph
L T L I -
1292 cfs
� � � � _
119.92 cfs 111 10 r a= 1 �69b ac
I I -1 -LA4g.1Dey#Ih=6 7t' -
I -f x Vel=0..95 fpls-
I I I I I I I I rI-0�04E0
-S�.00'� 0-I/'-
94.3p C1'y _2, $4.�r ds-
-4 1—
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 31
Summary for Reach 20R: Basin 3 reach
Inflow Area = 34.110 ac, 40.22% Impervious, Inflow Depth > 3.68" for 10 -Year event
Inflow = 126.97 cfs @ 12.19 hrs, Volume= 10.452 of
Outflow = 58.81 cfs @ 13.19 hrs, Volume= 9.847 af, Atten= 54%, Lag= 60.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.83 fps, Min. Travel Time= 44.1 min
Avg. Velocity = 0.28 fps, Avg. Travel Time= 129.0 min
Peak Storage= 156,035 cf @ 12.45 hrs, Average Depth at Peak Storage= 0.59'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010'/'
Inlet Invert= 16.20', Outlet Invert= 14.00'
Reach 20R: Basin 3 reach
Hydrograph
E
hill" )krea=i4 ti"c
1 _� _TA 4 .TDe1ptli=6.5J'
1 --1 �Wx Vel -7-!-01.83 fos
1 T 1-1=0 040
1 L=a 1$6.x'
1 T T S-0.0010 '/'
C7y-- f,7fi71.6'II cfS
T T T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
❑ Outflow
--t
7
F
140
r�_
126.97 cfs
130
120
110
100-—A—
90
80
—
3 70
58.81 cfs
" 60
T
50-
0401
_4
4
40-1
30I
—
T
1
E
hill" )krea=i4 ti"c
1 _� _TA 4 .TDe1ptli=6.5J'
1 --1 �Wx Vel -7-!-01.83 fos
1 T 1-1=0 040
1 L=a 1$6.x'
1 T T S-0.0010 '/'
C7y-- f,7fi71.6'II cfS
T T T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
❑ Outflow

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 32
Summary for Reach 21 R: Basin 4 reach
Inflow Area = 50.820 ac, 47.50% Impervious, Inflow Depth > 3.72" for 10 -Year event
Inflow = 120.64 cfs @ 11.95 hrs, Volume= 15.748 of
Outflow = 68.92 cfs @ 12.35 hrs, Volume= 15.392 af, Atten= 43%, Lag= 23.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.88 fps, Min. Travel Time= 18.2 min
Avg. Velocity = 0.74 fps, Avg. Travel Time= 46.2 min
Peak Storage= 75,569 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.49'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
Reach 21 R: Basin 4 reach
Hydrograph
130 7-1 120.64 cfs
120
110
100
90-
80-//
68.92 cfs
U 70
3
LLso
- __r
lrfl" ikre_a_=k826_�c
�'
-TWx Vel=11.88 f0s
1 —1 - i 11=0�04E0
-1 - L=2 yO�"'
S=0.006 '/'
� p c �y=2, 01,.1 ds
-1 7�'
�iiiiiiiiiiiii�������������/'—;, - ��••��oiiiiiiiiiiiiiiiiiiiiiiiiii%
Time (hours)
Inflow
❑ Outflow

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 33
Summary for Pond 28P: Pond 1
Inflow Area = 55.630 ac, 46.92% Impervious, Inflow Depth > 3.93" for 10 -Year event
Inflow = 342.18 cfs @ 11.98 hrs, Volume= 18.228 of
Outflow = 206.01 cfs @ 12.07 hrs, Volume= 15.902 af, Atten= 40%, Lag= 5.3 min
Primary = 206.01 cfs @ 12.07 hrs, Volume= 15.902 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 84.26' @ 12.07 hrs Surf.Area= 67,118 sf Storage= 252,257 cf
Plug -Flow detention time= 101.0 min calculated for 15.901 of (87% of inflow)
Center -of -Mass det. time= 40.4 min ( 834.0 - 793.6 )
Volume Invert Avail.Storage Storage Description
#1 80.00' 374,718 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
80.00 46,678 0 0
80.50 53,154 24,958 24,958
81.00 55,832 27,247 52,205
81.75 58,378 42,829 95,033
82.00 59,234 14,702 109,735
83.00 62,691 60,963 170,697
84.00 66,204 64,448 235,145
84.70 68,697 47,215 282,360
85.00 69,774 20,771 303,131
86.00 73,400 71,587 374,718
Device Routing Invert Outlet Devices
#1 Primary 75.00' 48.0" Round Culvert X 2.00
L= 71.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 73.00' S=0.0282'/' Cc= 0.900 n=0.013
#2 Device 1 81.75' 120.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 81.75' 48.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 84.00' 72.0" x 168.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 84.40' 25.0' long x 17.8' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=202.24 cfs @ 12.07 hrs HW=84.22' (Free Discharge)
L1=Culvert (Passes 202.24 cfs of 325.17 cfs potential flow)
2=Orifice/Grate (Orifice Controls 134.80 cfs @ 6.74 fps)
3=Orifi ce/G rate (Orifice Controls 53.92 cfs @ 6.74 fps)
4=Orifi ce/G rate (Weir Controls 13.52 cfs @ 1.53 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=80.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 34
■ In
7 outflow
❑ Primary
■ Secondary
Pond 28P: Pond 1
Hydrograph
t
342.18 cfs
Iln�l°i-N ke6--f 6ib
380
—
360
/
I A POAElIv�--".2-W
340
_
320
i
I f
I
f° g� 1, 7
300
280
260
1qnR
nirt-11
-
240
206.01 cfs
— ——-_
220
jIII
200
-
LL 160-
140
120
100
80
60
■ In
7 outflow
❑ Primary
■ Secondary

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 35
Summary for Link 23L: Post- Basin 2
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 3.75" for 10 -Year event
Inflow = 122.12 cfs @ 12.14 hrs, Volume= 9.905 of
Primary = 122.12 cfs @ 12.14 hrs, Volume= 9.905 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
130
120
110
100
90
-- 80
N
70
3
0
LL 60
0
I I �
Link 23L: Post- Basin 2
Hydrograph
122.12 cfs
F11-1 nflow
❑ Primary
Inflo�iv Area=31.690 ac
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
I
9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 36
Summary for Link 24L: Post- River Analysis Point
Inflow Area = 127.470 ac, 46.00% Impervious, Inflow Depth > 3.56" for 10 -Year event
Inflow = 278.46 cfs @ 11.91 hrs, Volume= 37.826 of
Primary = 278.46 cfs @ 11.91 hrs, Volume= 37.826 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 24L: Post- River Analysis Point
Hydrograph
18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 37
Summary for Link 27L: Post- Basin 1
Inflow Area = 76.650 ac, 45.01 % Impervious, Inflow Depth > 3.51" for 10 -Year event
Inflow = 270.65 cfs @ 11.91 hrs, Volume= 22.434 of
Primary = 270.65 cfs @ 11.91 hrs, Volume= 22.434 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 27L: Post- Basin 1
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 14S: Post- Basin 2 (onsite)
Runoff = 93.43 cfs @ 12.13 hrs, Volume= 7.179 af, Depth> 4.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
5.910
98
Paved parking, HSG D
3.920
80
>75% Grass cover, Good, HSG D
11.320
77
Woods, Good, HSG D
21.150
83
Weighted Average
15.240
470
72.06% Pervious Area
5.910
Shallow Concentrated Flow, Segment 3
27.94% Impervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
0.5
84
0.0165
2.61
Shallow Concentrated Flow, portion of Segment 2 onsite
90
-
Paved Kv= 20.3 fps
13.7
470
0.0130
0.57
Shallow Concentrated Flow, Segment 3
30
75-z-
Woodland Kv= 5.0 fps
6.3
1,745
0.0103
4.62
65.13 Trap/Vee/Rect Channel Flow, draw to reach
60
15
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
10
55
5 "
n= 0.030 Earth, qrassed & winding
20.5 2,299 Total
Subcatchment 14S: Post- Basin 2 (onsite)
Hydrograph
50
100
c
93.43
cfs
95
90
-
85
35
80
30
75-z-
70
-
-
65
20
60
15
10
55
5 "
50
c
LL 45-
40-/
35
30
25
20
15
10
5 "
-Typel 1F14 -r -15 -Year
Rudd fi A*ea:02t-15F0 Ac
-R4nqff-)1o1q mp=7 • 1-T9 fif
IRurllr Depth>4-077
Few-Length=Z-29W
E 1 Tc=20.;min
-
-C4=93
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑Runoff

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 15S: Post- Basin 2 (offsite)
Runoff = 50.72 cfs @ 12.17 hrs, Volume= 4.498 af, Depth> 5.12"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
7.790
98 Paved parking, HSG D
2.240
80 >75% Grass cover, Good,
HSG D
0.510
77 Woods, Good, HSG D
10.540
93 Weighted Average
2.750
26.09% Pervious Area
7.790
73.91 % Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
0.5 50
0.0400 1.68
Sheet Flow, Segment 1
Smooth surfaces n= 0.011 P2= 3.60"
3.9 606
0.0165 2.61
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
13.7 470
0.0130 0.57
Shallow Concentrated Flow, Segment 3
Woodland Kv= 5.0 fps
6.3 1,745
0.0103 4.62 65.13
Trap/Vee/Rect Channel Flow, draw to reach
Bot.W=14.00' D=1.00' Z= 0.1 T Top.W=14.20'
n= 0.030 Earth, qrassed & windinq
24.4 2,871 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 40
Subcatchment 15S: Post- Basin 2 (offsite)
Hydrograph
55 - 50.72 cfs _ Runoff
50 Typ� II 24- 'hr 25 -Year
45 - Izai%fa1114.0-6"
40 1 Runoff Aeea�--10.540 c1c
35 Ryn(?ff )IoIgTe=4.4P8 �f
0
30 (Runoff Dept>�
LL 25 Flow Length=2 871
20 T� -4 .� min
15�C14=93
10tr —17 -1 -T
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 16S: Post- Basin 3
Runoff = 8.87 cfs @ 12.15 hrs, Volume= 0.698 af, Depth> 3.46"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
0.020
98
Paved parking, HSG D
0.100
80
>75% Grass cover, Good, HSG D
2.300
77
Woods, Good, HSG D
2.420
77
Weighted Average
2.400
99.17% Pervious Area
0.020
Woods: Light underbrush n= 0.400 P2= 3.60"
0.83% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
50
0.0200
0.07
Sheet Flow, Segment 1
Woods: Light underbrush n= 0.400 P2= 3.60"
3.5
228
0.0480
1.10
Shallow Concentrated Flow, Segment 2
Woodland Kv= 5.0 fps
6.7
472
0.0550
1.17
Shallow Concentrated Flow, draw to reach
Woodland Kv= 5.0 fps
21.8 750 Total
Subcatchment 16S: Post- Basin 3
Hydrograph
9
8.87 cfs I
1 TYiR6 11 14 -'hr 15 -Year
8-1 Rai%fah=6.06"
7 (Runoff Aretli=2.420 aic
6 1RyngfU)1o1q-e=-0.6g8 of
Runoff [�lpth
5 .46"
-Fiow Length 750'
LL 4
=21.8 -min
3 CSI=17
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 17S: Post- Basin 4
Runoff = 135.96 cfs @ 11.95 hrs, Volume= 6.863 af, Depth> 4.93"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN
Description
10.420 98
Paved parking, HSG D
5.320 80
>75% Grass cover, Good, HSG D
0.970 77
Woods, Good, HSG D
16.710 91
Weighted Average
6.290
37.64% Pervious Area
10.420
62.36% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 17S: Post- Basin 4
Hydrograph
7 T T T ❑Runoff
�- -Typ� n r -25 -Year
T F I I Fka-j�fajl l=t.0�'
Rudoff A+ea=%-M Ac
-RgTr4ff-Y°1�jme=P.81j3 of
RI ur�ol Dp i> .9T
le
c-5.Lm
L L 1 � A +I
I
140
130
135.96
cfs
120
110
100
90
80
0 70
—
LL
60
50
z
101 0
5
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 18S: Post- Area to bypass analysis point
Runoff = 46.67 cfs @ 11.95 hrs, Volume= 2.289 af, Depth> 4.51"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
2.320
98
Paved parking, HSG D
3.770
80
>75% Grass cover, Good, HSG D
6.090
87
Weighted Average
3.770
— — — —
T � A �- Ihr�-25 Year
61.90% Pervious Area
2.320
3.1 590
38.10% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
0.5 50
0.0400
1.68
Sheet Flow,
— — — —
T � A �- Ihr�-25 Year
44
42
Smooth surfaces n= 0.011 P2= 3.60"
3.1 590
0.0250
3.21
Shallow Concentrated Flow,
40
38 36
-
Paved Kv= 20.3 fas
3.6 640 Total, Increased to minimum Tc = 5.0 min
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff
Subcatchment 18S: Post- Area to bypass analysis point
Hydrograph
52
---� –1
T
–
50
— - 46.67 cfs48
—
— — — —
T � A �- Ihr�-25 Year
44
42
_
F��i1fII.Q"
40
38 36
-
I�inotfA�r.00 t c
t
ff
4
,W34
1=
30
35 28 26
-
R_anIr ��'
--low torr� th=66'
,° 22
205
—
18
116
4
—
—
1
t
L
1 1 1 1 Cj�7
12
10
++-I
I I I--1-+-+
8
4
— —
I
-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 25S: Post- Basin 1 Area to Pond (onsite)
Runoff = 391.33 cfs @ 11.98 hrs, Volume= 20.700 af, Depth> 4.61"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
25.200
98
Paved parking, HSG D
25.720
80
>75% Grass cover, Good, HSG D
2.910
77
Woods, Good, HSG D
53.830
88
Weighted Average
28.630
53.19% Pervious Area
25.200
Runoff Depth>4- 6!'
46.81 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
_ Rulaoff AIrea=53.810 ac
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Runoff Depth>4- 6!'
0 200
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
GN="
100
80
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
1.9
242
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1
103
0.0900
34.29
430.93
Pipe Channel, Segment6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
7.3 1,844 Total
Subcatchment 25S: Post- Basin 1 Area to Pond (onsite)
Hy
420
400
380
391.33
Idrograph
cfs - -
t ypf � I2 hr�25-e�r
Runoff
360
rainfall 0
340
300
_ Rulaoff AIrea=53.810 ac
280
260-
-
n-off-Volume=2 0 of
U 240 /
Runoff Depth>4- 6!'
0 200
F�civ e gt - 84 '
180fi
lc7.3�m Ian
160
140 z
120
GN="
100
80
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 26S: Post- Basin 1 area to Pond (offsite)
Runoff = 9.55 cfs @ 12.10 hrs, Volume= 0.707 af, Depth> 4.71"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac) CN Description
0.900 98 Paved parking, HSG D
0.900 80 >75% Grass cover, Good, HSG D
1.800 89 Weighted Average
0.900 50.00% Pervious Area
0.900 50.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow, Segment 1
Grass: Short n= 0.150 P2= 3.60"
0.8
171
0.0350
3.80
Shallow Concentrated Flow, Segment 2
Paved Kv= 20.3 fps
2.4
407
0.0320
2.88
Shallow Concentrated Flow, Segment 3
Unpaved Kv= 16.1 fps
2.9
1,092
0.0111
6.26
11.07
Pipe Channel, Segment 4
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013
4.4
571
0.0105
2.18
2.18
Trap/Vee/Rect Channel Flow, Segment 5
Bot.W=0.00' D=1.00' Z= 1.07' Top.W=2.00' n= 0.035
0.1
81
0.0250
18.07
227.12
Pipe Channel, Segment 6
48.0" Round Area= 12.6 sf Perim= 12.6' r= 1.00' n= 0.013
2.3
1,071
0.0318
7.87
70.87
Trap/Vee/Rect Channel Flow, Segment 7
Bot.W=0.00' D=3.00' Z= 1.07' Tor).W=6.00' n= 0.035
18.2 3,443 Total

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 46
Subcatchment 26S: Post- Basin 1 area to Pond (offsite)
Hydrograph
— ❑Runoff
10 9.55 cfs
9 1 Typ� * �* Ihr-15-- ear
8
—-Runoff-Am- i=1.800 ac
7
+ �-R"Qff )IQIpnje=q.7g7-af
0 5 — i;lo
Runof Dpp>�.7�',LL w Length=3 443
4 I I — IIIIT18.3 min
3 1 1 1 1 1 1 CIN=$g
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 29S: Post -Basin 1 Area to bypass Pond (onsite)
Runoff = 177.51 cfs @ 11.89 hrs, Volume= 7.721 af, Depth> 4.41"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -Year Rainfall=6.00"
Area (ac)
CN
Description
8.400
98
Paved parking, HSG D
6.100
80
>75% Grass cover, Good, HSG D
6.520
77
Woods, Good, HSG D
21.020
86
Weighted Average
12.620
60.04% Pervious Area
8.400
1 --1
39.96% Impervious Area
Subcatchment 29S: Post -Basin 1 Area to bypass Pond (onsite)
Hydrograph
Iso
180
177.51
cfs
1 _T' p 1124-r-25�ear
160
-�
-1�aii f"=t06'
150
140
1 --1
Rudwwff Atea2A ,020 do
130
120
-
� �
i—
Rg ff Q-ume 1 —
- I-II- -
w
3100
90c=0.0�n+�
-
-
R°`ff Depth>4
i -o°
80
I I I-
I
I— I I I D �C�_�
70
40
30
20-1
- - - -
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 48
Summary for Reach 19R: Basin 2 reach
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 4.42" for 25 -Year event
Inflow = 143.36 cfs @ 12.14 hrs, Volume= 11.677 of
Outflow = 140.82 cfs @ 12.18 hrs, Volume= 11.648 af, Atten= 2%, Lag= 2.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.02 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 0.26 fps, Avg. Travel Time= 6.4 min
Peak Storage= 13,767 cf @ 12.16 hrs, Average Depth at Peak Storage= 0.80'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,084.67 cfs
175.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 183.00'
Length= 98.0' Slope= 0.0010T
Inlet Invert= 16.30', Outlet Invert= 16.20'
Reach 19R: Basin 2 reach
Hydrograph
160 _ 143.36 cfs
150 —I 140.82 cfs
140
130-
120-
110
30120110
100
go
3 80
LL 70
60
E
1 l�flo�iv �re�=�1 ��9b�c
—1 -IN[Ax Vel=11.02 fills
_+ L_=9�,
S=0.0010-7'
C�P�c y 2, 41. 7 cfs
7
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
L Inflow
❑ Outflow

Campus Pond analysis Type // 24 -hr 25 -Year Rainfall=6. 00"
Prepared by �enter your company name here) Printed 8/25/2017
HydroCAD@9.00 s/n02109 @2009 HydroCAD Software Solutions LLC Page 49
Summary for Reach 20R: Basin 3 reach
Inflow Area 34.110 ac, 40.22% Impervious, Inflow Depth > 4.34" for 25 -Year event
Inflow 149.44 cfs @ 12.18 hrs, Volume= 12.346 af
Outflow 73.15 cfs @ 13.11 hrs, Volurne= 11.698 af, Atten= 51 %, Lag= 55.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.90 fps, Min. Travel Time= 40.5 min
Avg. Velocity = 0.30 fps, Avg. Travel Time= 121.4 min
Peak Storage= 178,014 cf @ 12.43 hrs, Average Depth at Peak Storage= 0.67'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 1,417.61 cfs
120.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 128.00'
Length= 2,186.5' Slope= 0.0010 T
Inlet Invert= 16.20', Outlet Invert= 14.00'
t
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hours)
F__1 n—fl —v, _j
19 outnowl
Reach 20R: Basin 3 reach
Hydrograph
160
1419,44 c
149.44 cfs_�
c
150
140
--1
_TAV49_. TD_�_Rth7=6 A�
130
120
- - - -
-
1-1
- - - -
--1 -iWx Vel --01.90 fos
- - - - - - -
110
100
-1 -4
4
4- -1
--1 4 + 4- �A=OM40
90
80
- - - -
1
-
- - -
1 1 1
73.15 cfs
- - - - L
1 ' I
0
il: 70
—1
7
1 —1
T -S
-1 7 T 70 - Ro I 0_'� 1
60
50
C �171 A4 cf
40
30
+
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hours)
F__1 n—fl —v, _j
19 outnowl

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 50
Summary for Reach 21 R: Basin 4 reach
Inflow Area = 50.820 ac, 47.50% Impervious, Inflow Depth > 4.38" for 25 -Year event
Inflow = 139.95 cfs @ 11.95 hrs, Volume= 18.562 of
Outflow = 82.69 cfs @ 12.32 hrs, Volume= 18.181 af, Atten= 41 %, Lag= 22.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.03 fps, Min. Travel Time= 16.9 min
Avg. Velocity = 0.79 fps, Avg. Travel Time= 43.6 min
Peak Storage= 84,891 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.55'
Bank -Full Depth= 4.00', Capacity at Bank -Full= 2,301.11 cfs
75.00' x 4.00' deep channel, n= 0.040 Winding stream, pools & shoals
Side Slope Z -value= 1.0'/' Top Width= 83.00'
Length= 2,056.0' Slope= 0.00687'
Inlet Invert= 14.00', Outlet Invert= 0.00'
Reach 21 R: Basin 4 reach
Hydrograph
- ___� �_ o Inflow
139.95 cfs-
outflow
140 150 I�f1" ikr"=k82O C
130r�_�A� .tDeptl�=U
120 _ —I 4 I— I -1 4Uix Vel=21.0-31 f�IS
110 �I
100 � _0M40
90 — 82.69 cfs —
80_����
60 c' =2, 1.4-1 cfs
40
I I
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 51
Summary for Pond 28P: Pond 1
Inflow Area = 55.630 ac, 46.92% Impervious, Inflow Depth > 4.62" for 25 -Year event
Inflow = 398.20 cfs @ 11.98 hrs, Volume= 21.406 of
Outflow = 268.82 cfs @ 12.06 hrs, Volume= 19.067 af, Atten= 32%, Lag= 4.8 min
Primary = 263.97 cfs @ 12.06 hrs, Volume= 19.039 of
Secondary = 4.91 cfs @ 12.06 hrs, Volume= 0.029 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 84.59' @ 12.06 hrs Surf.Area= 68,291 sf Storage= 274,560 cf
Plug -Flow detention time= 92.6 min calculated for 19.066 of (89% of inflow)
Center -of -Mass det. time= 38.4 min ( 827.9 - 789.5 )
Volume Invert Avail.Storage Storage Description
#1 80.00' 374,718 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
80.00 46,678 0 0
80.50 53,154 24,958 24,958
81.00 55,832 27,247 52,205
81.75 58,378 42,829 95,033
82.00 59,234 14,702 109,735
83.00 62,691 60,963 170,697
84.00 66,204 64,448 235,145
84.70 68,697 47,215 282,360
85.00 69,774 20,771 303,131
86.00 73,400 71,587 374,718
Device Routing Invert Outlet Devices
#1 Primary 75.00' 48.0" Round Culvert X 2.00
L= 71.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 73.00' S=0.0282'/' Cc= 0.900 n=0.013
#2 Device 1 81.75' 120.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 81.75' 48.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 84.00' 72.0" x 168.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 84.40' 25.0' long x 17.8' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=257.90 cfs @ 12.06 hrs HW=84.55' (Free Discharge)
L1=Culvert (Passes 257.90 cfs of 332.57 cfs potential flow)
2=Orifice/Grate (Orifice Controls 145.84 cfs @ 7.29 fps)
3=Orifi ce/G rate (Orifice Controls 58.33 cfs @ 7.29 fps)
4=Orifi ce/G rate (Weir Controls 53.72 cfs @ 2.43 fps)
Secondary OutFlow Max=4.39 cfs @ 12.06 hrs HW=84.56' (Free Discharge)
L5= Broad -Crested Rectangular Weir (Weir Controls 4.39 cfs @ 1.08 fps)

Campus Pond analysis Type 1124 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 52
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
IN Inflow
7 outflow
❑ Primary
■ Secondary
Pond 28P: Pond 1
Hydrograph
L7
I- t7 17t -t
398.20 cfs
f ilc nN jkre � �6
440
/
/
z:
I— 1 ::1P#a- KEIO�-8'4.5W
4420 00
3360
40
320
300
/380
/
/
2 2 fs
263.97 cfs
280
X240260t--I
/
I�
200
/
LL 180
160
140
/
120
100
/
/
80
60
/
/
ao
4.91 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
IN Inflow
7 outflow
❑ Primary
■ Secondary

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 53
Summary for Link 23L: Post- Basin 2
Inflow Area = 31.690 ac, 43.23% Impervious, Inflow Depth > 4.42" for 25 -Year event
Inflow = 143.36 cfs @ 12.14 hrs, Volume= 11.677 of
Primary = 143.36 cfs @ 12.14 hrs, Volume= 11.677 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 23L: Post- Basin 2
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 54
Summary for Link 24L: Post- River Analysis Point
Inflow Area = 127.470 ac, 46.00% Impervious, Inflow Depth > 4.23" for 25 -Year event
Inflow = 322.75 cfs @ 11.91 hrs, Volume= 44.969 of
Primary = 322.75 cfs @ 11.91 hrs, Volume= 44.969 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 24L: Post- River Analysis Point
Hydrograph
7 322.75 cfs
240-
220-/
rt�
200
3 180
i—°° 160
140
120
100
80
60
F11Inflow
❑ Primary
11 n l" Area=1-27.47"c-
-i i—ice
rt�
r i i i a
1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Campus Pond analysis Type// 24 -hr 25 -Year Rainfall=6.00"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC Page 55
Summary for Link 27L: Post- Basin 1
Inflow Area = 76.650 ac, 45.01 % Impervious, Inflow Depth > 4.19" for 25 -Year event
Inflow = 312.00 cfs @ 11.90 hrs, Volume= 26.788 of
Primary = 312.00 cfs @ 11.90 hrs, Volume= 26.788 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Link 27L: Post- Basin 1
Hydrograph
312.00 cfs
240-
220
n 200-
180-/
1 T
T
0
160
LL
140
120
100
!OT t--II1--4T
{— 1 Inflow Area=76.650 _ac
T T L I11I
1 T T T T11I
IT T T T 1-17
IT T T T
1 T t+ 1-1 I
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
F11-1 nflow
❑ Primary

STORMWATER POLLUTANT ANALYSIS
Nutrient Export Reduction

`COULTER JEWELL THAMES, P.A.
111 WEST MAIN ST
DURHAM, NC 27701
(9 19) 682-0368
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111 WEST MAIN ST
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[phone]
ROCKY MOUNT MILLS - PHASE 2B ANALYSIS
,
WET POND DRAI
= 44.35 ACRES
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Coulter Jewell Thames, PA
Project Name: Rocky Mount Mill - Phase 2B Analysis By: TRM Revised:
Project Number: 1445 Date: 06.03.2017 Date:
Nutrient Analysis Summary
Site Existing Condition
River Basin Export Limits
(lbs/ac/yr)
Nitrogen Phosphorus
Nutrient Export
Ib/ac/yr
Ib/yr
Nitrogen
5.15
123.96
Phosphorus
0.72
17.33
Site Post Development
River Basin Export Limits
(lbs/ac/yr)
Nitrogen Phosphorus
Un -Treated Nutrient
4.0 0.4
Export
Ib/ac/yr
Ib/yr
Nitrogen
7.4
178.12
Phosphorus
0.91
21.90
Project Location
River Basin Export Limits
(lbs/ac/yr)
Nitrogen Phosphorus
Tar -Pamlico
4.0 0.4
NC DEQ Approved Reduction in
Nutrient Loading from Existing
Condition for Re -development Projects
Nitrogen 30%
Phosphorus 0%
Tar -Pamlico Re -
Development Export
Limits
Ib/ac/yr
Ib/yr
Nitrogen
3.61
86.77
Phosphorus
0.72
17.33
Phase 2B Reductions
Required Ib/yr
Nitrogen 91.35
Phosphorus 4.57
Site Area 24.07 acres

0
Coulter Jewell Thames, PA
Project Name: Rocky Mount Mill - Phase 2B Analysis By: TRM Revised: TRM
Project Number: 1445 Date: 06.03.2017 Date: 07.17.17
Nutrient Analysis Summary (cont.)
Nutrient Export for
Drainage Area to Wet
Pond Ib/ac/yr Ib/yr
Nitrogen 6.63 294.04
Phosphorus 0.84 37.25
NC DEQ Approved Nutrient Reduction
for Wet Pond
Nitrogen 30%
Phosphorus 30%
Nutrient reduction from
Wet Pond Ib/yr
Nitrogen 88.21
Phosphorus 11.18
Surplus Nutrient Reductions by Pond
(Ib/yr)
Nitrogen 0.00
Phosphorus 6.60
Nutrient Export reduction to be met with
offsite payment (lbs/yr)
Nitrogen 3.13
Phosphorus none
Drainage Area to
Wet Pond 44.35 acres

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Last Modified 8/25/2017
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Rocky Mount Mill - The Mill
Date: 08.25.2017
By: TRM Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must be
included in the acreage values and treated.
Pre -development:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.46 + 8.3I
of TN (mg/L
2 3 4
of TP (mg/L
2 3 6
Transportation impervious
3.32
3.09
2.60
26.71
0.19
1.95
Roof impervious
4.31
3.09
1.95
26.01
0.11
1.47
Managed pervious
(lawn/landscaped)
15.83
3.09
1.42
69.55
0.28
13.71
Managed pervious
(cropland)
3.09
4.23
0.00
1.23
0.00
Managed pervious
(pasture)
3.09
2.04
0.00
0.62
0.00
Wooded pervious
3.09
0.94
1.77
0.14
0.26
Fraction Impervious (1) =
0.32
TN Loading
124.04
TP Loading
17.40
(lb/yr) =
(lb/yr) =
Total Area of Development =
24.07
TN Exp. Coeff.
5.15
TP Exp. Coeff.
0.72
(lb/ac/yr) _
(lb/ac/yr) _
Post -development.
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
(acres)
(0.46 + 8.3I
of TN (m2/L)
2 * 3 * 4
of TP (m2/L)
2 * 3 * 6
Transportation impervious
4.12
2.60
60.57
0.19
4.43
Roof impervious
1 4.93
4.12
1.95
39.57
0.11
2.23
Managed pervious
13.11
4.12
1.42
76.63
0.28
15.11
Wooded pervious
J.37
4.12
0.95
1.45
0.14
0.21
Fraction Impervious (1) =
0.44
TN Loading
178.22
TP Loading
21.98
(lb/yr) =
(lb/yr) =
Total Area of Development =
24.07
TN Exp. Coeff.
7.40
TP Exp. Coeff.
0.91
(lb/ac/yr) _
(lb/ac/yr) _
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Last Modified 5/23/03
BMP Removal Calculation Worksheet (Automated)
Project Name: Rocky Mount Mill - Mill Phase 2b Analysis
Date: 06.29.2017
By: TRM Checked By:
Directions:
> It may be advantageous to split the development into separate catchments to be handled by separate
BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three.
NOTE: Unless runoff flowing
onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be
included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the post -development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 lb/ae/yr TN and 0.4 lb/ac/yr TP, select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If more than one BMP is to be
used in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in the pre -BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
TN TP
Design Standard
BMP Wet Detention Pond 25 40
NC BMP Manual
Nutrient Stormwater Wetland 40 35
NC BMP Manual
Removal Sand Filter 35 45
NC BMP Manual
Rates Bioretention 35 45
NC BMP Manual
Grass Swale 20 20
NC BMP Manual
Vegetated Filter Strip w/
20 35
NC BMP Manual
Level Spreader
Dry Detention 10 10
NC BMP Manual
Catchment 1:
Total acreage of catchment 1 = ac
First BMP's TN removal rate = % First BMP's TP removal rate =%
Second BMP's TN removal rate = % Second BMP's TP removal rate =
%
Third BMP's TN removal rate = % Third BMP's TP removal rate =
%
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE =
0 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acreage
0.46 + 8.3I
TN (mg/L
2 3 4
TP (mg/]L
2 3 6
Transportation impervious
10.11
3.71
2.60
97.40
0.19
7.12
Roof impervious
7.21
3.71
1.95
52.09
0.11
2.94
Managed pervious
25.90
3.71
1.42
136.27
0.28
26.87
Wooded pervious
3.71
0.94
0.00
0.14
0.00
Area taken up by BMP
3.71
1.95
8.17
0.11
0.46
Fraction Impervious (I) =
0.39
Pre -BMP TN
293.93
Pre -BMP TP
37.39
Load (lb/yr) =
Load (Ib/yr) =
Total Area of Development =
44.35
Pre -BMP TN
6.63
Pre -BMP TP
0.84
Export (Ib/ac/yr)Export
(Ib/ac/yr)
Post -BMP TN
Post -BMP TP
293.93
37.39
Load (lb/yr) =
Load (Ib/yr) =
Post -BMP TN
6.63
Post -BMP TP
0.84
Export (Ib/adyr) 1
Export (Ib/ac/yr) =

Wet Pond Calculations

0
Coulter Jewell Thames, PA
Project Name: Rocky Mount Mill By: TRM Revised: TRM
Project Number: 1445 Date: 06.05.2017 Date: 08.25.17
Wet Pond Calculations
Drainage Area = 55.64 ac
Impervious Area = 26.10 ac
Runoff Volume: NRCS Method
S = 1000/CN - 10
Q* =[ (P -0.2S)^2 j / (P+0.8S)
P = 1.0 in
Disconnected Impervious Area
A = 26.1 ac
CN = 98
S = 0.204 in
Q* = 0.791 in
WQV = 74,933 cf
Total required Water Quality Volume:
V = 83,432 cf
Water Quality Volume Provided:
V = 95,033 cf
Pervious Area
A = 25.72 ac CN = 80
A = 2.91 ac CN = 77
A = 0.9 ac CN = 80
A = 29.53
CN = 80
S =
2.546 in
Q* =
0.079 in
WQV =
8,499 cf

0
Coulter Jewell Thames, PA
Project Name: Rocky Mount Mill By: TRIM Revised: TRM
Project Number: 1445 Date: 06.05.2017 Date: 08.25.17
Wet Pond Calculations (cont.)
Water Quality Orifice Sizing (Dynamic Head Condition)
Time to Water Quality Elevation 24.75 hrs
Time to Normal Pool Elevation 107.25 hrs
Time to drawdown 82.50 hrs
3.4 days
(see table from HydroCad output Pond1-drawdown )
Pemanent Pool Average Depth
Davg = Vpp-Vshelf / Abottomofshelf
Vshelf = 0.5 * Dmaxovershelf * Peri meter(perm pool) *Width (submerged pa rtofshel)
0.5
0.5 Dmaxovershelf
1,275 Peri meter(permpool)
5 Width (submerged partofsheIf)
Vshelf = 1,594 cf
136,962 Vpp
40,203 Abottomofshelf
Davg= 3.4 ft

0
Coulter Jewell Thames, PA
Project Name: Rocky Mount Mill By: TRM Revised: TRM
Project Number: 1445 Date: 06.05.2017 Date: 08.25.17
Wet Pond Calculations (cont.)
Surface Area Calculation
Permanent Pool Surface Area Required:
Table 1: Piedmont and Mountain SAIDA Fable (Adapted from Driscoll, 1986)
10%
0.51
0.43
0.37
0.30
0.27
0.25
20%
0.84
0.69
0.61
0.51
0.44
0.40
30%
1-17
0.94
0.84
0.72
0.61
0.56
40%
1.51
1.24
1.D9
0.91
0.78
0.71
50%
1.79
1.51
1.3i
1.13
0.95
0.87
60%
2.09
1.77
1.49
1.31
1.12
1.03
70%
2.51
2.09
1.8U
1.56
1.34
1.17
80%
2.92
2.41
2.07
1.82
1-62
1.4fl
90%
3.25
2.64
2.31
3.44
1.84
1.59
100%
3.55
2.79
2.52
2.34
2.04
1.75
Average Depth = 3.4 ft
Percent Impervious = 47%
SA/DA Ratio = 1.60%
Surface Area = 0.89 ac 38,822 sf
Permanent Pool Surface Area Provided
Surface Area = 1.07 ac 46,678 sf

0
Coulter Jewell Thames, PA
Project Name: ROCKY MOUNT MILL - THE MILL By: TRM Revised: TRM
Project Number: 1445 Date: 03.02.2017 Date: 08.23.17
11 Anti -Floatation Sizing Calculations
Outlet Structure Dimension
Inside Riser Width:
6 ft
Outside Riser Width:
7 ft
Inside Riser Length:
14 ft
Outside Riser Width:
15 ft
Wall Thickness:
6 in
Top Elevation:
84 ft
Invert Elevation:
75 ft
Bottom Elevation:
72 ft
Extended Base:
6 in
Extended Base Width:
8 ft
Extended Base Length
16 ft
Displaced Volume: 945 cu ft
Displaced Weight: 58,968 lbs
Volume of Actual Structure: 504 cu ft
Weight of Concrete Structure: 75,600 lbs
Weight of Earth with Extended
Base: 10,580 lbs
Total Weight of Structure: 86,180 lbs
Factor of Safety: I1.5 OK

Campus Pond analysis Type 1124 -hr 100 -Year Rainfall=7.40"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Summary for Pond 28P: Pond 1
[82] Warning: Early inflow requires earlier time span
Inflow Area = 55.630 ac, 46.92% Impervious, Inflow Depth > 5.96" for 100 -Year event
Inflow = 506.56 cfs @ 11.98 hrs, Volume= 27.622 of
Outflow = 379.14 cfs @ 12.05 hrs, Volume= 25.259 af, Atten= 25%, Lag= 4.0 min
Primary = 343.48 cfs @ 12.05 hrs, Volume= 24.916 of
Secondary = 35.66 cfs @ 12.05 hrs, Volume= 0.343 of
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 85.06' @ 12.05 hrs Surf.Area= 69,977 sf Storage= 307,047 cf
Plug -Flow detention time= 79.5 min calculated for 25.190 of (91 % of inflow)
Center -of -Mass det. time= 35.0 min ( 818.6 - 783.6 )
Volume Invert Avail.Storage Storage Description
#1 80.00' 374,718 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
80.00 46,678 0 0
80.50 53,154 24,958 24,958
81.00 55,832 27,247 52,205
81.75 58,378 42,829 95,033
82.00 59,234 14,702 109,735
83.00 62,691 60,963 170,697
84.00 66,204 64,448 235,145
84.70 68,697 47,215 282,360
85.00 69,774 20,771 303,131
86.00 73,400 71,587 374,718
Device Routing Invert Outlet Devices
#1 Primary 75.00' 48.0" Round Culvert X 2.00
L= 71.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 73.00' S=0.0282'/' Cc= 0.900 n=0.013
#2 Device 1 81.75' 120.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 81.75' 48.0" W x 12.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 84.00' 72.0" x 168.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 84.40' 25.0' long x 17.8' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=343.42 cfs @ 12.05 hrs HW=85.05' (Free Discharge)
L1=Culvert (Inlet Controls 343.42 cfs @ 13.66 fps)
2=Orifice/Grate (Passes < 161.03 cfs potential flow)
3=Orifi ce/G rate (Passes < 64.41 cfs potential flow)
4=Orifi ce/G rate (Passes < 141.45 cfs potential flow)
Secondary OutFlow Max=35.56 cfs @ 12.05 hrs HW=85.05' (Free Discharge)
L5= Broad -Crested Rectangular Weir (Weir Controls 35.56 cfs @ 2.17 fps)

Campus Pond analysis Type 1124 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here) Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Summary for Pond 30P: Main Pool Volume
[43] Hint: Has no inflow (Outflow=Zero)
Routing by Stor-Ind method
Peak Elev=
0.00' @ 0.00 hrs
Surf.Area= 0 sf
Storage= 0 cf
Plug -Flow detention time= (not calculated)
Center -of -Mass
det. time= (not calculated)
Volume
Invert Avail.Storage Storage
Description
#1
76.00' 136,962 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
76.00
25,359
0
0
77.00
27,833
26,596
26,596
77.50
33,246
15,270
41,866
78.00
34,937
17,046
58,912
79.00
38,415
36,676
95,588
79.50
40,203
19,655
115,242
80.00
46,678
21,720
136,962

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
5.00
0.33
30
80.00
0.00
0.00
0.00
5.25
0.47
390
80.01
0.00
0.00
0.00
5.50
0.62
879
80.02
0.00
0.00
0.00
5.75
0.77
1,502
80.03
0.01
0.01
0.00
6.00
0.93
2,263
80.05
0.01
0.01
0.00
6.25
1.10
3,167
80.07
0.01
0.01
0.00
6.50
1.27
4,211
80.09
0.03
0.03
0.00
6.75
1.44
5,399
80.11
0.04
0.04
0.00
7.00
1.62
6,730
80.14
0.06
0.06
0.00
7.25
1.80
8,201
80.17
0.08
0.08
0.00
7.50
1.98
9,811
80.20
0.12
0.12
0.00
7.75
2.17
11,557
80.24
0.16
0.16
0.00
8.00
2.36
13,435
80.28
0.20
0.20
0.00
8.25
2.68
15,479
80.32
0.25
0.25
0.00
8.50
3.13
17,837
80.36
0.31
0.31
0.00
8.75
3.63
20,565
80.42
0.38
0.38
0.00
9.00
4.17
23,695
80.48
0.45
0.45
0.00
9.25
4.55
27,214
80.54
0.51
0.51
0.00
9.50
4.77
30,922
80.61
0.57
0.57
0.00
9.75
5.31
34,864
80.68
0.62
0.62
0.00
10.00
6.17
39,437
80.77
0.68
0.68
0.00
10.25
7.29
44,818
80.87
0.74
0.74
0.00
10.50
8.65
51,284
80.98
0.81
0.81
0.00
10.75
10.51
59,074
81.12
0.88
0.88
0.00
11.00
12.88
68,754
81.29
0.97
0.97
0.00
11.25
16.96
81,005
81.51
1.06
1.06
0.00
11.50
22.76
97,745
81.80
2.11
2.11
0.00
11.75
99.97
128,346
82.31
39.20
39.20
0.00
12.00
336.51
229,572
83.92
175.14
175.14
0.00
12.25
53.64
200,252
83.47
149.23
149.23
0.00
12.50
31.59
142,029
82.54
64.18
64.18
0.00
12.75
22.21
124,446
82.25
32.83
32.83
0.00
13.00
18.50
118,113
82.14
23.30
23.30
0.00
13.25
15.84
114,736
82.08
18.69
18.69
0.00
13.50
13.91
112,605
82.05
15.94
15.94
0.00
13.75
12.29
110,953
82.02
13.93
13.93
0.00
14.00
10.92
109,599
82.00
12.33
12.33
0.00
14.25
10.03
108,455
81.98
11.06
11.06
0.00
14.50
9.54
107,684
81.97
10.27
10.27
0.00
14.75
9.07
107,097
81.96
9.67
9.67
0.00
15.00
8.59
106,583
81.95
9.14
9.14
0.00
15.25
8.11
106,097
81.94
8.64
8.64
0.00
15.50
7.63
105,621
81.93
8.15
8.15
0.00
15.75
7.14
105,148
81.92
7.67
7.67
0.00
16.00
6.66
104,662
81.91
7.22
7.22
0.00
16.25
6.34
104,178
81.91
6.81
6.81
0.00
16.50
6.17
103,825
81.90
6.50
6.50
0.00
16.75
6.00
103,555
81.90
6.27
6.27
0.00
17.00
5.82
103,323
81.89
6.07
6.07
0.00
17.25
5.65
103,108
81.89
5.89
5.89
0.00
17.50
5.48
102,902
81.88
5.71
5.71
0.00
17.75
5.31
102,699
81.88
5.53
5.53
0.00
18.00
5.13
102,497
81.88
5.36
5.36
0.00

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
18.25
4.96
102,295
81.87
5.19
5.19
0.00
18.50
4.79
102,094
81.87
5.01
5.01
0.00
18.75
4.61
101,893
81.87
4.84
4.84
0.00
19.00
4.44
101,691
81.86
4.66
4.66
0.00
19.25
4.27
101,489
81.86
4.49
4.49
0.00
19.50
4.09
101,273
81.86
4.35
4.35
0.00
19.75
3.92
101,035
81.85
4.19
4.19
0.00
20.00
3.74
100,783
81.85
4.03
4.03
0.00
20.25
3.64
100,544
81.84
3.87
3.87
0.00
20.50
3.61
100,376
81.84
3.76
3.76
0.00
20.75
3.57
100,259
81.84
3.68
3.68
0.00
21.00
3.54
100,170
81.84
3.63
3.63
0.00
21.25
3.51
100,098
81.84
3.58
3.58
0.00
21.50
3.47
100,034
81.84
3.54
3.54
0.00
21.75
3.44
99,976
81.83
3.50
3.50
0.00
22.00
3.40
99,920
81.83
3.46
3.46
0.00
22.25
3.37
99,865
81.83
3.43
3.43
0.00
22.50
3.33
99,811
81.83
3.39
3.39
0.00
22.75
3.30
99,758
81.83
3.36
3.36
0.00
23.00
3.26
99,705
81.83
3.32
3.32
0.00
23.25
3.23
99,652
81.83
3.29
3.29
0.00
23.50
3.19
99,599
81.83
3.25
3.25
0.00
23.75
3.16
99,546
81.83
3.22
3.22
0.00
24.00
3.12
99,493
81.83
3.18
3.18
0.00
24.25
0.13
98,186
81.80
2.33
2.33
0.00
24.50
0.01
96,462
81.77
1.66
1.66
0.00
24.75
0.00
95,184
81.75
1.21
1.21
0.00
25.00
0.00
94,140
81.73
1.15
1.15
0.00
25.25
0.00
93,106
81.72
1.15
1.15
0.00
25.50
0.00
92,079
81.70
1.14
1.14
0.00
25.75
0.00
91,057
81.68
1.13
1.13
0.00
26.00
0.00
90,042
81.66
1.12
1.12
0.00
26.25
0.00
89,034
81.65
1.12
1.12
0.00
26.50
0.00
88,031
81.63
1.11
1.11
0.00
26.75
0.00
87,035
81.61
1.10
1.10
0.00
27.00
0.00
86,045
81.60
1.10
1.10
0.00
27.25
0.00
85,061
81.58
1.09
1.09
0.00
27.50
0.00
84,084
81.56
1.08
1.08
0.00
27.75
0.00
83,112
81.54
1.08
1.08
0.00
28.00
0.00
82,148
81.53
1.07
1.07
0.00
28.25
0.00
81,189
81.51
1.06
1.06
0.00
28.50
0.00
80,237
81.49
1.05
1.05
0.00
28.75
0.00
79,290
81.48
1.05
1.05
0.00
29.00
0.00
78,351
81.46
1.04
1.04
0.00
29.25
0.00
77,417
81.45
1.03
1.03
0.00
29.50
0.00
76,490
81.43
1.03
1.03
0.00
29.75
0.00
75,569
81.41
1.02
1.02
0.00
30.00
0.00
74,655
81.40
1.01
1.01
0.00
30.25
0.00
73,747
81.38
1.01
1.01
0.00
30.50
0.00
72,845
81.37
1.00
1.00
0.00
30.75
0.00
71,949
81.35
0.99
0.99
0.00
31.00
0.00
71,060
81.33
0.98
0.98
0.00
31.25
0.00
70,177
81.32
0.98
0.98
0.00

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
31.50
0.00
69,301
81.30
0.97
0.97
0.00
31.75
0.00
68,431
81.29
0.96
0.96
0.00
32.00
0.00
67,567
81.27
0.96
0.96
0.00
32.25
0.00
66,710
81.26
0.95
0.95
0.00
32.50
0.00
65,859
81.24
0.94
0.94
0.00
32.75
0.00
65,014
81.23
0.93
0.93
0.00
33.00
0.00
64,176
81.21
0.93
0.93
0.00
33.25
0.00
63,345
81.20
0.92
0.92
0.00
33.50
0.00
62,519
81.18
0.91
0.91
0.00
33.75
0.00
61,700
81.17
0.91
0.91
0.00
34.00
0.00
60,888
81.15
0.90
0.90
0.00
34.25
0.00
60,082
81.14
0.89
0.89
0.00
34.50
0.00
59,282
81.13
0.88
0.88
0.00
34.75
0.00
58,489
81.11
0.88
0.88
0.00
35.00
0.00
57,702
81.10
0.87
0.87
0.00
35.25
0.00
56,922
81.08
0.86
0.86
0.00
35.50
0.00
56,148
81.07
0.86
0.86
0.00
35.75
0.00
55,381
81.06
0.85
0.85
0.00
36.00
0.00
54,620
81.04
0.84
0.84
0.00
36.25
0.00
53,865
81.03
0.83
0.83
0.00
36.50
0.00
53,117
81.02
0.83
0.83
0.00
36.75
0.00
52,376
81.00
0.82
0.82
0.00
37.00
0.00
51,640
80.99
0.81
0.81
0.00
37.25
0.00
50,912
80.98
0.81
0.81
0.00
37.50
0.00
50,190
80.96
0.80
0.80
0.00
37.75
0.00
49,474
80.95
0.79
0.79
0.00
38.00
0.00
48,765
80.94
0.78
0.78
0.00
38.25
0.00
48,063
80.93
0.78
0.78
0.00
38.50
0.00
47,367
80.91
0.77
0.77
0.00
38.75
0.00
46,677
80.90
0.76
0.76
0.00
39.00
0.00
45,994
80.89
0.76
0.76
0.00
39.25
0.00
45,318
80.88
0.75
0.75
0.00
39.50
0.00
44,649
80.86
0.74
0.74
0.00
39.75
0.00
43,985
80.85
0.73
0.73
0.00
40.00
0.00
43,329
80.84
0.73
0.73
0.00
40.25
0.00
42,679
80.83
0.72
0.72
0.00
40.50
0.00
42,035
80.82
0.71
0.71
0.00
40.75
0.00
41,399
80.80
0.70
0.70
0.00
41.00
0.00
40,768
80.79
0.70
0.70
0.00
41.25
0.00
40,145
80.78
0.69
0.69
0.00
41.50
0.00
39,528
80.77
0.68
0.68
0.00
41.75
0.00
38,917
80.76
0.67
0.67
0.00
42.00
0.00
38,314
80.75
0.67
0.67
0.00
42.25
0.00
37,717
80.74
0.66
0.66
0.00
42.50
0.00
37,126
80.73
0.65
0.65
0.00
42.75
0.00
36,543
80.72
0.65
0.65
0.00
43.00
0.00
35,965
80.70
0.64
0.64
0.00
43.25
0.00
35,395
80.69
0.63
0.63
0.00
43.50
0.00
34,832
80.68
0.62
0.62
0.00
43.75
0.00
34,275
80.67
0.62
0.62
0.00
44.00
0.00
33,724
80.66
0.61
0.61
0.00
44.25
0.00
33,181
80.65
0.60
0.60
0.00
44.50
0.00
32,644
80.64
0.59
0.59
0.00

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
44.75
0.00
32,114
80.63
0.59
0.59
0.00
45.00
0.00
31,590
80.62
0.58
0.58
0.00
45.25
0.00
31,074
80.61
0.57
0.57
0.00
45.50
0.00
30,564
80.60
0.56
0.56
0.00
45.75
0.00
30,060
80.60
0.56
0.56
0.00
46.00
0.00
29,564
80.59
0.55
0.55
0.00
46.25
0.00
29,074
80.58
0.54
0.54
0.00
46.50
0.00
28,591
80.57
0.53
0.53
0.00
46.75
0.00
28,115
80.56
0.53
0.53
0.00
47.00
0.00
27,646
80.55
0.52
0.52
0.00
47.25
0.00
27,183
80.54
0.51
0.51
0.00
47.50
0.00
26,727
80.53
0.50
0.50
0.00
47.75
0.00
26,278
80.52
0.50
0.50
0.00
48.00
0.00
25,836
80.52
0.49
0.49
0.00
48.25
0.00
25,400
80.51
0.48
0.48
0.00
48.50
0.00
24,971
80.50
0.47
0.47
0.00
48.75
0.00
24,548
80.49
0.47
0.47
0.00
49.00
0.00
24,131
80.48
0.46
0.46
0.00
49.25
0.00
23,720
80.48
0.45
0.45
0.00
49.50
0.00
23,316
80.47
0.44
0.44
0.00
49.75
0.00
22,920
80.46
0.44
0.44
0.00
50.00
0.00
22,532
80.45
0.43
0.43
0.00
50.25
0.00
22,151
80.45
0.42
0.42
0.00
50.50
0.00
21,777
80.44
0.41
0.41
0.00
50.75
0.00
21,411
80.43
0.40
0.40
0.00
51.00
0.00
21,052
80.43
0.40
0.40
0.00
51.25
0.00
20,700
80.42
0.39
0.39
0.00
51.50
0.00
20,355
80.41
0.38
0.38
0.00
51.75
0.00
20,019
80.41
0.37
0.37
0.00
52.00
0.00
19,690
80.40
0.36
0.36
0.00
52.25
0.00
19,368
80.39
0.35
0.35
0.00
52.50
0.00
19,054
80.39
0.35
0.35
0.00
52.75
0.00
18,746
80.38
0.34
0.34
0.00
53.00
0.00
18,446
80.38
0.33
0.33
0.00
53.25
0.00
18,153
80.37
0.32
0.32
0.00
53.50
0.00
17,866
80.36
0.31
0.31
0.00
53.75
0.00
17,586
80.36
0.31
0.31
0.00
54.00
0.00
17,312
80.35
0.30
0.30
0.00
54.25
0.00
17,045
80.35
0.29
0.29
0.00
54.50
0.00
16,784
80.34
0.29
0.29
0.00
54.75
0.00
16,529
80.34
0.28
0.28
0.00
55.00
0.00
16,280
80.33
0.27
0.27
0.00
55.25
0.00
16,036
80.33
0.27
0.27
0.00
55.50
0.00
15,799
80.32
0.26
0.26
0.00
55.75
0.00
15,567
80.32
0.25
0.25
0.00
56.00
0.00
15,340
80.31
0.25
0.25
0.00
56.25
0.00
15,118
80.31
0.24
0.24
0.00
56.50
0.00
14,902
80.31
0.24
0.24
0.00
56.75
0.00
14,690
80.30
0.23
0.23
0.00
57.00
0.00
14,484
80.30
0.23
0.23
0.00
57.25
0.00
14,282
80.29
0.22
0.22
0.00
57.50
0.00
14,084
80.29
0.22
0.22
0.00
57.75
0.00
13,891
80.29
0.21
0.21
0.00

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
58.00
0.00
13,702
80.28
0.21
0.21
0.00
58.25
0.00
13,517
80.28
0.20
0.20
0.00
58.50
0.00
13,337
80.28
0.20
0.20
0.00
58.75
0.00
13,160
80.27
0.19
0.19
0.00
59.00
0.00
12,987
80.27
0.19
0.19
0.00
59.25
0.00
12,818
80.26
0.19
0.19
0.00
59.50
0.00
12,652
80.26
0.18
0.18
0.00
59.75
0.00
12,490
80.26
0.18
0.18
0.00
60.00
0.00
12,332
80.26
0.17
0.17
0.00
60.25
0.00
12,177
80.25
0.17
0.17
0.00
60.50
0.00
12,026
80.25
0.17
0.17
0.00
60.75
0.00
11,877
80.25
0.16
0.16
0.00
61.00
0.00
11,732
80.24
0.16
0.16
0.00
61.25
0.00
11,591
80.24
0.16
0.16
0.00
61.50
0.00
11,452
80.24
0.15
0.15
0.00
61.75
0.00
11,316
80.23
0.15
0.15
0.00
62.00
0.00
11,182
80.23
0.15
0.15
0.00
62.25
0.00
11,051
80.23
0.14
0.14
0.00
62.50
0.00
10,923
80.23
0.14
0.14
0.00
62.75
0.00
10,797
80.22
0.14
0.14
0.00
63.00
0.00
10,673
80.22
0.14
0.14
0.00
63.25
0.00
10,552
80.22
0.13
0.13
0.00
63.50
0.00
10,433
80.22
0.13
0.13
0.00
63.75
0.00
10,316
80.21
0.13
0.13
0.00
64.00
0.00
10,201
80.21
0.13
0.13
0.00
64.25
0.00
10,089
80.21
0.12
0.12
0.00
64.50
0.00
9,979
80.21
0.12
0.12
0.00
64.75
0.00
9,871
80.21
0.12
0.12
0.00
65.00
0.00
9,765
80.20
0.12
0.12
0.00
65.25
0.00
9,661
80.20
0.11
0.11
0.00
65.50
0.00
9,559
80.20
0.11
0.11
0.00
65.75
0.00
9,459
80.20
0.11
0.11
0.00
66.00
0.00
9,361
80.20
0.11
0.11
0.00
66.25
0.00
9,265
80.19
0.11
0.11
0.00
66.50
0.00
9,170
80.19
0.10
0.10
0.00
66.75
0.00
9,078
80.19
0.10
0.10
0.00
67.00
0.00
8,987
80.19
0.10
0.10
0.00
67.25
0.00
8,898
80.19
0.10
0.10
0.00
67.50
0.00
8,810
80.18
0.10
0.10
0.00
67.75
0.00
8,725
80.18
0.09
0.09
0.00
68.00
0.00
8,640
80.18
0.09
0.09
0.00
68.25
0.00
8,558
80.18
0.09
0.09
0.00
68.50
0.00
8,477
80.18
0.09
0.09
0.00
68.75
0.00
8,397
80.18
0.09
0.09
0.00
69.00
0.00
8,318
80.17
0.09
0.09
0.00
69.25
0.00
8,240
80.17
0.09
0.09
0.00
69.50
0.00
8,164
80.17
0.08
0.08
0.00
69.75
0.00
8,088
80.17
0.08
0.08
0.00
70.00
0.00
8,014
80.17
0.08
0.08
0.00
70.25
0.00
7,941
80.17
0.08
0.08
0.00
70.50
0.00
7,869
80.16
0.08
0.08
0.00
70.75
0.00
7,798
80.16
0.08
0.08
0.00
71.00
0.00
7,728
80.16
0.08
0.08
0.00

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
71.25
0.00
7,659
80.16
0.08
0.08
0.00
71.50
0.00
7,591
80.16
0.07
0.07
0.00
71.75
0.00
7,525
80.16
0.07
0.07
0.00
72.00
0.00
7,459
80.16
0.07
0.07
0.00
72.25
0.00
7,394
80.15
0.07
0.07
0.00
72.50
0.00
7,331
80.15
0.07
0.07
0.00
72.75
0.00
7,268
80.15
0.07
0.07
0.00
73.00
0.00
7,206
80.15
0.07
0.07
0.00
73.25
0.00
7,145
80.15
0.07
0.07
0.00
73.50
0.00
7,085
80.15
0.07
0.07
0.00
73.75
0.00
7,026
80.15
0.07
0.07
0.00
74.00
0.00
6,968
80.15
0.06
0.06
0.00
74.25
0.00
6,910
80.15
0.06
0.06
0.00
74.50
0.00
6,854
80.14
0.06
0.06
0.00
74.75
0.00
6,798
80.14
0.06
0.06
0.00
75.00
0.00
6,743
80.14
0.06
0.06
0.00
75.25
0.00
6,689
80.14
0.06
0.06
0.00
75.50
0.00
6,636
80.14
0.06
0.06
0.00
75.75
0.00
6,584
80.14
0.06
0.06
0.00
76.00
0.00
6,532
80.14
0.06
0.06
0.00
76.25
0.00
6,481
80.14
0.06
0.06
0.00
76.50
0.00
6,431
80.14
0.06
0.06
0.00
76.75
0.00
6,382
80.13
0.05
0.05
0.00
77.00
0.00
6,334
80.13
0.05
0.05
0.00
77.25
0.00
6,286
80.13
0.05
0.05
0.00
77.50
0.00
6,239
80.13
0.05
0.05
0.00
77.75
0.00
6,192
80.13
0.05
0.05
0.00
78.00
0.00
6,147
80.13
0.05
0.05
0.00
78.25
0.00
6,102
80.13
0.05
0.05
0.00
78.50
0.00
6,057
80.13
0.05
0.05
0.00
78.75
0.00
6,014
80.13
0.05
0.05
0.00
79.00
0.00
5,971
80.13
0.05
0.05
0.00
79.25
0.00
5,929
80.12
0.05
0.05
0.00
79.50
0.00
5,887
80.12
0.05
0.05
0.00
79.75
0.00
5,846
80.12
0.05
0.05
0.00
80.00
0.00
5,805
80.12
0.04
0.04
0.00
80.25
0.00
5,765
80.12
0.04
0.04
0.00
80.50
0.00
5,726
80.12
0.04
0.04
0.00
80.75
0.00
5,688
80.12
0.04
0.04
0.00
81.00
0.00
5,649
80.12
0.04
0.04
0.00
81.25
0.00
5,612
80.12
0.04
0.04
0.00
81.50
0.00
5,574
80.12
0.04
0.04
0.00
81.75
0.00
5,537
80.12
0.04
0.04
0.00
82.00
0.00
5,500
80.12
0.04
0.04
0.00
82.25
0.00
5,464
80.12
0.04
0.04
0.00
82.50
0.00
5,428
80.11
0.04
0.04
0.00
82.75
0.00
5,392
80.11
0.04
0.04
0.00
83.00
0.00
5,357
80.11
0.04
0.04
0.00
83.25
0.00
5,322
80.11
0.04
0.04
0.00
83.50
0.00
5,287
80.11
0.04
0.04
0.00
83.75
0.00
5,253
80.11
0.04
0.04
0.00
84.00
0.00
5,219
80.11
0.04
0.04
0.00
84.25
0.00
5,186
80.11
0.04
0.04
0.00

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
84.50
0.00
5,152
80.11
0.04
0.04
0.00
84.75
0.00
5,119
80.11
0.04
0.04
0.00
85.00
0.00
5,087
80.11
0.04
0.04
0.00
85.25
0.00
5,055
80.11
0.04
0.04
0.00
85.50
0.00
5,023
80.11
0.04
0.04
0.00
85.75
0.00
4,991
80.11
0.03
0.03
0.00
86.00
0.00
4,960
80.10
0.03
0.03
0.00
86.25
0.00
4,929
80.10
0.03
0.03
0.00
86.50
0.00
4,898
80.10
0.03
0.03
0.00
86.75
0.00
4,867
80.10
0.03
0.03
0.00
87.00
0.00
4,837
80.10
0.03
0.03
0.00
87.25
0.00
4,808
80.10
0.03
0.03
0.00
87.50
0.00
4,778
80.10
0.03
0.03
0.00
87.75
0.00
4,749
80.10
0.03
0.03
0.00
88.00
0.00
4,720
80.10
0.03
0.03
0.00
88.25
0.00
4,691
80.10
0.03
0.03
0.00
88.50
0.00
4,663
80.10
0.03
0.03
0.00
88.75
0.00
4,635
80.10
0.03
0.03
0.00
89.00
0.00
4,607
80.10
0.03
0.03
0.00
89.25
0.00
4,579
80.10
0.03
0.03
0.00
89.50
0.00
4,552
80.10
0.03
0.03
0.00
89.75
0.00
4,525
80.10
0.03
0.03
0.00
90.00
0.00
4,498
80.09
0.03
0.03
0.00
90.25
0.00
4,472
80.09
0.03
0.03
0.00
90.50
0.00
4,446
80.09
0.03
0.03
0.00
90.75
0.00
4,420
80.09
0.03
0.03
0.00
91.00
0.00
4,394
80.09
0.03
0.03
0.00
91.25
0.00
4,368
80.09
0.03
0.03
0.00
91.50
0.00
4,343
80.09
0.03
0.03
0.00
91.75
0.00
4,318
80.09
0.03
0.03
0.00
92.00
0.00
4,294
80.09
0.03
0.03
0.00
92.25
0.00
4,269
80.09
0.03
0.03
0.00
92.50
0.00
4,245
80.09
0.03
0.03
0.00
92.75
0.00
4,221
80.09
0.03
0.03
0.00
93.00
0.00
4,197
80.09
0.03
0.03
0.00
93.25
0.00
4,174
80.09
0.03
0.03
0.00
93.50
0.00
4,150
80.09
0.03
0.03
0.00
93.75
0.00
4,127
80.09
0.03
0.03
0.00
94.00
0.00
4,105
80.09
0.03
0.03
0.00
94.25
0.00
4,082
80.09
0.02
0.02
0.00
94.50
0.00
4,060
80.09
0.02
0.02
0.00
94.75
0.00
4,037
80.09
0.02
0.02
0.00
95.00
0.00
4,016
80.08
0.02
0.02
0.00
95.25
0.00
3,994
80.08
0.02
0.02
0.00
95.50
0.00
3,972
80.08
0.02
0.02
0.00
95.75
0.00
3,951
80.08
0.02
0.02
0.00
96.00
0.00
3,930
80.08
0.02
0.02
0.00
96.25
0.00
3,909
80.08
0.02
0.02
0.00
96.50
0.00
3,888
80.08
0.02
0.02
0.00
96.75
0.00
3,868
80.08
0.02
0.02
0.00
97.00
0.00
3,848
80.08
0.02
0.02
0.00
97.25
0.00
3,828
80.08
0.02
0.02
0.00
97.50
0.00
3,808
80.08
0.02
0.02
0.00

Campus Pond analysis Type 11 24 -hr 10 -Year Rainfall=5.28"
Prepared by {enter your company name here} Printed 8/25/2017
HydroCAD® 9.00 s/n 02109 @2009 HydroCAD Software Solutions LLC
Hydrograph for Pond 32P: Pond 1 - Drawdown (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
97.75
0.00
3,788
80.08
0.02
0.02
0.00
98.00
0.00
3,769
80.08
0.02
0.02
0.00
98.25
0.00
3,749
80.08
0.02
0.02
0.00
98.50
0.00
3,730
80.08
0.02
0.02
0.00
98.75
0.00
3,711
80.08
0.02
0.02
0.00
99.00
0.00
3,693
80.08
0.02
0.02
0.00
99.25
0.00
3,674
80.08
0.02
0.02
0.00
99.50
0.00
3,656
80.08
0.02
0.02
0.00
99.75
0.00
3,638
80.08
0.02
0.02
0.00
100.00
0.00
3,620
80.08
0.02
0.02
0.00
100.25
0.00
3,602
80.08
0.02
0.02
0.00
100.50
0.00
3,584
80.08
0.02
0.02
0.00
100.75
0.00
3,567
80.08
0.02
0.02
0.00
101.00
0.00
3,549
80.08
0.02
0.02
0.00
101.25
0.00
3,532
80.07
0.02
0.02
0.00
101.50
0.00
3,515
80.07
0.02
0.02
0.00
101.75
0.00
3,498
80.07
0.02
0.02
0.00
102.00
0.00
3,482
80.07
0.02
0.02
0.00
102.25
0.00
3,465
80.07
0.02
0.02
0.00
102.50
0.00
3,449
80.07
0.02
0.02
0.00
102.75
0.00
3,433
80.07
0.02
0.02
0.00
103.00
0.00
3,417
80.07
0.02
0.02
0.00
103.25
0.00
3,401
80.07
0.02
0.02
0.00
103.50
0.00
3,386
80.07
0.02
0.02
0.00
103.75
0.00
3,370
80.07
0.02
0.02
0.00
104.00
0.00
3,355
80.07
0.02
0.02
0.00
104.25
0.00
3,339
80.07
0.02
0.02
0.00
104.50
0.00
3,324
80.07
0.02
0.02
0.00
104.75
0.00
3,310
80.07
0.02
0.02
0.00
105.00
0.00
3,295
80.07
0.02
0.02
0.00
105.25
0.00
3,280
80.07
0.02
0.02
0.00
105.50
0.00
3,266
80.07
0.02
0.02
0.00
105.75
0.00
3,251
80.07
0.02
0.02
0.00
106.00
0.00
3,237
80.07
0.02
0.02
0.00
106.25
0.00
3,223
80.07
0.02
0.02
0.00
106.50
0.00
3,209
80.07
0.02
0.02
0.00
106.75
0.00
3,195
80.07
0.02
0.02
0.00
107.00
0.00
3,182
80.07
0.02
0.02
0.00
107.25
0.00
3,168
80.07
0.01
0.01
0.00
107.50
0.00
3,155
80.07
0.01
0.01
0.00
107.75
0.00
3,142
80.07
0.01
0.01
0.00
108.00
0.00
3,129
80.07
0.01
0.01
0.00
108.25
0.00
3,116
80.07
0.01
0.01
0.00
108.50
0.00
3,103
80.07
0.01
0.01
0.00
108.75
0.00
3,090
80.07
0.01
0.01
0.00
109.00
0.00
3,078
80.07
0.01
0.01
0.00
109.25
0.00
3,065
80.07
0.01
0.01
0.00
109.50
0.00
3,053
80.06
0.01
0.01
0.00
109.75
0.00
3,040
80.06
0.01
0.01
0.00
110.00
0.00
3,028
80.06
0.01
0.01
0.00
110.25
0.00
3,016
80.06
0.01
0.01
0.00
110.50
0.00
3,005
80.06
0.01
0.01
0.00
110.75
0.00
2,993
80.06
0.01
0.01
0.00