20100249 Ver 1_401 Application_20100410

FAST LANE
27997 : __._ .: _ _.,•?
i , . SAME -DAY
ll: >
"_. L
-
NEXT DAY
FROM S & EC
11010 RAVEN RIDGE ROAD
RALEIGH, NC 27614
846-5900
PROJECT=`a.?
PICKUP DATE PICKUP TIME 828-0303
DRIVER ;u'ti',=-- # OF PIECES E WEIGHT _
BILL TO : IIPPE!k, RECEIVER 3RD PARTY •:
CAR VAN - ROUND TRIP CHARGES { a « s
0
DWQ
2321 CRABTREE BLVD
RALEIGH, NC 27604
SIGNATURE
' PRINT _
1 , ATE TIME
Ltp Io - oaLi sPAID
EXPRESS REVIEW
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com April 20, 2010
S&EC Project # 8843.W2
US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Thomas Brown
3331 Heritage Trade Drive, Ste. 105
Wake Forest, NC 27587
From: Debbie Edwards
Soil & Environmental Consultants, P.A.
11010 Raven Ridge Road
Raleigh, NC 27614
NC Division Of Water Quality
401 Oversight and Express Permits Unit
Attn: Ian McMillan/Lia Gilleski
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260 ? [5.11
APR 2 0 2010
DENR - WATER QUALITY
Re: Smithfield Business Park WETLANDS AND STORMWATER BRANCH
Smithfield, Johnston County, NC
On behalf of the applicant, Motaparthy Properties, LLC (Attn: Dr. Venkatasomaiah C. Motaparthy),
please find attached a complete application and supplemental information requesting written concurrence
from the U.S. Army Corps of Engineers (USACE) and the N.C. Division of Water Quality (NCDWQ) that the
activities proposed below may proceed under Nationwide Permit 39 and General Water Quality Certification
3821. Please contact meat [phone] if you have any questions or require additional information.
PROJECT SUMMARY
Project Name Smithfield Business Park
Project Type Commercial Development
Owner / Applicant Moto arth Properties, LLC
County Johnston
Nearest Town Smithfield
Waterbod Name Neuse River
Basin / Sub-basin 27-(41.7)
Index Number 03-04-02
Class WS-V, NSW
IMPACT SUMMARY
Stream Impact (acres): 0
Jurisdictional Wetland Impact (acres): 0.185
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.185
Total Stream Impact (linear feet): 0
Non-404 Jurisdictional Wetland (acres): 0.108 (NCDWQ)
Attachments:.
Pre-construction Notification (PCN) Application
Agent Authorization
USGS Vicinity Map & Johnston County Soil Survey
Project Narrative-"Smithfield Business Park Stormwater Management Plan Project Narrative"
EBX Mitigation Acceptance Email (dated 04/19/10)
Biological Assessment-Dr. J.H. Carter 111 and Associates, Inc.-Sept. 2002
USFWS letter-October 23, 2002
Existing Conditions Map-T1 of 1 (DWQ only)
Overall Site Plan-SWMP-1 of 6 (DWQ-24X36; USACE-8.5x11)
Impact Exhibit Map-SWMP-2 of 6 (DWQ-24X36; USACE-8.5x11)
Stormwater Management Plan-SWMP-3 of 6 through SWMP-6 of 6 (DWQ only)
Grading and Storm Drainage Plan-G1 of 1 (DWQ only)
Stormwater Calculations, supplemental Forms, photo, Soils Report and 0&M Agreements (DWQ only)
$2000.00 Water Certification Fee-EXPRESS REVIEW (DWQ only)
Charlotte Office: Greensboro Office:
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
O?cF W ATF9oG
O t
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:
®Section 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number: N/A
1c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1d. Type(s) of approval sought from the DWQ (check all that apply):
? 401 Water Quality Certification - Regular ® Non-404 Jurisdictional General Permit
® 401 Water Quality Certification - Express ? Riparian Buffer Authorization
1e. 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
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ® Yes ? No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Smithfield Business Park
2b. County: Johnston
2c. Nearest municipality / town: Smithfield
2d. Subdivision name: N/A APR 2 0 2010
2e. NCDOT only, T.I.P. or state
project no: N/A
OENR-WAMQUALITY
3. Owner Information
3a. Name(s) on Recorded Deed: Motaparthy Properties, LLC
3b. Deed Book and Page No. D.B. 2444, Pg. 0534
3c. Responsible Party (for LLC if
applicable): Dr. Venkatasomaiah C. Motaparthy
3d. Street address: 105 Cashwell Drive
3e. City, state, zip: Goldsboro, NC 27534
3f. Telephone no.: 919-731-2526
3g. Fax no.: 919-580-0988
3h. Email address: N/A
Page 1 of 12
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ® Other, specify: Applicant-please send correspondence to both
Applicant and Agent
4b. Name: Dr. Venkatasomaiah C. Motaparthy
4c. Business name
(if applicable): Motaparthy Properties, LLC
4d. Street address: 105 Cashwell Drive
4e. City, state, zip: Goldsboro, NC 27534
4f. Telephone no.: 919-731-2526
4g. Fax no.: 919-580-0988
4h. Email address: N/A
5. Agent/Consultant Information (if applicable)
5a. Name: Debbie Edwards
5b. Business name
(if applicable): Soil & Environmental Consultants, PA
5c. Street address: 11010 Raven Ridge Road
5d. City, state, zip: Raleigh, NC 27614
5e. Telephone no.: 919-846-5900
5f. Fax no.: 919-846-9467
5g. Email address: [e-mail]
Page 2 of 12
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): Parcel ID: 2603-08-3896
1 b. Site coordinates (in decimal degrees): Latitude: 35.5037 Longitude: -78.3261
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: ± 20.24 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Neuse River 27-(41.7)
proposed project:
2b. Water Quality Classification of nearest receiving water: WS-V; NSW
2c. River basin: Neuse 03-04-02; Cataloging Unit 03020201
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application: The existing conditions include a wooded site that has been harvested. The general land use in the vicinity of
the project is a mixture of commercial, institutional and some residential.
3b. List the total estimated acreage of all existing wetlands on the property:
Approximately 2.617 jurisdictional and 0.264 non-404 jurisdictional.
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
There are no streams on property.
3d. Explain the purpose of the proposed project.
The purpose of the proposed project is to construct the infrastructure necessary for the Smithfield Business Park
along with bringing lot # 3 to grade for construction of a commercial building.
3e. Describe the overall project in detail, including the type of equipment to be used:
The overall project includes the construction of a road (Towne Center Place), the utilities (i.e. sewer and water), a
restaurant on lot #3 and a stormwater wet pond and level spreader on lot #8. Heavy equipment typically used for
construction, paving and excavation will be employed for this project.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property / ® Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
®Preliminary ? Final
Comments: Jurisdictional Determination Package submitted
to USA CE on 04113106 requesting Final JD.
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Soil & Environmental
Name (if known): Sean Clark Consultants, PA Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
USACE-site visits have taken place with Kevin Yates and Jean Manuele, in 2004 & 2005, consecutively.
5. Project History
5a. Have permits or certifications been requested or obtained for ? Yes ® No ? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
N/A
Page 3 of 12
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
6. Future Project Plans
6a. Is this a phased project? ® Yes ? No
6b. If yes, explain.
Phase 1 will include the road, utilities and lot #'s 3 & 8. All future phases will depend on need and location; most likely lot
#'s 1 and/or 2 will be the next developable phase because of their location near road frontage.
Page 4 of 12
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 number - Type of jurisdiction
Permanent (P) or Type of Type of wetland Forested (Corps - 404, 10 Area of impact (acres)
Temporary (T) impact (if known) DWQ - non-404,
other
W1 (Area 1A) ® P ? T Fill-Lot Emergent ? Yes
® No ® Corps
? DWQ 0.070
W2 (Area 1B) ® P ? T Fill-Road Emergent ? Yes
® No ® Corps
? DWQ 0.100
W3 (Area 1C) ® P ? T Fill-Road Emergent ? Yes
® No ® Corps
? DWQ 0.015
W4 (Area 2A) ® P ? T Fill-Road Emergent ? Yes
® No ? Corps
® DWQ 0.108
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts 0.185 Corps (404)
0.108 DWQ (non-404)
2h. Comments: Non-404 jurisdictional is represented as "non jurisdictional" on impact exhibits.
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 number - Type of Stream name Perennial Type of jurisdiction Average Impact
Permanent (P) or impact (PER) or (Corps - 404, 10 stream length
Temporary (T) intermittent DWQ - non-404, width (linear
(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 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts
3i. Comments:
Page 5 of 12
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 individual) list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of
impact number - waterbody Type of impact Waterbody type Area of impact (acres)
Permanent (P) or (if applicable)
Temporary T
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: N/A
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 for impact Buffer Zone 1 impact Zone 2 impact
Permanent (P) or Stream name mitigation (square feet) (square feet)
Tempora T required?
131 ?P?T ?Yes
? No
B2 ?P?T ?Yes
? No
B3 ?P?T ?Yes
? No
6h. Total buffer impacts
6i. Comments:
Page 6 of 12
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The proposed Smithfield Business Park has been designed to avoid and minimize impacts to jurisdictional wetlands
and non-404 jurisdictional wetlands to the maximum extent practicable. The project engineer has modified site
plans to include only impacts within lot #3 and the Towne Center Place road until more detailed site plans are
designed for the other lots within the business park. Impact Area 1A is necessary to meet parking area requirement
for the restaurant that is to be constructed on lot #3. With regard to impact Areas 2A & 3A, in order to access the
property (intersection point set at Hwy 70) it was necessary to bisect this wetland are. The design engineer
proposed this road crossing to cross the wetland at a 901 angle and at its narrowest point. Additionally, Impact Area
2A is necessary for access to the remainder of the property & lots. Lot # 8 will include a wet detention pond and
level spreader. No impacts to wetlands are proposed within this lot. The BMP's will be designed to service the
entire 20+ acres.
For further justification, the project engineer has provided a Project Narrative. See attached "Smithfield Business
Park Stormwater Management Plan Project Narrative."
Furthermore, the applicant is aware of the regional conditions associated with the Nationwide Permits 39. With
respect to commercial/institutional development conditions (NWP 39-Regional Conditions section 4.0) the applicant
does not anticipate any impacts to streams or wetlands associated with stormwater facilities, there are no impacts
associated with single-family recreation facilities, there are no permanent wetland or stream fills proposed within the
floodway/floodplain and the stream classification for this project is WS-V, NSW (i.e. not Outstanding Resource
Waters, High Quality Waters, Coastal Wetlands or wetland adjacent to these waters).
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Erosion & Sediment Control plans will require measures to protect water quality during construction activities (i.e.
wetland protection fencing, silt fencing, sediment basins etc.).
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ® Yes ? No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ? DWQ ® Corps
® Mitigation bank
2c. If yes, which mitigation option will be used for this
El Payment to in-lieu fee program
project?
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank: Neu-Con Westbrook Site
3b. Credits Purchased (attach receipt and letter) Type: non-riparian
wetland Quantity: up to 0.38 acres
Page 7 of 12
PCN Form - Version 1.3 December 10, 2008 Version
3c. Comments: Because proposed permanent impacts exceed 1/10 acre of jurisdictional wetlands the applicant
proposes compensatory mitigation for impacts to non-riparian wetlands. Environmental Banc & Exchange, LLC has
written an email stating that they will provide non-riparian wetland credits for the Smithfield Business Park project from the
Neu-Con Westbrook Site, please see attached email from Mr. Martin W. Hovis of EBX dated April 19, 2010.
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: 0 linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): 0 square feet
4e. Riparian wetland mitigation requested: 0 acres
4f. Non-riparian wetland mitigation requested: 0 acres
4g. Coastal (tidal) wetland mitigation requested: 0 acres
4h. Comments: N/A
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
N/A
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: N/A
Page 8 of 12
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?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: The project requires a Stormwater Management Plan (SMP), as a result ® Yes ? No
the proposed SMP includes a wet detention pond followed by a level spreader.
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 65%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: N/A
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, na rrative description of the plan:
Please see attached SMP, including supplemental worksheets, calculations, plans, photo, soils report and signed &
notarized O&M Agreements. This plan includes a stormwater wet detention pond and level spreader that will be designed
to treat the stormwater for the entire 20+ acre business park.
? 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 government's jurisdiction is this project?
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties
? HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
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 9 of 12
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the ? Yes ® No
use of public (federal/state) land?
1 b. 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
? Yes ? No
letter.)
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 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® 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.
We have reviewed the "Draft Internal Policy, Cumulative impacts and the 401 Water Quality Certification and Isolated
Wetlands Programs" document prepared by the NC Division of Water Quality on April 10, 2004, version 2.1. The draft
states that many private developments are unlikely to cause cumulative impacts, including projects such as urban in-fill,
most residential subdivisions and small commercial developments as well as agricultural and silvicultural operations. The
Smithfield Business Park project is a small commercial development. Additionally, the project is located within
Johnston County and therefore the adjacent properties that have potential for development will have the following
regulations to protect downstream waters: 1) the Neuse River Basin Riparian Buffer Protection regulations which
require limited development within the riparian buffer area in addition to "diffuse flow" requirements at a minimum
and could require Best Management Practices that control nitrogen if diffuse flow cannot be achieved; and 2) the
Neuse River Nutrient Sensitive Waters Management Strategy requirements required by the Town of
Smithfield/Johnston County.
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.
The project will connect to the Town of Smithfield's Sanitary Sewer System. The Town will ensure that the capacity of
their treatment facility will not be exceeded.
Page 10 of 12
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. ? A
h
ill
s
ev
e
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
The NC-Natural Heritage Programs Virtual Workroom was used to search for elemental occurrences of state and
federally protected species in the vicinity of the project. The Virtual Workroom found "3" elemental occurrences of
state and/or federally protected threatened/endangered species within 2 miles of the vicinity of the project. It was
determined based on the search that two elemental occurrences of Picoides borealis (Red-cockaded woodpecker)
listed as endangered (E) by the state and listed as endangered by the federal (E) is located within 2 miles of the
project location. As such, a Biological Assessment was conducted by Ms. Jan Goodson and Dr. J. H. Carter 111 of
Dr. J. H. Carter Ill and Associates, Inc. in September 2002 (see attached report). The biological determination by
this report was not likely to adversely affect the RCW. Furthermore, as per a letter dated October 23, 2002, Mr.
Garland Pardue, Ph. D. of the USFWS indicated that the requirements of section 7(a)(2) of the ESA have been
satisfied (see attached letter). It was also determined based on the search that an elemental occurrence of Lanius
ludovicianus (Loggerhead Shrike) listed as (SC) by the state is located within 2 miles of the project
location. References: [NHP] North Carolina Natural Heritage Program. 2010. Internet-based search: Natural
Heritage Program Virtual Workroom <http://www.ncnhp.org> Accessed 20 April 2010.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
References: [NOAA] National Oceanic and Atmospheric Administration. 2009. Internet-based search: NOAA
Fisheries Essential Fish Habitat Mapper <http://Sharpfin.nmfs.noaa.govlwebsitelEFH Mapper/map.aspx>
Accessed 20 April 2010.
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?
Records checks at the State Historic Preservation Office or the Office of State Archeology were not performed. No
structures were observed during the stream/wetland evaluation. The project will be constructed on developed land and is
within the Town of Smithfield ETJ.
Page 11 of 12
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 floodplain determination? NC Floodplain Mapping Program
(http://www. ncfloodmaps. com)
April 20,
Debbie Edwards ??
??
?
' 2010
??k ... ?,
u
.ll
Applicant/Agent's Printed Name Applicant/Agent's Signature
Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.
Page 12 of 12
FROM :DIGESTIVE DISEASE CENTER PA FAX NO. :9195800988 Mar. 27 2010 10:54AM P2
rvier 2b 11) Ut:lue Herring-wwnd~oc. 1404plVJW p•49
Environmental Consultants, PA
*-A . 0 -1-;-16 M r& C mad. 27614 • Fhoaa: (919) 146591151 . Van: (919) 6464467
pr - V o h ?._._. _..
tiatne
Address: _ 105 Caa hve l l Drive
,g9ldaboro. NC 7534
-
la mnw: (919) 731-;526
''roject Name/Descriptive: ,{ t?+fi t a 1s.ui r>ataft S&EC Project a?
Park
.)&to: 3124/10
'rho Depprbroentof the Army
U S6 A=y Corps of Engineers, WilrahVm District
'P.O. BOX law
ivilmingtoo, NC 28402
Attn: -
Field Offue -
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
L the current landw mer or municipal official hereby designate and audwrixe Soil & Environmental
Consultants, PA to act m my behalf as my agent in the processing of permit applications, to fury sh upon
request supplemental information in support of applications, etc. from this day forward. The
2 a tI day of doh, 2IA
This notification supersedes any previous correspondence concerning fire agent for fl* project.
NCMC1 ; Tkis authoria Han, for liability and protewiosasl courtesy reasons„ is valid only for
government officlats to ester the property when accompanied by 5400 staff. You should call SPEC:
to ar+rafige a site steeling prior to visitimg the site.
px V. C. Notaparthy
reintpropertr Owner's or Municipal Offidara Name ty Owner's or . rpr1 Official's %ignature
cc: I&I. C-yndi Kardy cc; Ms. Debbie Edwards
NCOENR - UWQ Soil a Environmental Consultants, PA
2321 Crabtree Boulevard
Relaigh, NC 27604
Grcanatnm.?'i41:
c ,.lam 61-r w
5517E la?wralale pri?ti
2311 LcPiil C 1^Cawi6 1Z5 SaiK C Gronnhom NC 27455 Cw%wd rhm-, W rx)20 Phone: ('116) W4Z.i4
Fax: 100 -?AM tae: (116)5*165235
AGENT AUTHORIZATION FORM
?`??
Ali ftnM To Ik F1214 In By Dr. CUWMt LWdOMK Of

No .? NnD >.?? ? AuA Pa NoA ? . '; z
-? GOA
LY NnD Ra °
Ra'- RbA NoB N,t ' Ch ? y ? LY
r ?
GoA { ) To Cnc NoA , 9 GSA -
1( Ra i
NnD
NoA y NoA ?,` NoB
m
' StA NoB GoA NoA LY
RbA NUA
^l / ? -.Ra bnA Ly
' GoA
v
AsA yr floA ?'
m NoB }B' Ud r
G C
a NuA NoA p?, B v AuA Nob
NoA GoA
NoB AsA R 7i
Wt z ?\ Ht. Quo BO.A ?oP
WD
uoA
RbA Na
A L NoB FaB Ro GoA Ud
Ra o? Coc GoA Gt - No B
GoA StA f WaB e wt ,ST Wo\ Ram No.
Ro ' LY GoA
RbA `-AsA 1 AaA BoA z `\Wt GqA
aB NuA - qd9 StA Ch Ro tJOA Gr ??? Ra z° _\ Ra
G Nob
e8 ?. AaA U
LY AsA
1 ?.^
Ro 9a4 Wt LY Ly
Ix" Wt NuA
GoA ! WoD RbA
Ge8 NuA C Ch h NuA
f t:
Ro . NuA RbA
StA - 'k,
Ro
StA AaA NuA. ? Bb_ LY
Ch GoA I t 1 GoA GoA
SMITHFIELD L v°P' Gr
Wt Ch LY _ Ly
t?
\ - C2, V OP Cif
NuA Ly RbA Ly
Ch
Gr Ly 6M
Gr
y
GoA NuA Q L Gr
PoP oP Ra
\ NoA
q Sot - -
06
WA 9s ?P RGA r UA
RbA NoA
t;r
ly WA A Ra
Project: Scale: Figure 2- Soil Survey
M3.W1 1":2000
Project Date: Map Soil & Environmental Consultants, PA.
Mgr.: SC 6118/04 (Sheet 7)
11010 Raven Ridge Rd.- Raleigh, NC 27614
Smithfield Industrial Park [phone] • [phone]
Herring & Sutton Web Page: www.SandEC.com
Johnston County, NC
SMITHFIELD BUSINESS PARK
STORMWATER MANAGEMENT PLAN
PROJECT NARRATIVE
Smithfield Business Park is 20+/- acre a commercial development project, containing 7
buildable lots located within the Town of Smithfield on US 70 Business (Market Street)
near its intersection with 1-95. The project with be developed in phases with Phase I
consisting of the construction of all public infrastructure to include roadway, utilities and
stormwater management facilities. Also in Phase I a Golden Corral restaurant will be
constructed on Lot No. 3. As sold the remaining 6 lots will be developed with their
stormwater runoff be directed to the proposed water quality pond and engineered level
spreader and filter strip. At this point in time we cannot say for sure which lots will be
developed next. However lots 1 and 2 have the highest probability.
To the maximum extent feasible we have minimized our wetland impacts. Roadway
construction has been planned to cross existing wetland areas at near 90 degree angles
in the location of least width of wetlands. Proposed parking is balance with proposed
building area to comply with the requirements for parking for the Town of Smithfield.
The proposed site plan for Phase I has received technical review approval from the
Town of Smithfield subject to issuance of wetland permits.
During construction we will provide wetland protective fencing when construction
approaches wetland areas as well as silt fence. All disturbed areas will be seeded and
mulched upon completion of grading activities with a minimum of temporary if not
permanent seeding and mulching to re-establish ground cover as soon as possible.
Also piping is proposed to interconnect the wetland lands dissected by the proposed
roadway construction.
We have designed the proposed water quality pond assuming that we have a total
development impervious area of 65%.
Please note that we are proposing to purchase our wetland credits from Environmental
Banc &Exchange, LLC of Raleigh, NC. Our contact person is Norton Webster
Smithfield Business Park project
Debbie Edwards
From: Ron Sutton [[e-mail]
Sent: Monday, April 19, 2010 4:19 PM
To: Debbie Edwards
Subject: FW: Smithfield Business Park project
Follow Up Flag: Follow up
Flag Status: Red
Debbie attached is an e-mail from Environmental Banc & Exchange, LLC for the Smithfield Project.
Ron
From: Martin Hovis [mailto:[e-mail]]
Sent: Monday, April 19, 2010 4:10 PM
To: Ron Sutton
Subject: Smithfield Business Park project
Page 1 of 1
Mr. Sutton,
Environmental Banc & Exchange, LLC will provide non-riparian wetland credits for the Smithfield Business Park
project up to 0.38 acres from our Neu-Con Westbrook Site located in the Neuse 01.
Thanks,
Martin W. Hovis
Environmental Banc & Exchange, LLC
909 Capability Drive, Suite 3100
Raleigh, NC 27606
Work 919.829.9909
Cell 919.648.3661
Fax [phone]
www.ebxusa.com
[e-mail]
4/20/2010

NOU-20-2002 1134
P.01i05
DR. J.H. CAR'V'ER III & ASSOCIATES, INC.
Environmental Consultants
P.O. Box 891
Southern Pines, N.C. 28388
Office phone: [phone]
Facsimile: [phone]
F,-mail: [e-mail]
TO: Mr. Ron Sutton
FAX NUMBER: 252-291-5900
COMPANY: Herring, Sutton and Associates
FROM: Jan Goodson
DATE: 11-20-02 TTME: 1050
TOTAL # OF PAGES (including cover): 15
COMMENTS: Reference to 100 percent removal of habitat is in last paragraph of the METHODS
section and the third paragraph of the RESULTS AND DISCUSSION section. Please call
with any questions.
Endangered Species Surveys • Environmental Assessments • Land Management • Wetlands Mapping and Petmifing
NOV--20-2002 1134 P.02/05
BIOLOGICAL ASSESSMENT FOR
COMMERCIAL DEVELOPMENT OF THE MOTOPARTHY
TRACT (SMITHFIELD POINNTE),
SMITHFIELD, JOHNSTON COUNTY, NORTH CAROLINA
Prepared by:
Ms. Jan Goodson and Dr. J.A. Carter III
Dr. J.D. Carter III and Associates, Inc.
Environmental Consultants
P.O. Box 891
Southern Pines, NC 28389
Submitted
on 23 September 2002
To:
Dr. Laksbmi. K. Motoparthy V, C
c/o Mr. Ed Etheridge
Etheridge Associates
P.O. Box 3506
Wilson, NC 27995
NOV-20-2002 11:34 P.63/05
BIOLOGICAL ASSESSMENT FOR
COMMERCIAL DEVELOPMENT OF THE MOTOPARTHY
TRACT (SMITHFIELD POINTE),
SMITHFIELD, JOHNSTON COUNTY, NORTH CAROLINA
INTRODUCTION
Dr. L.K. Motoparthy proposes to develop a commercial business park (Smithfield
Pointe) on approximately 19 acres adjacent to the intersection of US Highway 70-Business
and Interstate (1)- 95 in Smithfield, Johnston County, North Carolina The proposed project
will impact the foraging habitat associated with l active cluster of the federally endangered
red-cockaded woodpecker (Picoides borealis) (RCW) located on the Johnston Community
College (JCC) campus. This assessment evaluates the impacts of this project on the RCW
pursuant to Section 9 of the Endangered Species Act (ESA), as amended.
PROJECT AREA
The project area is located in the west-central Coastal Plain of North Carolina in the
City of Smithfield, Johnston County (Figure 1). Elevations range from 1 10 to 180 feet above
mean sea level. The soils are generally loams, loamy sands, sandy loams and silt loams. The
dominant upland soils are the Grantham, Goldsboro and Norfolk series. The dominant
wetland soils are the Wehadkee and Chewacla series. Streams in the area drain into the Neuse
River.
Historically, the uplands were forested with longleaf pine (.Pints palustris) dominated
communities, predominantly Mesic Pine Flatwoods. This community was characterized by
frequent low intensity fires, which produced a sparse midstory and a diverse herb layer.
Hardwoods such as sweetgum (Liquidambar styraciJlua), post oak Q. stellata), sourwood
(Oxydendrum arboreum) and flowering dogwood (Cornus florida) were common in the
understory. The ground cover was dominated by Carolina wiregrass (ArWida stricta), a
diverse assemblage of herbaceous plants, plus shrubs such as dwarf blueberry (Vaccinium
NOV-20-2602 1135
V. U4/NA
Figure 1. Location of the project area aad project vibe usodeed with the proposed SmitMeld
Poiabe coara*mW devekq meet (Motoparthy Tod), Smitid;ield, Johnston County,
North Carohn.
NOV-20-2002 1136
P.05/05
tenellum) and dangleberry (Gaylussacia frondosa). Bracken fern (Pteridium aquilinum) was
locally abundant-
Lowland communities consisted of Coastal Plain Bottomland Hardwood (Brownwster
Subtype). This community occurred in floodplains that were occasionally to frequently
flooded. Common tree species were river birch (Betula nigra), Carolina ash (F'raxinus
tarohniana), sweeigum, sycamore (Platanus occidentalis) and box elder (Acer negundo).
Pond Pine Woodland occurred on poorly drained interstream flats. The dominant overstory
species was pond pine (Pinus serodna). Coastal Plain Small Strcam Swamp occurred in small
to medium-sized drainages. Dominant overstory species included bald cypress (Taxodium
disrichum), swamp blackgum (Nyssa bylora), tulip poplar (Liriodendron tulipifera), red
maple (Acer rubrum) and loblolly pine (Pines weds).
Much of the project area is now converted to young pine plantations, agricultural
fields and residential and commercial development. The remaining mature pine forests have
hardwood encroachment and are fire suppressed. Former longleaf sites are now dominated by
loblolly pine and mixed hardwoods.
Historically, the RCW was common in pine forests of the Coastal Plain and ranged
throughout most of the Southeast, but significant populations remain today in only a few
isolated localities (USFWS 1985). Several RCW clusters occur east of Interstate (1)-95 in
Jolmston County, but only 1 known active cluster (JC 03) is located west of I-95.
PROJECT SITE
The project site is located west of the intersection of US Highway 70-Business and I-
95 (Figure 2). it is bounded to the north. by commercial and residential development and US
70-Business, to the south by I-95, to the east by commercial development and I-95 and to the
west by JCC. A relatively large, privately-owned, pine-hardwood forest is located south of
the project site across 1.95. This area contains 1 known inactive RCW cluster QC 02).
Soils on the project site are Grantham silt loam and Norfolk loamy sand. The majority
of the project site is forested with dense loblolly pine approximately 25 to 40 years old. The
understory and midstory is moderately dense to dense and consists of red maple, sweet gum
(Liquidambar styraciua), red bay (Persea borbonia), persimmon (Diospyros virginiana )
and water oak (Quercus nigra). The shrub layer is open to moderately dense and consists of
3
TOTAL P.05
NOV-20-2002 1137
Sr.gbwaY 70
P.01i01
July 2002 Figure 2. Site plan for the the
proposed Smithfield Pointe
commercial development
1 inch = 325 feet (Motoparthy Tract),
Smithfield, Johnston County
Dr. J. H. Carter III North Carolina.
& Assocsates, Inc.
I11
TOTAL P.01
NOV-20-2002 11:38
P.01i01
switch cane (Arundinaria tecta), horse sugar (Symplocos tinctoria), strawberry bush
(Euonymus americanus) and sweet pepperbush (Clethra a/nffolia). Vines of Virginia creeper
(Parthenocissus quinquefolia) and greenbrier (Smilax laurlfolia) are dense in areas.
A power line right-of-way (ROW), water line ROW and a woods road traverse the
Motoparthy Tract. The 75-foot wide power line ROW begins at US Highway 70-Business
and runs south approximately 200 yards into the property. The water line ROW
(approximately 75 feet wide) begins behind a commercial development (convenience store)
and is approximately 100 yards long. The woods road traverses the property from northwest
to southeast and connects the power line and water line ROWs.
PROJECT DESCRIPTION
Dr. L.K. Moioparthy proposes construct a commercial development adjacent to the
intersection of U.S. Highway 70-Business and I.95 (south), Smithfield, Johnston County,
North Carolina. When developed, the 19-acre property will be called Smithfield Pointe.
CONSULTA'T'ION HISTORY
The JCC campus contains 2 red-cockaded woodpecker clusters (JC 01 and JC 03).
The development of the Health Occupations Building within the JC 01 cluster led to the loss
of several RCW cavity trees in 1993. A Biological Assessment for this development
(Biological assessment for a proposed Health Occupations Building at Johnston Community
College Smithfield, Johnston County, North Carolina, Dr. J.H. Carter M & Associates 1995)
was submitted in February 1995 to the U.S. Fish and Wildlife Service (USFWS). Tlu
assessment included a Management (mitigation) Plan for the RCW, which was revised in rune
1995 to include USFWS recommendations. The USFWS required JCC to mitigate the cavity
tree losses caused by the construction of the Health Occupations Building. RCW Cluster JC
03 on the JCC campus was chosen as the mitigation site. At that time, this cluster was
abandoned and contained l relic cavity tree (#8), which was subsequently lost in Hurricane
Fran.
Three drilled cavities and 3-drilled starts were provisioned at JC 03 in March 1995.
RCWs from JC Ol successfully moved to JC 03 in 1996, although the group still used at least
1 of the cavity trees in JC 01 (1996 Johnston Community College Annual Report, Dr. J.H.
TOTAL P.01
NW-20-2002 11:39 P.01i01
Carter III and Associates, Inc.). Foraging habitat associated with Cluster JC 01 was
reallocated to Cluster JC 03.
Another foraging habitat analysis was conducted for JC 03 in February 2000 for an
unrelated project in the area (Biological Assessment of Guin Properties, Smithfield, Johnston
County, North Carolina, Dr. J.H. Carter III & Associates 2000 a) and approved by the
USFWS on 30 March 2000.
A foraging habitat analysis was conducted for IC 03 in January 2000 for a new
classroom building on the JCC campus. A Biological Assessment was submitted to USFWS
in September 2000 (Biological assessment for proposed classroom building at Johnston
Community College. Smithfield, Johnston County, North Carolina, Dr. J.H. Carter III &
Associates 2000 b) and the project was approved by the USFWS on 1 November 2000 (letter
from J. Hammond, USFWS).
Another foraging habitat analysis was conducted for an unrelated project in the area
(Biological assessment for proposed new technology building at Johnston Community
College, Smithfield, Johnston County, North Carolina, Dr. J.H. Carter III & Associates 2002).
A Biological Assessment was submitted to USFWS in August 2002 and the project is pending
approval by the USFWS.
METHODS
The project site was surveyed for federally-listed species (RCW and Michaux's sumac
(Rhos michauxit) on 6 September 2002. Foraging habitat data were obtained for Cluster JC
03 between 4 and 7 January 2000. A one-half mile radius foraging circle was drawn around
the center of the affected RCW cluster QC 03).
RCW foraging habitat was delineated on aerial photography (l inch - 660 feet) and
ground-truthed for accuracy. Foraging habitat was defined as pine or pine-hardwood stands >
25 years old. Habitats were divided into 3 classifications, pine stands 25 to 44 years old, pine
stands 45 to 65 years old and pine stands > 66 years old (Figure 3). Non-foraging habitat was
defined as stands of hardwood, hardwood-pine and pine < 25 years old and cleared areas.
North-south transacts spaced 10 chains apart were established in the affected partition.
Sample plots were spaced 5 chains apart along each transect for a total of 64 plots. Plots in
non-foraging habitat were relocated into the nearest forest stand or omitted if the nearest
TOTAL P.01
V P.01i07
PH_R1?G{TQ717G 11 • .77

IFWJWCUNW
r-
Be
PROJECT
SITE
M
Pine 29 - 44 yra
® Pine 43.69 ya
July 2002
N
1 inch equeis 1000 feet
Dr. J. H. Carter III
& Associates, Inc.
M Prole > 66 yrs.
Figure 3. RCW foraging habitat types
associated with Cluster JC
03, Smithfield, Johnston
County, North Carolina.
7
JO NOV-20-2002 1140 P.02i07
forest stand was more than 2 chains away. Data were collected using the variable radius plot
method and included pine basal area (BA), the number of pine stems > 10 inches diameter at
breast height (dbh) in 2 inch diameter classes and the age of a representative dominant pine.
The acreage for each stand type was then multiplied by the average number of stems per acre
for each 2 inch diameter class in that stand type to get the total pine stems > 10 inches dbh.
The appropriate BA conversion number was multiplied by the total pine stems in each 2-inch
diameter class to get the pine 'BA in each 2-inch diameter class. The substrate totals for all
stands within the RCW partition were then summed to get the total pine BA and total pine
stems > 10 inches dbh available.
Project impacts were based on 100 percent removal of RCW foraging habitat on the
project site utilizing plans supplied by herring-Sutton Associates, P. A. Affected acreage was
calculated using AutoCADTm software.
Since there is no federal nexus for this project, the Private Landowner requirements
(USFWS 1992) were used to evaluate impacts. These requirements are 3000 square feet (sq.
ft.) of pine BA in pine stems 10 inches or larger on at least 60 acres contiguous to the cluster.
Jurisdictional wetlands were not considered during this assessment.
RESULTS AND DISCUSSION
No protected plant species were located on the project site. Michaux's sumac occurs
in a variety of upland habitats, including disturbed sites, and requires open habitats that are
normally maintained by fire. No such habitat exists on the project site.
The proposed project site is within the foraging habitat partition associated with
Cluster JC 03, located west of the project site on the JCC campus. Cluster JC 03 is a
mitigation cluster for Cluster JC 01 that was located on the JCC campus. Cluster JC 03 was
created using artificial cavities in an abandoned RCW cluster and has been active since 1996.
The IC 03 group currently contains a brooding pair of RCWs. Cluster JC 03 contains 7 cavity
trees in different stages of completion and suitability. In April 2002, 3 RCW cavity trees
were active (#9, 26 and 24A). No RCW cavity trees arc located on the project site.
The pre-project foraging habitat totals for JC 03 were 12,579.3 pine stems > 10 inches
dbh and 15,795.1 sq. ft. of pine BA (Table 1). Project removals were based on 100% clearing
of affected area on the project site, resulting in the removal of 16.8 acres of RCW foraging
8
NOV-20-2002 11:40 P.03/07
habitat. This equates to 1,404.5 pine stems ? 10 inches dbh and 1,450.1 sq. ft pine BA (Table
1). The post-project totals are 11,174.8 pine stems > 10 inches dbh and 14,344.9 sq. ft. pine
BA (Table 1).
For purposes of the foraging habitat analysis, the majority of the project site (15.6
acres) was classified as 25-44 year old pine. However, the overall average plot data for this
stand type does not mirror the actual pine stocking on the Motoparthy Tract. With this, the
removals calculated for the proposed project are likely to be overestimated.
The post-project foraging substrate totals for .IC 03 are well above the minimum
private landowner standards of 3000 sq. ft. pine BA in pine stems 10 inches or larger on at
least 60 contiguous to the cluster (JSFWS 1992). Therefore, we conclude that this project as
designed is not likely to adversely affect the RCW. Project design changes that would affect
total project impacts will require a revision to this Biological Assessment.
BIOLOGICAL DETERMINATION
The proposed project is not likely to adversely affect the RCW. There will be no
impact to other species listed as threatened or endangered, or proposed for such listing, by the
USFWS.
9
NOU-20-2002 11:40
? ? ?'t V1 00 d o, a °2
IS N .-? V1
O rl ~ rl E.q ?1 1?1
u g E.
i?
00 r «_.
z ? ? H
tI1 O Op
? u
U d
O 00 M F C C m
N N N
v a ?
<.1 N 00 d' rr V,' ti
00 .. 00 C; C-i
V
oo uti ? a' N ?
?' ri M y ^ ? h N
.A ?G .-i r h \C N
C 0
3 Q '_^ a 00 N 00
3
C;I Oc r- a N M
ad 00
'E c o ?` ?o d o`r0 M °
a
•?? N M N N N N
.. td
sLU
J? co
f'1
i 06 ~ p '?
M 00
fn
V'f
tic •, ?+i ri O N M N
.a
'o
O wjr ?±
tz. ? ?j ? ra
N ? a a ? a a
P. 04197
0
NOV-20-2002 11'41 P.05i07
REFERENCES
Dr. J.H. Carter T11 and Associates, Inc. 1995. Unpublished proprietary information on
territorial partitioning.
Dr. J.H. Carter M and Associates, Inc. 1995. Biological assessment for a proposed
Health Occupations Building at Johnston Community College.
Dr. J.H. Carter III and Associates, Inc. 1996-2001..Iohnston Community College Annual
Reports.
Dr. J.H. Carter III acid Associates, Inc. 2000 a. Biological assessment of Guin properties,
Smithfieli Johnston County, North Carolina.
Dr. J.H. Carter III and Associates, Inc. 2000 b. Biological assessment for proposed
classroom building at Johnston Community College Smithfield, Johnston County,
North Carolina.
Dr. J.H. Carter III & Associates 2002. Biological assessment for proposed new
technology building at Johnston Community College, Smithfield, Johnston
County, North Carolina.
Henry V.G. 1989. Guidelines for the preparation of biological assessments and
evaluations for the red-cockaded woodpecker. U.S. Fish and Wildlife Service. 13 pp.
and maps
U.S. Fish and Wildlife Service. 1985. Red-cockaded woodpecker recoveryplan. U.S. Fish
and Wildlife Service. 88 pp.
U.S. Fish and Wildlife Service. 1992. Guidelines for management of red-cockaded
woodpeckers on private lands. U.S. Fish and Wildlife Service. 35 pp.
11
NOV-20-2002 11:41 i P.06/97
Appendix 1.1. View of the Motopacthy Tract from US ffloway 7"usiness, Smitlefield, Johnston
County, North Carolina.
Appe nd% 1.2. Typical uncle rstory density on the Motopazthy Tract, SMW&dd,
Johnston County, North Carolina.
NOV-20-2002 11:41
Appendix 1.3. Power line light-of=way located on the Motoputh y Tract, Smidddd, Johnston
County, North Cavan. Picture faces US Noway 70 Bus6m
AppaWk 1.4. Water but right-ofway located on the Motopm* Tract, SmidAdd, Johnston
County, North Carohm. Picture 6m west.
P. 07i07
TOTAL P.07
P. 02/02
United States Impartment of the Interior
FLSH AND WILDLIFE SF.ttVICE
tat 0" >tao 3"M
h"06 W=& Can" V061726
October 23,2002-
Jan Goodson
Dr. J.H. Carter M and .Associates, Inc.
Post Office BOX 891
Soathemi Pines, North Carolina 28388
Dear Ms. Goodson;

The U.S. Fish and Wildli& Service (Service) has reviewed your September 23, 2AOZ, report, entitled
Bfologfa i i garment for Commercial Development of At Motopurthy Tract {Sncitll fte.Id Pointe),
Smithfield, Johnston Cowity. North Carolina (BA). Dr. LX. Mowparthy proposes to develop a
commercial business park (Smithfield Poinw) on approximately 19 acres adjacent to the intersection
of US Highway 70-Business and heterstate 95 in Smithfield, Johnston County, North Carolina. The
project will impaet foesgrog ' habitat associated with one active cluster of red-cockaded woodpecker
(Pfcofdes borealis). This letter provides the Service's response pursuant to section 7 of the
Endangered Species Act, as amended (16 U.S.C. 1531 et seq.) (ESA).
According to the foraging analysis presented in the BA, the post project totals are 12,579.3 pine
sMMM groattftU or equal to 10 inches in diameter at breast height (dbh) and 15,795.1 square feet of
pine basal area. The foraging ti'?ddeliaes (HeMY 1989) for fmgmg substrate require a minimum of
6,350 pine stems greater than or equal to 10 inches dbh and 8,490.agnam feet of pane basal area_
Based on this information, the service concurs with your determination of not lflWy to adversely
affect for the zed-cockaded woodpecker. We believe that the requirements of section 7(a)(2)
ESA have been satisfied We nemind be the
you that obligations under section 7 consultation must must be
reconsidered it (1) new infoermation reveals impacts of this identified action that may affect listed
species or critical habitat in a manner not previously considered, (2) this action is subsequently
modified in a manner that was not considered in this review, or, (3) a new species is listed or critical
habitat determined that may be affected by the identified action.
Thank you for the opportentity to review this project If you have atey questions or comments
repMtr$ our response, please contact Mr. Dale W_ Suiter of this office at [phone], Ext. 18.
5inowely,
Garland Pardue, Ph.D.
Ecological Services Supervisor
TOTAL P.02
i
I
I
I
1
i
,
?
I
1
i
i
i
I
i
i
i
i
i
i
I.a
i
1
i
I
I
'. I
? I
? I
i 1
? I
? I
I I
1
I ((
1
i i
_J
I?

SEE SHEET `? `?
20F2
O I I ?.
O
11
N
1 SEE SHEET
l 1 OF2
i
O
O

F-1 JURISDICTIONAL WETLANDS
JURISDICTIONAL WETLANDS
(IMPACTED)
¦ NON-JURISDICTIONAL WETLANDS
(IMPACTED)

?
.JMJRI=TIONAL WETLANDS
TOTAL AREA .................113,995 SF (2617 ACRES)
TOTAL PRACTM AREA ........ 8,062 8F (0.165 ACRES)
NON-FICTIONAL WETLMM
TOTAL AREA .................1 1,515 W (0264 ACRES)
TOTAL AVACTM AREA ........ 4,7418E (0.108 ACRES)
Wetlands Impact Map - Smithfield Business Park
,, Smithfield Township - Johnston Co., NC
• ? ?S... .'Py 200 0 200 400 600
; , Herring-Sutton & Associates, P.A.
c, Engineers - Surveyors - Planners
III . it 2201 Nash Street NW Wilson, North Carolina 27896 [phone] SHEET INDEX
P:\03PROJ\4062\4062-LDDT\dwg\40628-OA- WETLAND IMPACTS.dwg 4/13/2010 4:59:54 PM EDT
i

0

f ,.
NON-JURISDICTIONAL
IMPACTED AREA
2A
(4,741 SF)
i
f
1
l \ 1
•\ 1
Wetlands Impact Map - Smithfield Business Park
Smithfield Township - Johnston Co., NC
i • ' / •'ky''- 60 0 60 120 180
MENNEd
10
•• Herring-Sutton & Associates, P.A.
J Engineers - Surveyors - Planners
2201 Nash Street NW Wilson, North Carolina 27896 [phone] SHEET 2 OF 2
P: \03PROJ\4062\4062-LDDT\dwg\40626-OA-WETLAND IMPACTS.dwg 4/7/2010 3:56:34 PM EDT

J JURISDICTIONAL
IMPACTED AREA
1B
1 (4,378 SF)

JURISDICTIONAL
IMPACTED AREA
JURISDICTIONAL WETLANDS
1C TO REMAIN UNDISTURBED
(672 SF)

JURISDICTIONAL
` IMPACTED AREA
1A
(3,032 SF)

?f
Wetlands Impact Map - Smithfield Business Park
Smithfield Township - Johnston Co., NC
?; • •.'- so o 60 120 190
col
?? 02 Herring-Sutton & Associates, P.A.
•' S Engineers - Surveyors - Planners
2201 Nash Street NW Wilson, North Carolina 27896 [phone] SHEET 1 OF 2
P:\03PROJ\4062\4062-LDDT\dwg\4062B-OA-WETLAND IMPACTS.dwg 4/7/2010 3:13:20 PM EDT
wit
07 1
1J.
4-70
avii A,
Moil I
——kr—
.0,

a ? ?
ATA o?oF wq rFROG

WDENR O Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
1. PROJECT IWORMATtON
Project name SMITHFIELD BUSINESS PARK
Contact name RONNIE L. SUTTON, P.E.
Phone number 252-291-8887
Date April 14, 2010
Drainage area number 1
IL DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP WATER QUALITY POND
Drawdown flow from the BMP 1.00 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ft, Do not complete this section of the worksheet
Impervious surface area ft, Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? (Y or N)
To a mulched bioretention cell? (Y or N)
To a wetland? (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete fitter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
20.00 It
NA ft
NA ft
20.00 It
146.15 fmsl
146.00 fmsl
0.75 % OK
N (Y or N) OK
sq ft No forebay is needed.
??
fticfs IO cr/ w
N (Y or N)
N (Y or N)
Y (Y or N)
1.00 cfs #VALUE
Y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and 11. Design Summary, page 1 of 2
Length of the level lip 20.00 ft
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y (Y or N)
Dimensions of the channel (see diagram below):
M 3.00 ft
B 1.00 ft
W 11.80 ft
y 1.80 ft
Peak velocity in the channel during the 10-yr storm 1.80 cfs
Channel lining material GRASS
#VALUE'.
i « rn
nI
1 B 1
DI
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
111
Jill. REOU00 ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
ftials Sheet No.
L? SWMP-3 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
"
'
SWMP-4 2. Plan details (1
= 30
or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
"
'
SWMP-4 3. Section view of the level spreader (1
= 20
or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
NA 4
A d
.
ate-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
,Z SWMP-4 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
P `?-1 (V 6. The supporting calculations.

7. A copy of the signed and notarized operation and maintenance (0&M) agreement.

NA 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Finer Strip, Restored Riparian Buffer-Rev.5
Part III, page 1 of 1
` Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BUT element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) dogged. of any sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
re air.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3

BMP element; Potential roblem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo of the level lip.
The bypass charmel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material,
The filter strip Grass is too short or too long Maintain grass at a height of
(if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversi ht Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: SMITHFIELD BUSINESS PARK
BMP drainage area number: l
Print name:DR. V.C. MOTAPARTHY
Title:MEMBER-MANAGER MOTAPARTHY PROPERTIES, LLC
Address: 105 CASHWELL DRIVE, GOLDSBORO, NC 27534
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, ?c, c•, ?n , a Notary Public for the State of
N®v? ?v wco , County of k_? U E-- , do hereby certify that
Tf\ ?') personally appeared before me this
day of \ 3 z?ob \ u , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements
less my hand and official seal,
r'
SEAL
My commission expires VY\o O\ . 1 a
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev. 3 Page 3 of 3
Permit No.
(to be provided by DWO)
OF W A T`c9

IdCD NR H
O -?
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 WORMTIa+I
Project name SMITHFIELD BUSINESS PARK
Contact person RONNIE L. SUTTON, PE
Phone number 252-291-8887
Date 4/10/2010
Drainage area number 1
II. DEMN IWORMAT IIN
Site Characteristics
Drainage area 732,058 ftz
Impervious area, post-development 475,240 ftz
% impervious 64,92%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 115,596 ft3 OK
Volume provided 118,020 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 3.0 in
Rational C, pre-development 0.54 (unitless)
Rational C, post-development 0.86 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.13 in/hr OK
Pre-development 1-yr, 24-hr peak flow 30.90 ft3/sec
Post-development 1-yr, 24-hr peak flow 49.20 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 18.30 ft3/sec
Elevations
Temporary pool elevation 148.30 fmsl
Permanent pool elevation 146.50 fmsl
SHWT elevation (approx. at the perm. pool elevation) 146.25 fmsl
Top of 1Oft vegetated shelf elevation 147.00 fmsl
Bottom of 1 Oft vegetated shelf elevation 146.00 fmsl
Sediment cleanout, top elevation (bottom of pond) 143.00 fmsl
Sediment cleanout, bottom elevation 142.00 fmsl
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp. pool? Y (Y or N)
Elevation of the top of the additional volume 148.3 fmsl OK
Form SW401-Wet Detention Basin-Rev,8-9/17109 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
11. DEWR INFORMATION
Surface Areas
Area, temporary pool 73,002 ft2
Area REQUIRED, permanent pool 29,282 f?
SAIDA ratio 4.00 (unitless)
Area PROVIDED, permanent pool, Ape.-,oa 57,185 ft' OK
Area, bottom of 1Oft vegetated shelf, Aba 5ner 50,431 ft`
Area, sediment cleanout, top elevation (bottom of pond), Aba?wd 37,709 ft1
Volumes
Volume, temporary pool 118,020 ft3
Volume, permanent pool, Vn--P-l 166,064 ft3
Volume, forebay (sum of forebays if more than one forebay) 34,517 ft3
Forebay % of permanent pool volume 20.8% %
SA/DA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vmm_p„ I
Area provided, permanent pool, AP.-PW
Average depth calculated
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap._pw
Area, bottom of 1 Oft vegetated shelf, Abo w
Area, sediment cleanout, top elevation (bottom of pond), Aw_pd
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d,,,, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (H,)
Drawdown through weir?
Weir type
Coefficient of discharge (C„)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
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:
90%
N (Y or N)
Y (Y or N)
4.00 (unitless)
N (Y or N)
166,064 ft3
57.185 ft`
Y (Y or N)
57,185 ftz
50,431 ft1
37,709 ftz
3.00 ft
3.13 ft
3.0 ft
Y (Y or N)
6.00 in
in'
0.60 (unitless)
1.30 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
29.00 ft3/sec
46.20 ft3/sec
0.67 ft3/sec
2.04 days
OK
OK
Need 3 ft min.
OK
OK
OK, draws down in 2-5 days.
3 :1 OK
10:1 OK
10.0 ft OK
3:1 OK
1.7 :1 OK
Y (Y or N) OK
1.0 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
EMERGENCY SPILLWAY IS PROVIDED; DRAINAGE FOR MAINTENANCE TO BE PROVIDED BY Pl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2
Permit
(to be provided by DWNQ)
Jill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
f.14 SWMP-3 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
RLS SWMP-4&5 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
C,UV SWMP-4 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
e V SWMP4 4. If the basin is used for sediment and erosion control during construction, dean out of the basin is specified
on the plans prior to use as a wet detention basin.
?w SWM" DC 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
M
K: ii*?C 4 to verify volume provided.
?,1•, SWMP-4 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
S % MP- 7. The supporting calculations.
44.0 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Xt- -V NA 9. A copy of the deed restrictions (if required).
? 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County soil
!?• maps are not an acceptable source of soils information,
Form SW401Met Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long . approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential roblem: How I will remediate the roblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s m '
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying '
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential roblem: How I will remediate the roblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 3V5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 325 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
Bottom
V Permanent Pool Elevation 146.50
143.00 Pe a Pool
--------------- --
MiVolume Sediment Removal Elevation 143.00 Volume
142.00 ft n. -------------------------------------------- ------
Sediment Bottom Elevation 142.00 1-ft
Storage edimet
FOREBAY MAIN POND Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:SMITFIELD BUSINESS PARK
BMP drainage area number: l
Print name:Dr. V.C. Motanarthv
Title:Member-Manager Motanarthv Properties LLC
Address: 105 CASHWELL DRIVE GOLDSBORO NC 27534
Phone: [phone]
Sienature: it , A

Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president
Ilk
h i w , \ o W C siw 5 , a Notary Public for the State of
N ov?,•, „?? ; ,? , County of V Q , do hereby certify that
Y C . acs m ??'?? personally appeared before me this
day of
, and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
c sa<,
l
O
i
? T
'401 00S
.j
SEAL
My commission expire
s_??
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
MID - ATLANTIC SOIL SCIENTISTS
March 13, 2010
Mr. Ron Sutton, PE
Herring & Sutton Associates
2201 Nash Street, NW
Wilson, NC 27896
Subject: Report of a Soil Evaluation for Stormwater Treatment Ponds
Smithfield Business Park
Smithfield, NC
Dear Mr. Sutton,
This letter concerns the soil evaluation I performed at the above mentioned site near Smithfield,
NC. I was authorized by you to perform a soil evaluation of the native soils on the site.
Specifically, you wanted to know the depth to the `seasonal high water table' to design
stormwater ponds at the site {I 5A NCAC 02H .1008 (d)} and to perform in-situ soil
permeability testing, if necessary, in the vicinity to determine soil parameters for stormwater
treatment and disposal.
My work consisted of several hand auger borings to observe and describe physical properties
such as texture, color, structure, consistency, depth to seasonal groundwater, parent material,
and restrictive horizons. The attached drawing shows the relative boring locations at the site.
I also reviewed the deep geotechnical boring logs and report performed by GeoTechnologies,
Inc. and reported on April 17, 2008.
The soil at the site consists of 8 to 10 inches of (5YR 3/2) dark gray and black fine sandy loam
topsoil. Below this layer is the B1 horizon which has friable to firm brown (IOYR 5/3) sandy
/clay loam. The B2 horizon has very firm, very sticky, and very plastic brown (IOYR 5/3) clay
4 that has dark gray (7.5YR 6/2) mottles that start about 24 inches beneath the surface. The B2
horizon extends to about 55 inches below the surface. Between 55 and 100 inches, the clay is
gray (IOYR 6/1 and 2.5 YR 6/0) with a few brown mottles. At about 96 inches, the soil
contained pieces of partially weathered rock (quartz) and became restrictive to further hand
advancement of the hand auger.

Free water was found at a depth of 24 inches beneath the surface.
The deep geotechnical borings were performed in the general vicinity of my hand auger
borings, but on an adjacent area of the site. Based on the GeoTechnologies deep borings, the
depth to groundwater in the area was measured to be 1 to 4 feet beneath the surface and was
reported to be a perched water table.
The soil in the vicinity of my hand auger borings has a perched water table in the B horizon at
about 24 inches below the surface. The water table is perched at this depth due to firm to very
firm expansive clays with no structure (massive). This layer slows downward water movement
and appears to extend to at least 96 inches below the surface where residual firm saprolite was
encountered in my hand auger boring.
Fred D. Smith • Mobile [phone] • Fax [phone]
Post Office Box 1175 • Nashville, North Carolina 27856
I did not perform insitu permeability testing at the site because I estimate the permeability of
the clay and sandy clay `B' Horizon to be much less than 0.5 inches per hour. The clay subsoil
has significant amounts of shrink swell clay mineralogy and has weak to massive soil structure.
Both of these characteristics will reduce the permeability of this layer significantly.
I appreciate the opportunity to work with you on this project. Please contact me if you have
questions or need additional information.
Co ia?llyy, ?
red D. Smith
Licensed Soil Scientist
2
WAS _.?- -
ME FES--
1 `PW-F, . \\
1
AlER QUALITY \o. ? ? ! \ ?
\\ ' ERGENCY SPIN MIA ?? \
\ NORMAL AREA
\
- I IZEY 146 `
.0
/ \ \ 1::68 ACRES
' o°OO o 0 0 0 00 °oo°oo oo°OO°poo°°o°O°oo°oo°oo°po°o°ao°OO°pO °Op°pp°OO ?Opo \ \
- I- ?O°°oOp°pp°Op°°pO°pO°QpOeO °pO° °p °O °p °O o
I ?-
i
f EXISTING WETLANDS TO
REMAIN UNDISTURBED
?. -- '- --'--? ....... ,y ...w,......w..... 4u4ty I:h7W p./
i ! im 1
S
. a
L4 Oak.,,
0
i ^ Ca e-
•?? 1 i 0 9-
fjj •1??`? + ? t z r z
z
` t.
O
Jo U c?
a '/A
I I V ? O
f I DA, v' y IG \t \ %? Ap
ly,
f rte,
ff
'pq 4
R
tJ ------------
-------------
------------
------------------
- t i
i
mU
i ly t
V
V = I? : C
E:2
w 2
>1
SMITHFIELD BUSINESS PARK
WATER QUALITY POND
DESIGN COMPUTATIONS
April 14,2010
PREPARED BY: HERRING-SUTTON & ASSOCIATES PA
2201 NASH STREET NORTHWEST
WILSON, NORTH CAROLINA
t
t
SMITHFIELD BUSINESS PARK
WATER QUALITY POND
DESIGN COMPUTATIONS
I. DRAINAGE BASIN DATA
• AREA: 16.81 ACRES
• SOILS: GRANTHAM
• USE: COMMERCIAL (70% MAX IMPERVIOUS)
11. POND DESIGN CRITERIA
• SCS METHOD
• HYDRAULIC SOIL TYPE: D
• PREDEVELOPMENT RUNOFF CURVE NUMBER (CN): 77
• 3.0 FEET PERMANENT STORAGE IN POND
• 1.0 FEET ADDITIONAL SEDIMENT STORAGE
• 90% POLLUNTANT REMOVAL EFFICIENCY
• EMERGENCY SPILLWAY WILL PASS 100-YR STORM
• SITE IMPERVIOUS PERCENT: 70
***SAIDA RATIO: 4.0 SURFACE AREA REQ'D :
SA/DA x DA x 43560 SF/100
4.0 x 16.81 x 43560 SF/100
• SURFACE AREA REQ'D : 29,290 SF
• SURFACE AREA AVAILABLE AT PERMANENT POOL 57,185 SF
• THEREFORE MINIMUM SURFACE AREA REQ'D MET
• POST DEVELOPMENT CN: 93
• VOLUME FIRST INCH OF RAINFALL: 115,596 CF
• STORAGE VOLUME PROVIDED: 118,020 CF
• THEREFORE MINIMUM STORAGE VOLUME REQ'D MET
IIi. POND DATA
• POND INVERT 142.00
• RISER INVERT 146..50
• RISER TOP 148.25
• PERMANENT POOL 146.50
• EMERGENCY SPILLWAY 149.10
• TOP OF POND 151.00
.

IV. RISER BARREL STRUCTURE
• 3.0 FT x 3.0 FT ID CONC. BLOCK RISER
• 16" DIAMETER DI BARREL
• 6" DIAMETER DRAW DOWN PIPE AT ELEVATION TO MAINTAIN
PERMANENT POOL ELEVATION AND PROVIDE A 2-4 DAY
DRAW DOWN PERIOD
V. DESIGN DATA FOR INFLOW HYDROGRAPHS
• ASSUME TYPE 11 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: 93 (POST DEVELOPMENT)
• BASIN SLOPE: 0.2 %
• HYDRAULIC LENGTH: 1000 FT
• SHAPE FACTOR: 484
• Tc FACTOR: LAG
VI. PREDEVELOPMENT INFLOW HYDROGRAPH Qp SUMMARY
¦ 1-YR: 8.69 CFS
¦ 10-YR: 29.05 CFS
¦ 25-YR: 39.18 CFS
¦ 100-YR: 55.78 CFS
VII. POST-DEVELOPMENT OUTFLOW HYDROGRAPH Qp SUMMARY
¦ 1-YR: 25.16 CFS
¦ 10-YR: 53.53 CFS
¦ 25-YR: 66.27 CFS
¦ 100-YR 86.50 CFS
VIII. ROUTING PEAK FLOWS
¦ 1-YR: 0.73 CFS
¦ 10-YR: 9.08 CFS
¦ 25-YR: 22.07 CFS
¦ 100-YR 46.88 CFS
4
Hydraflow Table of Contents SMITHFIELD BUSINESS PARK WQP-IV.gpw
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hydrograph Return Period Recap ...................................................................... 1
- Year
Hydrograph Reports ........................................................................................................ 2
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................... 2
Hydrograph No. 2, SCS Runoff, POST DEV. Q ............................................................. 3
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A .......................................... 4
Pond Report - POND A ............................................................................................. 8
10 - Year
Hydrograph Reports ........................................................................................................ 9
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................... 9
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 10
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 11
25 - Year
Hydrograph Reports ...................................................................................................... 15
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 15
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 16
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 17
100 - Year
Hydrograph Reports ...................................................................................................... 21
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 21
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 22
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 23
IDF Report .......................................................................................................... 27
Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.1
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
N t
o. ype Hyd(s) description
(origin) 1 Yr 2-Yr 3-Yr 5-Yr 10-Yr 25 Yr 50-Yr 100 Yr
1 SCS Runoff 8.694 13.80 29.05 39.18 55.78 PRE-DEV. Q
2 SCS Runoff 25.16 32.95 - 53.53 66.27 86.50 POST DEV. Q
3 Reservoir 2 0.729 1.900 9.054 21.93 46.74 POST DEVEL. RTE WQP-A
Proj. file: SMITHFIELD BUSINESS PARK WQP-IV.gpw Monday, Apr 19, 2010
Wydrograph Report
2
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 8.694 cfs
Storm frequency = 1 yrs Time to peak = 762 min
Time interval = 1 min Hyd. volume = 431,191 cuft
Drainage area = 20.200 ac Curve number = 77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 78.0 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
647 0.001 1172 0.633
662 0.010 1187 0.611
677 0.040 1202 0.588
692 0.114 1217 0.566
707 0.409 1232 0.545
722 2.209 1247 0.527
737 4.991 1262 0.514
752 7.795 1277 0.504
767 8.537 1292 0.497
782 7.624 1307 0.492
797 6.325 1322 0.488
812 4.813 1337 0.484
827 3.209 1352 0.480
842 2.184 1367 0.476
857 1.853 1382 0.471
872 1.634 1397 0.467
887 1.474 1412 0.463
902 1.355 1427 0.459
917 1.264 1442 0.454
932 1.191 1457 0.427
947 1.128 1472 0.365
962 1.069 1487 0.269
977 1.011 1502 0.172
992 0.956 1517 0.097
1007 0.908 1532 0.043
1022 0.868 1547 0.011
1037 0.835
1052 0.809 ...End
1067 0.785
1082 0.764
1097 0.743
1112 0.721
1127 0.700
1142 0.678
1157 0.656
( Printed values >= 0.01 % of Qp. Print interval = 15)
Hydrograph Report
3
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POST DEV. Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 16.810 ac
= 0.2%
= LAG
= 2.88 in
= 24 hrs
Monday, Apr 19, 2010
Peak discharge = 25.16 cfs
Time to peak = 739 min
Hyd. volume = 473,552 cuft
Curve number = 93
Hydraulic length = 1000 ft
Time of conc. (Tc) = 43.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
279 0.003 804 3.122 1329 0.563
294 0.012 819 2.643 1344 0.557
309 0.029 834 2.301 1359 0.552
324 0.050 849 2.032 1374 0.546
339 0.073 864 1.818 1389 0.540
354 0.097 879 1.669 1404 0.535
369 0.122 894 1.567 1419 0.529
384 0.147 909 1.485 1434 0.523
399 0.174 924 1.407 1449 0.492
414 0.202 939 1.328 1464 0.343
429 0.230 954 1.249 1479 0.150
444 0.259 969 1.171 1494 0.036
459 0.288 984 1.100
474 0.318 999 1.048 ... End
489 0.349 1014 1.012
504 0.387 1029 0.982
519 0.440 1044 0.954
534 0.509 1059 0.926
549 0.588 1074 0.898
564 0.665 1089 0.870
579 0.726 1104 0.841
594 0.788 1119 0.813
609 0.881 1134 0.784
624 1.017 1149 0.756
639 1.199 1164 0.728
654 1.434 1179 0.699
669 1.744 1194 0.670
684 2.192 1209 0.642
699 3.085 1224 0.617
714 8.234 1239 0.601
729 20.88 1254 0.592
744 23.87 1269 0.585
759 16.22 1284 0.580
774 7.988 1299 0.574
789 3.981 1314 0.569
(Printed values >= 0.01% of Qp. Print interval= 15)

POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
6
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 cfs cfs cfs cfs cfs
1770 0.000 147.83 ----- 0.655 ----- _____ 0.655
1785 0.000 147.82 ----- 0.652 ----- ----- -?-- -?-- ----- ----- ----- 0.652
1800 0.000 147.82 -?-- 0.649 ----- ----- ----- ----- ----- ----- ----- 0.649
1815 0.000 147.81 ----- 0.646 ----- ----- ----- ----- ----- ----- ----- 0.646
1830 0.000 147.80 ----- 0.643 ----- ----- ----- ----- ----- ----- ----- 0.643
1845 0.000 147.79 ----- 0.640 ----- ----- ----- ----- ----- ----- ----- 0.640
1860 0.000 147.78 ----- 0.637 ------ ----- -?-- ---- ---- ----- 0.637
1875 0.000 147.77 ----- 0.633 ----- ----- ----- ----- ----- ----- ----- 0.633
1890 0.000 147.76 ----- 0.630 ----- ----- ----- ----- ----- ----- ----- 0.630
1905 0.000 147.76 ----- 0.627 ----- ----- ----- ----- ----- ----- ----- 0.627
1920 0.000 147.75 ----- 0.624 ----- ----- ----- ----- ----- ----- ----- 0.624
1935 0.000 147.74 ----- 0.621 ----- ----- ----- ----- ----- ----- ----- 0.621
1950 0.000 147.73 ----- 0.618 ----- ----- ----- ----- ----- ----- ----- 0.618
1965 0.000 147.72 ----- 0.615 ----- ---- ----- --- ----- ----- ----- 0.615
1980 0.000 147.71 ----- 0.612 ----- ----- ----- ----- ----- ----- ----- 0.612
1995 0.000 147.71 ----- 0.609 ----- ----- ----- ----- ----- ----- ----- 0.609
2010 0.000 147.70 ----- 0.606 ----- ----- ----- ----- ----- ----- ----- 0.606
2025 0.000 147.69 ----- 0.602 0.602
2040 0.000 147.68 ----- 0.599 --- 0.599
2055 0.000 147.67 ----- 0.596 ---- ----- ----- _____ ____ ----- 0.596
2070 0.000 147.66 ----- 0.593 ----- ----- ----- ----- ----- ----- ----- 0.593
2085 0.000 147.66 ---- 0.590 ----- ----- ----- ----- ----- ----- ---- 0.590
2100 0.000 147.65 ----- 0.587 ----- ----- ----- ---- ----- ----- ----- 0.587
2115 0.000 147.64 ----- 0.583 ----- ----- ----- ----- ----- ---- ----- 0.583
2130 0.000 147.63 ----- 0.580 ----- ----- ----- -- ----- ----- ---- 0.580
2145 0.000 147.62 ----- 0.577 ----- ----- ----- ----- ---- ----- ----- 0.577
2160 0.000 147.62 ----- 0.574 ----- ----- ----- ----- ----- ----- ----- 0.574
2175 0.000 147.61 ----- 0.571 ---- ----- ----- ----- ----- ----- ----- 0.571
2190 0.000 147.60 ----- 0.568 ----- ----- ----- ----- -- -- ----- ----- 0.568
2205 0.000 147.59 ----- 0.565 ----- ----- ----- ----- ----- ----- ----- 0.565
2220 0.000 147.59 ----- 0.562 ----- ----- ----- ----- ----- ----- ----- 0.562
2235 0.000 147.58 ----- 0.559 ---- ----- ---- ----- ----- ----- ----- 0.559
2250 0.000 147.57 ----- 0.555 ----- ----- ----- ----- ----- ---- ----- 0.555
2265 0.000 147.56 ----- 0.552 ----- ----- ----- ----- ----- ----- ----- 0.552
2280 0.000 147.56 ----- 0.549 ----- ----- ----- ----- ----- ----- ----- 0.549
2295 0.000 147.55 ----- 0.546 ---- ----- ----- ---- ----- ----- ----- 0.546
2310 0.000 147.54 ---- 0.543 ----- --- _____ __- ____ 0.543
2325 0.000 147.53 ----- 0.540 ----- --- ----- ----- ----- ----- ----- 0.540
2340 0.000 147.53 ----- 0.537 ----- ----- ----- ----- ---- ----- ----- 0.537
2355 0.000 147.52 ----- 0.534 ----- ----- ----- ----- ----- ----- ----- 0.534
2370 0.000 147.51 ----- 0.531 ----- ----- ----- ----- ----- ----- ----- 0.531
2385 0.000 147.51 ---- 0.528 ----- ----- ----- ---- ----- ----- ----- 0.528
2400 0.000 147.50 ----- 0.525 ----- __w _?_ _____ _w _____ _____ 0.525
2415 0.000 147.49 ---- 0.521 ----- ----- ----- ---- ---- ----- ----- 0.521
2430 0.000 147.48 ----- 0.518 ----- ----- ----- ----- ----- ----- ----- 0.518
2445 0.000 147.48 ----- 0.515 ----- ----- ----- ----- ----- ----- ----- 0.515
2460 0.000 147.47 ----- 0.512 ----- ----- ----- ----- ----- ----- ----- 0.512
2475 0.000 147.46 ----- 0.509 ----- ----- ----- ----- ---- ----- ----- 0.509
2490 0.000 147.46 ----- 0.505 ----- ----- ----- ----- ----- ----- ----- 0.505
2505 0.000 147.45 ----- 0.502 ----- ----- ____ ___- ----- ----- ----- 0.502
2520 0.000 147.44 ----- 0.499 ----- ----- ----- ----- ----- ----- ----- 0.499
2535 0.000 147.44 ----- 0.496 ----- ----- ----- ----- ----- ----- ----- 0.496
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
Time Inflow Elevation
(min) cfs ft
2550 0.000 147.43
2565 0.000 147.42
2580 0.000 147.42
2595 0.000 147.41
2610 0.000 147.40
2625 0.000 147.40
2640 0.000 147.39
2655 0.000 147.38
2670 0.000 147.38
2685 0.000 147.37
2700 0.000 147.36
2715 0.000 147.36
2730 0.000 147.35
2745 0.000 147.35
2760 0.000 147.34
2775 0.000 147.33
2790 0.000 147.33
2805 0.000 147.32
2820 0.000 147.32
2835 0.000 147.31
2850 0.000 147.30
2865 0.000 147.30
2880 0.000 147.29
7
Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
----- 0.493 ---- ----- ----- ----- 0.493
----- 0.490 ----- ----- ----- ----- ----- ----- ----- 0.490
----- 0.487 ----- ----- ----- ----- ----- ----- ----- 0.487
----- 0.484 ----- ----- ----- ----- ----- ----- ----- 0.484
----- 0.481 ----- ----- ----- ----- 0.481
----- 0.478 ----- ----- ----- ----- 0.478
---- 0.475 ----- ----- ---- ---- ----- ---- ----- 0.475
---- 0.471 ----- ----- ---- ----- 0.471
----- 0.468 ----- ----- ----- ----- ----- ----- ----- 0.468
----- 0.465 ----- ----- ----- ----- ----- ----- ----- 0.465
----- 0.462 ----- ----- ----- ----- ----- ----- ----- 0.462
----- 0.459 ----- ----- ----- ----- 0.459
---- 0.455 ----- ----- ---- ----- ---- 0.455
----- 0.452 ----- ----- ----- ----- 0.452
----- 0.449 ----- ----- ----- ----- 0.449
----- 0.446 ----- ----- ----- ----- 0.446
----- 0.443 ----- ----- ----- ----- 0.443
----- 0.440 ----- ----- ----- ----- ----- 0.440
---- 0.437 ----- ----- ---- ----- - 0.437
----- 0.434 ----- ----- ----- ----- - 0.434
----- 0.431 ----- ---- ---- ----- ----- ----- 0.431
----- 0.428 ----- ----- ---- ----- ----- ----- 0.428
--- 0.425 ----- ----- ----- ----- ----- 0.425
... End
Pond Report $
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Pond No. 1 - POND A
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begini ng Elevation = 146.50 It
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 146.50 57,185 0 0
0.50 147.00 64,138 30,311 30,311
1.50 148.00 68,905 66,501 96,812
1.80 148.30 72,514 21,208 118,020
2.50 149.00 75,482 51,790 169,810
3.50 150.00 78,839 77,147 246,957
4.50 151.00 82,252 80,531 327,488
Culvert / Orifice Structures Weir Structures
[A] IB] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 16.00 6.00 0.00 0.00 Crest Len (ft) = 12.00 20.00 0.00 0.00
Span (in) = 16.00 6.00 0.00 0.00 Crest El. (ft) = 148.30 149.10 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 146.50 146.50 0.00 0.00 Weir Type = Riser Broad - -
Length (ft) = 50.00 50.00 0.00 0.00 Mufti-Stage = Yes No No No
Slope (%) = 0.20 0.20 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multistage = n/a No No No TW Elev. (ft) = 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00-1 1 1 1 1
Note: CuNerVOrifice outflows are analyzed under inlet pc) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge Elev (ft)
151.50
150.50
149.50
148.50
147.50
146 50
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
Discharge (cfs)
Total Q
9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1 min
= 20.200 ac
= 0.2%
= LAG
= 5.52 in
= 24 hrs
Peak discharge = 29.05 cfs
Time to peak = 760 min
Hyd. volume = 431,191 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 78.0 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
472 0.003 997 2.373
487 0.012 1012 2.252
502 0.032 1027 2.153
517 0.065 1042 2.073
532 0.112 1057 2.005
547 0.175 1072 1.945
562 0.252 1087 1.889
577 0.338 1102 1.833
592 0.432 1117 1.776
607 0.538 1132 1.719
622 0.667 1147 1.662
637 0.831 1162 1.605
652 1.045 1177 1.547
667 1.332 1192 1.490
682 1.735 1207 1.432
697 2.372 1222 1.376
712 4.846 1237 1.325
727 12.80 1252 1.284
742 21.81 1267 1.253
757 28.70 1282 1.230
772 26.90 1297 1.214
787 22.66 1312 1.201
802 17.64 1327 1.190
817 12.28 1342 1.179
832 7.356 1357 1.168
847 5.425 1372 1.156
862 4.630 1387 1.145
877 4.096 1402 1.134
892 3.699 1417 1.123
907 3.404 1432 1.112
922 3.175 1447 1.090
937 2.987 1462 0.994
952 2.822 1477 0.816
967 2.666 1492 0.567
982 2.514 1507 0.350
(Printed values >= 0.01% of Qp. Print interval =15)
Time -- Outflow
(min cfs)
1522 0.186
1537 0.073
1552 0.012
... End
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POST DEV. Q
10
Monday, Apr 19, 2010
Hydrograph type = SCS Runoff Peak discharge = 53.53 cfs
Storm frequency = 10 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 473,552 cuft
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.9 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow
(min cfs) (min cfs) (min cfs)
166 0.006 691 6.092 1216 1.251
181 0.028 706 10.47 1231 1.209
196 0.069 721 31.52 1246 1.183
211 0.118 736 52.76 1261 1.168
226 0.169 751 43.15 1276 1.157
241 0.220 766 25.35 1291 1.145
256 0.271 781 10.49 1306 1.134
271 0.323 796 7.100 1321 1.123
286 0.378 811 5.778 1336 1.111
301 0.435 826 4.975 1351 1.100
316 0.494 841 4.356 1366 1.089
331 0.554 856 3.861 1381 1.077
346 0.615 871 3.490 1396 1.066
361 0.678 886 3.240 1411 1.054
376 0.740 901 3.057 1426 1.043
391 0.804 916 2.898 1441 1.031
406 0.868 931 2.739 1456 0.868
421 0.932 946 2.580 1471 0.483
436 0.997 961 2.421 1486 0.173
451 1.062 976 2.268 1501 0.019
466 1.127 991 2.142
481 1.192 1006 2.054 ... End
496 1.264 1021 1.989
511 1.370 1036 1.931
526 1.524 1051 1.875
541 1.714 1066 1.818
556 1.911 1081 1.761
571 2.069 1096 1.704
586 2.185 1111 1.647
601 2.339 1126 1.590
616 2.594 1141 1.533
631 2.961 1156 1.476
646 3.435 1171 1.419
661 4.045 1186 1.362
676 4.864 1201 1.305
(Printed values >= 0.01% of Qp. Print interval = 15)
11
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 10 yrs
= 1 min
= 2 - POST DEV. Q
= 149.08 ft
Peak discharge
Time to peak
Hyd, volume
Reservoir name
Max. Storage
= 9.054 cfs
= 784 min
= 408,871 cuft
= POND A
= 175,799 cuft
Storage Indication method used.
Hydrograph Discharge Table
Monday, Apr 19, 2010
(Printed values- 0.01% of 0p. Print interval= 15)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D ExfiI Outflow
(min) ds ft Cfs Cfs Cfs ds ds ds ds ds ds Cfs
255 0.268 146.51 ----- 0.001 ----- _____ _____ ----- ____ ____ _____ 0.001
270 0.320 146.52 ----- 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002
285 0.374 146.52 ----- 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002
300 0.431 146.53 ----- 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003
315 0.490 146.53 ----- 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003
330 0.550 146.54 ----- 0.004 0.004
345 0.611 146.55 ----- 0.005 ----- ----- _____ _-_ ___ ----- 0.005
360 0.673 146.56 ----- 0.008 ----- ----- ----- ----- ----- ----- ----- 0.008
375 0.736 146.57 ----- 0.011 ----- ----- ----- ----- ----- ----- ----- 0.011
390 0.800 146.58 ----- 0.015 ----- ----- ----- ----- ----- ----- ----- 0.015
405 0.864 146.59 ----- 0.018 ----- ----- ----- ----- ----- ----- ----- 0.018
420 0.928 146.61 ----- 0.023 ---- ----- ---- ----- ----- ----- ----- 0.023
435 0.993 146.62 ---- 0.030 ----- ----- ----- 0.030
450 1.058 146.63 ----- 0.037 ----- ----- ----- ----- ----- ----- ----- 0.037
465 1.123 146.65 ----- 0.044 ----- ----- ----- ----- ----- ----- ----- 0.044
480 1.188 146.67 ----- 0.054 ----- ----- ----- ----- ----- ----- ----- 0.054
495 1.258 146.68 ----- 0.064 ----- ---- ----- ----- ----- ----- ----- 0.064
510 1.361 146.70 ----- 0.075 ----- ----- ---- ----- ----- ----- ---- 0.075
525 1.513 146.72 ----- 0.089 ----- ----- ----- ----- ----- ----- ----- 0.089
540 1.700 146.74 ----- 0.103 ----- ----- ----- ----- ----- ----- ----- 0.103
555 1.899 146.77 ----- 0.120 ----- ---- ----- ----- ----- ----- ----- 0.120
570 2.061 146.80 ----- 0.139 ----- ----- ----- ----- ----- ----- ----- 0.139
585 2.177 146.83 ----- 0.158 ----- ----- ----- ----- ----- ----- ---- 0.158
600 2.326 146.86 ----- 0.177 ----- ----- ----- ----- ----- ----- ----- 0.177
615 2.573 146.89 ----- 0.196 ----- ----- ----- ---- ---- ----- ----- 0.196
630 2.933 146.93 ----- 0.212 ----- ----- ----- ----- ----- ----- ----- 0.212
645 3.400 146.94 ----- 0.218 ---- ----- ---- ----- ----- ----- ----- 0.218
660 3.999 147.02 ----- 0.233 ----- ----- ----- ----- ----- ----- ----- 0.233
675 4.799 147.08 ----- 0.283 ---- ----- ----- ----- ----- ----- ----- 0.283
690 5.992 147.14 ----- 0.334 ----- ----- ----- ----- ----- ---- ----- 0.334
705 9.877 147.24 ----- 0.394 ----- ----- ----- ----- ----- ----- ---- 0.394
720 29.63 147.47 ----- 0.513 ----- ----- ----- ----- ----- ----- ----- 0.513
735 52.10 148.03 ----- 0.723 ----- ----- ----- ----- ----- ----- ----- 0.723
750 44.26 148.63 6.051 0.892 ----- ----- 6.050 ----- ----- ----- ----- 6.942
765 26.56 148.96 7.677 0.975 ----- ----- 7.667 ----- ----- ----- ----- 8.642
780 11.13 149.07 8.047 1.000 ----- ----- 8.043 ----- ----- ----- ----- 9.043
795 7.220 149.07 8.028 0.999 ----- ----- 8.024 ----- ----- ----- ----- 9.023
810 5.843 149.04 7.931 0.992 ----- ----- 7.925 ----- ----- ----- ----- 8.917
825 5.021 149.00 7.799 0.983 ----- ----- 7.789 ----- ----- ----- ----- 8.772
Continues on next page...

POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
12
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
840 4.393 148.95 7.629 0.971 ----- ----- 7.620 ----- ----- ----- --?- 8.591
855 3.891 148.90 7.435 0.959 ----- ----- 7.427 ----- ----- ----- ----- 8.386
870 3.510 148.84 7.217 0.945 ----- ----- 7.212 ----- ----- ----- ----- 8.157
885 3.254 148.79 6.978 0.931 ----- ----- 6.975 ----- ----- ----- ----- 7.906
900 3.068 148.73 6.708 0.917 ----- ----- 6.706 ----- ----- ----- ----- 7.624
915 2.908 148.68 6.391 0.904 ----- ----- 6.390 ----- ----- ----- ----- 7.294
930 2.750 148.62 5.994 0.890 ----- ----- 5.994 ----- ----- ----- ----- 6.884
945 2.591 148.57 5.468 0.878 ----- ----- 5.467 ----- ----- ----- ----- 6.345
960 2.432 148.53 4.459 0.867 ----- ----- 4.459 ----- ----- ----- ----- 5.326
975 2.277 148.50 3.678 0.859 ----- ----- 3.677 ----- ----- ----- ----- 4.536
990 2.149 148.48 3.072 0.852 ----- ----- 3.066 ----- ----- ----- ----- 3.919
1005 2.059 148.46 2.598 0.847 ----- ----- 2.589 ----- ----- ----- ----- 3.436
1020 1.992 148.45 2.229 0.843 ----- ----- 2.218 ----- -?-- ----- ----- 3.062
1035 1.935 148.43 1.977 0.840 ----- ----- 1.965 ----- ----- ----- ----- 2.805
1050 1.879 148.42 1.791 0.837 ----- ----- 1.777 ----- ----- ----- ----- 2.614
1065 1.822 148.42 1.632 0.835 ----- ----- 1.617 ----- ----- ----- ----- 2.452
1080 1.765 148.41 1.495 0.833 ----- ----- 1.479 ----- ----- ----- ----- 2.312
1095 1.708 148.40 1.376 0.831 ----- ----- 1.358 ----- ----- ---- ----- 2.189
1110 1.651 148.40 1.270 0.830 -- ----- 1.251 ----- ----- ----- ----- 2.081
1125 1.594 148.39 1.174 0.828 ----- ----- 1.155 ----- ----- ----- ----- 1.983
1140 1.537 148.39 1.088 0.827 ---- ----- 1.067 ---- ----- --- ----- 1.895
1155 1.480 148.38 1.007 0.826 ----- ----- 0.986 ----- ----- ----- ----- 1.812
1170 1.423 148.38 0.932 0.825 ----- ----- 0.911 ----- ----- ----- ----- 1.736
1185 1.366 148.38 0.862 0.824 ----- ----- 0.839 ----- ----- ----- ----- 1.663
1200 1.309 148.37 0.794 0.823 ----- ---- 0.771 ---- ---- ----- ----- 1.594
1215 1.254 148.37 0.743 0.822 ----- ----- 0.721 ----- ----- ----- ----- 1.542
1230 1.211 148.36 0.704 0.821 ----- ----- 0.683 ----- ----- ----- ----- 1.504
1245 1.184 148.36 0.666 0.820 ----- ----- 0.646 ----- ----- ----- ----- 1.466
1260 1.169 148.36 0.630 0.819 ----- ----- 0.611 ----- ----- ----- ----- 1.430
1275 1.157 148.35 0.597 0.818 ---- ----- 0.579 ----- ----- ----- ----- 1.397
1290 1.146 148.35 0.566 0.817 ----- ----- 0.549 ----- --- ---- ----- 1.367
1305 1.135 148.35 0.538 0.817 ----- ----- 0.522 ---- ----- ----- ----- 1.339
1320 1.123 148.35 0.512 0.816 ----- ----- 0.497 ----- ----- ----- ----- 1.313
1335 1.112 148.34 0.488 0.815 ----- ----- 0.473 ----- ----- ----- ----- 1.288
1350 1.101 148.34 0.465 0.815 ----- ----- 0.451 ----- ----- ----- ----- 1.266
1365 1.089 148.34 0.444 0.814 ----- ----- 0.431 ---- ----- ----- ----- 1.245
1380 1.078 148.34 0.424 0.814 - ----- 0.411 ---- ----- ----- --- 1.225
1395 1.067 148.34 0.405 0.813 ----- ---- 0.393 ----- ----- ----- ----- 1.206
1410 1.055 148.34 0.387 0.813 ----- ----- 0.375 ----- ----- ----- ----- 1.188
1425 1.044 148.33 0.370 0.812 ----- ----- 0.359 ----- ----- ----- ----- 1.171
1440 1.032 148.33 0.353 0.812 ----- ----- 0.343 ----- ----- ----- ----- 1.154
1455 0.887 148.33 0.331 0.811 ----- ----- 0.321 ----- ----- ----- ----- 1.133
1470 0.509 148.33 0.279 0.810 ----- ----- 0.270 ----- ----- ---- ----- 1.080
1485 0.189 148.32 0.186 0.807 ----- --- 0.180 ----- ----- ----- ----- 0.987
1500 0.025 148.31 0.074 0.805 ----- ---- 0.072 ----- ----- ----- ----- 0.877
1515 0.000 148.30 ----- 0.802 ----- ----- ----- ----- ----- ----- ----- 0.802
1530 0.000 148.29 ----- 0.799 ----- ----- ----- ----- ----- ----- ----- 0.799
1545 0.000 148.28 ----- 0.796 ----- ---- ----- ----- ----- ----- ----- 0.796
1560 0.000 148.27 ----- 0.793 ----- ----- ----- ----- ----- ----- ----- 0.793
1575 0.000 148.26 ----- 0.790 ----- ----- ----- ----- ----- ----- ----- 0.790
1590 0.000 148.25 ----- 0.787 ----- ----- ----- ----- ----- ----- ----- 0.787
1605 0.000 148.24 ----- 0.784 ----- ----- ----- ----- ----- ----- ----- 0.784
Continues on next page...

POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
13
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 cfs cfs cfs cfs cfs
1620 0.000 148.23 ----- 0.781 ----- ----- ----- ----- ----- ----- ----- 0.781
1635 0.000 148.22 ----- 0.778 ----- ----- ----- ----- ----- ----- ----- 0.778
1650 0.000 148.21 ----- 0.775 ----- ----- ----- ----- ----- ----- ----- 0.775
1665 0.000 148.20 ----- 0.772 ----- ----- ----- ----- ----- ----- ----- 0.772
1680 0.000 148.19 ----- 0.769 ----- ----- ----- ----- ----- ----- ----- 0.769
1695 0.000 148.18 ----- 0.767 ----- ----- ----- ----- ----- ----- ----- 0.767
1710 0.000 148.17 ----- 0.764 ----- ----- ----- ----- ----- ----- ----- 0.764
1725 0.000 148.16 ----- 0.761 ----- ----- ----- ----- ----- ----- ----- 0.761
1740 0.000 148.15 ----- 0.758 ----- ----- ----- ----- ----- ----- ----- 0.758
1755 0.000 148.14 ----- 0.755 ----- ----- ----- ----- ----- ----- ----- 0.755
1770 0.000 148.13 ----- 0.752 ----- ----- ----- ----- ----- ----- ----- 0.752
1785 0.000 148.12 ----- 0.749 ----- ----- ----- ----- ----- ----- ----- 0.749
1800 0.000 148.11 ----- 0.746 ----- _____ _____ 0.746
1815 0.000 148.10 ----- 0.743 ----- ----- ----- ---- ----- ----- ----- 0.743
1830 0.000 148.09 ----- 0.740 ----- ----- ----- ----- ----- ----- ----- 0.740
1845 0.000 148.08 ----- 0.737 ----- ----- ----- ----- ----- ----- ----- 0.737
1860 0.000 148.07 ----- 0.734 ----- ----- ----- ----- ----- ----- ----- 0.734
1875 0.000 148.06 ----- 0.731 ----- ----- ----- ----- ----- ----- ----- 0.731
1890 0.000 148.05 ----- 0.728 ----- ----- ----- --- ----- ----- ----- 0.728
1905 0.000 148.04 ----- 0.725 ----- ----- ----- ----- ----- ----- ---- 0.726
1920 0.000 148.03 ----- 0.723 ----- ----- ----- ----- ----- ----- ----- 0.723
1935 0.000 148.03 ----- 0.720 ----- ----- ----- ----- ----- ----- ----- 0.720
1950 0.000 148.02 ----- 0.717 ----- ----- ----- ----- ----- ----- ----- 0.717
1965 0.000 148.01 ----- 0.714 ----- ----- ----- ---- ----- ----- ----- 0.714
1980 0.000 148.00 ---- 0.711 ----- ----- ----- ---- ----- ---- ---- 0.711
1995 0.000 147.99 ----- 0.708 ----- ----- --- ----- , ----- ----- ----- 0.708
2010 0.000 147.98 ----- 0.704 ----- ---- ----- ---- ____ ----- 0.704
2025 0.000 147.97 ----- 0.701 ----- ----- ----- ----- ----- ----- ----- 0.701
2040 0.000 147.96 ----- 0.698 ----- ----- ----- ---- ----- ----- ----- 0.698
2055 0.000 147.95 ----- 0.695 ----- ----- ----- ---- ----- ----- ----- 0.695
2070 0.000 147.94 ----- 0.692 ----- ----- ----- ----- ----- ----- ----- 0.692
2085 0.000 147.93 ----- 0.689 ----- ----- ----- ----- ----- ----- ---- 0.689
2100 0.000 147.92 ---- 0.686 ----- ----- ----- ----- ----- ----- ----- 0.686
2115 0.000 147.91 ----- 0.683 ----- ----- ----- ----- ----- ----- ----- 0.683
2130 0.000 147.90 ----- 0.680 ----- ----- ----- ----- ----- ----- ----- 0.680
2145 0.000 147.89 ----- 0.677 ----- ----- ----- ----- ----- ---- ----- 0.677
2160 0.000 147.89 ---- 0.673 ----- ___ ____ ____ ----- 0.673
2175 0.000 147.88 ----- 0.670 ----- ---- ----- ----- ----- ----- ----- 0.670
2190 0.000 147.87 ----- 0.667 ----- ----- ----- ----- ----- ---- ----- 0.667
2205 0.000 147.86 ----- 0.664 ----- ----- ----- ----- ----- ----- ----- 0.664
2220 0.000 147.85 ----- 0.661 ----- ----- ----- ----- ----- ----- ----- 0.661
2235 0.000 147.84 ----- 0.658 ----- ----- ----- ----- ----- ----- ----- 0.658
2250 0.000 147.83 ----- 0.655 ----- ----- --__ ____ _____ ----- 0.655
2265 0.000 147.82 ---- 0.652 ----- ----- ----- ----- ----- ----- ----- 0.652
2280 0.000 147.81 ----- 0.648 ----- ----- ----- ----- ----- ----- ----- 0.648
2295 0.000 147.81 ----- 0.645 ----- ----- ----- ----- ----- ----- ----- 0.645
2310 0.000 147.80 ----- 0.642 ----- ----- ----- ----- ----- ----- ----- 0.642
2325 0.000 147.79 ----- 0.639 ----- ----- ----- ---- ----- ----- ----- 0.639
2340 0.000 147.78 ----- 0.636 ----- ----- ----- ----- ----- ----- ----- 0.636
2355 0.000 147.77 ----- 0.633 ----- ----- ----- ---- ----- ----- ----- 0.633
2370 0.000 147.76 ----- 0.630 ----- ----- ----- ----- ----- ----- ----- 0.630
2385 0.000 147.75 ----- 0.627 ----- ----- ----- ----- ----- ----- ----- 0.627
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
14
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Ell Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2400 0.000 147.75 ----- 0.623 ----- ---- ----- ----- ----- ----- ----- 0.623
2415 0.000 147.74 ----- 0.620 ----- ----- ----- ----- ----- ----- ----- 0.620
2430 0.000 147.73 ----- 0.617 ----- ----- ----- ----- ----- ----- ----- 0.617
2445 0.000 147.72 ----- 0.614 ----- ----- ----- ----- ----- ----- ----- 0.614
2460 0.000 147.71 ----- 0.611 ----- ----- ----- ----- ----- ----- ----- 0.611
2475 0.000 147.70 ----- 0.608 ----- ----- ----- ----- ----- ----- ----- 0.608
2490 0.000 147.70 ----- 0.605 ----- ----- ----- ----- ----- ----- ----- 0.605
2505 0.000 147.69 ----- 0.602 ----- ----- ----- ----- ---- ----- ----- 0.602
2520 0.000 147.68 ----- 0.599 ----- ----- ----- ----- ----- ----- ----- 0.599
2535 0.000 147.67 ----- 0.595 ----- ----- ----- ----- ----- ----- ----- 0.595
2550 0.000 147.66 ----- 0.592 ----- ----- ----- ----- ----- ----- ---- 0.592
2565 0.000 147.66 ----- 0.589 ----- ----- ----- ----- ----- ----- ----- 0.589
2580 0.000 147.65 ----- 0.586 ----- ----- ----- ----- ----- ----- ----- 0.586
2595 0.000 147.64 ----- 0.583 ----- ----- ----- ----- ----- ----- ----- 0.583
2610 0.000 147.63 ----- 0.580 ---- ----- ----- ----- ----- ----- ----- 0.580
2625 0.000 147.62 ----- 0.577 ----- ----- ----- ----- ----- ----- ----- 0.577
2640 0.000 147.62 ----- 0.574 ----- ----- ----- ----- ----- ----- ----- 0.574
2655 0.000 147.61 ----- 0.571 ----- ----- ----- ----- ---- ----- ----- 0.571
2670 0.000 147.60 ----- 0.568 0.568
2685 0.000 147.59 ---- 0.564 ----- 0.564
2700 0.000 147.59 ----- 0.561 ----- ----- ----- ----- ----- ----- ---- 0.561
2715 0.000 147.58 ---- 0.558 ----- ----- ----- ----- ----- ----- ----- 0.558
2730 0.000 147.57 ----- 0.555 ----- ----- ----- ----- ----- ----- ----- 0.555
2745 0.000 147.56 ----- 0.552 ----- ----- ----- ----- ----- ----- ----- 0.552
2760 0.000 147.55 ---- 0.549 ----- ----- ----- ----- 0.549
2775 0.000 147.55 ----- 0.545 ----- ----- ----- ----- _____ --- - _--_ 0.545
2790 0.000 147.54 ----- 0.542 ---- ----- ----- ----- ----- ----- ----- 0.542
2805 0.000 147.53 ----- 0.539 ----- ----- ----- ----- ----- ----- ----- 0.539
2820 0.000 147.53 ----- 0.536 ----- ----- ----- ----- ----- ----- ----- 0.536
2835 0.000 147.52 ----- 0.533 ----- ----- ----- ----- ---- ----- ----- 0.533
2850 0.000 147.51 ----- 0.530 ----- ---- ----- ----- ----- ----- ----- 0.530
2865 0.000 147.50 ----- 0.527 ----- ----- ----- ----- ----- ----- ----- 0.527
2880 0.000 147.50 ----- 0.524 ----- ----- ----- ----- ----- ----- ----- 0.524
...End
Hydrograph Report 15
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 39.18 cfs
Storm frequency = 25 yrs Time to peak = 760 min
Time interval = 1 min Hyd. volume = 431,191 cuft
Drainage area = 20.200 ac Curve number = 77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 78.0 min
Total precip. = 6.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
415 0.004 940 3.780 1465 1.224
430 0.016 955 3.571 1480 0.976
445 0.041 970 3.370 1495 0.659
460 0.078 985 3.175 1510 0.397
475 0.127 1000 2.998 1525 0.202
490 0.184 1015 2.848 1540 0.072
505 0.249 1030 2.726 1555 0.008
520 0.325 1045 2.626
535 0.415 1060 2.541 ...End
550 0.523 1075 2.466
565 0.647 1090 2.393
580 0.780 1105 2.321
595 0.921 1120 2.248
610 1.078 1135 2.175
625 1.273 1150 2.101
640 1.524 1165 2.028
655 1.855 1180 1.954
670 2.298 1195 1.880
685 2.924 1210 1.806
700 4.023 1225 1.735
715 8.822 1240 1.673
730 20.24 1255 1.622
745 32.14 1270 1.585
760 39.18 << 1285 1.558
775 35.02 1300 1.538
790 28.88 1315 1.522
805 21.92 1330 1.508
820 14.65 1345 1.493
835 8.594 1360 1.479
850 6.743 1375 1.464
865 5.797 1390 1.450
880 5.146 1405 1.436
895 4.662 1420 1.421
910 4.300 1435 1.407
925 4.016 1450 1.366
(Printed values- 0.01% of Qp. Print interval= 15)
Hydrograph Report
16
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 66.27 cfs
Storm frequency = 25 yrs Time to peak = 739 min
Time interval = 1 min Hyd. volume = 473,552 cuft
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.9 min
Total precip. = 6.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
141 0.007 666 5.492 1191 1.644
156 0.036 681 6.650 1206 1.574
171 0.090 696 8.592 1221 1.511
186 0.157 711 18.48 1236 1.467
201 0.226 726 50.30 1251 1.440
216 0.295 741 65.41 1266 1.424
231 0.362 756 46.20 1281 1.410
246, 0.427 771 24.06 1296 1.396
261 0.493 786 10.52 1311 1.383
276 0.562 801 8.053 1326 1.369
291 0.634 816 6.720 1341 1.355
306 0.709 831 5.824 1356 1.341
321 0.785 846 5.122 1371 1.327
336 0.862 861 4.561 1386 1.313
351 0.940 876 4.161 1401 1.299
366 1.018 891 3.888 1416 1.285
381 1.097 906 3.679 1431 1.271
396 1.176 921 3.485 1446 1.228
411 1.255 936 3.290 1461 0.927
426 1.335 951 3.095 1476 0.443
441 1.414 966 2.900 1491 0.128
456 1.493 981 2.720
471 1.572 996 2.582 ... End
486 1.651 1011 2.486
501 1.749 1026 2.411
516 1.904 1041 2.341
531 2.118 1056 2.272
546 2.367 1071 2.202
561 2.606 1086 2.132
576 2.776 1101 2.063
591 2.917 1116 1.993
606 3.144 1131 1.923
621 3.510 1146 1.853
636 4.016 1161 1.783
651 4.659 1176 1.714
( Printed values >= 0.01 % of Op. Print interval = 15)
. Hydrograph Report 17
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - POST DEV. Q
Max. Elevation = 149.47 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
= 21.93 cfs
= 773 min
= 408,871 cuft
= POND A
= 205,877 cult
Storage Indication method used.
Hydrograph Discharge Table
Monday, Apr 19, 2010
( Printed values >= 0.01% 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) ds ft ds ds ds ds ds ds ds ds ds cfs
255 0.467 146.52 ----- 0.003 ----- ----- ----- ----- ---- ----- ----- 0.003
270 0.534 146.53 ----- 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003
285 0.605 146.54 ----- 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004
300 0.678 146.55 ----- 0.005 ----- ----- ----- ----- ----- ----- ----- 0.005
315 0.754 146.56 ----- 0.008 ----- ----- _____ 0.008
330 0.831 146.57 ---- 0.012 ____ ___ _____ _____ 0.012
345 0.909 146.58 ----- 0.016 ----- ----- ----- ----- ----- ----- ----- 0.016
360 0.987 146.60 ----- 0.020 ----- ----- ----- ----- ----- ---- ----- 0.020
375 1.065 146.61 ----- 0.027 ----- ----- ----- ----- ----- ----- ----- 0.027
390 1.144 146.63 ----- 0.035 ----- ----- ----- ----- ----- ----- ----- 0.035
405 1.224 146.65 ----- 0.043 ----- 0.043
420 1.303 146.66 ----- 0.053 ----- ----- ----- ----- ----- ----- ----- 0.053
435 1.382 146.68 ----- 0.064 ----- ----- ----- ----- ----- ----- ----- 0.064
450 1.461 146.70 ----- 0.076 ----- ----- ----- ----- ----- ----- ---- 0.076
465 1.540 146.72 ----- 0.090 ----- ----- ----- ----- ----- ----- ----- 0.090
480 1.619 146.75 ----- 0.105 ----- ----- ----- ----- ----- ----- ----- 0.105
495 1.705 146.77 ----- 0.121 ----- ----- ----- ----- ----- ----- ----- 0.121
510 1.834 146.79 ---- 0.137 ----- ---- ----- ----- ---- ----- ----- 0.137
525 2.027 146.82 ----- 0.154 ---- ----- ----- ----- ----- ----- ----- 0.154
540 2.265 146.85 ----- 0.173 ---- ----- ----- ----- ----- ----- ----- 0.173
555 2.516 146.88 ----- 0.192 ----- ---- ----- ----- ----- ----- ---- 0.192
570 2.717 146.92 ----- 0.208 ----- ----- ----- ----- ----- ----- ----- 0.208
585 2.857 146.95 ----- 0.220 ---- ----- ----- ----- ----- ----- ----- 0.220
600 3.038 146.93 ----- 0.215 ---- ----- ----- ----- ---- --- ----- 0.215
615 3.346 147.04 ----- 0.247 ----- ----- ----- ----- ----- ----- ----- 0.247
630 3.798 147.08 ----- 0.287 ----- ----- ----- ----- ----- ----- ----- 0.287
645 4.383 147.13 ----- 0.326 ----- ----- ----- ----- ----- ----- ----- 0.326
660 5.132 147.19 ----- 0.366 ----- ----- ----- ----- ----- ----- ----- 0.366
675 6.130 147.26 ----- 0.408 ---- ----- ----- ----- ---- --- ----- 0.408
690 7.618 147.35 ----- 0.454 ----- ----- ----- -- ----- -- ----- 0.454
705 12.47 147.47 ----- 0.511 ---- ---- ----- ----- ----- ----- ----- 0.511
720 36.93 147.76 ----- 0.630 ----- ----- ----- ----- ----- ----- ----- 0.630
735 64.55 148.43 1.853 0.838 ----- ---- 1.839 ----- ----- ----- ----- 2.678
750 54.68 149.09 8.112 1.005 ----- ----- 8.111 ----- ----- ----- ----- 9.115
765 32.72 149.43 9.108 1.080 ----- ---- 9.095 10.08 ----- ----- ----- 20.25
780 13.67 149.44 9.138 1.082 ----- ----- 9.125 10.59 ----- ----- ----- 20.80
795 8.857 149.35 8.876 1.062 ----- ----- 8.868 6.601 ---- ----- ---- 16.53
810 7.165 149.27 8.644 1.044 ----- ----- 8.640 3.732 ----- ----- ----- 13.42
825 6.156 149.20 8.450 1.030 ----- ----- 8.442 1.751 ----- ----- ----- 11.22
Continues on next page...
18
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
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 cfs cfs cfs cfs cfs
840 5.384 149.15 8.275 1.017 ----- ----- 8.271 0.771 ----- ----- ----- 10.06
855 4.769 149.09 8.112 1.005 ----- ----- 8.111 ----- ----- ----- ----- 9.116
870 4.302 149.04 7.940 0.993 ----- ----- 7.933 ----- ----- ----- ----- 8.926
885 3.987 148.99 7.755 0.980 ----- ----- 7.745 ----- ----- ----- ----- 8.725
900 3.759 148.93 7.552 0.966 ----- ----- 7.544 ----- ----- ----- ----- 8.510
915 3.563 148.87 7.335 0.952 ----- ----- 7.328 ---- ----- ----- ----- 8.281
930 3.368 148.81 7.101 0.939 ----- ----- 7.097 ----- ----- ----- ----- 8.036
945 3.173 148.76 6.846 0.925 ----- ----- 6.843 ----- ----- ----- ----- 7.768
960 2.978 148.70 6.558 0.911 ----- ----- 6.557 ----- ----- ----- ----- 7.467
975 2.789 148.65 6.230 0.897 ----- ----- 6.230 ----- ----- ----- ----- 7.127
990 2.632 148.60 5.769 0.884 ----- ----- 5.768 ----- ----- ----- ----- 6.652
1005 2.521 148.55 4.923 0.872 ----- ----- 4.922 ----- ----- 5.794
1020 2.439 148.52 4.050 0.863 ----- ----- 4.050 -- ----- ---- ---- 4.913
1035 2.369 148.49 3.394 0.856 ---- ----- 3.391 ----- ----- ----- ----- 4.247
1050 2.300 148.47 2.896 0.850 ----- ----- 2.889 ----- ----- ----- ----- 3.740
1065 2.230 148.46 2.511 0.846 ----- ----- 2.502 ----- ----- ----- ----- 3.348
1080 2.160 148.44 2.210 0.843 ----- ----- 2.199 ----- ----- ----- ----- 3.042
1095 2.091 148.43 1.999 0.840 -___ ___ 1.987 _____ _____ 2.828
1110 2.021 148.43 1.839 0.838 ----- ----- 1.825 2.663
1125 1.951 148.42 1.698 0.836 ----- ----- 1.683 ----- ---- ----- ----- 2.519
1140 1.881 148.41 1.573 0.834 ----- ----- 1.557 ----- ----- ----- ----- 2.391
1155 1.811 148.41 1.459 0.832 ----- ---- 1.443 ----- ----- ----- ----- 2.275
1170 1.742 148.40 1.356 0.831 ----- ----- 1.338 ----- ----- ----- ----- 2.169
1185 1.672 148.40 1.260 0.830 ----- ----- 1.241 ----- ----- ----- ----- 2.071
1200 1.602 148.39 1.169 0.828 ----- ----- 1.150 ----- ---- ---- ----- 1.978
1215 1.535 148.39 1.084 0.827 ----- ----- 1.064 ----- ----- ----- ----- 1.891
1230 1.482 148.38 1.004 0.826 ----- ----- 0.983 ----- ---- ----- ----- 1.809
1245 1.449 148.38 0.932 0.825 ----- ----- 0.911 ----- ----- ----- ----- 1.736
1260 1.430 148.38 0.871 0.824 ----- ----- 0.848 ----- ----- ----- ----- 1.673
1275 1.416 148.37 0.819 0.823 ----- ----- 0.796 1.620
1290 1.402 148.37 0.775 0.823 ----- ----- 0.752 ----- ----- ----- ----- 1.575
1305 1.388 148.37 0.748 0.822 ----- ----- 0.726 ----- ----- ----- ----- 1.548
1320 1.374 148.37 0.728 0.822 ----- ----- 0.705 ----- ----- ----- ----- 1.527
1335 1.360 148.36 0.708 0.821 ----- ----- 0.686 ----- ----- ----- ----- 1.507
1350 1.346 148.36 0.689 0.821 ----- ----- 0.668 ----- ----- ----- ----- 1.488
1365 1.332 148.36 0.670 0.820 ----- ----- 0.650 ----- ----- ----- ----- 1.470
1380 1.319 148.36 0.652 0.820 --- ----- 0.632 -- ----- ----- ----- 1.452
1395 1.305 148.36 0.635 0.819 ----- ---- 0.615 ----- ----- ----- ----- 1.435
1410 1.291 148.36 0.618 0.819 ----- ---- 0.599 ----- ----- ----- ----- 1.418
1425 1.277 148.36 0.601 0.818 ----- ----- 0.583 ----- ----- ----- ----- 1.401
1440 1.263 148.35 0.585 0.818 ----- ----- 0.567 ----- ---- ----- ----- 1.385
1455 1.084 148.35 0.561 0.817 ----- ---- 0.544 ----- ----- ----- ----- 1.361
1470 0.622 148.35 0.500 0.816 ----- ----- 0.484 ---- ----- ----- ----- 1.300
1485 0.231 148.34 0.389 0.813 ---- ----- 0.377 ----- ----- ----- ----- 1.189
1500 0.030 148.32 0.255 0.809 ----- ----- 0.247 ----- ----- ----- ----- 1.056
1515 0.000 148.31 0.124 0.806 ----- ----- 0.120 ----- ----- ----- ----- 0.926
1530 0.000 148.30 0.009 0.803 ----- ----- 0.009 ----- ----- ----- ----- 0.812
1545 0.000 148.29 ----- 0.800 ---- ----- ----- ----- ----- ----- ----- 0.800
1560 0.000 148.28 ----- 0.797 ----- --- ----- ----- ---- ----- ----- 0.797
1575 0.000 148.27 ---- 0.794 ----- ----- ---- ----- ----- ----- ----- 0.794
1590 0.000 148.26 ----- 0.791 ----- ----- ----- ----- ----- ----- ----- 0.791
1605 0.000 148.25 ----- 0.788 ----- ----- ----- ----- ----- ----- ----- 0.788
Continues on next page...
19
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1620 0.000 148.24 ----- 0.785 ---- ----- ---- ----- ----- ----- ----- 0.785
1635 0.000 148.23 ----- 0.782 ----- ----- ----- ----- ----- ----- ----- 0.782
1650 0.000 148.22 ----- 0.779 ----- ----- ----- ----- ----- ----- ----- 0.779
1665 0.000 148.21 ----- 0.777 ----- ----- ----- ----- ----- ----- ----- 0.777
1680 0.000 148.20 ----- 0.774 ----- ----- ----- ----- ----- ----- ----- 0.774
1695 0.000 148.19 ----- 0.771 ----- ----- ----- ----- ----- ----- ----- 0.771
1710 0.000 148.18 ----- 0.768 ----- ---- ----- ----- ----- ----- ----- 0.768
1725 0.000 148.17 ----- 0.765 ----- ----- ----- ----- ----- ----- ----- 0.765
1740 0.000 148.16 ----- 0.762 ----- ----- ----- ----- ----- ----- ----- 0.762
1755 0.000 148.15 ----- 0.759 ----- ----- ----- ----- ----- ----- ----- 0.759
1770 0.000 148.14 ----- 0.756 ----- ----- ----- ----- ----- ----- ----- 0.756
1785 0.000 148.13 ----- 0.753 ----- ----- ----- ----- ----- ----- ----- 0.753
1800 0.000 148.12 ---- 0.750 ---- ----- ----- ----- ----- ----- ----- 0.750
1815 0.000 148.11 ----- 0.747 ----- ----- ----- ----- ---- ----- ----- 0.747
1830 0.000 148.10 ----- 0.744 ----- ----- ----- ----- ---- ----- ----- 0.744
1845 0.000 148.09 ----- 0.741 ----- ----- ----- ----- ----- ----- ----- 0.741
1860 0.000 148.09 ----- 0.738 ----- ----- ----- ----- ----- ----- ----- 0.738
1875 0.000 148.08 ----- 0.735 ----- ----- ----- ----- ----- ----- ----- 0.735
1890 0.000 148.07 ----- 0.733 ----- ---- ----- ----- ----- ---- ---- 0.733
1905 0.000 148.06 ----- 0.730 ----- ----- ----- ----- ----- ----- ----- 0.730
1920 0.000 148.05 ----- 0.727 ----- ---- ----- ----- ----- ----- ----- 0.727
1935 0.000 148.04 ----- 0.724 ----- ----- ---- ----- ----- ----- ----- 0.724
1950 0.000 148.03 ----- 0.721 ----- ----- ----- ----- ----- ----- ----- 0.721
1965 0.000 148.02 ----- 0.718 ----- ----- ----- ----- ----- ----- ----- 0.718
1980 0.000 148.01 ----- 0.715 ----- ----- ----- ---- ----- ----- --- 0.715
1995 0.000 148.00 ----- 0.712 ---- _____ _- ----- ----- ----- 0.712
2010 0.000 147.99 ----- 0.709 ----- ---- ----- ----- ---- ---- ----- 0.709
2025 0.000 147.98 ----- 0.706 ----- ----- ----- ----- ----- ----- ----- 0.706
2040 0.000 147.97 ----- 0.703 ----- ----- ----- ----- ----- ----- ----- 0.703
2055 0.000 147.96 -- 0.699 ---- ---- ----- ----- ----- ----- ----- 0.699
2070 0.000 147.95 --- 0.696 ----- 0.696
2085 0.000 147.95 ----- 0.693 ----- ----- ----- ----- ----- ----- ----- 0.693
2100 0.000 147.94 ----- 0.690 ----- ----- ----- ----- ----- ----- ----- 0.690
2115 0.000 147.93 ----- 0.687 ----- ----- ---- ----- ----- ----- ----- 0.687
2130 0.000 147.92 ----- 0.684 ----- ----- ----- ----- ----- ----- ----- 0.684
2145 0.000 147.91 ----- 0.681 ----- ----- ----- ----- ----- ----- ----- 0.681
2160 0.000 147.90 ----- 0.678 ----- ----- ----- ----- ----- ----- ----- 0.678
2175 0.000 147.89 ----- 0.675 ----- ----- ----- ----- ----- ----- ----- 0.675
2190 0.000 147.88 ----- 0.672 ----- ----- ---- ----- ----- ----- ----- 0.672
2205 0.000 147.87 ----- 0.668 ----- ----- ----- ----- ----- ----- ----- 0.668
2220 0.000 147.86 ----- 0.665 ----- ----- ----- ----- ----- ----- ----- 0.665
2235 0.000 147.85 ----- 0.662 ---- ----- ----- ----- ----- ----- ----- 0.662
2250 0.000 147.84 ----- 0.659 ---- ----- ----- --- ----- ----- ---- 0.659
2265 0.000 147.84 ----- 0.656 ----- ----- ----- ----- ----- ----- ----- 0.656
2280 0.000 147.83 ----- 0.653 ----- ----- ----- ---- ----- ----- ----- 0.653
2295 0.000 147.82 ----- 0.650 ----- ----- ----- ----- ----- ----- ----- 0.650
2310 0.000 147.81 ----- 0.647 ----- ----- ----- ----- ----- ----- ----- 0.647
2325 0.000 147.80 ----- 0.644 ----- ----- ----- ----- ----- --- ----- 0.644
2340 0.000 147.79 ----- 0.640 ----- ----- ----- ----- ----- ----- ----- 0.640
2355 0.000 147.78 ----- 0.637 ----- ----- ----- ----- ----- ----- ----- 0.637
2370 0.000 147.77 ----- 0.634 ----- ----- ----- ----- ----- ----- ----- 0.634
2385 0.000 147.77 ----- 0.631 ----- ----- ----- ----- ----- ----- ----- 0.631
Continues on next page...
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
20
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfi1 Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2400 0.000 147.76 ----- 0.628 ----- ----- ----- ----- ----- -------- 0.628
2415 0.000 147.75 ----- 0.625 ---- ----- ----- ----- ----- ----- ----- 0.625
2430 0.000 147.74 ----- 0.622 ---- ----- ----- ---- ----- ----- ----- 0.622
2445 0.000 147.73 ----- 0.618 ----- ---- ----- ---- ----- ----- ----- 0.618
2460 0.000 147.72 ----- 0.615 ----- ----- ----- ----- ----- ----- ----- 0.615
2475 0.000 147.72 ----- 0.612 ----- ----- ----- ----- ---- ----- ----- 0.612
2490 0.000 147.71 ----- 0.609 ----- ---- ---- ---- ----- ----- ----- 0.609
2505 0.000 147.70 --- 0.606 ----- ----- ----- ---- ----- ----- ----- 0.606
2520 0.000 147.69 ----- 0.603 ----- ----- ----- ----- ----- ----- ----- 0.603
2535 0.000 147.68 ----- 0.600 ---- ----- ----- ----- ----- ----- ----- 0.600
2550 0.000 147.67 ----- 0.597 ----- ----- ----- ----- ----- ----- ----- 0.597
2565 0.000 147.67 ----- 0.594 ---- ----- ---- ----- ----- ----- ----- 0.594
2580 0.000 147.66 ----- 0.590 ---- ----- --- ----- ----- ---- ----- 0.590
2595 0.000 147.65 ---- 0.587 ----- ----- ---- ----- ---- ----- ----- 0.587
2610 0.000 147.64 ----- 0.584 ----- ___- -__ _M_ _____ 0.584
2625 0.000 147.63 ---- 0.581 ----- ---- ----- ----- ----- ----- ----- 0.581
2640 0.000 147.63 ----- 0.578 ----- ----- ----- ----- ----- ----- ----- 0.578
2655 0.000 147.62 ----- 0.575 ----- ----- ----- ----- ----- ----- ----- 0.575
2670 0.000 147.61 ---- 0.572 ----- ----- ----- 0.572
2685 0.000 147.60 ----- 0.569 ----- ----- ---- --- ---- ----- ----- 0.569
2700 0.000 147.60 ----- 0.566 --- ----- ----- ---- ----- ----- ----- 0.566
2715 0.000 147.59 ----- 0.563 ----- ---- ----- ----- ----- ----- ----- 0.563
2730 0.000 147.58 ----- 0.559 ----- ---_ w__ _____ ____ _____ _____ 0.559
2745 0.000 147.57 ----- 0.556 ____ _____ _____ 0.556
2760 0.000 147.57 ----- 0.553 --- _____ _____ 0.553
2775 0.000 147.56 ----- 0.550 ----- ----- ----- ----- ----- ----- ----- 0.550
2790 0.000 147.55 ----- 0.547 ----- ----- ----- ---- ----- ----- ----- 0.547
2805 0.000 147.54 ----- 0.544 ----- ----- ----- ----- ----- ----- ----- 0.544
2820 0.000 147.54 ----- 0.541 ----- ----- ----- ----- ----- ----- ----- 0.541
2835 0.000 147.53 ----- 0.537 0.537
2850 0.000 147.52 ----- 0.534 ---- ----- 0.534
2865 0.000 147.51 ----- 0.531 ----- ---- ----- ---- ----- ----- ----- 0.531
2880 0.000 147.51 ---- 0.528 ----- ----- ----- ----- ----- ----- ----- 0.528
End
. Hydrograph Report
21
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
PRE-DEV. Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1 min
= 20.200 ac
= 0.2%
= LAG
= 8.64 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Monday, Apr 19, 2010
Peak discharge = 55.78 cfs
Time to peak = 760 min
Hyd. volume = 431,191 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 78.0 min
Distribution = Type II
Shape factor = 484
Time -- Outflow
(min cfs)
349 0.006 874 7.288 1399 1.926
364 0.022 889 6.542 1414 1.906
379 0.054 904 5.990 1429 1.887
394 0.103 919 5.564 1444 1.861
409 0.167 934 5.221 1459 1.727
424 0.241 949 4.924 1474 1.452
439 0.324 964 4.648 1489 1.044
454 0.411 979 4.378 1504 0.659
469 0.501 994 4.127 1519 0.363
484 0.594 1009 3.907 1534 0.155
499 0.692 1024 3.727 1549 0.035
514 0.804 1039 3.580
529 0.938 1054 3.458 ...End
544 1.103 1069 3.351
559 1.296 1084 3.252
574 1.505 1099 3.154
589 1.718 1114 3.055
604 1.944 1129 2.956
619 2.213 1144 2.857
634 2.559 1159 2.758
649 3.012 1174 2.658
664 3.614 1189 2.559
679 4.437 1204 2.459
694 5.637 1219 2.361
709 9.350 1234 2.271
724 23.00 1249 2.197
739 39.85 1264 2.140
754 53.94 1279 2.098
769 52.55 1294 2.067
784 44.33 1309 2.044
799 34.62 1324 2.024
814 24.33 1339 2.004
829 14.55 1354 1.985
844 9.850 1369 1.965
859 8.304 1384 1.946
(Printed values >= 0.01% of 0p. Print interval =1 5)
Hydrograph Report
22
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POST DEV. Q
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1 min
= 16.810 ac
= 0.2%
= LAG
= 8.64 in
= 24 hrs
Monday, Apr 19, 2010
Peak discharge = 86.50 cfs
Time to peak = 739 min
Hyd. volume = 473,552 cuft
Curve number = 93
Hydraulic length = 1000 ft
Time of conc. (Tc) = 43.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
115 0.009 640 5.674 1165 2.279
130 0.052 655 6.580 1180 2.189
145 0.131 670 7.760 1195 2.099
160 0.231 685 9.457 1210 2.009
175 0.334 700 13.08 1225 1.933
190 0.434 715 33.57 1240 1.883
205 0.530 730 75.66 1255 1.854
220 0.623 745 79.87 1270 1.834
235 0.714 760 52.38 1285 1.816
250 0.802 775 24.46 1300 1.798
265 0.891 790 12.54 1315 1.780
280 0.984 805 9.857 1330 1.762
295 1.082 820 8.356 1345 1.744
310 1.183 835 7.270 1360 1.726
325 1.285 850 6.414 1375 1.708
340 1.387 865 5.739 1390 1.690
355 1.489 880 5.274 1405 1.672
370 1.591 895 4.950 1420 1.654
385 1.693 910 4.689 1435 1.636
400 1.794 925 4.437 1450 1.521
415 1.896 940 4.185 1465 1.027
430 1.996 955 3.933 1480 0.439
445 2.096 970 3.683 1495 0.098
460 2.196 985 3.461
475 2.294 1000 3.299 ...End
490 2.396 1015 3.184
505 2.538 1030 3.091
520 2.768 1045 3.001
535 3.070 1060 2.911
550 3.407 1075 2.821
565 3.702 1090 2.730
580 3.895 1105 2.640
595 4.088 1120 2.550
610 4.428 1135 2.460
625 4.960 1150 2.370
(Printed values >= 0.01% of Qp. Print interval =15)
Hydrograph Report 23
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 100 yrs
= 1 min
= 2 - POST DEV. Q
= 149.87 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
= 46.74 cfs
= 763 min
= 408,871 cuft
= POND A
= 237,117 cuft
Storage Indication method used.
Hydrograph Discharge Table
(Printed values- 0.01% of Qp. Print interval = 15)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfiil Outflow
(min) cfs ft cfs cfs cfs cfs cfs ds cfs cfs cfs cfs
255 0.831 146.56 ----- 0.007 ----- ----- ----- ----- ----- ----- ----- 0.007
270 0.921 146.57 ----- 0.011 ----- ----- ----- ----- ----- ----- ----- 0.011
285 1.017 146.58 ----- 0.015 ----- ----- ----- ----- ----- ----- ----- 0.015
300 1.116 146.60 ----- 0.020 ----- ----- ----- ----- ----- ----- ----- 0.020
315 1.217 146.61 ----- 0.028 ----- ---- ---- ----- ----- ----- ----- 0.028
330 1.319 146.63 ----- 0.037 ----- ----- ----- ----- ----- ----- ----- 0.037
345 1.421 146.65 ----- 0.046 ----- ---_ ____ 0.046
360 1.523 146.67 ----- 0.059 ----- ----- ----- ----- ----- ----- ----- 0.059
375 1.625 146.70 ----- 0.072 ----- ----- ----- ----- ----- ----- ---- 0.072
390 1.727 146.72 ----- 0.088 ----- ----- ----- --- ----- ----- ----- 0.088
405 1.828 146.74 ----- 0.104 ---- ----- ----- ----- ----- ----- ----- 0.104
420 1.929 146.77 ----- 0.122 ----- ----- ----- ----- ----- ----- ----- 0.122
435 2.030 146.80 ----- 0.140 ----- ----- _-_ 0.140
450 2.129 146.83 ----- 0.159 ----- ----- ----- ----- ----- ----- ----- 0.159
465 2.229 146.86 ----- 0.178 ----- ----- ----- ---- ----- ----- ----- 0.178
480 2.327 146.89 ----- 0.195 ----- ----- ----- ----- ----- ----- ----- 0.195
495 2.436 146.92 ----- 0.209 ----- ----- ----- ----- ----- ----- --- 0.209
510 2.605 146.95 ----- 0.220 ---- ----- ----- ----- ----- ----- ----- 0.220
525 2.862 146.94 ---- 0.216 ---- ----- ----- ---- ----- ----- ----- 0.216
540 3.181 147.03 ----- 0.241 ----- ----- ----- ----- ----- ----- ----- 0.241
555 3.514 147.07 ----- 0.279 ---- ----- ----- ----- ----- ----- ----- 0.279
570 3.776 147.12 ----- 0.315 ----- ----- ----- ----- ----- ----- ----- 0.315
585 3.951 147.17 ----- 0.348 ----- ----- ----- ----- ----- ----- ----- 0.348
600 4.181 147.22 ----- 0.380 --- ----- ---- ----- ----- ----- ----- 0.380
615 4.584 147.27 ----- 0.411 ----- ----- ----- ----- ----- ----- ----- 0.411
630 5.180 147.33 ----- 0.444 ----- ----- ----- ----- ----- ----- ----- 0.444
645 5.951 147.40 ----- 0.479 ----- ----- ----- ----- ----- ----- ----- 0.479
660 6.938 147.48 ----- 0.515 ----- ----- ----- ----- ----- ----- ----- 0.515
675 8.250 147.57 ----- 0.556 ----- ----- ----- ----- ----- ----- ----- 0.556
690 10.20 147.69 ----- 0.603 _--- ----- ----- ----- 0.603
705 16.58 147.85 ----- 0.661 ----- ----- ----- ----- ----- ----- ----- 0.661
720 48.53 148.22 ----- 0.780 ----- ----- ----- ----- ----- ----- ----- 0.780
735 84.34 149.00 7.798 0.983 ----- ----- 7.787 ----- ----- ----- ----- 8.770
750 71.25 149.71 9.841 1.138 ----- ----- 9.834 24.96 ----- ----- ----- 35.93
765 42.53 149.87 10.23 1.169 ----- ----- 10.21 35.12 ----- ----- ----- 46.50
780 17.70 149.72 9.851 1.138 ----- ----- 9.841 25.19 ----- ----- ----- 36.17
795 11.46 149.52 9.354 1.099 ----- ----- 9.341 14.43 ----- ----- ----- 24.87
810 9.271 149.39 9.003 1.071 ----- ----- 8.991 8.345 ----- ----- ----- 18.41
825 7.964 149.30 8.745 1.052 ----- ----- 8.741 4.795 ----- ----- ----- 14.59
Continues on next page...
24
POST DEVEL. RTE WQP-A
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
840 6.964 149.23 8.542 1.036 -- ----- 8.535 2.685 ----- --- ----- 12.26
855 6.167 149.18 8.373 1.024 --- ----- 8.367 1.292 ----- ----- ----- 10.68
870 5.562 149.13 8.217 1.012 ----- ----- 8.214 0.461 ----- ----- ----- 9.687
885 5.154 149.08 8.071 1.002 ----- ----- 8.068 ----- ----- ----- ----- 9.070
900 4.859 149.04 7.918 0.991 ----- ----- 7.911 ----- ----- ----- ----- 8.902
915 4.605 148.99 7.757 0.980 ----- ----- 7.747 ----- ----- ----- ----- 8.727
930 4.353 148.94 7.580 0.968 ----- ---- 7.571 ----- ---- ----- ----- 8.539
945 4.101 148.89 7.388 0.956 ----- ----- 7.381 ----- ----- ---- ----- 8.337
960 3.848 148.83 7.182 0.943 ----- ---- 7.177 ----- ----- ----- ----- 8.121
975 3.604 148.78 6.960 0.931 ----- ----- 6.957 ----- ----- ----- ----- 7.887
990 3.400 148.73 6.710 0.918 ----- ----- 6.709 ----- ----- ----- ----- 7.626
1005 3.257 148.68 6.417 0.905 ----- ----- 6.416 ---- ----- ----- ----- 7.321
1020 3.152 148.63 6.070 0.893 --- ----- 6.069 ----- ---- ----- ----- 6.962
1035 3.061 148.59 5.667 0.881 ----- ----- 5.667 ----- ---- ----- ----- 6.548
1050 2.971 148.55 4.823 0.871 ---- ---- 4.822 ----- ----- ----- ----- 5.693
1065 2.881 148.52 4.095 0.863 ----- ----- 4.094 ----- ---- ----- ----- 4.957
1080 2.790 148.50 3.539 0.857 ----- ---- 3.537 ----- ----- ----- ----- 4.394
1095 2.700 148.48 3.109 0.853 ----- ----- 3.104 ----- ----- ----- ----- 3.957
1110 2.610 148.47 2.769 0.849 ----- ---- 2.762 ----- --- ----- ----- 3.611
1125 2.520 148.46 2.496 0.846 ----- ----- 2.487 ----- ---- ----- ----- 3.333
1140 2.430 148.45 2.272 0.844 ----- ----- 2.262 ---- ----- ----- ---- 3.105
1155 2.339 148.44 2.088 0.842 ----- ----- 2.077 ----- ----- ----- ----- 2.918
1170 2.249 148.43 1.958 0.840 ---- ----- 1.946 ---- ----- ----- ----- 2.786
1185 2.159 148.43 1.837 0.838 ----- ----- 1.824 ---- --- ---- ---- 2.662
1200 2.069 148.42 1.723 0.836 ---- ----- 1.709 ----- ----- ----- ---- 2.545
1215 1.982 148.41 1.615 0.835 ----- ----- 1.599 ----- ----- ---- ----- 2.434
1230 1.913 148.41 1.513 0.833 ---- --- 1.497 ---- ---- ----- ----- 2.330
1245 1.871 148.40 1.422 0.832 ----- ---- 1.405 ----- ----- ---- ----- 2.237
1260 1.847 148.40 1.343 0.831 ----- ----- 1.325 ----- ----- ----- ----- 2.156
1275 1.828 148.40 1.277 0.830 ---- ---- 1.258 ----- ----- ---- ----- 2.088
1290 1.810 148.39 1.221 0.829 ----- ----- 1.202 2.031
1305 1.792 148.39 1.174 0.828 --- ----- 1.154 ----- ----- ----- ---- 1.982
1320 1.774 148.39 1.132 0.828 ----- ----- 1.112 ----- ----- ----- ----- 1.940
1335 1.756 148.39 1.096 0.827 ----- ----- 1.076 ----- ----- ---- ----- 1.903
1350 1.738 148.39 1.063 0.827 ----- ----- 1.043 ----- ----- ----- ----- 1.870
1365 1.720 148.38 1.034 0.826 ---- ----- 1.013 ----- ----- ----- ----- 1.840
1380 1.702 148.38 1.007 0.826 --- ----- 0.986 ---- ----- ----- _____ 1.812
1395 1.684 148.38 0.983 0.826 ---- ----- 0.961 ---- ----- ----- ----- 1.787
1410 1.666 148.38 0.959 0.825 ----- ----- 0.938 ----- ---- ----- ----- 1.763
1425 1.648 148.38 0.937 0.825 ----- ----- 0.916 ----- ----- ----- ----- 1.741
1440 1.630 148.38 0.916 0.825 ----- ----- 0.894 ----- ----- ----- ----- 1.719
1455 1.400 148.38 0.880 0.824 ---- --- 0.858 ----- ----- ----- ---- 1.682
1470 0.803 148.37 0.762 0.822 ----- --- 0.739 ---- ----- ----- ----- 1.561
1485 0.298 148.36 0.633 0.819 --- ----- 0.614 ---- ---- ----- ----- 1.433
1500 0.039 148.34 0.473 0.815 ----- ---- 0.459 --- ----- ----- ----- 1.274
1515 0.000 148.33 0.316 0.811 ----- ----- 0.306 ---- ----- ----- ----- 1.117
1530 0.000 148.32 0.177 0.807 ----- ----- 0.172 ----- ----- ----- ----- 0.979
1545 0.000 148.31 0.055 0.804 ----- ----- 0.054 ----- --- ---- ----- 0.858
1560 0.000 148.29 ---- 0.801 ----- ----- --- --- ----- ----- ----- 0.801
1575 0.000 148.28 ----- 0.798 ----- ----- ----- ----- ----- ----- ----- 0.798
1590 0.000 148.27 ---- 0.795 ---- ----- ----- ----- ----- ----- ----- 0.795
1605 0.000 148.26 ----- 0.792 ----- ----- ----- ----- ----- ----- ----- 0.792
Continues on next page...
• POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
25
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
1620 0.000 148.25 ----- 0.789 ----- ----- ---- ----- ----- ----- ----- 0.789
1635 0.000 148.24 ----- 0.787 ----- ----- ----- ---- ----- ----- ----- 0.787
1650 0.000 148.23 --- 0.784 ----- ----- ----- ----- ----- ----- ----- 0.784
1665 0.000 148.22 ----- 0.781 ----- ----- ----- ----- ----- ----- ----- 0.781
1680 0.000 148.21 ----- 0.778 ----- ----- ----- ----- ----- ----- ----- 0.778
1695 0.000 148.20 ----- 0.775 ----- ----- ----- ----- ----- ----- ----- 0.775
1710 0.000 148.19 ----- 0.772 ----- ----- ----- ----- ----- ----- ----- 0.772
1725 0.000 148.19 ----- 0.769 ----- ----- ----- ----- ----- ----- ----- 0.769
1740 0.000 148.18 ----- 0.766 --- __-_ -_-- _____ ____ _____ _____ 0.766
1755 0.000 148.17 ----- 0.763 ----- ----- ----- ----- ----- ----- ----- 0.763
1770 0.000 148.16 ----- 0.760 ----- ----- ----- ----- ----- ----- ----- 0.760
1785 0.000 148.15 ----- 0.757 ----- ----- ----- ----- ----- ----- ----- 0.757
1800 0.000 148.14 ----- 0.754 ----- ----- ----- ----- ----- ---- ----- 0.754
1815 0.000 148.13 ---- 0.751 ----- ----- ---- ----- ----- ----- ----- 0.751
1830 0.000 148.12 ----- 0.748 ----- ---- ----- ----- ----- ----- ----- 0.748
1845 0.000 148.11 ----- 0.746 ----- ----- ----- ----- ----- ----- ----- 0.746
1860 0.000 148.10 ----- 0.743 ----- ----- ----- --- ----- ----- ----- 0.743
1875 0.000 148.09 ----- 0.740 ---- ----- ----- ----- ----- ----- ----- 0.740
1890 0.000 148.08 --- 0.737 ----- ----- ----- ----- ----- ----- ----- 0.737
1905 0.000 148.07 ----- 0.734 ----- ----- ----- ----- ----- ----- ----- 0.734
1920 0.000 148.06 ----- 0.731 ----- ---- ----- ----- ----- ----- ---- 0.731
1935 0.000 148.05 ----- 0.728 ----- ----- ----- ----- ----- ----- ----- 0.728
1950 0.000 148.04 ----- 0.725 ----- ----- ---- ----- ----- ----- ----- 0.725
1965 0.000 148.03 ----- 0.722 ---- ---- ---- ---- ----- ----- ---- 0.722
1980 0.000 148.02 ----- 0.719 ----- ----- ----- ----- ---- ----- ---- 0.719
1995 0.000 148.01 ----- 0.716 ----- ----- ---- ----- ----- ----- ----- 0.716
2010 0.000 148.01 ---- 0.713 0.713
2025 0.000 148.00 ----- 0.710 ---- ----- ----- ----- ----- ----- ----- 0.710
2040 0.000 147.99 ----- 0.707 ----- ----- ---- ----- ----- ----- ----- 0.707
2055 0.000 147.98 ----- 0.704 ___ _____ _____ -- _____ 0.704
2070 0.000 147.97 ----- 0.701 ----- ----- ----- ----- ----- ----- ----- 0.701
2085 0.000 147.96 ----- 0.698 ----- ----- ----- ----- ----- ---- ----- 0.698
2100 0.000 147.95 ----- 0.695 ----- ----- ----- ----- ----- ----- ----- 0.695
2115 0.000 147.94 ----- 0.691 ----- ----- ----- ----- ----- ----- ----- 0.691
2130 0.000 147.93 ----- 0.688 ---- ----- ----- ----- ----- ----- ----- 0.688
2145 0.000 147.92 ----- 0.685 ----- ----- ----- --- ----- ----- ----- 0.685
2160 0.000 147.91 ----- 0.682 0.682
2175 0.000 147.90 ----- 0.679 ----- ----- ----- ----- --- ----- ----- 0.679
2190 0.000 147.89 ----- 0.676 -- ----- ----- ----- ---- ----- ----- 0.676
2205 0.000 147.88 ----- 0.673 ----- ----- ----- ----- ----- ----- ----- 0.673
2220 0.000 147.88 ----- 0.670 ----- ----- ----- ----- ----- ----- ----- 0.670
2235 0.000 147.87 ----- 0.667 ---- ----- ----- --- ----- ----- ----- 0.667
2250 0.000 147.86 ----- 0.663 -- ----- ----- ---- ----- ----- ----- 0.663
2265 0.000 147.85 ----- 0.660 ----- ----- ---- ----- ----- ----- ----- 0.660
2280 0.000 147.84 ----- 0.657 ----- ----- ----- ----- ----- ----- ----- 0.657
2295 0.000 147.83 ----- 0.654 ----- ----- ----- ----- ----- ----- ----- 0.654
2310 0.000 147.82 ----- 0.651 ----- ----- ----- ----- ----- ----- ----- 0.651
2325 0.000 147.81 ----- 0.648 ----- ----- ----- ----- ----- ----- ----- 0.648
2340 0.000 147.80 ----- 0.645 ----- ----- ---- ----- ----- ----- ----- 0.645
2355 0.000 147.80 ----- 0.642 ----- ----- ----- ----- ----- ----- ----- 0.642
2370 0.000 147.79 ----- 0.639 ----- ----- ----- ----- ----- ----- ----- 0.639
2385 0.000 147.78 ----- 0.635 ----- ----- ----- ----- ----- ----- ----- 0.635
Continues on next page...
4
POST DEVEL. RTE WQP-A
Hydrograph Discharge Table
26
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Ell Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2400 0.000 147.77 ----- 0.632 ----- ----- ----- ----- ----- ---- ----- 0.632
2415 0.000 147.76 ----- 0.629 ----- ----- ----- ----- ----- ----- ----- 0.629
2430 0.000 147.75 ----- 0.626 ---- ----- ----- ----- ----- ----- ----- 0.626
2445 0.000 147.74 ----- 0.623 ----- ----- ----- ----- ----- ----- ----- 0.623
2460 0.000 147.74 ----- 0.620 ----- ----- ----- ----- ----- ----- ----- 0.620
2475 0.000 147.73 --- 0.617 ----- ----- ----- ---- ----- ----- ----- 0.617
2490 0.000 147.72 ----- 0.614 ----- ---- ----- ----- ----- ----- ----- 0.614
2505 0.000 147.71 ----- 0.611 ----- ----- ----- ----- ----- ----- ----- 0.611
2520 0.000 147.70 ----- 0.608 ----- ----- ---- ----- ----- ----- ----- 0.608
2535 0.000 147.69 ----- 0.604 ----- ----- ----- ----- ----- ----- ----- 0.604
2550 0.000 147.69 ----- 0.601 ----- ----- ----- ----- ----- ----- ----- 0.601
2565 0.000 147.68 ----- 0.598 ----- ----- ---- ----- ----- ----- ----- 0.598
2580 0.000 147.67 ----- 0.595 ----- ----- ----- ----- ----- ----- ----- 0.595
2595 0.000 147.66 ----- 0.592 ----- ----- ---- ----- ----- ----- ----- 0.592
2610 0.000 147.65 ----- 0.589 ----- ----- ----- ----- ----- ----- ----- 0.589
2625 0.000 147.65 ----- 0.585 ----- ----- ----- ----- ----- ----- ----- 0.585
2640 0.000 147.64 ----- 0.582 ----- ----- ----- ----- ----- ----- ----- 0.582
2655 0.000 147.63 ----- 0.579 ----- ----- ----- ----- ----- ----- ----- 0.579
2670 0.000 147.62 ---- 0.576 ----- ---- ----- ---- ----- ----- ----- 0.576
2685 0.000 147.61 ----- 0.573 ----- ---- ---- 0.573
2700 0.000 147.61 ----- 0.570 ----- ----- ---- ----- ---- ----- ----- 0.570
2715 0.000 147.60 ----- 0.567 ----- ----- ----- ----- ----- ----- ----- 0.567
2730 0.000 147.59 ----- 0.564 ----- ----- ----- ----- ----- ----- ----- 0.564
2745 0.000 147.58 ----- 0.561 ----- ----- ----- ----- ----- ----- ----- 0.561
2760 0.000 147.58 ----- 0.557 ----- ----- ----- ---- - ----- ----- 0.557
2775 0.000 147.57 --- 0.554 ---- ----- ----- ---- ----- ----- ----- 0.554
2790 0.000 147.56 ----- 0.551 ____ _____ _____ 0.551
2805 0.000 147.55 ----- 0.548 ----- ----- ----- ----- ----- ----- ----- 0.548
2820 0.000 147.55 ---- 0.545 ----- ----- ----- ----- ----- ----- ----- 0.545
2835 0.000 147.54 --- 0.542 ----- ----- -- ---- ----- ----- ----- 0.542
2850 0.000 147.53 ----- 0.539 ----- ----- --- ----- ----- ----- ---- 0.539
2865 0.000 147.52 ----- 0.536 ----- ----- ----- ----- ----- ----- ----- 0.536
2880 0.000 147.52 ----- 0.533 ----- ----- ----- ----- ----- ----- ----- 0.533
...End
Hydraflow Rainfall Report
27
Hydraflow Hydrographs by Intelisolve v9.1
Return
P
i
d Intensity-Duration-Frequency Equation Coefficients (FHA)
er
o
(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 220000 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
Monday, Apr 19, 2010
Return
riod
P Intensity Values (in/hr)
e
(Yrs) 5 min 10 1s 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 5.80 527 4.83 4.46 4.14 3.87 3.63 3.41
Tc = time in minutes. Values may exceed 60.
Precin_ file name- SMITHFIFI n RUSINFSS PARK WO 3 nmv nen
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 244hour 288 3.60 0.00 3.30 5.52 6.72 6.80 8.64
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
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
Custom 0.00 1.75 0.00 2.80 1 90 5.25 6.00 7.10
. . Hydraflow Table of Contents
SMITHFIELD BUSINESS PARK WQP-IV.gpw
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
1 -Year
Hydrograph Reports ...................................................................................................... 28
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 28
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 29
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 30
Pond Report - POND A ........................................................................................... 31
10 -Year
Hydrograph Reports ...................................................................................................... 32
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 32
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 33
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 34
25 - Year
Hydrograph Reports ........................................... I 35
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 35
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 36
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 37
100 -Year
Hydrograph Reports ...................................................................................................... 38
Hydrograph No. 1, SCS Runoff, PRE-DEV. Q ............................................................. 38
Hydrograph No. 2, SCS Runoff, POST DEV. Q ........................................................... 39
Hydrograph No. 3, Reservoir, POST DEVEL. RTE WQP-A ........................................ 40
28
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 8.694 cfs
Storm frequency = 1 yrs Time to peak = 12.70 hrs
Time interval = 1 min Hyd. volume = 72,697 cuft
Drainage area = 20.200 ac Curve number = 77
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 77.99 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
PRE-DEV. Q
Hyd. No. 1 -- 1 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 1
29
• Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 16.810 ac
Basin Slope = 0.2%
Tc method = LAG
Total precip. = 2.88 in
Storm duration = 24 hrs
Monday, Apr 19, 2010
Peak discharge = 25.16 cfs
Time to peak = 12.32 hrs
Hyd. volume = 129,924 cuft
Curve number = 93
Hydraulic length = 1000 ft
Time of conc. (Tc) = 43.87 min
Distribution = Type II
Shape factor = 484
POST DEV. Q
Q (cfs) Hyd. No. 2 - 1 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
Hyd No. 2 Time (hrs)
Hydrograph Report 30
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 0.729 cfs
Storm frequency = 1 yrs Time to peak = 19.38 hrs
Time interval = 1 min Hyd. volume = 80,163 cuft
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation = 148.06 ft
Reservoir name = POND A Max. Storage = 100,709 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
POST DEVEL. RTE WQP-A
Hyd. No. 3 -- 1 Year
A6
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 i Total storage used = 100,709 cult
-Pond Report 31
r
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Pond No. 1 - POND A
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 146.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 146.50 57,185 0 0
0.50 147.00 64,138 30,311 30,311
1.50 148.00 68,905 66,501 96,812
1.80 148.30 72,514 21,208 118,020
2.50 149.00 75,482 51,790 169,810
3.50 150.00 78,839 77,147 246,957
4.50 151.00 82,252 80,531 327,488
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 16.00 6.00 0.00 0.00 Crest Len (ft) = 12.00 20.00 0.00 0.00
Span (in) = 16.00 6.00 0.00 0.00 Crest El. (ft) = 148.30 149.10 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 146.50 146.50 0.00 0.00 Weir Type = Riser Broad - -
Length (ft) = 50.00 50.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.20 0.20 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00
Note: Culver" fioe outflows are analyzed under inlet (c) and outlet (oc) control. Weir risers checked for orifice conditions (c) and submergence (s).
Stage / Discharge Elev (ft)
151.50
150.50
149.50
148.50
147.50
4AA Sn
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
Discharge (cfs)
- Total Q
32
i Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 20.200 ac
Basin Slope = 0.2%
Tc method = LAG
Total precip. = 5.52 in
Storm duration = 24 hrs
Monday, Apr 19, 2010
Peak discharge = 29.05 cfs
Time to peak = 12.67 hrs
Hyd. volume = 225,253 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 77.99 min
Distribution = Type II
Shape factor = 484
PRE-DEV. Q
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
--- Hyd No. 1
33
y Hydrograph Report

Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 53.53 cfs
Storm frequency = 10 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 285,982 cuft
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.87 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

POST DEV. Q
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
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
- Hyd No. 2 Time (hrs)
34
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 9.054 cfs
Storm frequency = 10 yrs Time to peak = 13.07 hrs
Time interval = 1 min Hyd. volume = 222,645 cult
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation = 149.08 ft
Reservoir name = POND A Max. Storage = 175,799 cuft
Storage Indication method used.
POST DEVEL. RTE WQP-A
Q WS) Hyd. No. 3 - 10 Year Q (Cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 n nn
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
- Hyd No. 3 Hyd No. 2 1----7E Total storage used = 175,799 cult
,. Hydrograph Report 35
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 20.200 ac
Basin Slope = 0.2%
Tc method = LAG
Total precip. = 6.72 in
Storm duration = 24 hrs
PRE-DEV. Q
Q (cfs) Hyd. No. 1 -- 25 Year
40.00
Monday, Apr 19, 2010
Peak discharge = 39.18 cfs
Time to peak = 12.67 hrs
Hyd. volume = 302,558 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 77.99 min
Distribution = Type II
Shape factor = 484
30.00
20.00
10.00
0.00
Q (cfs)
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
• Hydrograph Report 36
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 1 min
Drainage area = 16.810 ac
Basin Slope = 0.2%
Tc method = LAG
Total precip. = 6.72 in
Storm duration = 24 hrs
Monday, Apr 19, 2010
Peak discharge = 66.27 cfs
Time to peak = 12.32 hrs
Hyd. volume = 357,933 cuft
Curve number = 93
Hydraulic length = 1000 ft
Time of conc. (Tc) = 43.87 min
Distribution = Type II
Shape factor = 484
POST DEV. Q
Q WS) Hyd. No. 2 -- 25 Year Q WS)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
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
- Hyd No. 2 Time (hrs)
0 Aydrograph Report 37
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 21.93 cfs
Storm frequency = 25 yrs Time to peak = 12.88 hrs
Time interval = 1 min Hyd. volume = 293,929 cuft
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation = 149.47 ft
Reservoir name = POND A Max. Storage = 205,877 cuft
Storage Indication method used.
POST DEVEL. RTE WQP-A
Q (cfs) Hyd. No. 3 - 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0 00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 F------] Total storage used = 205,877 cult
38
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 1
PRE-DEV. Q
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 20.200 ac
Basin Slope = 0.2%
Tc method = LAG
Total precip. = 8.64 in
Storm duration = 24 hrs
Monday, Apr 19, 2010
Peak discharge = 55.78 cfs
Time to peak = 12.67 hrs
Hyd. volume = 431,191 cuft
Curve number = 77
Hydraulic length = 1000 ft
Time of conc. (Tc) = 77.99 min
Distribution = Type II
Shape factor = 484
PRE-DEV. Q
Q (cfs) Hyd. No. 1 - 100 Year Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
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
Hyd No. 1 Time (hrs)
r' Hvdroaraah Resort
39
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 2
POST DEV. Q
Hydrograph type = SCS Runoff Peak discharge = 86.50 cfs
Storm frequency = 100 yrs Time to peak = 12.32 hrs
Time interval = 1 min Hyd. volume = 473,552 cuft
Drainage area = 16.810 ac Curve number = 93
Basin Slope = 0.2% Hydraulic length = 1000 ft
Tc method = LAG Time of conc. (Tc) = 43.87 min
Total precip. = 8.64 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEV. Q
Q (cfs) Hyd. No. 2 --100 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
90.00
80.00
70.00
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
Hyd No. 2 Time (hrs)
4 Hydrograph Report
40
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Hyd. No. 3
POST DEVEL. RTE WQP-A
Hydrograph type = Reservoir Peak discharge = 46.74 cfs
Storm frequency = 100 yrs Time to peak = 12.72 hrs
Time interval = 1 min Hyd. volume = 408,871 cult
Inflow hyd. No. = 2 - POST DEV. Q Max. Elevation = 149.87 ft
Reservoir name = POND A Max. Storage = 237,117 cult
Storage Indication method used.
POST DEVEL. RTE WQP-A
Q (cfs) Hyd. No. 3 - 100 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00

0 5
- Hyd No. 3
10 15 20
Hyd No. 2
25 30 35 40 45 50
Time (hrs)
Total storage used = 237,117 cuft
SMITHFIELD BUSINESS PARK
STORMWATER MANAGEMENT PLAN
MISCELLANEOUS DESIGN COMPUTATIONS
April 15, 2010
PREPARED BY: HERRING-SUTTON & ASSOCIATES, PA
2201 NASH STREET NORTHWEST
WILSON, NORTH CAROLINA
JOB
HERRING-SUTTON & ASSOCIATES, P.A. SHEET NO. `
2201 NASH ST. NW CALCULATED BY
WILSON, NORTH CAROLINA 27896
[phone] CHECKED BY
SCALE
OF `q-
DATE
DATE
2 ., .. _ 2 3 v - 6 2 C ., - - 7 6 1 6 - -

9
N c? cf o Z? Z C? ee e, 7
;

z -7Q
67
f 2'

a
?- n
S" (2! (3
.3
---

c'g
5-7

2
tl S_
= (te G ? ? ? C{ ? ?'G CCC

e

D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB
SHEET NO. Z OF( &?'
CALCULATED BY.
CHECKED BY_
SCALE
DATE
DATE
Plv? c- 00
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB
SHEET NO. ?? OF
CALCULATED BY.
CHECKED BY_
SCALE
DATE
DATE
l.?
D PRODUCT 207
T O? ?
Pond Report $
Hydraflow Hydrographs by Intelisolve v9.1 Monday, Apr 19, 2010
Pond No. 1 - POND A
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation =146.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 146.50 57,185 0 0
0.50 147.00 64,138 30,311 30,311
1.50 148.00 68,905 66,501 96,812
1.80 148.30 72,514 21,208 118,020
2.50 149.00 75,482 51,790 169,810
3.50 150.00 78,839 77,147 246,957
4.50 151.00 82,252 80,531 327,488
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 16.00 6.00 0.00 0.00 Crest Len (ft) = 12.00 20.00 0.00 0.00
Span (in) = 16.00 6.00 0.00 0.00 Crest El. (ft) = 148.30 149.10 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 146.50 146.50 0.00 0.00 Weir Type = Riser Broad - -
Length (ft) = 50.00 50.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.20 0.20 0.00 n/a
N -Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Nate: CuN VOdfioe ouHiows are analyzed under inlet (to) and outlet (oc) control. Weir risers checked for orifice conditions (w) and submergence (s)
Stage (ft)
5.00
4.00
3.00
2-00
1.00
Stage / Discharge
Elev (ft)
151.50
150.50
149.50
148.50
147.50
0.00 1 1 1 1 1 1 1 1 1 146.50
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
Discharge (cfs)
Total Q
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB SHEET NO. OF 14e
CALCULATED BY.
CHECKED BY
SCALE
DATE
DATE
D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB

SHEET NO. /
OF C
CALCULATED BY DATE

CHECKED BY DATE
SCALE

D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB
SHEET NO. OF
CALCULATED BY.
CHECKED BY
SCALE
DATE
DATE
r
D PRODUCT207
6,f-(4.-
w
cn
0
Z
U)
D DOZ -r mo
rm-rr-0 -4 mmc
O? Qom ziG)G) Z
22
r
j=moo
9
o
z ? -v0m
0 (D -n
m
Z

X ?
Z 0
-
m 0 ??m
Z
-? Zm0-I
O
-n
Z
W
mD
0

Z7
m
0
-1
m
0
Z
0 -I
m
v
mm
m
D cn
m Fn ;u Z
=Dcn
> (0 ca
GG)ZCDn

i mvm
cn Z0

m m
Cl)
W
W
0
0 0 0 O 0 0 0 0
ca W W W cu co cu
r 0
co 0 V W N W - D
co c
o i D
o O ? -4

cn 4t 0 0 0 0
0
0
0
0 --1

Z
C) W 1 * W W 0
D 0 1
A 0
0 8D V -I w N

cn ?
m
?l tV IV Ln - -? W ? ? ? D
4 0 0 0 O O Cn 0 0 0
D
0
O OD W N N A ? N N ? V 10
W 0 0
r m
v
CA -
? 0 0) ? 0 0 0
0 0
I 0 0 0 0 0 0 0 0 0
CA -I V V V V V OD 00 00
Cfl CA O CD O w O O O o
N N
l N
I j O -? -? -A 2
O O CD O C) C) m o o
O (D O o 0 0 0 0 0 0 Z

O CA w V ? V W w w N m
O CA CA N Cn r%) CA - CA OD

O
O
O
O
O
O
O
C T t
0
0 r
O 0 0 0 0 0 0 0 0 0
O o 0 0 0 0 o 0 0 0
cn CA cn cn CA CA CA CA Cn cn _
v ? :-4 v v 'v v v v :-4
O 0 0 0 0 0 0 0 0 0

A
o W
c?, .?
cn .a
o
tp ra
cv :,
cn s
ra s
ra
+ M.
A??o
4 in :i is -? A :4 is o d co D
C4 Co co w y s N

0 0 0 0 0 0 0 0 0 0 M
v v -0 -u v -o -V v -o -u -u m
p 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 2

N N N N N N N N N N
o 0 0
W 0 O O O O O O
?
°
N N N N N N N O
N A W O O O A -l M O

m v
? ? ? z
la A N SI 0) N 0 00 W m
O O co c p CD co 0 (A m
O 0 C ) l 0 0 0 0 0 0 2
- 0 - 2 0 O O O O O O O
W W N N N w " N) " -.? co v
p rn l A -11, O P° 911 p 91

O
o
0
CD
0
o
o :
0 :
o
o N
m
O 0 0 0 0 0 0 0 0 0

M
r
(n t11 A W N W G1 A Gi p
4 0 co Gt fA tD 0 0 to p -0
O N N o V -? y CA N w

D

C1t N CTf O O CO Cn N N CJ? D
O A ? t0 t0 ?D (71• 'V 1:1 ?: r
m tD v+ CD w hY W V 00 W
CD r- _0
,Z0)DC-
-i rn
0
xZ?
0 I
X 2 _
m
o r
v
W
C
Z
m
V/
D
2vm
m cn
G)
mZ
vm
ao v
<W
I ?
Q) U)
1?
mm
I ?
N
I o
0
Cl)
I
O
ic
v
X
Z
m
v
Cl)
Z
v
Cl)
m
m
--I

D
0
r
z
In
D
m
N
-n
m
0
z
D
D(nz
' 1 V
-n (1) 0 b
O0
O O
r- r-
C O
< -0 -
.? o
s
0-M
:n z
o
m n
X m
0 o
Z N
O
O
CA)
C3)
O
O
0
00
O
cD
N
w
m

0 0 0 0 0 0 0 0 X
W W up
*k OD CD CD CID O O
v r ) n
(a OD CA (A

0
0
0 --iO?
W
k D
W
a
0
0
0
0
--l
O
Ono
? c
4& W
W OO
N O z
D
`
0 CC) OD Cn -
m
I
_
n
;o
0 0 0 0 0 0 0 0 C:
T C) I
W N . W N) - ? K)
CD OD W ? A N Cn W

? -
D
n

o C G)
0 0 0 ?
I 0 o 0 0 - ?O

m r
OD O N C4 io b) ij K) D
.. ;u o
o ? w CYI A O 0o w r m

o
O
o
0
0
71
0 z
n
io O o ib OD ib co o O O ?A
(n O O W 51 OD N O ;p V r

-E N O ? N 31 j -11 = r
O
OD
O C3) OD
O O
O N
o OD
al -
0 -
0 Z
m
O

o N

cn -1

cn
n
(
cn
0)
o
?
0
A
o
-l
cn

r
m
z
Cl)

v
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 o
00
V V V V -1 V V V 2 m
0 0 0 0 0 C> a 0 _
0 0 OE Z

'
mc?p Z
o
m

c3?'

A

-?

5

N
I

;
l
n
cn ?I n
/)
0 Y
IM
t
<
< M

??
rn
0 -
0 -
0 0 0 0 0 0
v O o
m
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 o z

N
N j
N .l
N
N
N
N
N

vv
0

V 0 1 0

- 0 0 0 0 CO
v
m m
11. co b. C4 )
O) OD ,
0 0 0 0 I I
r
W -? N CO co CO -? CO Z

O
531
O
Cn
P
P
O
N G
l
m
Do rn °o °0 00 00 00 00 k (A
JD
cn
0 5n cn ao 00 o cn vn D

m
m
0
0
o
0
o
0
0
m
O o o 0 0 0 0 0

M
r
A 5a .a
W A W v O i0 W - O
W 00 a cr)' tD W
O
D
ar ?. 50 p F! Cj D

N tp W O VI O T. ?
N
m
D

U)
0 0 0 0 0 0 0

La &f-'6o
ENERGY DISSIPATOR #1
PROJECT:GOLDEN CORRAL SMITHFIELD BUSINESS PARK
RATIONAL FORMULA: Q=CIA
C= 0.8 SEE TABLE 8
1 (IN./HR.) (10YR.)= 6.1 SEE FIGURE 8.03
A (ACRES)": 0.3
Q (10)(CFS) = 1.4664
GIVEN DATA:
Q (10)(CFS)= 1.4664
S m = 0.2
RCP(DIA.)(IN.) = 24
n (PIPE): 0.013 SEE TABLE 10.1
COMPUTATIONS:
Q (FULL) (CFS)= 10.144 SEE FIGURE 5
V (FULL) (FPS)= 3.229
Q (10) /Q (FULL)= 0.14
C= 0.690 SEE FIGURE 20
V O (FPS) = 2.228 C•V(FULL)
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
et v 4=?- (6
ENERGY DISSIPATOR #10-A
PROJECT:SMITHFIELD BUSINESS PARK
RATIONAL FORMULA: Q=CIA
C= 0.75 SEE TABLE 8
I (IN./HR.) (10YR.)= 5.7 SEE FIGURE 8.03
A (ACRES)= 8.31
Q (10)(CFS) = 35.52525
GIVEN DATA:
COMPUTATIONS:
Q (1o)(cFs)= 35.52525
S (%) = 0.27
RCP(DIA.)(IN.) = 36
n (PIPE)= 0.012 SEE TABLE 10.1
Q (FULL) (CFS)= 37.647 SEE FIGURE 5
V (FULL) (FPS)= 5.326
Q (10) /Q (FULL)= 0.94
C= 1.140 SEE FIGURE 20
V 0 (FPS) = 6.072 C•V(FULL)
ZONE = 1 SEE FIGURE 1
APRON LENGTH = 12 FT. SEE FIGURE 2
APRON WIDTH = 9 FT.
STONE TYPE = CLASS A SEE FIGURE 2
STONE DEPTH = 9 IN. SEE FIGURE 3

ENERGY DISSIPATOR #11
PROJECT:SMITHFIELD BUSINESS PARK
RATIONAL FORMULA: Q=CIA
C= 0.8 SEE TABLE 8
I (IN./HR.) (10YR.)= 5.7 SEE FIGURE 8.03
A (ACRES)= 10.35
Q (10)(CFS) = 47.196
GIVEN DATA:
Q (10)(CFS)= 47.196
S (%) = 0.1
RCP(DIA.)(IN.) = 36
n (PIPE)= 0.012 SEE TABLE 10.1
COMPUTATIONS:
Q (FULL) (CFS)= 22.911 SEE FIGURE 5
V (FULL) (FPS)= 3.241
Q (10) /Q (FULL)= 2.06
C= HELP SEE FIGURE 20
V o (FPS) = #VALUE! C*V(FULL)
ZONE = 2 SEE FIGURE 1
APRON LENGTH = 18 FT. SEE FIGURE 2
APRON WIDTH = 9 FT.
STONE TYPE = CLASS B SEE FIGURE 2
STONE DEPTFJ .;: 22 IN. SEE FIGURE 3

ENERGY DISSIPATOR #25
PROJECT: SMITHFIELD BUSINESS PARK
RATIONAL FORMULA: Q=CIA
C= na SEE TABLE 8
I (IN./HR.) (1oYR.)= na SEE FIGURE 8.03
A (ACRES)= na
Q (jo)(CFs) = 9.10 ( See 10-yr Discharge Pond Routing
GIVEN DATA:
Q (10)(CFs)= 9.10 (See 10-yr Discharge Pond Routing
S (%) = 0.2
RCP(DIA.)(IN.) = 16
n (PIPE):-- 0.012 SEE TABLE 10.1
COMPUTATIONS:
Q (FULL) (CFS)= 7.480 SEE FIGURE 5
V (FULL) (FPS)= 4.220
Q (10) /Q (FULL)= #VALUE!
C= #VALUE! SEE FIGURE 20
V o (FPS) = #VALUE! C`V(FULL)
ZONE = 2 SEE FIGURE 1
APRON LENGTH = 8 FT. SEE FIGURE 2
APRON WIDTH = 4 FT.
STONE TYPE = CLASS B SEE FIGURE 2
STONE DEPTH = 22 IN. SEE FIGURE 3
GF ?, 1
RATIONAL FORMULA:
GIVEN DATA:
COMPUTATIONS:
ENERGY DISSIPATOR #26
PROJECT:SMITHFIELD BUSINESS PARK
Q=CIA
C= na
(IN./HR.) (1oYR.)= na
A (ACRES)= na
Q (10)(CFS) =
Q (10)(CFS)=
S (%) =
RCP(DIA.)(IN.) =
n (PIPE)=
Q (FULL) (CFS)=
V (FULL) (FPS)=
Q (10) /Q (FULL)=
SEE TABLE 8
SEE FIGURE 8.03
1 See Routing for 10-yr Storm
1
0.1
6
0.012
0.193
0.982
5.19
C= HELP
V 0(FPS)= #VALUEI
ZONE = 1
APRON LENGTH = 2 FT.
APRON WIDTH = 1.5 FT.
STONE TYPE = CLASS A
STONE DEPTH = 9 IN.
SEE TABLE 10.1
SEE FIGURE 5
SEE FIGURE 20
C*V(FULL)
SEE FIGURE 1
SEE FIGURE 2
SEE FIGURE 2
SEE FIGURE 3
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB
SHEET NO. JC b OF
CALCULATED BY DATE
CHECKED BY
DATE
SCALE

?a

r

.

D PRODUCT 207
HERRING-SUTTON & ASSOCIATES, P.A. JOB 'JS r
2201 NASH ST. NW SHEET NO. OF
WILSON, NORTH CAROLINA 27896 C
[phone] CALCULATED BY5 DATE
CHECKED BY DATE
SCALE
D PRODUCT 207
Inn
HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW SHEET NO.
WILSON, NORTH CAROLINA 27896 5
[phone] CALCULATED BY
CHECKED BY
SCALE
OF_
DATE
DATE
D PRODUCT 207
Version 1.4
January 9, 2009
401 Oversight/Express Permitting PCN Submittal Checklist
2XThe application fee (Checks may be made out to "N.C. Division of Water Quality"
- $240.00 for 401 Water Quality Certification with minor impacts
$570.00 for 401 Water Quality Certification with major impacts
- Express Review Fee (Amount requested on Acceptance Letter)
?_??? -
S4/Five (5) complete and collated copies of the PCN Application and supporting
documentation (instead of providing 5 copies of the full size plans you may provide two
J?Jec pies of full size plans along with three copies of 11 X 17 plans)
Stormwater Management Plan (if applicable - see PCN Form Help File Section E)
1) Please provide three (3) copies of the stormwater management plans along with all
supporting information pertaining to this project including the following:
a. Entire site development/layout plans delineating all drainage areas;
b. Design calculation sheets for all proposed BMP(s) sized for both on-site and
off-site drainage;
c. BMP supplements for each proposed BMP and Required Items Check List
(http://h2o.enr.state.nc.us/su/bmp forms.htm) along with all required
items;
d. A Notarized Operation & Maintenance Agreement for each stormwater
management facility;
e. Detailed construction drawing sheets shall include
(i) Erosion and sediment control plans;
(ii) Installation and planting schedules for the proposed BMPs;
(iii) Appropriately scaled plan views and cross sectional details of all
BMPs and associated components - inlet and outlet structures,
forebay, respective zones and pertinent elevations.
If your project is located within a State implemented Riparian Buffer Rule Area, submit the
following along with site plans and PCN form:
1) Three (3) copies of the details for on-site diffuse flow provisions, (refer to
http://h2o.enr.state.nc.us/su/bmp_jorms.htm).
? DWQ Stream Determination Forms for streams on property and DWQ determination
letter for wetlands or streams (if applicable).
The following is the most critical of all the information that you must provide. The quality and
detail of the information will often determine the expeditiousness of the review. The following is
a checklist of the types of pertinent information required at a minimum:
Maps and Plans:
The most recent version of the 1:24,000 USGS Topographic Map - Please cleanly draw or
d ineate the site boundaries on the topographic map.
The most recent version of the bound and published County NRCS Soil Survey Map -
(required for projects within the Neuse River Basin, Tar-Pamlico River Basin, Randleman
Lake Watershed and the Catawba River Basin, also recommended for all projects) -
Please clearly delineate the site boundaries, etc. on the map. If the delineation obscures
any of the features, it is recommended that a clean copy be provided. Copies of the
Version 1.4
January 9, 2009
current soil survey and/or soil survey map sheets can be obtained from the local NRCS
County Office (http://www.nc.nres.usda.gov/). GIS soil layers are not acceptable.
ffl Vicinity map - Please clearly mark the location and approximate boundaries of the property
and project on the map. Please indicate north arrow and scale. Please include applicable
road mes or State Road numbers.
The Site Plan - The most critical map to be provided is the site plan. You must provide full
sized plans. The following is the minimum list of plans that are typically needed.
Pre-construction/Pre-existing conditions - This sheet (or sheets) must include:
• All jurisdictional and non-jurisdictional wetland, stream, water features, State regulated
buffers (delineated into Zones 1 and 2)
• Topographic contours with elevations
• Any existing structures and impervious areas
• Existing utility lines and easements
• Existing roads, culverts, and other pertinent features
• North arrow and the scale (1":50' scale is recommended).
Proposed conditions - This sheet (or sheets) must include:
• All jurisdictional and non-jurisdictional wetland, stream, water features, State regulated
buffers (delineated into Zones 1 and 2)
• Lot layout (if a subdivision or commercial development is proposed) - lots must be
developable without further impacts to jurisdictional and non-jurisdictional wetlands
streams, water features, and State regulated buffers. Building envelopes must be
provided when streams, wetlands, riparian buffers, or water features exist on a lot
• All built-out structures and impervious cover
• Final grading contours with elevations
• All utilities and easements (including septic fields on all lots within 100 feet of stream,
wetland, or water features - if applicable)
• Impacted areas - these should correspond with the Impact numbers listed on your PCN
form.
Drainage Plans - Final drainage plans must include the following:
• Locations and pertinent elevations and sizes of the stormwater collection system and
drainage ways
• All inlets and outlets must also be shown with pertinent elevations (All outlets to
wetlands must be at a non-erosive velocity, generally less than 2 ft/sec during the peak
flow from the 10-vr storm)
• Scaled stormwater BMPs must also be indicated as required by DWQ rules and policies
• In certain cases (see Section E of PCN form), final stormwater management plans must
also be provided (see Stormwater Management Plan Checklist)
'roposed Impacts - All impacts to jurisdictional and non-jurisdictional wetland, stream,
water features, and State regulated buffers must be shown and labeled on the site plans at
a scale no smaller than 1" = 50'. All excavation, fill, flooding, stabilization, and other impacts
that will be conducted in or near jurisdictional and non-jurisdictional wetland, stream, water
features, and State regulated buffers must be indicated. Please provide cross sectional
details showing the provisions for aquatic life passage (burial of culvert 20% for culverts <_ 48
inches, and 1-foot for culverts > 48 inches).
Version 1.4
January 9, 2009
Wetland Impacts:
E9' Precise grading and final elevation contours must be provided. Existing
vegetation and any clearing must be specified.
? All subsurface utility lines must indicate the location of anti-seep collars.
Construction detail for anti-seep collars must be provided.
Roadway or other crossings of riparian wetlands may require floodway culverts to
maintain existing hydrological conditions.
? Plans should show that the hydrology of remaining wetlands on the site will be
maintained.
Stream Impacts:
? Stream impacts must be clearly shown on the plans. The centerline as well as
the banks of the stream must be surveyed or located by GPS for the portion of
the stream to be impacted.
? The inlet and the outlet of all culverts should be aligned with the stream as
much as possible. Inlet and outlet elevations and streambed elevations should
be indicated. Any inlet or outlet protection must be shown and enumerated on
the impact map(s).
? For bottomless culverts or other spans, a vertical cross section should be
provided that shows the minimum distance from each span to each stream bank,
the stream cross section, the height of the span above the stream and the
minimum distance from the edge of each footer to each stream bank.
Additionally, please provide a signed and sealed geotechnical report of
subsurface soils at the proposed bottomless culvert location. The report must
comply with the Division of Highways - Guidelines for Drainage Studies and
Hydraulic Design, prepared by A.L. Hankins, Jr., State Hydraulics Engineer -
1999.
? Multiple culverts or sectioned box culverts typically require the use of sills, off-
setting or other means to match the cross section of the existing stream (in order
to maintain stream stability and provide aquatic life passage). A vertical cross
section of the culverts should be shown overlain with the up and downstream
stream cross section including the stream flood-prone area.
? Impacts associated with dam construction must indicate and enumerate all fill
associated with the dam footprint, spillway and any bank stream bank
stabilization. The length of stream impounded must also be indicated and
enumerated.