20110777 Ver 1_401 Application_20110811

d Herring-Sutton 2
lCL ASSOCIATES • P.A.
ENGINEERS •SURVEYORS •PLANNERS
July 11, 2011
Ms. Karen Higgins
Wetlands, Buffers, Stormwater, Compliance and Permitting Unit
North Carolina Department of Environment and Natural ResourceE
Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
D
Subject: Buffer Permit Application
Batts Farm II
Dear Karen:
PRINCIPALS
RICHARD HERRING, PLS
RON SUTTON, PE
TIM KENNEDY, PLS
DONALD PERRY, PE
Ift[Roe9D
4UG 1 8 2011
DEW. WATER OUALITt,
WETLANDS AND STORMWATER BRAN&
On August 8, 2011 you return the attached application package due to Secretary of
State Office indicating that the applicant corporation had been administratively
dissolved. This issue appeared to be problem on communication between the North
Carolina Department of Revenue and the Secretary of State Office. This matter has now
been resolved and the Secretary of State's Web site indicates that WGB Properties, Inc.
in now in good standing.
Attached for review and approval by the North Carolina Department of Environmental
and Natural Resources is a request to construct two level spreaders and by pass
channels/pipes for single family residential subdivision located in Wilson, North Carolina
named Batts Farm II. One level spreader will be to diffuse off-site stormwater flow into
the buffer from a proposed 15" diameter storm sewer and the second is to diffuse
proposed development stormwater flow from a proposed water quality pond BMP that
has been designed to remove 90 TSS. The propose water quality pond is also being
utilized to comply with Neuse River Basin water quality and quantity rules. Downstream
of both level spreaders we are proposing grass filter strips but we are not claiming credit
for nitrogen reduction with the level spreaders and filter strips.
The following documents are submitted in two copies each for your review and
approval:
• PCN Form with attachments
• Wet Detention Basin Supplement Sheet for Water Quality Pond
• Miscellaneous stormwater calculations for level spreaders and splitter box
10TTT
2201 Nash Street NW - Wilson, North Carolina 27896 - [phone] - Fax [phone]
Water Quality Pond Design Calculations and Routings
Digital File
Page 2 of 2
Karen Higgins Letter
August 17, 2011
If you should have any questions concerning the above, please feel free to call me at
252-291-8887 or e-mail me at rsuttonrherring-sutton.com.
Respectfully,
Herring-Sutton and Associates, P.A.
Ronnie L. Sutton, P.E.
North Carolina Secretary of State
Page 1 of 2
North Carolina
r
Elaine F. Marshall DP7 P RT M E N T
Secretary ECZ F ET?,F Y of TAT
Date. 811 7i'2u 1 i
Click here to:
View Document Filings I Sign Up for E-Notifications 1
9 Print apre-populated Annual Report Form I File an Annual Report 1
C.7orporation Names
Name Name Type
Y'SC WGB

PROPERTIES, INC. LEGAL
Business Corporation Information
SOSID: 011s3R3..
Status: r
Effective Date: 10/16/1980
Dissolution Date:
Annual Report Due
Date:
Citizenship: DOMESTIC
State of Inc.: NC
Duration: PERPETUAL
Annual Report CURRENT
Status:
Registered Agent
Agent Name: BLOUNT, WILLIAM G
Office Address: 2045D EASTGATE DRIVE
GREENVILLE NC 27858
Mailing Address: PO BOX 7226
GREENVILLE NC 27835
Principal Office
Office Address: 2045D EASTGATE DRIVE
GREENVILLE NC 27858
Mailing Address: 2045D EASTGATE DRIVE
GREENVILLE NC 27858
Officers
Title: ASSISTANT SECRETARY
Name: BARBARA K BLOUNT
Business Address: PO BOX 7226
GREENVILLE NC 27835
Title: PRESIDENT
Name: WILLIAM G BLOUNT
Business Address: PO BOX 7226
GREENVILLE NC 27835
Title: SECRETARY
http://www. secretary. state.nc.us/corporations/Corp. aspx?Pitemld=4699694 8/17/2011
North Carolina Secretary of State
Name:
Business Address:
Title:
Name:
Business Address:
EDWARD H BLOUNT
PO BOX 7226
GREENVILLE NC 27835
VICE PRESIDENT
WILLIAM G BLOUNT JR
PO BOX 7226
GREENVILLE NC 27835
Stock
Page 2 of 2
Class Shares No Par Value Par Value
COMMON 100000 1
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version: 668
http://www.secretary.state,nc.us/corporations/Corp.aspx?Pitemld=4699694 8/17/2011
d Herring-Sutton
St ASSOCIATES • P. A.
ENGINEERS •SURVEYORS •PLANNERS
July 11, 2011
Ms. Amy Chapman
401 Certification and Oversight
North Carolina Department of Environment and Natural Resources
Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Subject: Buffer Permit Application
Batts Farm II
Dear Amy:
PRINCIPALS
RICHARD HERRING, PLS
RON SUTTON, PE
TIM KENNEDY, PLS
DONALD PERRY, PE
Attached for review and approval by the North Carolina Department of Environmental
and Natural Resources is a request to construct two level spreaders and by pass
channels/pipes for single family residential subdivision located in Wilson, North Carolina
named Batts Farm II. One level spreader will be to diffuse off-site stormwater flow into
the buffer from a proposed 15" diameter storm sewer and the second is to diffuse
proposed development stormwater flow from a proposed water quality pond BMP that
has been designed to remove 90 TSS. The propose water quality pond is also being
utilized to comply with Neuse River Basin water quality and quantity rules. Downstream
of both level spreaders we are proposing grass filter strips but we are not claiming credit
for nitrogen reduction with the level spreaders and filter strips.
The following documents are submitted in two copies each for your review and
approval:
• PCN Form with attachments
• Wet Detention Basin Supplement Sheet for Water Quality Pond
• Miscellaneous stormwater calculations for level spreaders and splitter box
• Water Quality Pond Design Calculations and Routings
• Digital File
2201 Nash Street NW • Wilson, North Carolina 27896 • [phone] • Fax [phone]
Page 2 of 2
Amy Chapman Letter
July 11, 2011
If you should have any questions concerning the above, please feel free to call me at
252-291-8887 or e-mail me at rsutton .herring-sutton.com.
Respectfully,
Herring-Sutton and Associates, P.A.
2 C 1 i 0 7 7 7
o/??F W AT?q pG
1 V.
olqiii'?'111411W 1c
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification PCN Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
TO Section 404 Permit ? Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
? 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ® Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
If. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: BATTS FARM If
2b. County: WILSON
2c. Nearest municipality / town: WILSON
X7
L?g (9

2d. Subdivision name:
BATTS FARM II Ltz)
2e. NCDOT only, T.I.P. or state
project no: N/A J? 2011
3. Owner Information yr i . yrA R
3a. Name(s) on Recorded Deed: WGB PROPERTIES, INC. a &i
3b. Deed Book and Page No. DB 2399 P 404
3c. Responsible Party (for LLC if

applicable):
LC-

0
3d. Street address: P.O. BOX 7226 A U G 1 8 2011
3e. City, state, zip: GREENVILLE, NC 27835
3f. Telephone no.: 252-758-1081 I NEWDS STORMWATER BRANCH
3g. Fax no.: 252-758-0761
3h. Email address: william blount [[e-mail]]
Page 1 of 10
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. AgentlConsultant Information (if applicable)
5a. Name: RON SUTTON. P.E.
5b. Business name
(if applicable): HERRING-SUTTON AND ASSOCIATES, P.A.
5c. Street address: 2201 NASH STREET NW
5d. City, state, zip: 27896 ,tom '
5e. Telephone no.: 252-291-8887
5f. Fax no.: 252-291-5900
5g. Email address: [e-mail]
Page 2 of 10
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1 a. Property identification no. (tax PIN or parcel ID): 3713-33-9848
1b. Site coordinates (in decimal degrees): Latitude: 77.9411 Longitude: - 35.7613
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 5.31 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
proposed project: LITTLE HOMINY SWAMP
2b. Water Quality Classification of nearest receiving water: SW
2c. River basin: NEUSE
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:
UNDEVELOPED WOODLAND THAT HAS BE CLEARED FOR CONSTRUCTION OF STREETS AND WATER QUALITY
POND
3b. List the total estimated acreage of all existing wetlands on the property:
.20 ACRE ( Linear)
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
378 LF
3d. Explain the purpose of the proposed project:
SINGLE FAMILY RESIDENTIAL
3e. Describe the overall project in detail, including the type of equipment to be used:
SEE ATTACHMENT "A"
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
Comments:
? Yes ® No ? Unknown
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
? Preliminary ? Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): Agency/Consultant Company:
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past? ? Yes ® No ? Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ® Yes ? No
6b. If yes, explain.
PHASE I CONSIST OF 5 LOTS ON BARKLEY DRIVE AND PHASE 11 CONSIST OF 10 LOTS ON BUCKINGHAM DRIVE
Page 3 of 10
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
? Wetlands ? Streams - tributaries ® Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary
W1 ? P ? T ? Yes ? Corps
? No ? DWQ
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? PEI T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ? P ? T ? PER ? Corps
? INT ? DWQ
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? PEI T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3k Total stream and tributary impacts
3i. Comments:
Page 4 of 10
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
® Neuse ? Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Temporary (7) impact required
B1 ® P ? T BSYPAA E LITTLE HOMINY SWAMP ® Ye 457 1095
B2 ®P ? T B PIPE LITTLE HOMINY SWAMP ® Ye 659 451
B3 ?P?T ?Yes
? No
6h. Total buffer impacts 1116 SF 1546 SF
6i. Comments:
Page 5 of 10
PCN Form - Version 1.3 December 10, 2008 Version
D. Impact Justification and Mitigation
1. Avoidance and Minimization
I a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
THE CONSTRUCTION OF A WATER QUALITY POND TO DWQ STANDARDS WITH A SPLITTER BOX AND LEVEL
SPREADER PROVIDING DIFFUSED FLOW INTO THE EXISTING NEUSE BUFFER FOR FIRST 1" OF RUN-OFF FROM
SITE.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
CLEAR ONLY THE MINIMUM AMOUNT OF LAND REQUIRED WITHIN THE BUFFER FOR THE BY-PASS SWALE;
UTILIZE STONE CHECK DAM TO CONTROL EROSION IN SWALE AND LINE SWALE SIDE-SLOPES WITH STRAW AND
NET MATTING TO MINIMIZE EROSION AND ASSIST IN ESTABLISHING A PERMANENT NON-ERODIBLE GRASS
STAND.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes ? No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this project? ? Mitigation bank
? Payment to in4ieu fee program
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
S. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ? No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 7 of 10
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ® Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1b. If yes, then is a diffuse flow plan included? If no, explain why.
Yes No
® ?
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 35%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
SEE ATTACHMENT "B"
® Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local governments jurisdiction is this project? WILSON
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
® Other: NEUSE
3c. Has the approved Stormwater Management Plan with proof of approval been ® Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HQW
? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 8 of 10
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federaUstate/local) funds or the ? Yes ® No
use of public (federallstate) land?
1b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ? Yes ? No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ® Yes ? No
or Riparian Buffer Rules (15A NCAC 213 .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): SEE
ATTACHMENT "C"
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
N/A
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
WASTEWATER GENERATED FROM THE PROJECT WILL BE DISCHARGED INTO THE CITY OF WILSON
WASTEWATER TREATMENT SYSTEM AND TREATED AT THE CITY OF WILSON WWTP.
Page 9 of 10
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ? No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ? No
impacts?
?
Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? TO Yes ? No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ? No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ? No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the flo lain dete inatio ?

RON SUTTON 6/27/11
Applicant/Agent's Printed Name Applic ture Date
(Agent's sign re is valid only if an atrthorization letter from the applicant
is provided.)
Page 10 of 10
PCN Form - Version 1.3 December 10, 2008 Version
ATTACHMENT "A"
BATTS FARM 11- PCN FORM ITEM 3e
Batts Farm II is a 5.3 acre duster single family residential subdivision located off of both
Buckingham Drive and Barkley Drive within the City of Wilson. The development consist
of 16 single family lots and 2 open space lots. This project is located within the Neuse
River Basin and is subject to Neuse River Basin Rules but it is not located in a
designated water supply watershed. Riparian Buffers of 50 feet in width are provided on
the east side of the project protecting an intermittent stream that is a tributary of Little
Hominy Swamp. Approximately 2/3 of the project drains toward the aforementioned
intermittent stream and a proposed water quality pond with a level spreader diffusing
the first inch of run-off is proposed. The remainder of the treat stormwater is proposed
to be discharged through a non-erodible swale constructed in the buffer. Also some off-
site existing storm water is being concentrate and discharge into the buffer through a
second level spreader that will diffuse the flow prior to discharge into the riparian buffer.
Immediate downstream of the level spreaders we are constructing vegetative filter strips
utilizing a sod ground cover, however we are not claiming in nitrogen reductions credits
for engineered filter strips.
The types of equipment that will be utilized to construct this project are as follows; track
bull dozers; track hoes and rubber tired backhoes; motor graders, and dump trucks both
dual and tri-axle.
ATTACHMENT "B"
BATTS FARM II - PCN FORM ITEM 2d
Batts Farm II is a 5.3 acre cluster single family residential subdivision located off of both
Buckingham Drive and Barkley Drive within the City of Wilson. The development consist
of 16 single family lots and 2 open space lots. This project is located within the Neuse
River Basin and is subject to Neuse River Basin Regulations. On the east side of the
project is an existing intermittent stream that is will be buffered. Also on the east side of
the project a portion of the property is located in a flood hazard area. No fill or
structures are proposed in floodway portions of the flood hazard area. On Lot 18 of the
development a wet pond designed and constructed to DWQ standards is proposed.
During Phase II of the project, Neuse Nitrogen Credits will be purchased from an
approved mitigation bank The proposed water quality pond has a required surface area
of 2942 square feet and 4022 square feet of surface area is being provided. The
Stormwater Management Plan for Batts Farm II has been approved by the City of
Wilson who has delegate authority of approve the plan and monitor its implementation.

ATTACHMENT "C"
BATTS FARM II-PCN FORM ITEM 2c
On May 9, 2011 a Notice of Violation was issued pertaining to a violation of the
Neuse River Riparian Buffer Rules. According to the NOV approximately 1000
square feet of riparian buffer had been disturbed without approval by DWQ. The
riparian buffer areas were accidentally cleared by the site grading contractor and
this act was not intentionally on his part. The overall plan for the project calls for
the installation of a water quality pond designed for 90 % TTS removal and for
the first inch of run-off to be discharged through a level spreader with diffused
flow through the buffer. The remaining flow will be directed through a by-pass
channel to be constructed through the buffer. This buffer variance request
pertains to the aforementioned diffuse flow and by-pass channel. With the
installation of the water quality pond and level spreader no riparian buffer
restoration should be needed or required.
--oF w,ls CITY OF WILSON
worth Carofina
?i ?L?.- 4 I Ill l)H P(1R •'11PI1 IKS'+
Its ti? D ?f ') I S94 0010
Public Service
Ron Sutton, P. E.
Herring-Sutton & Associates
2201 Nash Street NW
Wilson, NC 27896
May 17, 2010
Subject: Stormwater Management Plan for Batts Farm 11
Dear Ron,
The Stormwater Management Plan for Batts Farm II is hereby approved. The plans are dated March 2010 and
sealed by Ronnie L. Sutton on 5-13-10. Only plans stamped by the City of Wilson engineering division are to be
utilized for construction.
Do not hesitate to call if you need further assistance or have questions. I can be reached at my office (252) 399-
2434 or by cell [phone].
i
Sincerely,
/? ``? rf1
r
Br an C. Spell, 1, CPESC, CPSWO
Stormwater Program Manager
Attachment
Cc: Daryl Norris, El, CPSWQ, LEED
Michael Horan, CPESC
P. iL ROX IO * WILSON, NOR Ili ( AROLINA 27894-0010 * I F;LEP)I0NE [phone]
OPERATIONS('FNTER * 18011 HERRING AVENUE. * FAX[phone]
EQI'.11. OPPORTI;NlTlY.4F'FIR.4i477L'F ACTION b','NPLOYF,'R
CITY OF WILSON
North CaroCiria
I'( (14P()R Nil 1) 144u
1 ,7,59.1-t)(? 1 ?.)
11tiblic Servic"
Ron Sutton, P. E.
Herring-Sutton & Associates
2201 Nash Street NW
Wilson, NC 27896
May 17, 2010
Subject: Stormwater Management Plan for Batts Farm II
Dear Ron,
The Stormwater Management Plan for Batts Farm II is hereby approved. The plans are dated March 2010 and
sealed by Ronnie L. Sutton on 5-13-10. Only plans stamped by the City of Wilson engineering division are to be
utilized for construction
Do not hesitate to call if you need further assistance or have questions. I can be reached at my office (252) 399-
2434 or by cell [phone].
i
Sincerely, l
Br n C. Spell, CPESC, CPSWQ
Stormwater Program Manager
Attachment
Cc: Daryl Norris, El, CPSWQ, LEED
Michael Horan, CPESC
P. O. ROY 10 * WILSON. NOR I'll ( AROLINA 27894-0010 * I ELEPIIONE [phone]
OPER 1T'IONS ('ENTER * 1800 11FRKING AVENUE * FAX[phone]
F,QV il. OPPORTf rNITY.!4FFIRM.4TII"F. A('TION EMPLOYER

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BATT' S FARM II
WILSON, NORTH CAROLINA
MISCELLANEOUS STORMWATER
DESIGN CALCUATIONS
ta. •• ?SSlp?y9l9 '
SEA
101 ? -
IN
q?? ? U
t ?- A Z0// l
8 2011
DENR - WATER QUALITY
WETUNS MO STORMM TER VAKH
l July 11, 2011
PREPARED BY: HERRING-SUTTON & ASSOCIATES, PA
2201 NASH STREET NORTHWEST
WILSON, NORTH CAROLINA
Permit No.
(to be provided by DWQ)
• w,t
OF W ATF9
O r
WNW >
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out. printed and submitted.
The Required Items Checklist (Part III) must be printed. filled out and submitted along with all of the required information.
I. PROJECT MFOWTKM
Project name BATTS FARM II
Contact person RONNIE L. SUTTON, P.E
Phone number 252-291-W7
Date 25-Apr-10
Drainage area number 1
II. DEWN INFORMATION
Site Characteristics
Drainage area 133,729 ft2
Impervious area, post-development 53,492 ft2
% impervious 40.00%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
4,570 ft3 OK
4,684 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.9 in
0.40 (unitless)
0.60 (unitless)
4.00 in/hr OK
4.90 ft3/sec
7.37 ft3/sec
2.47 ft3/sec
134.90 fmsl
134.00 fmsl
134.00 fmsl
134.50 fmsl
133.50 fmsl
130.00 fmsl
129.00 fmsl
1.00 ft
Y (Y or N)
134.9 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & H. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
N. DESIGN INFORMATION
Surface Areas
Area, temporary pool 5,900 ft2
Area REQUIRED, permanent pool 3,343 ft2
SAIDA ratio 2.50 (unitless)
Area PROVIDED, permanent pool, Ap?,,,
pw 3,776 ft` OK
_
Area, bottom of 10ft vegetated shelf, Abk_,b,r 2,314
Area, sediment cleanout, top elevation (bottom of pond), Ab*p m 1,117 fV
Volumes
Volume, temporary pool 4,684 ft3 OK
Volume, permanent pool, V,,,,_,w 7,431 ft3
Volume, forebay (sum of forebays if more than one forebay) 1,477 ft3
Forebay % of permanent pool volume 19.90/0 % OK
SAIDA Table Data
Design TSS removal 90%
Coastal SAIDA Table Used? (Y or N)
Mountain/Piedmont SAIDA Table Used? y (Y or N)
SAIDA ratio 2.50 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) n (Y or N)
Volume, permanent pool, V,.m_pw 7,431 ft'
Area provided, permanent pool, Ap,, d 3,776 ft'
Average depth calculated It Need 3 ft min.
Average depth used in SAIDA, d., (Round to nearest 0.5ft) It
Calculation option 2 used? (See Figure 10-2b) y (Y or N)
Area provided, permanent pool, Apa,,,_pw 3,776 ftt
Area, bottom of 1Oft vegetated shelf, Aba ,w 2,314 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abate 1,117 ft2
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 3.50 it
Average depth calculated 3.00 ft OK
Average depth used in SAIDA, d,,,, (Round to nearest 0.5ft) 3.0 ft OK
Drawdown Calculations
Drawdown through orifice? y (Y or N)
Diameter of orifice (if circular) 1.25 in
Area of orifice (if-non-circular) in'
Coefficient of discharge (Co) 0.65 (unitless)
Driving head (H,) 0.80 ft
Drawdown through weir? n (Y or N)
Weir type (unitless)
Coefficient of discharge (C„) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 4.90 ft3/sec
Post-development 1-yr, 24-hr peak flow 7.37 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.02 ft3/sec
Storage volume drawdown time 206 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9117/09
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3.6 :1 OK
y (Y or N) OK
1.0 ft OK
n (Y or N) OK
y (Y or N) OK
y (Y or N) OK
PUMP OUT POND WITH PUMP DUE TO GRADE
Parts I. & II. Design Summary, Page 2 of 2

WET DETENTION POND MISCELLANEOUS
DESIGN CALCULATIONS
DATE: April 25, 2010
POND NAME: Batts Farm II
DRAINAGE AREA:
A. WQP SA/DA COMPUTATION
Percent Impervious:
Permanent Pool Depth
TSS REMOVAL :
SA/DA FROM TABLE:
DRAINAGE AREA:
SURFACE AREA REQUIRED:
SURFACE AREA PROVIDED:
1
40%
3.0 FT
900/6
2.5
3.07 ACRES
3343 SF
3776 SF
B. WQP CONTOUR AREAS AND VOLUMES
PERMANENT STORAGE
ELEVATION
MSL FORBAY AREA
SF POND AREA
SF TOTAL AREA
SF
130 114 1003 1117
131 214 1209 1423
132 329 1429 1758
133 457 1664 2121
133.5 527 1787 2314
134 1082 2694 3776
FORBAY STORAGE
ELEVATION FORBAY AREA INCR. VOLUME TOTAL VOLUME
MSL SF CF CF
130 114 0 0
131 214 164 164
132 329 272 436
133 457 393 829
133.5 527 246 1075
134 1082 402 1477
SURFACE AREA PROVIDED MUST
BE > OR = SURFACE AREA REQUIRED
INCR. VOLUME
CF
0
1270
1591
1940
1109
1523
TOTAL VOLUME
CF
0
1270
2861
4800
5909
7431
TEMPORARY FLOOD STORAGE
ELEVATION
MSL FORBAY AREA
SF POND AREA
SF TOTAL AREA
SF INCR. VOLUME
CF TOTAL VOLUME
CF
134 1082 2694 3776 0 0
134.5 0 5543 5543 2330 2330
134.91 0 5942 5942 2354 4684
135 0 6030 6030 2893 5223
136 0 7047 7047 6539 11762
137 0 8120 8120 7584 19345
138 0 9250 9250 8685 28030
C. COMPUTATION OF PERCENT OF FORBAY STORAGE
TOTAL PERMANENT POOL STORAGE VOLUME:
FORBAY STORAGE VOLUME:
PERCENT FORBAY STORAGE=
D. WQP 1" RUNOFF VOLUME CALCULATION
PERCENT IMPERVIOUS = la
la= 40%
Rv= 0.41
Rd= 1
Area= 3.07 acres
Volume= 4569 cubic feet
E. WQP TEMPORARY POOL VOLUME
7431 CF
1477 CF
19.88% MUST BE BETWEEN
18% AND 22%
ELEVATION FORBAY AREA POND AREA TOTAL AREA INCR. VOLUME TOTAL VOLUME
MSL SF SF SF CF CF
134 1082 2694 3776 0 0
134.5 0 5543 5543 2330 2330
134.91 0 5942 5942 2354 4684
ELEV. VOL. FIRST INCH RUNOFF: 134.911 feet
TEMPORARY POOL VOLUME: 4684 cubic feet
VOLUME FIRST INCH RUNOFF: 4569 cubic feet
IF TEMPORARY POOL VOLUME > OR = VOLUME FIRST INCH RUNOFF THEN TEMPORARY STORAGE IS OKAY
F. WQP PERMANENT POOL AVERAGE DEPTH CALCULATION
AREA BOTTOM OF SHELF: 2314 square feet
AREA PERMANENT POOL: 3776 square feet
AREA BOTTOM OF POND: 1117 square feet
DEPTH FROM BOTTOM SHELF TO
BOTTOM OF POND: 3.51 feet
AVERAGE POND DEPTH:
SA/DA DEPTH:
3.00 feet
3 feet
IF AVERAGE POND DEPTH IS > OR = SA/DA DEPTH THEN PERMANENT POOL DEPTH OKAY
G. WQP FIRST INCH OF RUNOFF DRAWDOWN CALCULATION
Cd:
Orifice Diameter (inches):
Gravity
Average Driving Head (feet):
Elev. drawdown pipe invert:
Orifice Flow:
Drawdown Time:
0.6
1.25 inches
32.2 ft/sec
0.96 feet
134
0.023 cfs
2.281 days MUST BE BETWEEN
2 AND 5 DAYS
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ENERGY DISSIPATOR #1
PROJ ECT: BATTS FARM II
RATIONAL FORMULA: Q=CIA
C= 0.38 SEE TABLE 8
1 (IN./HR.) (10YR.)= 6.0 SEE FIGURE 8.03
A (ACRES)- 2.5
Q (10)(CFS) = 5.719
GIVEN DATA:
Q (10)(CFS)= 5.719
S(%)= 1
RCP(DIA.)(IN.) = 15
n (p,pE)= 0.012 SEE TABLE 10.1
COMPUTATIONS:
Q (FULL) (CFS)= 7.017 SEE FIGURE 5
V (FULL) (FPS)= 5.718
Q (10) /Q (FULL)= 0.82
C= 1.120 SEE FIGURE 20
V 0 (FPS) = 6.404 C*V(FULL)
ZONE = 1 SEE FIGURE 1
APRON LENGTH = 5 FT. SEE FIGURE 2
APRON WIDTH = 3.75 FT.
STONE TYPE = CLASS A SEE FIGURE 2
STONE DEPTH = 9 IN. SEE FIGURE 3
ENERGY DISSIPATOR #2
PROJ ECT: BATTS FARM II
RATIONAL FORMULA: Q=CIA
C= 0.42 SEE TABLE 8
I (IN./HR.) (10YR.)= 6.1 SEE FIGURE 8.03
A (ACRES)= 3.5
Q (10)(CFS) = 8.9229
GIVEN DATA:
Q (10)(CFS)= 8.9229
. S (%) = 0.16
RCPPIA)(IN.) = 24
n (PIPE)= 0.012 SEE TABLE 10.1
COMPUTATIONS:
Q (FULL) (CFS)= 9.829 SEE FIGURE 5
V (FULL) (FPS):" 3.129
Q (10) /Q (FULL):-- 0.91
C= 1.140 SEE FIGURE 20
V 0 (FPS) = 3.567 C*V«,Lu
ZONE = 1 SEE FIGURE 1
APRON LENGTH = 8 FT. SEE FIGURE 2
APRON WIDTH = 6 FT.
STONE TYPE = CLASS A SEE FIGURE 2
STONE DEPTH = 9 IN. SEE FIGURE 3
ENERGY DISSIPATOR #3
PROJ ECT: BATTS FARM 11
RATIONAL FORMULA: Q=CIA
C= na SEE TABLE 8
I (IN./HR.) (10YR_)= na SEE FIGURE 8.03
A (ACRES)= na
Q (10)(cFS) = na
GIVEN DATA:
Q (10)(CFS)= 7.9 See Routing
S m = 0.6
RCPP,A.x,N.) = 18
n (P,PE)= 0.013 SEE TABLE 10.1
COMPUTATIONS:
Q (FULL) (CFS)= 8.159 SEE FIGURE 5
V (FULL) (FPS)= 4.617
Q (10) /Q (FULL)= 0.97
C= 1.150 SEE FIGURE 20
V O (FPS) = 5.309 C*V(FULL)
ZONE = 1 SEE FIGURE 1
APRON LENGTH = 6 FT. SEE FIGURE 2
APRI ON WIDTH = 4.5 FT.
STOKE TYPE = CLASS A SEE FIGURE 2
STONE DEPTH = 9 IN. SEE FIGURE 3
4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 3
POST DEVELOPMENT RTE
Hydrograph type = Reservoir Peak discharge = 4.486 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 81,514 cuft
Inflow hyd. No. = 2 - Post Development Q Reservoir name = POOL VOLUME POND
Max. Elevation = 135.10 ft Max. Storage = 5,892 cuft
Storage Indication method used.
Hydro graph D ischarge Table Printed values'=1.00'%' of Qp. Print interval = 15)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs ds cfs cfs ds cfs
720 6.827 135.07 4.114 0.037 ----- ----- 3.507 ----- ----- ----- ----- 3.544
735 1.028 134.99 3.350 0.040 ---- ----- 1.301 ----- ----- ----- ----- 1.341
750 0.679 134.97 3.350 0.039 ----- ----- 0.761 ----- ----- ----- ----- 0.800
765 0.516 134.95 3.350 0.039 ----- ----- 0.513 ----- ----- ----- ----- 0.552
780 0.434 134.95 3.350 0.039 ----- ----- 0.424 ---- ----- ----- ----- 0.463
795 0.378 134.94 3.350 0.039 ----- ----- 0.376 ---- ----- ----- ----- 0.415
810 0.334 134.94 3.350 0.039 ----- ----- 0.329 ----- ----- ----- ----- 0.368
825 0.297 134.93 3.350 0.039 ----- ----- 0.287 ----- ----- ----- ----- 0.326
840 0.265 134.93 3.350 0.038 ---- ---- 0.252 ----- ----- ----- ----- 0.290
855 0.247 134.93 3.350 0.038 ----- ----- 0.224 ----- ----- ----- ----- 0.262
870 0.236 134.92 3.350 0.038 ----- ----- 0.208 ----- ----- ----- ----- 0.246
885 0.225 134.92 3.350 0.038 ----- ----- 0.195 ----- ----- ----- ----- 0.234
900 0.213 134.92 3.350 0.038 ----- ----- 0.184 ----- ----- ----- ----- 0.222
915 0.202 134.92 3.350 0.038 ----- ----- 0.172 ----- ----- ----- ----- 0.210
930 0.190 134.92 3.350 0.038 ----- ----- 0.161 ----- ----- ---- ----- 0.199
945 0.178 134.92 3.350 0.038 ----- ----- 0.149 ----- ----- ----- ----- 0.187
960 0.166 134.92 3.350 0.038 ----- ----- 0.137 0.175
975 0.160 134.91 3.350 0.038 ----- ----- 0.127 --- ----- ----- ----- 0.165
990 0.156 134.91 3.350 0.038 ----- ---- 0.122 ----- ----- ----- ----- 0.160
1005 0.152 134.91 3.350 0.038 ----- ----- 0.117 ----- ----- ----- ----- 0.155
1020 0.148 134.91 3.350 0.038 ----- ----- 0.113 ----- ----- ----- ----- 0.151
1035 0.144 134.91 3.350 0.038 ----- ---- 0.109 ----- ----- ----- ----- 0.147
1050 0.139 134.91 3.350 0.038 ----- ---- 0.104 ----- ---- ----- ----- 0.143
1065 0.135 134.91 3.350 0.038 --- -- 0.100 ----- ----- ----- ----- 0.138
1080 0.131 134.91 3.350 0.038 ----- ----- 0.096 ---- ----- ----- ----- 0.134
1095 0.127 134.91 3.350 0.038 ----- ----- 0.092 ----- ----- ----- ----- 0.130
1110 0.122 134.91 3.350 0.038 ----- ----- 0.088 ----- ----- ----- ----- 0.126
1125 0.118 134.91 3.350 0.038 ----- ----- 0.083 ----- ----- ----- ----- 0.121
1140 0.114 134.91 3.350 0.038 ----- ---- 0.079 ----- ---- ----- ----- 0.117
1155 0.109 134.91 3.350 0.038 ----- ----- 0.075 ----- ---- ----- ----- 0.113
1170 0.105 134.91 3.350 0.038 ----- ----- 0.070 ----- ----- ----- ----- 0.108
1185 0.100 134.91 3.350 0.038 ----- ----- 0.066 ----- ----- ----- ----- 0.104
1200 0.096 134.91 3.350 0.038 ----- ----- 0.061 ----- ----- ----- ----- 0.099
1215 0.094 134.91 3.350 0.038 ----- ----- 0.058 ----- ----- ----- ----- 0.096
1230 0.093 134.91 3.350 0.038 ----- ----- 0.056 ----- ----- ----- ----- 0.094
1245 0.093 134.91 3.350 0.038 ----- ----- 0.055 ----- ----- ----- ----- 0.093
1260 0.092 134.91 3.350 0.038 ----- ----- 0.054 ----- ----- ----- ----- 0.092
1275 0.091 134.91 3.350 0.038 ----- ----- 0.054 ----- ----- ----- ----- 0.092
1290 0.090 134.91 3.350 0.038 ----- ----- 0.053 ----- ----- ----- ----- 0.091
Continues on next page...
1
Hydrograph Report
Hydraflow Hydrographs by IntelisoNe Al Thursday, Sep 23, 2010
Hyd. No. 3
POST DEVELOPMENT RTE
Hydrograph type = Reservoir Peak discharge = 6.386 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 12,106 cult
Inflow hyd. No. = 2 - Post Development Q Reservoir name = POOL VOLUME POND
Max. Elevation = 135.30 ft Max. Storage = 7,191 cult
Storage Indication method used.
Hydrograph Discharge Table (NnWvalues '=1.00%ofOp. Nntirftml=15)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAl Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
720 9.174 135.27 6.297 0.012 ---- --- 6.294 ----- --- -- ----- 6.306
735 1.355 135.02 3.593 0.011 ----- --- 2.119 ----- ---- ----- ---- 2.130
750 0.891 134.98 3.350 0.011 ----- - 1.045 -- --- ---- ----- 1.056
765 0.675 134.96 3.350 0.010 --- --- 0.713 --- ----- ---- ----- 0.723
780 0.567 134.96 3.350 0.010 - ----- 0.591 ----- ----- ----- ---- 0.602
795 0.493 134.95 3.350 0.010 ----- --- 0.503 - ----- ----- ---- 0.514
810 0.434 134.95 3.350 0.010 -- - 0.443 ----- ----- ---- ----- 0.453
825 0.387 134.95 3.350 0.010 ----- ----- 0.404 ----- ----- ----- ----- 0.414
840 0.344 134.94 3.350 0.010 - -- 0.364 ----- --- - - 0.375
855 0.320 134.94 3.350 0.010 ----- --- 0.329 ---- ----- ----- ----- 0.340
870 0.306 134.94 3.350 0.010 ---- - 0.309 - ----- ----- ----- 0.319
885 0.291 134.93 3.350 0.010 --- - 0.292 ----- ---- ---- --- 0.303
900 0.276 134.93 3.350 0.010 -- ----- 0.277 - --- ----- ---- 0.287
915 0.261 134.93 3.350 0.010 ----- ---- 0.262 0.272
930 0.246 134.93 3.350 0.010 - ----- 0.247 ----- -- ---- - 0.257
945 0.230 134.93 3.350 0.010 ----- ----- 0.232 --- ---- ----- --- 0.242
960 0.215 134.93 3.350 0.010 -- ----- 0.216 ----- ---- ----- ---- 0.226
975 0.206 134.92 3.350 0.010 ---- - 0.203 -- --- --- --- 0.213
990 0.201 134.92 3.350 0.010 --- - 0.196 --- ---- ----- ---- 0.206
1005 0.196 134.92 3.350 0.010 -- ----- 0.190 ----- --- --- ----- 0.200
1020 0.190 134.92 3.350 0.010 ---- --- 0.184 ----- ---- ----- -- 0.194
1035 0.185 134.92 3.350 0.010 -- ---- 0.179 -- ---- ---- ----- 0.189
1050 0.179 134.92 3.350 0.010 ---- ----- 0.173 --- --- --- ----- 0.183
1065 0.174 134.92 3.350 0.010 - - 0.168 ----- - --- - 0.178
1080 0.168 134.92 3.350 0.010 -- --- 0.162 --- -- ----- ----- 0.172
1095 0.163 134.92 3.350 0.010 -- ---- 0.157 ---- --- ----- ----- 0.167
1110 0.157 134.92 3.350 0.010 - -- 0.151 ----- - ----- - 0.161
1125 0.152 134.92 3.350 0.010 -- ---- 0.146 --- ----- ----- --- 0.156
1140 0.146 134.92 3.350 0.010 ----- ----- 0.140 --- --- ----- ----- 0.150
1155 0.140 134.92 3.350 0.010 -- - 0.134 --- ----- ----- --- 0.145
1170 0.135 134.92 3.350 0.010 ----- ----- 0.129 ---- ----- ----- ---- 0.139
1185 0.129 134.91 3.350 0.010 --- ---- 0.123 ---- ----- ----- ---- 0.133
1200 0.123 134.91 3.350 0.010 -- ----- 0.117 ----- -- -- ----- 0.127
1215 0.121 134.91 3.350 0.010 ---- -- 0.113 ---- ----- --- ----- 0.123
1230 0.120 134.91 3.350 0.010 ----- --- 0.111 ---- -- ---- --- 0.121
1245 0.119 134.91 3.350 0.010 --- -- 0.109 ---- ----- ---- ---- 0.120
1260 0.118 134.91 3.350 0.010 ----- ---- 0.108 0.118
1275 0.116 134.91 3.350 0.010 ---- ---- 0.107 --- ----- ----- ----- 0.117
1290 0.115 134.91 3.350 0.010 ----- -- 0.106 - ---- - -- 0.116
Continues on next page...
2
POST DEVELOPMENT RTE
Hydrograph Discharge Table
Time Inflow Elevation
(min) cfs ft
1305 0.114 134.91
1320 0.113 134.91
1335 0.112 134.91
1350 0.111 134.91
1365 0.110 134.91
1380 0.109 134.91
1395 0.108 134.91
1410 0.107 134.91
1425 0.106 134.91
1440 0.104 134.91
Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfi1 Outflow
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.350 0.010 ----- ---- 0.105 ----- --- -- ----- 0.115
3.350 0.010 ---- ---- 0.104 0.114
3.350 0.010 ----- ----- 0.103 0.113
3.350 0.010 ---- --- 0.102 ---- ----- ---- ----- 0.112
3.350 0.010 ----- ---- 0.101 --- ---- ---- ----- 0.111
3.350 0.010 --- --- 0.099 0.110
3.350 0.010 --- ----- 0.098 ----- -- ---- ----- 0.109
3.350 0.010 ---- ----- 0.097 ---- ---- --- ----- 0.107
3.350 0.010 ---- ----- 0.096 ----- ---- ----- --- 0.106
3.350 0.010 ----- -- 0.095 ---- ----- ----- ---- 0.105
...End

Hydrograph
Report 3
Hydratlow Hydrographs by Intelisolve Al Thursday, Sep 23, 2010
Hyd. No. 3
POST DEVELOPMENT RTE
Hydrograph type = Reservoir Peak discharge = 7.868 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 12,106 cuft
Inflow hyd. No. = 2 - Post Development Q Reservoir name = POOL VOLUME POND
Max. Elevation = 136.20 ft Max. Storage = 13,228 cult
Storage Indication method used.
Hydrograph D ischarge Table tNnted values'=1.00%ofOp. Nr`"fte"al-15'
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exf l Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
705 6.124 135.09 4.329 0.011 ----- -- 4.178 ----- ---- ---- ---- 4.189
720 16.77 136.06 7.708 0.016 ----- ---- 7.628 ----- ----- ---- ----- 7.644
735 2.397 135.80 7.284 0.014 - - 7.245 --- ----- ---- ----- 7.260
750 1.566 135.15 5.278 0.011 - ----- 5.278 ----- ---- ----- ----- 5.289
765 1.179 134.99 3.350 0.011 - ----- 1.321 ----- ----- ----- ----- 1.331
780 0.987 134.98 3.350 0.011 ---- ----- 1.042 - ----- - ----- 1.052
795 0.857 134.97 3.350 0.011 ----- ----- 0.883 ----- ----- ----- ----- 0.893
810 0.752 134.97 3.350 0.011 ---- -- 0.775 ----- --- ----- ----- 0.786
825 0.668 134.96 3.350 0.010 ----- ----- 0.683 - - - ---- 0.693
840 0.593 134.96 3.350 0.010 ----- ---- 0.606 ----- ---- --- ---- 0.617
855 0.552 134.96 3.350 0.010 ---- --- 0.552 ----- ----- ----- ---- 0.562
870 0.526 134.95 3.350 0.010 ---- - 0.524 ----- ----- ----- ----- 0.534
885 0.500 134.95 3.350 0.010 ----- --- 0.498 ----- ----- ----- ----- 0.508
900 0.474 134.95 3.350 0.010 ----- --- 0.472 ----- ----- ---- ----- 0.482
915 0.447 134.95 3.350 0.010 ---- ----- 0.445 ----- ----- ----- ----- 0.455
930 0.420 134.95 3.350 0.010 ----- ----- 0.423 ---- ----- ---- --- 0.433
945 0.394 134.95 3.350 0.010 -- ----- 0.402 0.412
960 0.367 134.94 3.350 0.010 -- - 0.376 - -- ---- ---- 0.387
975 0.352 134.94 3.350 0.010 ---- ----- 0.354 ----- ----- ---- ----- 0.365
990 0.343 134.94 3.350 0.010 -- ---- 0.341 ---- ----- ----- --- 0.351
1005 0.333 134.94 3.350 0.010 - ----- 0.331 ---_ - - ---- 0.341
1020 0.324 134.94 3.350 0.010 ----- - 0.321 - - -- ---- 0.331
1035 0.314 134.94 3.350 0.010 ----- -- 0.311 - 0.322
1050 0.305 134.94 3.350 0.010 -- ----- 0.302 - - 0.312
1065 0.295 134.93 3.350 0.010 ----- --- 0.292 ----- ----- -- ---- 0.303
1080 0.286 134.93 3.350 0.010 ---- ---- 0.283 ----- - --- ----- 0.293
1095 0.276 134.93 3.350 0.010 - ----- 0.273 ---- ----- - ----- 0.283
1110 0.267 134.93 3.350 0.010 ----- -- 0.264 ----- - --- -- 0.274
1125 0.257 134.93 3.350 0.010 ----- ----- 0.254 ----- --- ---- -- 0.264
1140 0.247 134.93 3.350 0.010 ---- -- 0.244 - -- -- ----- 0.255
1155 0.238 134.93 3.350 0.010 -- ---- 0.235 ----- ----- ----- ----- 0.245
1170 0.228 134.93 3.350 0.010 ----- -- 0.225 - ----- ---- ----- 0.235
1185 0.218 134.93 3.350 0.010 ---- ---- 0.215 -- ----- ---- -- 0.225
1200 0.208 134.92 3.350 0.010 ----- ----- 0.205 ---- ----- --- ---- 0.216
1215 0.204 134.92 3.350 0.010 ----- ----- 0.198 ---- ----- ----- ----- 0.208
1230 0.202 134.92 3.350 0.010 ----- ---- 0.194 ---- ---__ ?_ --_ 0.204
1245 0.200 134.92 3.350 0.010 --- ---- 0.192 --- ----- --- ----- 0.202
1260 0.198 134.92 3.350 0.010 -- - 0.190 - --- ----- ----- 0.200
9275 0.197 134.92 3.350 0.010 - ----- 0.188 -- --- --- --- 0.198
Continues on next page...
4
POST DEVELOPMENT RTE
Hydrograph Discharge Table
Time Inflow Elevation
(min) cfs ft
1290 0.195 134.92
1305 0.193 134.92
1320 0.191 134.92
1335 0.189 134.92
1350 0.187 134.92
1365 0.185 134.92
1380 0.183 134.92
1395 0.181 134.92
1410 0.179 134.92
1 0.178 134.92
1440 1.176 134.92
Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfi1 Outflow
cfs efs cfs cfs cfs cfs cfs cfs cfs cfs
3.350 0.010 ---- ----- 0.186 -- -- ----- ---- 0.196
3.350 0.010 ----- ---- 0.184 ---- ----- --- ----- 0.194
3.350 0.010 ---- --- 0.182 ----- ----- --- ----- 0.192
3.350 0.010 ----- ----- 0.180 ----- 0.190
3.350 0.010 ---- -- 0.178 ----- -- ----- ----- 0.189
3.350 0.010 ----- ----- 0.176 ---- --_ 0.187
3.350 0.010 ---- ----- 0.175 ----- - -- ----- 0.185
3.350 0.010 ---- ---- 0.173 ----- 0.183
3.350 0.010 ----- -- 0.171 ---- ---- ----- --- 0.181
3.350 0.010 - - 0.169 ----- ---- ---- ----- 0.179
3.350 0.010 ----- --- 0.167 ----- ----- -- ----- 0.177
... End
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB Pk1? j , ? r
SHEET NO. ?I OF
CALCULATED BY , '^ ?_ 1 DATE
CHECKED BY
DATE
SCALE
1 2 6 5 2 3

-- ------------

r.
?A&

1 G

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szry
rte- ? ? ?

D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A. JOB
2201 NASH ST. NW SHEET NO. OF
WILSON, NORTH CAROLINA 27896 Q
(252) 2918887 CALCULATED BY DATE
CHECKED BY DATE
SCALE
s - _ a - c s _ - - s _ e - .. _ - - - = - - .
D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB C . (^ t)l f' fy+?°

SHEET NO. S
OF
CALCULATEDBY C" DATE %p £

CHECKED BY DATE

SCALE

©.
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Cam.
UK s
i
D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A. JOB ?"NroS
2201 NASH ST. NW SHEET NO. r of
WILSON, NORTH CAROLINA 27896
[phone] CALCULATED BY DATE
CHECKED BY DATE
SCALE
PrA_
"C,--
- 2 ?
ts"
4 r C T?
'c'\
Q . QD.-59
2-- '`--?
c s
D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE kA-

D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB " JPi? ?' a ? ?. Cf? //
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
IK?
?-
Q7i
s
?..?c?
Z
all"
IL C,
C'?k (731.
D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB +8S? "
SHEET NO. Q4 OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE

VJ -- - per, sa sr -.

D PRODUCT 207

ANTI-FLOATION DESIGN CALCULATION FOR
WQP OUTLET STRUCTURE
DATE: APRIL 27, 2010
PROJECT: BATTS FARM II
W P:#1
ASSUMPTIONS
Assume walls will be concrete block 4"x8"x16" with a weight of 29 Ibs per block or :
Assume concrete weighs : 150 Ibs
Assume outlet structure is dry on inside
Assume block walls are 8" thick: 0.67 ft
Assume weight of water: 62.4 Ibs/cf
W, =Weight of Structure
Wb=Weight of Water Displaced by Structure
Wall Thickness: 0.67 ft
Outside wall dimensions: 4.33 ft
Concrete Footing Dimensions: 6.5 ft
Concrete Footing Thickness: 1 ft
Invert of Outlet Structure: 132.5 msl
Top of Outlet Structure: 135.6 msl
Wb= 6263lbs
Ws= 9863 Ibs
98 Ibs/cf
Buoyance=WjWb: i.'6 STRUCTURE WILL NOT FLOAT
t

BATTS FARM II
WATER QUALITY POND
DESIGN COMPUTATIONS
???ttutnuiiuurrrii?
29@ t' IJ 1'/ R,
D
AUG 1 8 2011
DE - WATER QUALITY
n%ANaSNR -1 STORMWATER BRWKH
PREPARED BY: HERRING-SUTTON & ASSOCIATES, PA
2201 NASH STREET NORTHWEST
WILSON, NORTH CAROLINA
i

BATTS FARM II
WATER QUALITY POND
DESIGN COMPUTATIONS
I. DRAINAGE BASIN DATA
• AREA: 3.07 ACRES
• SOILS: COXVILLE AND GOLDSBORO
• USE: COMMERCIAL (40% MAX IMPERVIOUS)
Ii. POND DESIGN CRITERIA
• SCS METHOD
• HYDRAULIC SOIL TYPE: C
• PREDEVELOPMENT RUNOFF CURVE NUMBER (CN): 72
• 3.0 FEET PERMANENT POOL DESIGN DEPTH
• 1.0 FEET ADDITIONAL SEDIMENT STORAGE
• 90% POLLUNTANT REMOVAL EFFICIENCY
• EMERGENCY SPILLWAY WILL PASS 100-YR STORM
• SITE IMPERVIOUS PERCENT: 40%
• SURFACE AREA REQ'D : 3343 SF
• SURFACE AREA AVAILABLE AT PERMANENT POOL 3776 SF
• THEREFORE MINIMUM SURFACE AREA REQ'D MET
• POST DEVELOPMENT CN: 83
• VOLUME FIRST INCH OF RAINFALL: 4596 CF
• TEMPORARY POOL STORAGE VOLUME PROVIDED: 4676 CF
• THEREFORE MINIMUM STORAGE VOLUME REQ'D MET
111. POND DATA
• POND INVERT 129.00
• RISER INVERT 132.50
• RISER TOP 134.91
• PERMANENT POOL 134.00
• EMERGENCY SPILLWAY 136.40
• TOP OF POND 138.00

IV. RISER BARREL STRUCTURE
• 3.0 FT x 3.0 FT ID CONC. BLOCK RISER
• 15" DIAMETER DI BARREL
• 4" DIAMETER DRAW DOWN PIPE AT ELEVATION TO MAINTAIN
PERMANENT POOL ELEVATION AND PROVIDE A 2-5 DAY
DRAW DOWN PERIOD ( 1.25 " orifice)
V. DESIGN DATA FOR INFLOW HYDROGRAPHS
• ASSUME TYPE II STORM
• 2-YR 1 DAY PERCIPITATION: 3.8 INCHES
• 10-YR 1 DAY PERCIPITATION: 5.8 INCHES
• 25-YR 1 DAY PERCIPITATION: 6.8 INCHES
100-YR 1 DAY PERCIPITATION: 8.5 INCHES
• CN: 83 (POST DEVELOPMENT)
• BASIN SLOPE: 5 %
• HYDRAULIC LENGTH: 400 FT
• SHAPE FACTOR: 484
• Tc FACTOR: LAG
VI. PREDEVELOPMENT INFLOW HYDROGRAPH Qp SUMMARY
¦ 1-YR: 6.1 CFS
¦ 10-YR: 21.7 CFS
¦ 25-YR: 35.1 CFS
¦ 100-YR: 49.4 CFS
VII. POST-DEVELOPMENT OUTFLOW HYDROGRAPH Qp SUMMARY
¦ 1-YR: 7.8 CFS
¦ 10-YR: 19.7 CFS
¦ 25-YR: 26.3 CFS
¦ 100-YR 38.5 CFS
VIII. ROUTING PEAK FLOWS
¦ 1-YR: 4.5 CFS
¦ 10-YR: 7.9 CFS
¦ 25-YR: 15.2 CFS
¦ 100-YR 33.2 CFS
f
WET DETENTION POND MISCELLANEOUS
DESIGN CALCULATIONS
DATE: April 25, 2010
POND NAME: Batts Farm If
DRAINAGE AREA:
1
A. WQP SA/DA COMPUTATION
Percent Impervious:
Permanent Pool Depth
TSS REMOVAL :
SA/DA FROM TABLE:
DRAINAGE AREA:
SURFACE AREA REQUIRED:
SURFACE AREA PROVIDED:
40%
3.0 FT
90%
2.5
3.07 ACRES
3343 SF
3776 SF
B. WQP CONTOUR AREAS AND VOLUMES
PERMANENT STORAGE
SURFACE AREA PROVIDED MUST
BE > OR = SURFACE AREA REQUIRED
ELEVATION
MSL FORRAY AREA
SF POND AREA
SF TOTAL AREA
SF INCR. VOLUME
CF TOTAL VOLUME
CF
130 114 1003 1117 0 0
131 214 1209 1423 1270 1270
132 329 1429 1758 1591 2861
133 457 1664 2121 1940 4800
133.5 527 1787 2314 1109 5909
134 1082 2694 3776 1523 7431
FORBAY STORAGE
ELEVATION FORBAYAREA INCR. VOLUME TOTAL VOLUME
MSL SF CF CF
130 114 0 0
131 214 164 164
132 329 272 436
133 457 393 829
133.5 527 246 1075
134 1082 402 1477
TEMPORARY FLOOD STORAGE

ELEVATION FORBAYAREA POND AREA
MSL SF SF
134 1082 2694
134.5 0 5543
135 0 6030
136 0 7047
137 0 8120
138 0 9250
(NCR. VOLUME TOTAL VOLUME
TOTAL AREA
SF
3776
5543
6030
7047
8120
9250
CF
0
2330
2893
6539
7584
8685
CF
0
2330
5223
11762
19345
28030
C. COMPUTATION OF PERCENT OF FORBAY STORAGE
TOTAL PERMANENT POOL STORAGE VOLUME:
FORBAY STORAGE VOLUME:
PERCENT FORBAY STORAGE=
7431 CF
1477 CF
MUST BE BETWEEN
18% AND 22%
D. WQP 1" RUNOFF VOLUME CALCULATION
PERCENT IMPERVIOUS = la
la= 40%
Rv= 0.41
Rd= 1
Area= 3.07 acres
Volume= 4569 cubic feet
E. WQP TEMPORARY POOL VOLUME
ELEVATION FORBAY AREA POND AREA TOTAL AREA INCR. VOLUME TOTAL VOLUME
MSL SF SF SF CF CF
134 1082 2694 3776 0 0
134.5 0 5543 5543 2330 2330
134.91 0 5900 5900 2346 4676
TEMPORARY POOL VOLUME: 4676 cubic feet
VOLUME FIRST INCH RUNOFF: 4569 cubic feet
IF TEMPORARY POOL VOLUME > OR = VOLUME FIRST INCH RUNOFF THEN TEMPORARY STORAGE IS OKAY
F. WQP PERMANENT POOL AVERAGE DEPTH CALCULATION
AREA BOTTOM OF SHELF: 2314 square feet
AREA PERMANENT POOL: 3776 square feet
AREA BOTTOM OF POND: 1117 square feet
DEPTH FROM BOTTOM SHELF TO
BOTTOM OF POND: 3.5 feet
AVERAGE POND DEPTH: 3.00 feet
SA/DA DEPTH: 3 feet
IF AVERAGE POND DEPTH IS > OR = SA/DA DEPTH THEN PERMANENT POOL DEPTH OKAY
G. WQP FIRST INCH OF RUNOFF DRAWDOWN CALCULATION
Cd:
Orifice Diameter (inches):
Gravity
Average Driving Head (feet):
Orifice Flow:
0.6
1.25 inches
32.2 ft/sec
0.78 feet
0.021 cfs
Drawdown Time: 2.53 days MUST BE BETWEEN
2 AND 5 DAYS
Hyd rog ra ph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.1
Hyd.
N Hydrograph Inflow Peak Outflow (cfs) Hydrograph
o. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff - 6.127 9.502 - 15.81 21.65 31.11 39.63 49.43 Predevelopment Q
2 SCS Runoff - 7.843 10.62 -- 15.44 19.72 26.27 32.00 38.48 Post Development Q
3 Reservoir 2 4.486 6.365 - 7.215 7.851 15.20 24.32 33.15 POST DEVELOPMENT RTE
4 SCS Runoff 1.649 2.422 3.830 5.107 7.113 8.919 10.98 POST DEV. WESTSIDE
5 SCS Runoff 2702 3.780 - 5.689 7.409 10.08 12.44 15.11 POST DEV. SOUTHSIDE
6 Combine 3, 4, 5 5.990 11.20 --- 16.04 19.49 24.74 35.75 51.10 TOTAL POST DEV. Q
Proj. file: 8300-F BAITS FARM-II WQP-REV 11 2-3-10.gpw -T -Sunday, Apr 25, 2010
2
'Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 1
Predevelopment Q
Hydrograph type = SCS Runoff Peak discharge = 6.127 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 113,492 cuft
Drainage area = 5.310 ac Curve number = 72
Basin Slope = 5.0% Hydraulic length = 400 ft
Tc method = LAG Time of conc. (Tc) = 8.6 min
Total precip. = 2.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
696 0.063 1221 0.113
711 1.905 1236 0.112
726 3.487 1251 0.112
741 0.989 1266 0.111
756 0.652 1281 0.110
771 0.539 1296 0.109
786 0.457 1311 0.108
801 0.407 1326 0.107
816 0.361 1341 0.106
831 0.325 1356 0.105
846 0.292 1371 0.105
861 0.278 1386 0.104
876 0.266 1401 0.103
891 0.254 1416 0.102
906 0.242 1431 0.101
921 0.230
936 0.217 ...End
951 0.204
966 0.191
981 0.186
996 0.182
1011 0.177
1026 0.173
1041 0.168
1056 0.164
1071 0.159
1086 0.154
1101 0.149
1116 0.145
1131 0.140
1146 0.135
1161 0.130
1176 0.125
1191 0.119
1206 0.115
(Printed values >=1.00% of Qp. Print interval = 15)
`Hydrograph Report 3
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 2
Post Development Q
Hydrograph type = SCS Runoff Peak discharge = 7.843 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 83,484 cuft
Drainage area = 3.070 ac Curve number = 83
Basin Slope = 5.0% Hydraulic length = 400 ft
Tc method = LAG Time of conc. (Tc) = 6.2 min
Total precip. = 2.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
636 0.079 1161 0.108
651 0.112 1176 0.103
666 0.157 1191 0.099
681 0.243 1206 0.095
696 0.577 1221 0.094
711 4.061 1236 0.093
726 1.811 1251 0.092
741 0.892 1266 0.091
756 0.570 1281 0.091
771 0.483 1296 0.090
786 0.406 1311 0.089
801 0.361 1326 0.088
816 0.317 1341 0.087
831 0.284 1356 0.086
846 0.254 1371 0.086
861 0.243 1386 0.085
876 0.231 1401 0.084
891 0.220 1416 0.083
906 0.209 1431 0.082
921 0.197
936 0.185 ...End
951 0.174
966 0.163
981 0.158
996 0.154
1011 0.150
1026 0.146
1041 0.142
1056 0.138
1071 0.133
1086 0.129
1101 0.125
1116 0.121
1131 0.116
1146 0.112
(Printed values -1.00% of Qp. Print interval =15)
4
Hydrograph Repo rt
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 3
POST DEVELOP MENT RTE
Hydrograph type = Rese rvoir Peak discharge = 4.486 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 81,514 cult
Inflow hyd. No. = 2 - Post Development Q Reservoir name = POOL VOLUME POND
Max. Elevation = 135.1 0 ft Max. Storage = 5,892 cuft
Storage Indication method used.
Hydrograph Discharge Table (PdnW values >=1.00%ofQp. Print interval=15)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ExfiI Outflow
(min) cfs ft cfs cfs cfs cfs cfs as cfs as cfs cfs
720 6.827 135.07 4.114 0.037 ---- ----- 3.507 ---- ---- ----- ----- 3.544
735 1.028 134.99 3.350 0.040 ----- ----- 1.301 1.341
750 0.679 134.97 3.350 0.039 ----- ---- 0.761 ----- ---- ---- ----- 0.800
765 0.516 134.95 3.350 0.039 -- ----- 0.513 ---- -- ---- ----- 0.552
780 0.434 134.95 3.350 0.039 ----- ---- 0.424 ----- -- -- ----- 0.463
795 0.378 134.94 3.350 0.039 ---- ---- 0.376 ----- ---- ----- ----- 0.415
810 0.334 134.94 3.350 0.039 ----- ----- 0.329 ----- ----- ----- ---- 0.368
825 0.297 134.93 3.350 0.039 ----- ----- 0.287 ----- ----- --- ----- 0.326
840 0.265 134.93 3.350 0.038 ----- ----- 0.252 -- --- - ----- 0.290
855 0.247 134.93 3.350 0.038 ---- ----- 0.224 -- ----- --- ---- 0.262
870 0.236 134.92 3.350 0.038 ----- -- 0.208 ----- ----- ---- ----- 0.246
885 0.225 134.92 3.350 0.038 ----- ----- 0.195 ----- ----- -- ----- 0.234
900 0.213 134.92 3.350 0.038 ----- ----- 0.184 ----- ---- ----- ----- 0.222
915 0.202 134.92 3.350 0.038 ----- ---- 0.172 -- ----- ----- ----- 0.210
930 0.190 134.92 3.350 0.038 ----- ---- 0.161 ---- ----- ---- ----- 0.199
945 0.178 134.92 3.350 0.038 ----- ---- 0.149 ----- ---- ----- --- 0.187
960 0.166 134.92 3.350 0.038 ----- ---- 0.137 ----- ----- --- --- 0.175
975 0.160 134.91 3.350 0.038 -- -- 0.127 - ----- ---- ---- 0.165
990 0.156 134.91 3.350 0.038 ----- --- 0.122 ----- ----- ----- -- 0.160
1005 0.152 134.91 3.350 0.038 ----- ----- 0.117 ----- ----- -- --- 0.155
1020 0.148 134.91 3.350 0.038 ----- ----- 0.113 ---- ----- ----- --- 0.151
1035 0.144 134.91 3.350 0.038 ----- ----- 0.109 --- -- w__ ___ 0.147
1050 0.139 134.91 3.350 0.038 ----- -- 0.104 ----- ----- ---- -- 0.143
1065 0.135 134.91 3.350 0.038 ---- ----- 0.100 - ----- ----- ----- 0.138
1080 0.131 134.91 3.350 0.038 -- ---- 0.096 ----- ----- --- ----- 0.134
1095 0.127 134.91 3.350 0.038 ----- --- 0.092 ---- ---- ---- ----- 0.130
1110 0.122 134.91 3.350 0.038 ----- -- 0.088 - ----- --- ----- 0.126
1125 0.118 134.91 3.350 0.038 ----- ---- 0.083 ---- ----- --- ----- 0.121
1140 0.114 134.91 3.350 0.038 ----- ----- 0.079 --- ----- ---- ---- 0.117
1155 0.109 134.91 3.350 0.038 -- --- 0.075 ----- -- ----- ----- 0.113
1170 0.105 134.91 3.350 0.038 ----- ----- 0.070 ----- ----- ---- ----- 0.108
1185 0.100 134.91 3.350 0.038 ----- ----- 0.066 ---- ----- ----- ----- 0.104
1200 0.096 134.91 3.350 0.038 --- ----- 0.061 -M _____ 0.099
1215 0.094 134.91 3.350 0.038 ----- ----- 0.058 0.096
1230 0.093 134.91 3.350 0.038 ----- ----- 0.056 0.094
1245 0.093 134.91 3.350 0.038 -- ----- 0.055 -- ----- ----- ----- 0.093
1260 0.092 134.91 3.350 0.038 ----- ---- 0.054 ---- ----- ---- ----- 0.092
1275 0.091 134.91 3.350 0.038 ----- ----- 0.054 ---- ----- ---- ----- 0.092
1290 0.090 134.91 3.350 0.038 ---- ---- 0.053 ----- ---- ----- ----- 0.091
Continues on next page...
POST DEVELOPMENT RTE
Hydrograph Discharge Table
5
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1305 0.089 134.91 3.350 0.038 ----- ----- 0.052 ---- ----- ----- ----- 0.090
1320 0.088 134.91 3.350 0.038 ----- ----- 0.051 ----- ----- ----- ----- 0.089
1335 0.088 134.91 3.350 0.038 ----- ----- 0.050 ----- ----- ----- ----- 0.088
1350 0.087 134.91 3.350 0.038 ----- ----- 0.050 ----- ---- ----- ----- 0.087
1365 0.086 134.91 3.350 0.038 --- ----- 0.049 ----- ----- ----- ----- 0.087
1380 0.085 134.91 3.350 0.038 ----- 0.048 ----- ----- ----- ---? 0.086
1395 0.084 134.91 3.350 0.038 ----- ---? 0.047 ----- ----- ----- ---? 0.085
1410 0.083 134.91 3.350 0.038 ---- ----- 0.046 ----- ----- ----- ----- 0.084
1425 0.083 134.91 3.350 0.038 ----- ----- 0.045 ----- ----- ----- ---? 0.083
1440 0.082 134.91 3.350 0.038 ---- ----- 0.044 ----- ----- ----- ----- 0.082
...End
Pond Report s
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Pond No. 1 - POOL VOLUME POND A
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation =134.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 134.00
0.50 134.50
1.00 135.00
2.00 136.00
3.00 137.00
4.00 138.00
Contour area (sgft)
3,776
5,543
6,030
7,047
8,120
9,250
Incr. Storage (cult)
0
2,330
2,893
6,539
7,584
8,685
Total storage (cult)
0
2,330
5,223
11,762
19,345
28,030
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 15.00 1.25 0.00 0.00 Crest Len (ft) = 16.00 20.00 0.00 0.00
Span (in) = 15.00 1.25 0.00 0.00 Crest El. (ft) = 134.91 136.40 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 132.50 134.00 0.00 0.00 Weir Type = Riser Broad - -
Length (ft) = 115.00 1.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.20 0.10 0.00 n/a
N -Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000 (by Contour)
Mufti-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culverl/Orifice outflows are analyzed under inlet (tc) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
It cult it cfs cis cfs cfs cis cis cis cfs cfs cis cis
0.00 0 134.00 0.00 0.00 - - 0.00 0.00 - - - - 0.00
0.50 2,330 134.50 3.35 oc 0.03 is - - 0.00 0.00 - - - - 0.03
1.00 5,223 135.00 3.35 oc 0.04 is - - 1.44 0.00 - - - - 1.48
2.00 11,762 136.00 7.61 oc 0.00 is - - 7.54s 0.00 - - - - 7.54
3.00 19,345 137.00 9.02 oc 0.00 is - - 8.90s 24.17 - - - - 33.07
4.00 28,030 138.00 10.23 oc 0.00 is - - 9.56s 105.24 - - - - 114.81
7
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 4
POST DEV. WESTSIDE
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 0.950 ac
= 5.0%
= LAG
= 2.91 in
= 24 hrs
Peak discharge = 1.649 cfs
Time to peak = 717 min
Hyd. volume = 21,606 cuft
Curve number = 75
Hydraulic length = 200 ft
Time of conc. (Tc) = 4.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
683 0.017 1208 0.023
698 0.102 1223 0.022
713 1.105 1238 0.022
728 0.246 1253 0.022
743 0.178 1268 0.022
758 0.121 1283 0.022
773 0.104 1298 0,022
788 0.089 1313 0.021
803 0.079 1328 0.021
818 0.070 1343 0.021
833 0.063 1358 0.021
848 0.058 1373 0.021
863 0.055 1388 0.020
878 0.053 1403 0.020
893 0.050 1418 0.020
908 0.048 1433 0.020
923 0.045
938 0.043 ...End
953 0.040
968 0.038
983 0.037
998 0.036
1013 0.035
1028 0.034
1043 0.033
1058 0.032
1073 0.031
1088 0.030
1103 0.029
1118 0.028
1133 0.027
1148 0.026
1163 0.025
1178 0.024
1193 0.023
( Printed values >=1.00% of Qp. Print interval =15)
8
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 5
POST DEV. SOUTHSIDE
Hydrograph type = SCS Runoff Peak discharge = 2.702 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 1 min Hyd. volume = 28,323 cuft
Drainage area = 1.230 ac Curve number = 79
Basin Slope = 5.0% Hydraulic length = 100 ft
Tc method = LAG Time of conc. (Tc) = 2.3 min
Total precip. = 2.91 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
663 0.027 1188 0.032
678 0.048 1203 0.031
693 0.111 1218 0.031
708 1.005 1233 0.031
723 0.416 1248 0.030
738 0.282 1263 0.030
753 0.179 1278 0.030
768 0.154 1293 0.029
783 0.129 1308 0.029
798 0.115 1323 0.029
813 0.102 1338 0.029
828 0.091 1353 0.028
843 0.082 1368 0.028
858 0.078 1383 0.028
873 0.075 1398 0.028
888 0.071 1413 0.027
903 0.067 1428 0.027
918 0.064
933 0.060 ... End
948 0.056
963 0.053
978 0.051
993 0.050
1008 0.049
1023 0.048
1038 0.046
1053 0.045
1068 0.044
1083 0.042
1098 0.041
1113 0.039
1128 0.038
1143 0.037
1158 0.035
1173 0.034
(Printed values >=1.00% of Qp. Print interval =15)
9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 6
TOTAL POST DEV. Q
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 3, 4, 5
Peak discharge = 5.990 cfs
Time to peak = 721 min
Hyd. volume = 131,443 cuft
Contrib. drain. area= 2.180 ac
Hydrograph Discharge Table
( Printed values >= 1.00% of pp. Print interval =15)
Time Hyd. 3 + Hyd. 4 + Hyd. 5 = Outflow
(min) (cfs) (cfs) (cfs) (cfs)
675 0.009 0.009 0.043 0.062
690 0.013 0.025 0.072 0.110
705 0.021 0.308 0.666 0.995
720 3.544 1.195 1.244 5.983
735 1.341 0.216 0.303 1.860
750 0.800 0.142 0.194 1.137
765 0.552 0.113 0.159 0.824
780 0.463 0.096 0.133 0.692
795 0.415 0.084 0.118 0.617
810 0.368 0.075 0.104 0.547
825 0.326 0.067 0.093 0.486
840 0.290 0.060 0.083 0.433
855 0.262 0.056 0.079 0.397
870 0.246 0.054 0.075 0.376
885 0.234 0.052 0.072 0.357
900 0.222 0.049 0.068 0.339
915 0.210 0.047 0.065 0.322
930 0.199 0.044 0.061 0.304
945 0.187 0.041 0.057 0.286
960 0.175 0.039 0.053 0.267
975 0.165 0.037 0.052 0.254
990 0.160 0.036 0.050 0.247
1005 0.155 0.036 0.049 0.240
1020 0.151 0.035 0.048 0.233
1035 0.147 0.034 0.046 0.227
1050 0.143 0.033 0.045 0.220
1065 0.138 0.032 0.044 0.214
1080 0.134 0.031 0.042 0.207
1095 0.130 0.030 0.041 0.201
1110 0.126 0.029 0.040 0.194
1125 0.121 0.028 0.038 0.187
1140 0.117 0.027 0.037 0.181
1155 0.113 0.026 0.035 0.174
1170 0.108 0.025 0.034 0.167
1185 0.104 0.024 0.033 0.160
1200 0.099 0.023 0.031 0.153
1215 0.096 0.022 0.031 0.149
1230 0.094 0.022 0.031 0.147
1245 0.093 0.022 0.030 0.146
1260 0.092 0.022 0.030 0.144
1275 0.092 0.022 0.030 0.143
Continues on next page...
10
TOTAL POST DEV. Q
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 + Hyd. 5 = Outflow
(min) (cfs) (efs) (cfs) (cfs)
1290 0.091 0.022 0.030 0.142
1305 0.090 0.021 0.029 0.141
1320 0.089 0.021 0.029 0.139
1335 0.088 0.021 0.029 0.138
1350 0.087 0.021 0.028 0.137
1365 0.087 0.021 0.028 0.135
1380 0.086 0.021 0.028 0.134
1395 0.085 0.020 0.028 0.133
1410 0.084 0.020 0.027 0.132
1425 0.083 0.020 0.027 0.130
1440 0.082 0.020 0.027 0.129
..End
11
'Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 1
Predevelopment Q
Hydrograph type = SCS Runoff Peak discharge = 21.65 cfs
Storm frequency = 10 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 113,492 cuft
Drainage area = 5.310 ac Curve number = 72
Basin Slope = 5.0% Hydraulic length = 400 ft
Tc method = LAG Time of conc. (Tc) = 8.6 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
634 0.217 1159 0.339
649 0.308 1174 0.325
664 0.428 1189 0.312
679 0.658 1204 0.298
694 1.091 1219 0.293
709 7.611 1234 0.291
724 15.52 1249 0.288
739 3.079 1264 0.286
754 2.007 1279 0.283
769 1.577 1294 0.281
784 1.325 1309 0.278
799 1.163 1324 0.276
814 1.024 1339 0.273
829 0.915 1354 0.270
844 0.814 1369 0.268
859 0.766 1384 0.265
874 0.731 1399 0.263
889 0.696 1414 0.260
904 0.661 1429 0.257
919 0.625
934 0.588 ... End
949 0.552
964 0.515
979 0.497
994 0.485
1009 0.472
1024 0.459
1039 0.446
1054 0.433
1069 0.420
1084 0.407
1099 0.393
1114 0.380
1129 0.366
1144 0.353
(Printed values >=1.00% of Qp. Print interval =1S)
Hydrograph Report 12
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 2
Post Development Q
Hydrograph type = SCS Runoff Peak discharge = 19.72 cfs
Storm frequency = 10 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 83,484 cuft
Drainage area = 3.070 ac Curve number = 83
Basin Slope = 5.0% Hydraulic length = 400 ft
Tic method = LAG Time of conc. (Tc) = 6.2 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
578 0.199 1103 0.271
593 0.238 1118 0.261
608 0.285 1133 0.252
623 0.348 1148 0.242
638 0.426 1163 0.232
653 0.539 1178 0.223
668 0.695 1193 0.213
683 0.976 1208 0.205
698 2.742 1223 0.203
713 14.31 1238 0.201
728 3.016 1253 0.199
743 1.957 1268 0.197
758 1.270
773 1.077 ... End
788 0.905
803 0.801
818 0.703
833 0.628
848 0.564
863 0.538
878 0.512
893 0.486
908 0.459
923 0.433
938 0.406
953 0.379
968 0.357
983 0.347
998 0.338
1013 0.328
1028 0.319
1043 0.309
1058 0.300
1073 0.290
1088 0.281
(Printed values- 1.00% of Qp. Print interval =15)
13
'Hydrograph Report
Hydraflow Hydrographs by IntelisoNe v9.1 Sunday, Apr 25, 2010
Hyd. No. 3
POST DEVELOP MENT RTE
Hydrograph type = Reservoir Peak discharge = 7.851 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 81,514 cuft
Inflow hyd. No. = 2 - P ost De velopment Q Reservoir name = POOL VOLUME POND
Max. Elevation = 136.20 ft Max. Storage = 13,228 cuft
Storage Indication method used.
Hydrograph Discharge Table tPdntedvalues >=1.00%ofQp. Pdntinterval =l5)
Time Inflow Elevation Clv A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) ds ft ds ds ds ds ds ds ds ds ds ds
705 6.124 135.09 4.310 0.036 ----- ---- 4.038 ___ ____ _____ ----- 4.074
720 16.77 136.06 7.704 0.002 ----- ----- 7.625 ----- ----- ----- ----- 7.627
735 2.397 135.80 7.284 0.003 ----- ----- 7.245 ----- ----- ----- ----- 7.248
750 1.566 135.15 5.330 0.023 ---- ----- 5.306 ----- ----- ----- ----- 5.329
765 1.179 134.99 3.350 0.040 ----- ----- 1.297 ----- ----- ----- ----- 1.337
780 0.987 134.98 3.350 0.039 ----- -- 1.013 - ----- ---- --- 1.052
795 0.857 134.97 3.350 0.039 ----- ---- 0.854 ---- ----- __-_ -__ 0.893
810 0.752 134.97 3.350 0.039 ---- ----- 0.746 ----- ----- ----- ----- 0.786
825 0.668 134.96 3.350 0.039 ----- ---- 0.654 ----- ----- ----- ----- 0.693
840 0.593 134.96 3.350 0.039 ----- ----- 0.578 ---- ----- ----- ----- 0.617
855 0.552 134.95 3.350 0.039 0.523 ----- ----- ----- ----- 0.562
870 0.526 134.95 3.350 0.039 ----- -- 0.495 ----- ----- ----- ----- 0.534
885 0.500 134.95 3.350 0.039 ----- ---- 0.469 0.508
900 0.474 134.95 3.350 0.039 ----- ----- 0.443 ----- ----- ----- ---- 0.482
915 0.447 134.95 3.350 0.039 ----- ----- 0.421 ----- ----- ----- ----- 0.460
930 0.420 134.95 3.350 0.039 ---- --- 0.400 ----- ----- ----- ----- 0.439
945 0.394 134.94 3.350 0.039 ----- ----- 0.375 ----- ----- ----- ----- 0.413
960 0.367 134.94 3.350 0.039 ----- ---- 0.348 --- ----- ----- ----- 0.387
975 0.352 134.94 3.350 0.039 ----- ----- 0.326 ----- ----- ----- ----- 0.365
990 0.343 134.94 3.350 0.039 ----- ----- 0.313 ----- ----- ----- ----- 0.351
1005 0.333 134.94 3.350 0.039 ----- ----- 0.302 ----- ----- ----- ----- 0.341
1020 0.324 134.93 3.350 0.039 ----- ----- 0.293 ----- ----- ----- ----- 0.331
1035 0.314 134.93 3.350 0.039 ----- ----- 0.283 0.322
1050 0.305 134.93 3.350 0.038 ---- ---- 0.274 ----- ---- ----- ---- 0.312
1065 0.295 134.93 3.350 0.038 ----- ----- 0.264 ----- ----- ---- ---- 0.303
1080 0.286 134.93 3.350 0.038 ----- ----- 0.255 ----- ----- ----- ----- 0.293
1095 0.276 134.93 3.350 0.038 ---- ----- 0.245 ----- ----- ----- ----- 0.283
1110 0.267 134.93 3.350 0.038 ----- ---- 0.235 ----- ----- ----- ----- 0.274
1125 0.257 134.93 3.350 0.038 --- ---- 0.226 ---- ----- ----- ----- 0.264
1140 0.247 134.93 3.350 0.038 -- ---- 0.216 ---- ---- ---- ----- 0.255
1155 0.238 134.92 3.350 0.038 --- ----- 0.206 ----- ----- ---- ----- 0.245
1170 0.228 134.92 3.350 0.038 ----- ----- 0.197 ----- ----- ----- ----- 0.235
1185 0.218 134.92 3.350 0.038 ----- ----- 0.187 ----- ----- ----- ----- 0.225
1200 0.208 134.92 3.350 0.038 ----- ----- 0.177 ----- ----- ----- ----- 0.216
1215 0.204 134.92 3.350 0.038 ----- ----- 0.170 ----- ----- ----- ----- 0.208
1230 0.202 134.92 3.350 0.038 --- ---- 0.166 ----- ---- ----- ----- 0.204
1245 0.200 134.92 3.350 0.038 ----- ---- 0.164 ---- ----- ----- ----- 0.202
1260 0.198 134.92 3.350 0.038 ----- ----- 0.162 ----- ----- ---- ----- 0.200
1275 0.197 134.92 3.350 0.038 ----- ----- 0.160 ----- ----- ----- ----- 0.198
Continues on next page...
14
POST DEVELOPMENT RTE
Hydrograph Discharge Table
Time Inflow Elevation
(min) cfs ft
1290 0.195 134.92
1305 0.193 134.92
1320 0.191 134.92
1335 0.189 134.92
1350 0.187 134.92
1365 0.185 134.92
1380 0.183 134.92
1395 0.181 134.92
1410 0.179 134.92
1425 0.178 134.92
1440 0.176 134.92
Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ExHI Outflow
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.350 0.038 ----- ----- 0.158 ----- ----- ----- ----- 0.196
3.350 0.038 ---- ----- 0.156 ---- ----- ----- ----- 0.194
3.350 0.038 ----- ----- 0.154 ----- ----- ----- ----- 0.192
3.350 0.038 ----- ----- 0.152 ----- ----- ----- ----- 0.190
3.350 0.038 ----- ----- 0.150 ----- ----- ----- ----- 0.189
3.350 0.038 ---- ----- 0.149 ---- ----- ----- ----- 0.187
3.350 0.038 ----- ----- 0.147 ----- ----- ----- ----- 0.185
3.350 0.038 ----- ----- 0.145 ----- ----- ----- ----- 0.183
3.350 0.038 ----- ----- 0.143 ----- ----- ----- ----- 0.181
3.350 0.038 ----- ----- 0.141 ----- ----- ----- ----- 0.179
3.350 0.038 ----- ----- 0.139 ----- ----- ----- ----- 0.177
...End
Hydrograph Report
15
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 4
POST DEV. WESTSIDE
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1 min
= 0.950 ac
= 5.0%
= LAG
= 5.44 in
= 24 hrs
Sunday, Apr 25, 2010
Peak discharge = 5.107 cfs
Time to peak = 717 min
Hyd. volume = 21,606 cuft
Curve number = 75
Hydraulic length = 200 ft
Time of conc. (Tc) = 4.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
624 0.051 1149 0.065
639 0.068 1164 0.062
654 0.091 1179 0.060
669 0.127 1194 0.057
684 0.188 1209 0.055
699 0.750 1224 0.055
714 4.307 1239 0.054
729 0.677 1254 0.054
744 0.472 1269 0.053
759 0.322 1284 0.053
774 0.273 1299 0.052
789 0.233 1314 0.052
804 0.206 1329 0.051
819 0.182
834 0.163 ... End
849 0.148
864 0.141
879 0.135
894 0.128
909 0.121
924 0.114
939 0.107
954 0.100
969 0.095
984 0.093
999 0.090
1014 0.088
1029 0.085
1044 0.083
1059 0.080
1074 0.078
1089 0.075
1104 0.073
1119 0.070
1134 0.067
(Printed values >=1.00% of Qp. Print interval = 15)
'Hydrograph Report
16
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
POST DEV. SOUTHSIDE
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1 min
= 1.230 ac
= 5.0%
= LAG
= 5.44 in
= 24 hrs
Sunday, Apr 25, 2010
Peak discharge = 7.409 cfs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
607 0.074 1132 0.087
622 0.093 1147 0.084
637 0.118 1162 0.080
652 0.152 1177 0.077
667 0.205
682 0.293 ... End
697 1.033
712 5.512
727 0.908
742 0.634
757 0.425
772 0.361
787 0.306
802 0.271
817 0.238
832 0.213
847 0.193
862 0.184
877 0.175
892 0.166
907 0.157
922 0.148
937 0.139
952 0.130
967 0.123
982 0.120
997 0.116
1012 0.113
1027 0.110
1042 0.107
1057 0.103
1072 0.100
1087 0.097
1102 0.094
1117 0.090
Time to peak = 715 min
Hyd. volume = 28,323 cuft
Curve number = 79
Hydraulic length = 100 ft
Time of conc. (Tc) = 2.3 min
Distribution = Type II
Shape factor = 484
( Printed values >= 1.00% of Qp. Print interval =15)
Hydrograph Report
17
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 6
TOTAL POST DEV. Q
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 3, 4, 5
Peak discharge = 19.49 cfs
Time to peak = 716 min
Hyd. volume = 131,443 cuft
Contrib. drain. area= 2.180 ac
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 + Hyd. 5 =
(min) (cfs) (cfs) (cfs)
( Printed values >= 1.00% of Qp. Print interval =15)
Outflow
(cfs)
645 0.026 0.077 0.136 0.238
660 0.029 0.102 0.173 0.303
675 0.032 0.150 0.250 0.432
690 0.035 0.217 0.347 0.599
705 4.074 1.451 2.365 7.889
720 7.627 3.514 3.238 14.38
735 7.248 0.597 0.764 8.609
750 5.329 0.386 0.482 6.197
765 1.337 0.302 0.391 2.030
780 1.052 0.253 0.326 1.632
795 0.893 0.222 0.287 1.402
810 0.786 0.195 0.252 1.232
825 0.693 0.174 0.225 1.092
840 0.617 0.155 0.199 0.971
855 0.562 0.145 0.188 0.896
870 0.534 0.139 0.179 0.853
885 0.508 0.132 0.171 0.811
900 0.482 0.125 0.162 0.769
915 0.460 0.118 0.153 0.731
930 0.439 0.111 0.143 0.693
945 0.413 0.104 0.134 0.652
960 0.387 0.097 0.125 0.609
975 0.365 0.094 0.121 0.580
990 0.351 0.092 0.118 0.561
1005 0.341 0.089 0.115 0.545
1020 0.331 0.087 0.112 0.529
1035 0.322 0.084 0.108 0.514
1050 0.312 0.082 0.105 0.499
1065 0.303 0.079 0.102 0.483
1080 0.293 0.077 0.098 0.468
1095 0.283 0.074 0.095 0.453
1110 0.274 0.072 0.092 0.437
1125 0.264 0.069 0.089 0.422
1140 0.255 0.066 0.085 0.406
1155 0.245 0.064 0.082 0.391
1170 0.235 0.061 0.078 0.375
1185 0.225 0.059 0.075 0.359
1200 0.216 0.056 0.072 0.343
1215 0.208 0.055 0.071 0.334
1230 0.204 0.055 0.070 0.329
1245 0.202 0.054 0.070 0.326
Continues on next page...
18
TOTAL POST DEV. Q
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 + Hyd. 5 = Outflow
(min) WS) WS) WS) WS)
1260 0.200 0.054 0.069 0.322
1275 0.198 0.053 0.068 0.319
1290 0.196 0.053 0.068 0.316
1305 0.194 0.052 0.067 0.313
1320 0.192 0.052 0.066 0.310
1335 0.190 0.051 0.066 0.307
1350 0.189 0.051 0.065 0.304
1365 0.187 0.050 0.064 0.301
1380 0.185 0.050 0.064 0.298
1395 0.183 0.049 0.063 0.295
1410 0.181 0.049 0.062 0.292
1425 0.179 0.048 0.062 0.289
1440 0.177 0.048 0.061 0.286
...End
Hydrograph Report
19
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
Predevelopment Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 1 min
= 5.310 ac
= 5.0%
= LAG
= 6.80 in
= 24 hrs
Sunday, Apr 25, 2010
Peak discharge = 31.11 cfs
Time to peak = 719 min
Hyd. volume = 113,492 cuft
Curve number = 72
Hydraulic length = 400 ft
Time of conc. (Tc) = 8.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
611 0.311 1136 0.483
626 0.403 1151 0.464
641 0.522 1166 0.446
656 0.692 1181 0.427
671 0.944 1196 0.409
686 1.385 1211 0.395
701 4.662 1226 0.391
716 26.41 1241 0.388
731 6.257 1256 0.384
746 3.555 1271 0.381
761 2.360 1286 0.377
776 1.997 1301 0.374
791 1.690 1316 0.370
806 1.497 1331 0.366
821 1.319 1346 0.363
836 1.179 1361 0.359
851 1.065 1376 0.356
866 1.017 1391 0.352
881 0.968 1406 0.349
896 0.920 1421 0.345
911 0.871 1436 0.341
926 0.821
941 0.771 ...End
956 0.721
971 0.680
986 0.662
1001 0.645
1016 0.627
1031 0.609
1046 0.592
1061 0.574
1076 0.556
1091 0.538
1106 0.519
1121 0.501
( Printed values -1.00% of OP. Print interval =15)
Hydrograph Report 20
Hydraflow Hydrographs by Intellsolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 2
Post Development Q
Hydrograph type = SCS Runoff Peak discharge = 26.27 cfs
Storm frequency = 25 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 83,484 cuft
Drainage area = 3.070 ac Curve number = 83
Basin Slope = 5.0% Hydraulic length = 400 ft
Tc method = LAG Time of conc. (Tc) = 6.2 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
540 0.264 1065 0.381
555 0.288 1080 0.368
570 0.304 1095 0.356
585 0.347 1110 0.343
600 0.407 1125 0.331
615 0.487 1140 0.318
630 0.582 1155 0.306
645 0.719 1170 0.293
660 0.885 1185 0.281
675 1.200 1200 0.268
690 1.612
705 8.527 ... End
720 22.19
735 3.134
750 2.041
765 1.535
780 1.283
795 1.112
810 0.976
825 0.866
840 0.768
855 0.715
870 0.681
885 0.647
900 0.612
915 0.578
930 0.543
945 0.508
960 0.474
975 0.455
990 0.442
1005 0.430
1020 0.418
1035 0.405
1050 0.393
( Printed values -1.00% of Qp. Print interval =15)
21
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 3
POST DEVELOPMENT RT E
Hydrograph type = Reservoir Peak discharge = 15.20 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 81,514 cuft
Inflow hyd. No. = 2 - Post Development Q Reservoir name = POOL VOLUME POND
Max. Elevation = 136.66 ft Max. Storage = 16,714 cuft
Storage Indication method used.
Hydrograph Discharge Table (PdnWvalues -1.00%ofOp. PdntiMerval=l5)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfi1 Outflow
(min) cfs ft cfs ds cfs ds ds cfs ds cfs cfs cfs
675 1.200 134.97 3.350 0.039 ----- ----- 0.870 ----- ----- ----- ----- 0.910
690 1.612 135.00 3.350 0.040 ----- ----- 1.432 ----- ----- ----- ----- 1.472
705 8.527 135.17 5.570 0.020 ----- ----- 5.549 ----- ----- ----- ----- 5.569
720 22.19 136.57 8.447 0.001 ----- ----- 8.354 3.872 ----- ----- ----- 12.23
735 3.134 136.19 7.904 0.002 ---- ----- 7.852 ----- ---- ----- ----- 7.854
750 2.041 135.57 6.895 0.004 ----- ----- 6.885 -- ---- ---- ----- 6.889
765 1.535 135.04 3.789 0.038 ----- ----- 2.629 2.667
780 1.283 135.00 3.350 0.040 ----- ----- 1.339 ----- ----- ----- ----- 1.379
795 1.112 134.98 3.350 0.040 ----- ----- 1.121 ----- ---- ----- ----- 1.161
810 0.976 134.98 3.350 0.039 ----- ----- 0.980 ---- ----- ----- ----- 1.019
825 0.866 134.97 3.350 0.039 ----- ----- 0.860 ---- ----- ----- ----- 0.899
840 0.768 134.97 3.350 0.039 ----- ----- 0.760 --- ----- ----- ----- 0.799
855 0.715 134.96 3.350 0.039 ----- ----- 0.689 ----- ----- ----- ----- 0.728
870 0.681 134.96 3.350 0.039 ----- ----- 0.653 ----- ----- ----- ----- 0.692
885 0.647 134.96 3.350 0.039 ----- ----- 0.618 ----- ----- ----- ----- 0.657
900 0.612 134.96 3.350 0.039 ----- ----- 0.584 ----- ----- ----- ----- 0.623
915 0.578 134.96 3.350 0.039 ----- ----- 0.550 ---- ----- ----- ----- 0.589
930 0.543 134.95 3.350 0.039 ---- ----- 0.515 -- ---- ----- ----- 0.554
945 0.508 134.95 3.350 0.039 ---- ----- 0.481 ----- ----- ----- ----- 0.519
960 0.474 134.95 3.350 0.039 ----- ----- 0.446 ----- ----- ----- ----- 0.485
975 0.455 134.95 3.350 0.039 ----- ----- 0.423 ----- ----- ----- ----- 0.462
990 0.442 134.95 3.350 0.039 ----- ----- 0.412 ----- ----- ----- ----- 0.451
1005 0.430 134.95 3.350 0.039 ---- ----- 0.400 ----- ----- ----- ----- 0.439
1020 0.418 134.95 3.350 0.039 ----- ----- 0.388 ----- ----- ----- ---- 0.427
1035 0.405 134.94 3.350 0.039 --- ----- 0.376 ---- ----- ----- ----- 0.415
1050 0.393 134.94 3.350 0.039 ---- ----- 0.364 ----- ----- ----- ----- 0.402
1065 0.381 134.94 3.350 0.039 ----- ----- 0.351 ----- ----- ----- ----- 0.390
1080 0.368 134.94 3.350 0.039 ----- ----- 0.339 ---- ----- ----- ----- 0.378
1095 0.356 134.94 3.350 0.039 ---- ----- 0.327 --- ----- ----- ----- 0.365
1110 0.343 134.94 3.350 0.039 ----- ---- 0.314 0.353
1125 0.331 134.94 3.350 0.039 ----- ----- 0.302 ----- ----- ----- ---- 0.340
1140 0.318 134.93 3.350 0.039 ----- ----- 0.289 ----- ----- ----- ----- 0.328
1155 0.306 134.93 3.350 0.038 ----- ----- 0.277 ----- ----- ----- ----- 0.315
1170 0.293 134.93 3.350 0.038 ----- ----- 0.264 ----- ----- ----- ----- 0.303
1185 0.281 134.93 3.350 0.038 ----- ---- 0.252 0.290
1200 0.268 134.93 3.350 0.038 ----- ----- 0.239 ----- ---- ----- ----- 0.277
1215 0.262 134.93 3.350 0.038 ----- ----- 0.229 ----- ----- ----- ----- 0.267
1230 0.260 134.93 3.350 0.038 ----- ----- 0.224 ----- ----- ----- ----- 0.263
1245 0.258 134.93 3.350 0.038 ----- ----- 0.221 ----- ----- ----- ----- 0.260
Continues on next page...
22
POST DEVELOPMENT RTE
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ELI Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1260 0.255 134.93 3.350 0.038 ----- ----- 0.219 ----- ----- ----- ----- 0.257
1275 0.253 134.93 3.350 0.038 ----- ----- 0.216 ----- ----- ----- ----- 0.255
1290 0.250 134.93 3.350 0.038 ----- ----- 0.214 ----- ----- ----- ----- 0.252
1305 0.248 134.92 3.350 0.038 ----- ----- 0.211 ----- ----- ----- ----- 0.250
1320 0.245 134.92 3.350 0.038 ----- ----- 0.209 ----- ----- ----- ----- 0.247
1335 0.243 134.92 3.350 0.038 ----- ----- 0.206 ----- ----- ----- ----- 0.245
1350 0.240 134.92 3.350 0.038 ----- ---- 0.204 ----- ----- ----- ----- 0.242
1365 0.238 134.92 3.350 0.038 ----- ----- 0.201 ----- ----- ---- ----- 0.240
1380 0.235 134.92 3.350 0.038 ----- ----- 0.199 ----- ----- ----- ----- 0.237
1395 0.233 134.92 3.350 0.038 ----- ----- 0.196 ----- ----- ----- ----- 0.235
1410 0.230 134.92 3.350 0.038 ----- ----- 0.194 ----- ----- ----- ----- 0.232
1425 0.228 134.92 3.350 0.038 ----- ----- 0.192 ----- ----- ----- ----- 0.230
1440 0.225 134.92 3.350 0.038 ----- ----- 0.189 ----- ----- ----- ----- 0.227
...End
23
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 4
POST DEV. WESTSIDE
Hydrograph type = SCS Runoff Peak discharge = 7.113 cfs
Storm frequency = 25 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 21,606 cuft
Drainage area = 0.950 ac Curve number = 75
Basin Slope = 5.0% Hydraulic length = 200 ft
Tc method = LAG Time of conc. (Tc) = 4.6 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
605 0.072 1130 0.090
620 0.091 1145 0.087
635 0.114 1160 0.083
650 0.148 1175 0.080
665 0.192 1190 0.076
680 0.279 1205 0.073
695 0.621 1220 0.073
710 3.800 1235 0.072
725 1.155 1250 0.071
740 0.716
755 0.454 ... End
770 0.386
785 0.323
800 0.286
815 0.251
830 0.225
845 0.201
860 0.192
875 0.182
890 0.173
905 0.164
920 0.155
935 0.145
950 0.136
965 0.127
980 0.124
995 0.121
1010 0.117
1025 0.114
1040 0.111
1055 0.107
1070 0.104
1085 0.100
1100 0.097
1115 0.094
( Printed values - 1.00% of Qp. Print interval =15)
24
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 5
POST DEV. SOUTHSIDE
Hydrograph type = SCS Runoff Peak discharge = 10.08 cfs
Storm frequency = 25 yrs Time to peak = 715 min
Time interval = 1 min Hyd. volume = 28,323 cuft
Drainage area = 1.230 ac Curve number = 79
Basin Slope = 5.0% Hydraulic length = 100 ft
Tc method = LAG Time of conc. (Tc) = 2.3 min
Total precip. = 6.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
589 0.102 1114 0.119
604 0.122 1129 0.114
619 0.150 1144 0.110
634 0.183 1159 0.106
649 0.232 1174 0.101
664 0.296
679 0.420 ...End
694 0.941
709 5.363
724 1.289
739 0.917
754 0.580
769 0.494
784 0.413
799 0.366
814 0.321
829 0.287
844 0.256
859 0.244
874 0.233
889 0.221
904 0.209
919 0.197
934 0.185
949 0.173
964 0.162
979 0.157
994 0.153
1009 0.149
1024 0.145
1039 0.140
1054 0.136
1069 0.132
1084 0.127
1099 0.123
(Printed values -1.00% of Qp. Print interval =15)
Hydrograph Report
25
Hydraflow Hydrographs by Intelisolve v9.1
Sunday, Apr 25, 2010
Hyd. No. 6
TOTAL POST DEV. Q
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyds. = 3, 4, 5
Peak discharge = 24.74 cfs
Time to peak = 716 min
Hyd. volume = 131,443 cuft
Contrib. drain. area= 2.180 ac
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 + Hyd. 5 =
(min) (cfs) (cfs) (cfs)
( Printed values >= 1.00% of Qp. Print interval =15)
Outflow
(cfs)
615 0.030 0.084 0.142 0.256
630 0.032 0.105 0.172 0.309
645 0.034 0.136 0.218 0.388
660 0.037 0.174 0.272 0.483
675 0.910 0.248 0.385 1.543
690 1.472 0.347 0.522 2.341
705 5.569 2.177 3.385 11.13
720 12.23 4.840 4.339 21.41
735 7.854 0.811 1.016 9.681
750 6.889 0.522 0.639 8.050
765 2.667 0.408 0.517 3.592
780 1.379 0.341 0.430 2.151
795 1.161 0.299 0.379 1.838
810 1.019 0.262 0.331 1.613
825 0.899 0.234 0.296 1.428
840 0.799 0.207 0.262 1.268
855 0.728 0.195 0.247 1.170
870 0.692 0.185 0.236 1.113
885 0.657 0.176 0.224 1.058
900 0.623 0.167 0.212 1.002
915 0.589 0.158 0.200 0.947
930 0.554 0.148 0.188 0.891
945 0.519 0.139 0.176 0.834
960 0.485 0.130 0.164 0.778
975 0.462 0.125 0.159 0.746
990 0.451 0.122 0.154 0.727
1005 0.439 0.118 0.150 0.708
1020 0.427 0.115 0.146 0.688
1035 0.415 0.112 0.142 0.668
1050 0.402 0.108 0.137 0.648
1065 0.390 0.105 0.133 0.628
1080 0.378 0.102 0.129 0.608
1095 0.365 0.098 0.124 0.588
1110 0.353 0.095 0.120 0.567
1125 0.340 0.091 0.115 0.547
1140 0.328 0.088 0.111 0.527
1155 0.315 0.085 0.107 0.506
1170 0.303 0.081 0.102 0.486
1185 0.290 0.078 0.098 0.466
1200 0.277 0.074 0.093 0.445
1215 0.267 0.073 0.092 0.433
Continues on next page...
26
TOTAL POST DEV. Q
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 + Hyd. 5 = Outflow
(min) (cfs) (cfs) (cfs) (cfs)
1230 0.263 0.072 0.091 0.426
1245 0.260 0.072 0.091 0.422
1260 0.257 0.071 0.090 0.418
1275 0.255 0.070 0.089 0.414
1290 0.252 0.070 0.088 0.410
1305 0.250 0.069 0.087 0.406
1320 0.247 0.068 0.086 0.402
1335 0.245 0.068 0.085 0.398
1350 0.242 0.067 0.085 0.394
1365 0.240 0.066 0.084 0.390
1380 0.237 0.066 0.083 0.386
1395 0.235 0.065 0.082 0.382
1410 0.232 0.064 0.081 0.378
1425 0.230 0.064 0.080 0.374
1440 0.227 0.063 0.079 0.370
..End
Hydrograph Report
27
Hydraflow Hydrographs by Intelisolve V9.1
Hyd. No. 1
Predevelopment Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1 min
= 5.310 ac
= 5.0%
= LAG
= 9.34 in
= 24 hrs
Sunday, Apr 25, 2010
Peak discharge = 49.43 cfs
Time to peak = 719 min
Hyd. volume = 113,492 cuft
Curve number = 72
Hydraulic length = 400 ft
Time of conc. (Tc) = 8.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
580 0.495 1105 0.768
595 0.598 1120 0.741
610 0.722 1135 0.714
625 0.890 1150 0.686
640 1.099 1165 0.659
655 1.400 1180 0.631
670 1.822 1195 0.604
685 2.576 1210 0.581
700 7.342 1225 0.576
715 39.01 1240 0.570
730 11.20 1255 0.565
745 5.553 1270 0.560
760 3.621 1285 0.554
775 3.045 1300 0.549
790 2.562 1315 0.544
805 2.265 1330 0.538
820 1.990 1345 0.533
835 1.777 1360 0.528
850 1.597 1375 0.522
865 1.521 1390 0.517
880 1.448 1405 0.512
895 1.374 1420 0.506
910 1.300 1435 0.501
925 1.225
940 1.150 ...End
955 1.074
970 1.010
985 0.983
1000 0.956
1015 0.930
1030 0.903
1045 0.876
1060 0.849
1075 0.822
1090 0.795
(Printed values -1.00% of Qp. Print interval =15)
28
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 2
Post Development Q
Hydrograph type = SCS Runoff Peak discharge = 38.48 cfs
Storm frequency = 100 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 83,484 cuft
Drainage area = 3.070 ac Curve number = 83
Basin Slope = 5.0% Hydraulic length = 400 ft
Tc method = LAG Time of conc. (Tc) = 6.2 min
Total precip. = 9.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
512 0.387 1037 0.571
527 0.443 1052 0.554
542 0.502 1067 0.536
557 0.530 1082 0.518
572 0.551 1097 0.500
587 0.629 1112 0.483
602 0.725 1127 0.465
617 0.858 1142 0.447
632 1.008 1157 0.429
647 1.234 1172 0.412
662 1.492 1187 0.394
677 2.022
692 2.751 ... End
707 15.44
722 22.72
737 4.289
752 2.718
767 2.144
782 1.783
797 1.559
812 1.364
827 1.214
842 1.074
857 1.009
872 0.960
887 0.911
902 0.862
917 0.813
932 0.763
947 0.714
962 0.665
977 0.642
992 0.624
1007 0.606
1022 0.589
( Printed values >= 1.00% of Op. Print interval =15)

Hydrograph
Report 29
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 3
POST DEVELOPM ENT RTE
Hydrograph type = Reservoir Peak discharge = 33.15 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 81,514 cuft
Inflow hyd. No. = 2 - Post Development Q Reservoir name = POOL VOLUME POND
Max. Elevation = 137.00 ft Max. Storage = 19,357 cuft
Storage Indication method used.
Hydrograph D ischarge Table (NnW values >= 1.00% of Op. Print interval = 15)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAU Outflow
(min) ds ft as ds as cfs cfs ds ds ds ds cfs
600 0.712 134.95 3.350 0.039 ----- ----- 0.417 ----- ----- ----- ----- 0.456
615 0.839 134.97 3.350 0.039 ----- ----- 0.747 ----- ___ _____ 0.786
630 0.987 134.97 3.350 0.039 ----- ----- 0.900 ----- ----- ----- ----- 0.939
645 1.201 134.98 3.350 0.040 ----- ----- 1.088 ----- ----- ----- ----- 1.127
660 1.455 134.99 3.350 0.040 ----- ---- 1.333 ----- ----- ---- ----- 1.373
675 1.942 135.01 3.469 0.039 ---- -- 1.762 ---- ----- ---- ---- 1.801
690 2.564 135.03 3.694 0.038 ----- --- 2.371 ----- ---- ----- ----- 2.409
705 13.10 135.34 6.465 0.007 ----- ----- 6.456 ----- ----- ----- ----- 6.463
720 32.25 137.00 << 9.020 0.001 ----- ----- 8.896 24.25 ----- ----- ----- 33.15 <<
735 4.498 136.33 8.106 0.002 ----- ----- 7.977 ----- ----- ----- ----- 7.979
750 2.921 135.84 7.356 0.003 ----- ----- 7.304 7.307
765 2.192 135.24 6.200 0.011 ----- ----- 6.186 ---- ----- ----- -- 6.197
780 1.830 135.02 3.562 0.039 ---- ----- 2.012 ----- ----- ----- ----- 2.051
795 1.585 135.01 3.409 0.040 ----- ----- 1.598 ----- ----- ----- ----- 1.638
810 1.389 135.00 3.350 0.040 ----- ----- 1.404 ----- ----- ----- ----- 1.444
825 1.232 134.99 3.350 0.040 ----- ----- 1.239 ----- ----- ----- ----- 1.279
840 1.092 134.98 3.350 0.040 ----- ----- 1.097 ----- ----- ----- ----- 1.137
855 1.016 134.98 3.350 0.039 ---- -- 0.995 ----- ----- ----- --- 1.035
870 0.967 134.98 3.350 0.039 ----- ----- 0.943 --- ----- ----- --- 0.982
885 0.918 134.97 3.350 0.039 ----- ----- 0.894 ----- ----- ----- ----- 0.933
900 0.869 134.97 3.350 0.039 ----- ----- 0.845 ---- ----- ----- ----- 0.884
915 0.819 134.97 3.350 0.039 ----- ----- 0.796 ----- ---- ----- ----- 0.835
930 0.770 134.97 3.350 0.039 ----- ----- 0.746 ----- ---- ---- ----- 0.786
945 0.721 134.96 3.350 0.039 ----- ----- 0.697 0.736
960 0.671 134.96 3.350 0.039 ----- ----- 0.648 ---- ----- ----- ----- 0.687
975 0.644 134.96 3.350 0.039 ----- ----- 0.612 ----- ----- ----- ----- 0.651
990 0.626 134.96 3.350 0.039 ----- ----- 0.593 ---- ----- ----- ----- 0.632
1005 0.609 134.96 3.350 0.039 ----- ----- 0.575 ----- ----- ----- ----- 0.614
1020 0.591 134.96 3.350 0.039 ----- ----- 0.558 ----- ---- ----- ----- 0.597
1035 0.574 134.96 3.350 0.039 -- ----- 0.540 ----- ----- ---- ---- 0.579
1050 0.556 134.95 3.350 0.039 ----- ----- 0.523 ----- ----- ----- ----- 0.562
1065 0.538 134.95 3.350 0.039 ----- ----- 0.505 ----- ----- ----- ----- 0.544
1080 0.521 134.95 3.350 0.039 ----- ----- 0.487 ----- ----- ----- ----- 0.526
1095 0.503 134.95 3.350 0.039 ----- ----- 0.469 ----- ----- ----- ----- 0.508
1110 0.485 134.95 3.350 0.039 ----- ----- 0.452 ----- ----- ----- ----- 0.491
1125 0.467 134.95 3.350 0.039 ----- ----- 0.434 ----- ----- ----- ----- 0.473
1140 0.450 134.95 3.350 0.039 ---- ----- 0.420 ----- ----- ----- ----- 0.459
1155 0.432 134.95 3.350 0.039 ----- ----- 0.405 ----- ----- ----- ----- 0.444
1170 0.414 134.95 3.350 0.039 ----- ----- 0.388 ----- ----- ----- ----- 0.427
Continues on next page...
30
POST DEVELOPMENT RTE
Hydrograph Discharge Table
Time Inflow Elevation
(min) cfs ft
1185 0.396 134.94
1200 0.378 134.94
1215 0.370 134.94
1230 0.367 134.94
1245 0.363 134.94
1260 0.360 134.94
1275 0.356 134.94
1290 0.353 134.94
1305 0.349 134.94
1320 0.346 134.94
1335 0.342 134.94
1350 0.339 134.94
1365 0.335 134.94
1380 0.332 134.93
Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfi1 Outflow
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.350 0.039 ----- ----- 0.371 ----- --- ----- --?- 0.409
3.350 0.039 ----- ----- 0.353 ----- ----- ----- ----- 0.392
3.350 0.039 ----- ----- 0.339 ----- ----- ----- ----- 0.377
3.350 0.039 ----- ----- 0.332 ----- ----- ----- ----- 0.371
3.350 0.039 ----- ----- 0.328 ----- ----- ----- ----- 0.366
3.350 0.039 ----- ----- 0.324 ----- ----- ----- ----- 0.363
3.350 0.039 ----- ---- 0.321 ----- ----- ----- ---- 0.359
3.350 0.039 ----- ----- 0.317 ----- ---- ----- ----- 0.356
3.350 0.039 ----- ----- 0.314 ----- ----- ----- ----- 0.352
3.350 0.039 ----- ----- 0.310 ----- ----- ----- ----- 0.349
3.350 0.039 ----- ----- 0.306 ----- ----- ----- ----- 0.345
3.350 0.039 ----- ----- 0.303 ----- ----- ----- ----- 0.341
3.350 0.039 ----- ----- 0.299 ----- ----- ----- ----- 0.338
3.350 0.039 ----- ----- 0.296 ----- ----- ----- ----- 0.334
...End
Hydrograph Report 31
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 4
POST DEV. WESTSIDE
Hydrograph type = SCS Runoff Peak discharge = 10.98 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 1 min Hyd. volume = 21,606 cuft
Drainage area = 0.950 ac Curve number = 75
Basin Slope = 5.0% Hydraulic length = 200 ft
Tc method = LAG Time of conc. (Tc) = 4.6 min
Total precip. = 9.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
577 0.110 1102 0.141
592 0.131 1117 0.136
607 0.157 1132 0.131
622 0.190 1147 0.126
637 0.232 1162 0.121
652 0.292 1177 0.115
667 0.376 1192 0.110
682 0.526
697 1.519 ... End
712 7.754
727 1.440
742 1.011
757 0.658
772 0.559
787 0.470
802 0.416
817 0.365
832 0.326
847 0.293
862 0.280
877 0.266
892 0.252
907 0.239
922 0.225
937 0.211
952 0.197
967 0.185
982 0.180
997 0.175
1012 0.171
1027 0.166
1042 0.161
1057 0.156
1072 0.151
1087 0.146
( Printed values >=1.00% of Qp. Print interval =15)
Hydrograph Report
32
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 5
POST DEV. SOUTHSIDE
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1 min
= 1.230 ac
= 5.0%
= LAG
= 9.34 in
= 24 hrs
Sunday, Apr 25, 2010
Peak discharge = 15.11 cfs
Time to peak = 715 min
Hyd. volume = 28,323 cuft
Curve number = 79
Hydraulic length = 100 ft
Time of conc. (Tc) = 2.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
550 0.152 1075 0.186
565 0.160 1090 0.180
580 0.179 1105 0.174
595 0.209 1120 0.167
610 0.248 1135 0.161
625 0.296 1150 0.155
640 0.362
655 0.446 ...End
670 0.590
685 0.797
700 3.516
715 15.11 <<
730 1.668
745 1.117
760 0.794
775 0.667
790 0.572
805 0.503
820 0.444
835 0.395
850 0.363
865 0.346
880 0.328
895 0.311
910 0.294
925 0.276
940 0.259
955 0.241
970 0.230
985 0.224
1000 0.218
1015 0.211
1030 0.205
1045 0.199
1060 0.193
(Printed values >=1.00% of Qp. Print interval= 15)
Hydrograph Report
33
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 6
TOTAL POST DEV. Q
Sunday, Apr 25, 2010
Hydrograph type = Combine Peak discharge = 51.10 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 131,443 cuft
Inflow hyds. = 3, 4, 5 Contrib. drain. area= 2.180 ac
Hydrograph Discharge Table
(Printed values >=1.00% of Qp. Print interval =15)
Time Hyd. 3 + Hyd. 4 + Hyd. 5 = Outflow
(min) (cfs) (cfs) (cfs) (cfs)
600 0.456 0.143 0.220 0.820
615 0.786 0.174 0.264 1.224
630 0.939 0.210 0.313 1.462
645 1.127 0.263 0.389 1.780
660 1.373 0.327 0.475 2.176
675 1.801 0.454 0.657 2.912
690 2.409 0.614 0.871 3.894
705 6.463 3.620 5.356 15.44
720 33.15 << 7.345 6.393 46.89
735 7.979 1.212 1.486 10.68
750 7.307 0.777 0.931 9.014
765 6.197 0.605 0.752 7.554
780 2.051 0.505 0.624 3.181
795 1.638 0.441 0.549 2.627
810 1.444 0.387 0.480 2.310
825 1.279 0.344 0.428 2.051
840 1.137 0.305 0.378 1.820
855 1.035 0.286 0.357 1.678
870 0.982 0.272 0.340 1.595
885 0.933 0.259 0.323 1.515
900 0.884 0.245 0.305 1.435
915 0.835 0.231 0.288 1.354
930 0.786 0.217 0.270 1.273
945 0.736 0.203 0.253 1.193
960 0.687 0.189 0.235 1.112
975 0.651 0.183 0.228 1.061
990 0.632 0.178 0.222 1.031
1005 0.614 0.173 0.215 1.003
1020 0.597 0.168 0.209 0.974
1035 0.579 0.163 0.203 0.945
1050 0.562 0.158 0.197 0.916
1065 0.544 0.153 0.191 0.887
1080 0.526 0.148 0.184 0.858
1095 0.508 0.143 0.178 0.829
1110 0.491 0.138 0.172 0.800
1125 0.473 0.133 0.165 0.771
1140 0.459 0.128 0.159 0.746
1155 0.444 0.123 0.153 0.720
1170 0.427 0.118 0.146 0.691
1185 0.409 0.113 0.140 0.662
1200 0.392 0.108 0.134 0.633
Continues on next page...
34
TOTAL POST DEV. 0
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 + Hyd. 5 = Outflow
(min) (cfs) (cfs) (cfs) (cfs)
1215 0.377 0.106 0.132 0.615
1230 0.371 0.105 0.131 0.606
1245 0.366 0.104 0.129 0.600
1260 0.363 0.103 0.128 0.594
1275 0.359 0.102 0.127 0.588
1290 0.356 0.101 0.126 0.582
1305 0.352 0.100 0.124 0.577
1320 0.349 0.099 0.123 0.571
1335 0.345 0.098 0.122 0.565
1350 0.341 0.097 0.121 0.559
1365 0.338 0.096 0.119 0.553
1380 0.334 0.095 0.118 0.548
1395 0.331 0.094 0.117 0.542
1410 0.327 0.093 0.116 0.536
1425 0.324 0.092 0.114 0.530
1440 0.320 0.091 0.113 0.525
...End
35
Hydraflow Rainfall Report
Hydraflow Hydrographs by Intelisolve v9.1
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)
B
D
E
(N/A)
1 0.0000 0.0000 0.0000
2 132.0000 18.0000 1.0000
3 0.0000 0.0000 0.0000
5 169.0000 21.0000 1.0000
10 195.0000 22.0000 1.0000
25 232.0000 23.0000 1.0000
50 261.0000 24.0000 1.0000
100 290.0000 25.0000 1.0000
File name: RDU NC.IDF
Intensity = B / (Tc + D)"E
Sunday, Apr 25, 2010
Return Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.74 4.71 4.00 3.47 3.07 2.75 2.49 2.28 2.10 1.94 1.81 1.69
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.50 5.45 4.69 4.12 3.67 3.31 3.02 2.77 2.56 2.38 2.22 2.09
10 7.22 6.09 5.27 4.64 4.15 3.75 3.42 3.15 2.91 2.71 2.53 2.38
25 8.29 7.03 6.11 5.40 4.83 4.38 4.00 3.68 3.41 3.18 2.97 2.80
50 9.00 7.68 6.69 5.93 5.33 4.83 4.42 4.08 3.78 3.53 3.30 3.11
100 9.67 8.29 7.25 6.44 5.80 5.27 4.83 4.46 4.14 3.87 3.63 3.41
To = time in minutes. Values may exceed 60.
PreCio_ file name: Citv of Wilson.DcD
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.91 3.52 0.00 4.55 5.44 6.80 7.99 9.34
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff4h 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10
Hydraflow Table of Contents 8300-F BATTS FARM-II WQP-REV 112-3-10.gpw
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hydrograph Return Period Recap ...................................................................... 1
- Year
Hydrograph Reports ........................................................................................................ 2
Hydrograph No. 1, SCS Runoff, Predevelopment Q ...................................................... 2
Hydrograph No. 2, SCS Runoff, Post Development Q .................................................. 3
Hydrograph No. 3, Reservoir, POST DEVELOPMENT RTE ......................................... 4
Pond Report - POOL VOLUME POND A .................................................................. 6
Hydrograph No. 4, SCS Runoff, POST DEV. WESTSIDE ............................................. 7
Hydrograph No. 5, SCS Runoff, POST DEV. SOUTHSIDE ........................................... 8
Hydrograph No. 6, Combine, TOTAL POST DEV. Q ..................................................... 9
10 -Year
Hydrograph Reports ...................................................................................................... 11
Hydrograph No. 1, SCS Runoff, Predevelopment Q .................................................... 11
Hydrograph No. 2, SCS Runoff, Post Development Q ................................................ 12
Hydrograph No. 3, Reservoir, POST DEVELOPMENT RTE ....................................... 13
Hydrograph No. 4, SCS Runoff, POST DEV. WESTSIDE ........................................... 15
Hydrograph No. 5, SCS Runoff, POST DEV. SOUTHSIDE ......................................... 16
Hydrograph No. 6, Combine, TOTAL POST DEV. Q ................................................... 17
25 - Year
Hydrograph Reports ...................................................................................................... 19
Hydrograph No. 1, SCS Runoff, Predevelopment Q .................................................... 19
Hydrograph No. 2, SCS Runoff, Post Development Q ................................................ 20
Hydrograph No. 3, Reservoir, POST DEVELOPMENT RTE ....................................... 21
Hydrograph No. 4, SCS Runoff, POST DEV. WESTSIDE ........................................... 23
Hydrograph No. 5, SCS Runoff, POST DEV. SOUTHSIDE ......................................... 24
Hydrograph No. 6, Combine, TOTAL POST DEV. Q ................................................... 25
100 - Year
Hydrograph Reports ...................................................................................................... 27
Hydrograph No. 1, SCS Runoff, Predevelopment Q .................................................... 27
Hydrograph No. 2, SCS Runoff, Post Development Q ................................................ 28
Hydrograph No. 3, Reservoir, POST DEVELOPMENT RTE ....................................... 29
Hydrograph No. 4, SCS Runoff, POST DEV. WESTSIDE ........................................... 31
Hydrograph No. 5, SCS Runoff, POST DEV. SOUTHSIDE ......................................... 32
Hydrograph No. 6, Combine, TOTAL POST DEV. Q ................................................... 33
IN Report .......................................................................................................... 35
Hydrograph Report
36
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 3
POST DEVELOPMENT RTE
Hydrograph type = Reservoir Peak discharge = 4.486 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 13,849 cuft
Inflow hyd. No. = 2 - Post Development Q Max. Elevation = 135.10 ft
Reservoir name = POOL VOLUME POND A Max. Storage = 5,892 cuft
Storage Indication method used.
POST DEVELOPMENT RTE
Q (cfs) Hyd. No. 3 -- 1 Year
8.00
6.00
4.00
2.00
0.00 1 1 -."
0 2 4
- Hyd No. 3
Q (cfs)
8.00
6.00
4.00
2.00
,. 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 2 f- - Total storage used = 5,892 cult
Hydrograph Report 37
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 3
POST DEVELOPMENT RTE
Hydrograph type = Reservoir Peak discharge = 7.851 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 1 min Hyd. volume = 39,123 cuft
Inflow hyd. No. = 2 - Post Development Q Max. Elevation = 136.20 ft
Reservoir name = POOL VOLUME POND A Max. Storage = 13,228 cuft
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 '
0 2 4
- Hyd No. 3
POST DEVELOPMENT RTE
Hyd. No. 3 -- 10 Year
6 8 10
- Hyd No. 2
12
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
14 16 18 20 22 24 26
Time (hrs)
Total storage used = 13,228 cult
38
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Sunday; Apr 25; 2010
Hyd. No. 3
POST DEVELOPMENT RTE
Hydrograph type = Reservoir Peak discharge = 15.20 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 53,651 cuft
Inflow hyd. No. = 2 - Post Development Q Max. Elevation = 136.66 ft
Reservoir name = POOL VOLUME POND A Max. Storage = 16,714 cuft
Storage Indication method used.
POST DEVELOPMENT RTE
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 3 Hyd No. 2 Total storage used = 16,714 cult
Hydrograph Report 39
Hydraflow Hydrographs by Intelisolve v9.1 Sunday; Apr 25; 2010
Hyd. No. 3
POST DEVELOPMENT RTE
Hydrograph type = Reservoir Peak discharge = 33.15 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 81,514 cuft
Inflow hyd. No. = 2 - Post Development Q Max. Elevation = 137.00 ft
Reservoir name = POOL VOLUME POND A Max. Storage = 19,357 cuft
Storage Indication method used.
POST DEVELOPMENT RTE
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
- Hyd No. 3 Hyd No. 2 1 Total storage used = 19,357 cult
Hydrograph Report
40
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 6
TOTAL POST DEV. Q
Hydrograph type = Combine Peak discharge = 5.990 cfs
Storm frequency = 1 yrs Time to peak = 12.02 hrs
Time interval = 1 min Hyd. volume = 21,662 cuft
Inflow hyds. = 3, 4, 5 Contrib. drain. area: 2.180 ac
TOTAL POST DEV. Q
Q WS) Hyd. No. 6 -- 1 Year Q WS)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 6 Hyd No. 3 Hyd No. 4 Hyd No. 5
Hydrograph Report
41
Hydraflow Hydrographs by Intelisolve v9.1 Sunday, Apr 25, 2010
Hyd. No. 6
TOTAL POST DEV. Q
Hydrograph type = Combine Peak discharge = 19.49 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 1 min Hyd. volume = 62,143 cuft
Inflow hyds. = 3, 4, 5 Contrib. drain. area= 2.180 ac
TOTAL POST DEV. Q
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs}
- Hyd No. 6 Hyd No. 3 ---- Hyd No. 4 Hyd No. 5
42
Hydrograph Report
Hydraflow Hydrographs by fnteHsoW v9.1 Sunday, Apr 25, 2010
Hyd. No. 6
TOTAL POST DEV. Q
Hydrograph type = Combine Peak discharge = 24.74 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 1 min Hyd. volume = 85,779 cuft
Inflow hyds. = 3, 4, 5 Contrib. drain. area= 2.180 ac
TOTAL POST DEV. Q
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 6 - Hyd No. 3 Hyd No. 4 - Hyd No. 5
43
Hydrograph Report
Hydraflow Hydrographs by lntelisoNe v9.1 Sunday, Apr 25, 2040
Hyd. No. 6
TOTAL POST DEV. Q
Hydrograph type = Combine Peak discharge = 51.10 cfs
Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 1 min Hyd. volume = 131,443 cuft
Inflow hyds. = 3, 4, 5 Contrib. drain. area= 2.180 ac
Q WS)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
TOTAL POST DEV. Q
Hyd. No. 6 -- 100 Year

Q WS)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 6 Hyd No. 3 Hyd No. 4 - Hyd No. 5