20040790 Ver 2_401 Application_20170426

April 25, 2017
Ms. Karen Higgins
NC Division of Water Resources
401 & Buffer Permitting Branch
1617 Mail Service Center
Mr. Andrew Williams
U.S. Army Corps of Engineers
331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Re: Wynngate Subdivision Phase IV
Dear Ms. Higgins and Mr. Williams,
On behalf of our client and the applicant, Cimland, LLC, Summit Design and
Engineering Services respectfully requests project approval per Section 404 & 401 of the
Clean Water Act for impacts associated with Wynngate Subdivision Phase IV. We have
attached the following information to assist in your review of the project:
• Four copies of the completed Pre -Construction Notification and supporting
documentation;
• Four copies of the wetland exhibit denoting impacts to jurisdictional resources;
• Four copies of email correspondence with Eric Alsmeyer (USACE);
• Four copies of the complete construction drawings;
• Four copies of the Town of Butner approved stormwater management plan;
• Check for minor water quality application ($240).
Based on the limited impacts to natural wetlands associated with the construction of this
development (3,898 sf / 0.09 Ac.), no wetland mitigation is being offered.
Summit Design and Engineering Services will be more than happy to address and provide
any clarification needed and looks forward to discussing these matters with you further.
Sincerely,
SUMMIT DESIGN AND ENGINEERING SERVICES
Chris Oliver, E.I.
Land Development Dept.

C, `Y
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the Corps:
❑X Section 404 Permit ❑ Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: 29 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑ Yes NX No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
❑X 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes X❑ No
For the record only for Corps Permit:
❑ Yes ❑X 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.
N Yes ❑X No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes NX No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ❑X No
2.
Project Information
2a.
Name of project:
Wynngate Subdivision
2b.
County:
Granville
2c.
Nearest municipality / town:
Butner
2d.
Subdivision name:
Wynngate Subdivision
2e.
NCDOT only, T.I.P. or state project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
4GIG, LLC
3b.
Deed Book and Page No.
1586/448
3c.
Responsible Party (for LLC if
applicable):
Craig Morrison
3d.
Street address:
2330 Operations Drive
3e.
City, state, zip:
Durham, NC 27705
3f.
Telephone no.:
919-880-6297
3g.
Fax no.:
3h.
Email address:
[e-mail]
Page 1 of 10
PCN Form — Version 1.4 January 2009

4.
Applicant Information (if different from owner)
4a.
Applicant is:
❑X Agent ❑ Other, specify:
4b.
Name:
4c.
Business name
(if applicable):
4d.
Street address:
4e.
City, state, zip:
4f.
Telephone no.:
4g.
Fax no.:
4h.
Email address:
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Chad Abbott, PE
5b.
Business name
(if applicable):
Summit Design and Engineering Services
5c.
Street address:
504 Meadowlands Drive
5d.
City, state, zip:
Hillsborough, NC 27278
5e.
Telephone no.:
919-732-3883
5f.
Fax no.:
919-732-6676
5g.
Email address:
[e-mail]
Page 2 of 10

B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
087502884927
1 b.
Site coordinates (in decimal degrees):
Latitude: 36.111718 Longitude: -78.73358
1 c.
Property size:
24.33 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
UT to Falls Lake
2b.
Water Quality Classification of nearest receiving water:
WS -IV -NSW
2c.
River basin:
Neuse
3.
Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The existing site is nearly 100% wooded. The topography of the site varies with slopes ranging from 5% to 25% and generally slopes from north to
south. There are two unnamed tributaries on the southern end of the property that converge and leave the property to the south.
3b.
List the total estimated acreage of all existing wetlands on the property: 0.3
3c.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 732
3d. Explain the purpose of the proposed project:
To construct a new single family residential subdivision.
3e. Describe the overall project in detail, including the type of equipment to be used:
The project includes the development of 43 new lots that are considered Phase IV of the Wynngate Subdivision. The development includes two
constructed wetland stormwater BMPs. Standard hauling/grading equipment, such as dump trucks, dozers, excavators, etc. will be used.
4.
Jurisdictional Determinations
4a.
Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (includingall prior phases) in the past?
❑X Yes ❑ No ❑ Unknown
Comments:
4b.
If the Corps made the jurisdictional determination, what type
of determination was made?
❑ PreliminaryX❑ Final
4c.
If yes, who delineated the jurisdictional areas?
Name (if known): Eric Alsmeyer
Agency/Consultant Company: USAGE
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
10/24/2017, Eric Alsmeyer & Tracey Wheeler
5.
Project History
5a.
Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ❑X No ❑ Unknown
5b.
If yes, explain in detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
❑X Yes ❑ No
6b. If yes, explain.
The project was permitted through the Town of Butner as one phase. However, the developer may phase the construction of the subdivision such that
Lots 1-5, and 34-42 are constructed first, with the remaining lots to be constructed after the Phase I lots are sold and houses are built.
Page 3 of 10
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑X 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.
Wetland impact
number
Permanent (P) or
Temporary T
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 P
Fill
Headwater Wetland
Yes
Corps
0.09
W2 -
Choose one
Choose one
Yes/No
W3 -
Choose one
Choose one
Yes/No
W4 -
Choose one
Choose one
Yes/No
W5 -
Choose one
Choose one
Yes/No
W6 -
Choose one
Choose one
Yes/No
2g. Total Wetland Impacts:
0.09
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 -
Choose one
-
S2 -
Choose one
-
S3 -
Choose one
-
S4 -
Choose one
-
S5 -
Choose one
-
S6 -
Choose one
-
3h. Total stream and tributary impacts
3i. Comments:
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then indivi ually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01 -
Choose one
Choose
02 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one
Choose
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
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 any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number —
Permanent (P) or
Temporary (T)
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet
B1
Yes/No
B2 -
Yes/No
B3 -
Yes/No
B4 -
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
6i. Comments:
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The proposed site utilizes the upland areas to the greatest extent possible. The site soils, which are predominately Creedmoor soil series, have a
moderate erodibility factor, and design slopes of 3:1 and 4:1 were chosen to reduce the risk of erosion in the the remaining portions of the natural
wetland.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Erosion and sediment control measures will be used to prevent impacts to the remaining portions of the wetland. These measures include silt fence,
diversion ditches with erosion control matting, and erosion control matting on slopes adjacent to the remaining portions of the natural wetland.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ❑X No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
El Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
❑ Yes ❑X No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
Page 7 of 10

E.
Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1a.
Does the project include or is it adjacent to protected riparian buffers identified
❑X- 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.
Two constructed wetland BMPs provided and designed to remove 40% total nitrogen and phosphorous.
Details included in the to the Town Butner.
❑X Yes ❑ No
attached stormwater management plan provided of
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
21.05%
2b.
Does this project require a Stormwater Management Plan?
❑X Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative
description of the plan:
The proposed site contains three storm pipe networks. Two of the pipe networks discharge to a northern constructed wetland. Both of these pipe
networks receive flows from drop inlets located in the roadway ditches alongside Sugar Hill Drive. The third pipe network receives flow from drop inlets
located at the cul-de-sac. This pipe network discharges to the southern constructed wetland. Both southern
and northern constructed wetland will
receive overland flow, and will have energy dissipating riprap to reduce erosion.
2e.
Who will be responsible for the review of the Stormwater Management Plan?
Town of Butner
3.
Certified Local Government Stormwater Review
3a.
In which localgovernment's jurisdiction is thisproject?
Town of Butner
❑ Phase II
❑X NSW
3b.
Which of the following locally -implemented stormwater management programs
❑ USMP
apply (check all that apply):
0 Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑X 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
❑X Other: Not Required
4b.
Has the approved Stormwater Management Plan with proof of approval been
❑X Yes ❑ No
attached?
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑X Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑X Yes ❑ No
Page 8 of 10
PCN Form - Version 1.4 January 2009

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal/state/local) funds or the
❑ Yes ❑X 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)?
1 c.
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 ❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes ❑X 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 ❑X No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposedproject, or available capacity of the subject facility.
All
subdivision lots will be connected to the sewer system.
Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ❑X Yes ❑ No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ❑ YesX❑ No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted. -
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
U.S. Fish & Wildlife Services iPaC tool indicated that the Dwarf Wedgemussel (clam), the Harperella (flowering plant), and the Smooth Coneflower
(flowering plant) are endangered species in this area. No critical habitat has been designated for these species.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ❑ Yes ❑X No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NOAH Essential Fish Habitat Mapper
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 ❑X 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?
NC State Historic Preservation Office GIS Service
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
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
Applicant/Agent's Printed Name
❑ Yes ❑X No
ApplicanUAgent's Signature
is signature is valid only if an authorization
letter from the ai -i- licant is provided.
Page 10 of 10

4/5/2017 IPaC: Explore Location
IPaC U.S. Fish & Wildlife Service
IPaC resource list
This report is an automatically generated list of species and other resources such as critical habitat (collectively referred to as trust resources)
under the U.S. Fish and Wildlife Service's (USFWS) jurisdiction that are known or expected to be on or near the project area referenced below.
The list may also include trust resources that occur outside of the project area, but that could potentially be directly or indirectly affected by
activities in the project area. However, determining the likelihood and extent of effects a project may have on trust resources typically requires
gathering additional site-specific (e.g., vegetation/species surveys) and project -specific (e.g., magnitude and timing of proposed activities)
information.
Below is a summary of the project information you provided and contact information for the USFWS office(s) with jurisdiction in the defined
project area. Please read the introduction to each section that follows (Endangered Species, Migratory Birds, USFWS Facilities, and NWI
Wetlands) for additional information applicable to the trust resources addressed in that section.
Location
Granville County, North Carolina
t.aen,P,
�ft
V40t
jov
Local office
Raleigh Ecological Services Field Office
[phone]
[phone]
MAILING ADDRESS
Post Office Box 33726
Raleigh, NC 27636-3726
PHYSICAL ADDRESS
551 Pylon Drive, Suite F
Raleigh, INC 27606-1487
Endangered species
CO V%so U\tajt V 01%
This resource list is for informational purposes only and does not constitute an analysis of project level impacts.
The primary information used to generate this list is the known or expected range of each species. Additional areas of influence (AOI) for
species are also considered. An AOI includes areas outside of the species range if the species could be indirectly affected by activities in that
area (e.g., placing a dam upstream of a fish population, even if that fish does not occur at the dam site, may indirectly impact the species by
reducing or eliminating water flow downstream). Because species can move, and site conditions can change, the species on this list are not
guaranteed to be found on or near the project area. To fully determine any potential effects to species, additional site-specific and project -
specific information is often required.
Section 7 of the Endangered Species Act requires Federal agencies to "request of the Secretary information whether any species which is
listed or proposed to be listed may be present in the area of such proposed action" for any project that is conducted, permitted, funded, or
licensed by any Federal agency. A letter from the local office and a species list which fulfills this requirement can only be obtained by
requesting an official species list from either the Regulatory Review section in IPaC (see directions below) or from the local field office directly.
For project evaluations that require USFWS concurrence/review, please return to the IPaC website and request an official species list by doing
the following:
1. Draw the project location and click CONTINUE.
https:Hecos.fws.gov/ipac/location/NGOZJN4X5JCCJBHOVIB74AYUZA/resources 1/5

4/5/2017 IPaC: Explore Location
2. Click DEFINE PROJECT.
3. Log in (if directed to do so).
4. Provide a name and description for your project.
5. Click REQUEST SPECIES LIST.
Listed species! are managed by the Endangered Species Program of the U.S. Fish and Wildlife Service.
1. Species listed under the Endangered Species Act are threatened or endangered; IPaC also shows species that are candidates, or proposed,
for listing. See the listing status page for more information.
The following species are potentially affected by activities in this location:
Clams
NAME
Dwarf Wedgemussel Alasmidonta heterodon
No critical habitat has been designated for this species.
https://ecos.fws.gov/ecp/species/784
Flowering Plants
NAME
Harperella Ptilimnium nodosum
No critical habitat has been designated for this species.
httl2s://ecos.fws.gov/ecp/soeci es/3739
STATUS
Endangered
�
STATU0
S`
t
�e
is
Smooth Coneflower Echinacea laevigata C.0 Endangered
'
No critical habitat has been designated fort species.
https://ecos.fws.gov/ecp/species/3473 O r
Critical hab 0
Potential effects to critical habitat(s) in this location must be analyzed along with the endangered species themselves.
THERE ARE NO CRITICAL HABITATS AT THIS LOCATION.
Migratory birds
Certain birds are protected under the Migratory Bird Treaty Acts and the Bald and Golden Eagle Protection Act2
Any activity that results in the take (to harass, harm, pursue, hunt, shoot, wound, kill, trap, capture, or collect, or to attempt to engage in any
........................................................................................................................................................................................................................................................................................................................................................................................................................
such conduct) of migratory birds or eagles is prohibited unless authorized by the U.S. Fish and Wildlife Service!. There are no provisions for
....................................................
allowing the take of migratory birds that are unintentionally killed or injured.
Any person or organization who plans or conducts activities that may result in the take of migratory birds is responsible for complying with the
appropriate regulations and implementing appropriate conservation measures.
1. The Migratory Birds Treaty Act of 1918.
2. The Bald and Golden Eagle Protection Act of 1940.
3. 50 C.F.R. Sec. 10.12 and 16 U.S.C. Sec. 668(a)
Additional information can be found using the following links:
• Birds of Conservation Concern http://www.fws.gov/birds/management/managed-species/
birds-of-conservation-concern.phl2
• Conservation measures for birds http://www.fws.gov/birds/management/project-assessment-tools-and-guidance/
conservation-measures.php
• Year-round bird occurrence data http://www.birdscanada.org/birdmon/default/datasummaries.sp
The migratory birds species listed below are species of particular conservation concern (e.g. Birds of Conservation Concern) that may be
potentially affected by activities in this location. It is not a list of every bird species you may find in this location, nor a guarantee that all of the
bird species on this list will be found on or near this location. Although it is important to try to avoid and minimize impacts to all birds, special
attention should be made to avoid and minimize impacts to birds of priority concern. To view available data on other bird species that may
occur in your project area, please visit the AKN Histogram Tools and Other Bird Data Resources. To fully determine any potential effects to
species, additional site-specific and project -specific information is often required.
NAMF CFAgn N1(r1
https:Hecos.fws.gov/ipac/location/NGOZJN4X5JCCJBHOVIB74AYUZA/resources 2/5

4/5/2017
American Bittern Botaurus lentiginosus
https://ecos.fws.gov/ecp/spec i es/6582
Bald Eagle Haliaeetus leucocephalus
https://ecos.fws.gov/ecp/species/1626
Brown -headed Nuthatch Sitta pusilla
Chuck -will's -widow Caprimulgus carolinensis
Fox Sparrow Passerella iliaca
Kentucky Warbler Oporornis formosus
Least Bittern Ixobrychus exilis
https://ecos.fws.gov/ecp/speci es/6175
Loggerhead Shrike Lanius ludovicianus
https://ecos.fws.gov/ecp/species/8833
Prairie Warbler Dendroica discolor
Prothonotary Warbler Protonotaria citrea
Red-headed Woodpecker Melanpes a rc�aIV
Rusty Blackbird E u
Short -eared Owl Asio flammeus
https://ecos.fws.gov/ecp/s pec i es/9295
Wood Thrush Hylocichla mustelina
Worm Eating Warbler Helmitheros vermivorum
IPaC: Explore Location
Wintering
Year-round
Year-round
Breeding
Wintering
Breeding
Breeding
�
Year -I
%0V%
%�\�,a
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COOBreeding
Year-round
Wintering
Wintering
Breeding
Breeding
What does IPaC use to generate the list of migratory bird species potentially occurring in my specified location?
Landbirds:
Migratory birds that are displayed on the IPaC species list are based on ranges in the latest edition of the National Geographic Guide, Birds of North America (6th
Edition, 2011 by Jon L. Dunn, and Jonathan Alderfer). Although these ranges are coarse in nature, a number of U.S. Fish and Wildlife Service migratory bird biologists
agree that these maps are some of the best range maps to date. These ranges were clipped to a specific Bird Conservation Region (BCR) or USFWS Region/Regions,
if it was indicated in the 2008 list of Birds of Conservation Concern (BCC) that a species was a BCC species only in a particular Region/Regions. Additional
modifications have been made to some ranges based on more local or refined range information and/or information provided by U.S. Fish and Wildlife Service
biologists with species expertise. All migratory birds that show in areas on land in IPaC are those that appear in the 2008 Birds of Conservation Concern report.
Atlantic Seabirds:
Ranges in IPaC for birds off the Atlantic coast are derived from species distribution models developed by the National Oceanic and Atmospheric Association (NOAA)
National Centers for Coastal Ocean Science (NCCOS) using the best available seabird survey data for the offshore Atlantic Coastal region to date. NOAANCCOS
assisted USFWS in developing seasonal species ranges from their models for specific use in IPaC. Some of these birds are not BCC species but were of interest for
inclusion because they may occur in high abundance off the coast at different times throughout the year, which potentially makes them more susceptible to certain
types of development and activities taking place in that area. For more refined details about the abundance and richness of bird species within your project area off
the Atlantic Coast, see the Northeast Ocean Data Portal. The Portal also offers data and information about other types of taxa that may be helpful in your project
review.
About the NOAANCCOS models: the models were developed as part of the NOAANCCOS project: Integrative Statistical Modeling and Predictive Mapping of Marine
Bird Distributions and Abundance on the Atlantic Outer Continental Shelf. The models resulting from this project are being used in a number of decision-
support/mapping products in order to help guide decision-making on activities offthe Atlantic Coast with the goal of reducing impacts to migratory birds. One such
product is the Northeast Ocean Data Portalwhich can be used to explore details about the relative occurrence and abundance of bird species in a particular area
off the Atlantic Coast.
All migratory bird range maps within IPaC are continuously being updated as new and better information becomes available.
Can I get additional information about the levels of occurrence in my project area of specific birds or groups of birds listed in IPaC?
Landbirds:
https:Hecos.fws.gov/ipac/location/NGOZJN4X5JCCJBHOVIB74AYUZA/resources 3/5

4/5/2017
IPaC: Explore Location
The Avian Knowledge Network (AKN) provides a tool currently called the "Histogram Tool", which draws from the data within the AKN (latest,survey, point count,
citizen science datasets) to create a view of relative abundance of species within a particular location over the course of the year. The results of the tool depict the
frequency of detection of a species in survey events, averaged between multiple datasets within AKN in a particular week of the year. You may access the histogram
tools through the Migratory Bird Programs AKN Histogram Tools webpage.
The tool is currently available for 4 regions (California, Northeast U.S., Southeast U.S. and Midwest), which encompasses the following 32 states: Alabama, Arkansas,
California, Connecticut, Delaware, Florida, Georgia, Illinois, Indiana, Iowa, Kentucky, Louisiana, Maine, Maryland, Massachusetts, Michigan, Minnesota, Mississippi,
Missouri, New Hampshire, New Jersey, New York, North, Carolina, Ohio, Pennsylvania, Rhode Island, South Carolina, Tennessee, Vermont, Virginia, West Virginia,
and Wisconsin.
In the near future, there are plans to expand this tool nationwide within the AKN, and allow the graphs produced to appear with the list of trust resources
generated by IPaC, providing you with an additional level of detail about the level of occurrence of the species of particular concern potentially occurring in your
project area throughout the course of the year.
Atlantic Seabirds:
For additional details about the relative occurrence and abundance of both individual bird species and groups of bird species within your project area off the
Atlantic Coast, please visit the Northeast Ocean Data Portal. The Portal also offers data and information about other taxa besides birds that may be helpful to you in
your project review. Alternately, you may download the bird model results files underlying the portal maps through the NOAANCCOS Integrative Statistical
Modeling and Predictive Mapping of Marine Bird Distributions and Abundance on the Atlantic Outer Continental Shelf project webpage.
Facilities . Or
Wildlife refuges _ �Xta I,%
Any activity proposed on National Wildlife Refuge lands must undergo a'r—.Ali ermination' conducted by the Refuge. Please
ap
contact the individual Refuges to discuss any questions or con�r0
Sur
THERE ARE NO REFUGES AT THIS LOCATION. jov
Fish hatche O
THERE ARE NO FISH HATCHERIES AT THIS LOCATION.
Wetlands in the National Wetlands Inventory
Impacts to NWI wetlands and other aquatic habitats may be subject to regulation under Section 404 of the Clean Water Act, or other
State/Federal statutes.
For more information please contact the Regulatory Program of the local U.S. Army Corps of Engineers District.
THERE ARE NO KNOWN WETLANDS AT THIS LOCATION.
Data limitations
The Service's objective of mapping wetlands and deepwater habitats is to produce reconnaissance level information on the location, type and size of these
resources. The maps are prepared from the analysis of high altitude imagery. Wetlands are identified based on vegetation, visible hydrology and geography. A
margin of error is inherent in the use of imagery; thus, detailed on -the -ground inspection of any particular site may result in revision of the wetland boundaries or
classification established through image analysis.
The accuracy of image interpretation depends on the quality of the imagery, the experience of the image analysts, the amount and quality of the collateral data and
the amount of ground truth verification work conducted. Metadata should be consulted to determine the date of the source imagery used and any mapping
problems.
Wetlands or other mapped features may have changed since the date of the imagery or field work. There may be occasional differences in polygon boundaries or
classifications between the information depicted on the map and the actual conditions on site.
Data exclusions
Certain wetland habitats are excluded from the National mapping program because of the limitations of aerial imagery as the primary data source used to detect
wetlands. These habitats include seagrasses or submerged aquatic vegetation that are found in the intertidal and subtidal zones of estuaries and nearshore coastal
waters. Some deepwater reef communities (coral or tuberficid worm reefs) have also been excluded from the inventory. These habitats, because of their depth, go
undetected by aerial imagery.
Data precautions
https://ecos.fws.gov/ipac/location/NGOZJN4X5JCCJBHOVIB74AYUZA/resources 4/5

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FEMA'3 C-0CPEAATINC� TECH"ICALPAFF14 1
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
HTTP://FRIS.NC.GOV/FRIS
Without Base Flood Elevation (BFE)
Zone A,V, A99
With BFE or Depth zone AE, AO, AH, VE, AR
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
OTHER
AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
- - - - - Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area \ � \ \ Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
[I�.Ti�l=i�1I1]
0 75 150
PANEL LOCATOR
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Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% Annual Chance Flood with Average
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Areas of Less Than One Square Mile zone x
Future Conditions 1% Annual
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Areas Determined to be Outside the
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-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
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Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510®
National Geodetic Survey bench mark
BM5510�
Contractor Est. NCFMP Survey bench mark
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
s - - - - - -
Coastal Transect
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Profile Baseline
Hydrographic Feature
Limit of Study
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For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area \ � \ \ Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
[I�.Ti�l=i�1I1]
0 75 150
PANEL LOCATOR
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1806 1 1826
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MAP NUMBER
3720087500J
MAP REVISED
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FEMA'3 Ci1OPEFIAT1HG TECH"1CALPAg 4U1
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
HTTP://FRIS.NC.GOV/FRIS
Without Base Flood Elevation (BFE)
Zone A,V, A99
With BFE or Depth zone AE, AO, AH, VE, AR
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
OTHER
AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
- - - - - Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
[I�.Ti�l=i�1I1]
0 75 150
PANEL LOCATOR
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1911 1921 1931 19 ' 41 ; ----
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1806 1 1826
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WAKE COUNTY
FRANKLIN COUNTY
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
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MAP NUMBER
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MAP REVISED
04/16/07
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile zone x
Future Conditions 1% Annual
Chance Flood Hazard zone x
Area with Reduced Flood Risk due to Levee
See Notes zone x
Areas Determined to be Outside the
0.2% Annual Chance Floodplain zone x
-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
Levee, Dike, or Floodwall
I I I
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510®
National Geodetic Survey bench mark
BM5510�
Contractor Est. NCFMP Survey bench mark
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
s - - - - - -
Coastal Transect
- - - - - Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
[I�.Ti�l=i�1I1]
0 75 150
PANEL LOCATOR
i
i
I
i
0060 1 0080
0989 03
0948 0968
0946
PERSON COUNTY
0942
0940 11 0960
� 08
I
i ol?
I
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1,000
Feet
Meters
300
q9_1
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1928 I 1948
0986 1 1906 1 1926 I 11946
191
1944
I
I
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1
YI
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1
1914 1924119341 1 VANCE COUNTY 1
1
1913 1923 1933
1942 %
1912 1922 1932
1911 1921 1931 19 ' 41 ; ----
1910 1920 1930 1940 ----�
1806 1 1826
1804
WAKE COUNTY
FRANKLIN COUNTY
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
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MAP NUMBER
3720087600K
MAP REVISED
04/16/07

Type: CONSOLIDATED REAL PROPERTY
Recorded: 3/15/2016 3:01:08 PM
Fee Amt: $246.00 Page 1 of 4
Revenue Tax: $220.00
Granville County, NC
Kathy M. Taylor Reg of Deeds
BK 1586 PG 448 - 451
NORTH CAROLINA
SPECIAL WARRANTY DEED
Excise Tax: $220.00
Parcel Identification No. 087502884927
Mail after recording to: Sparks Law Group, LLC d/b/a Sparks King & Wafts
3405 Dallas Highway, Bldg 800, Ste 810
Marietta, GA 30064
This Instrument was Jason E. Thurber, Esq.
prepared by: 3405 Dallas Highway, Bldg. 800, Suite 810
Marietta, GA 30054
This instrument was prepared by: Jason E. Thurber, a licensed North Carolina attorney. Delinquent
taxes, if any, to be paid by the closing attorney to the county tax collector upon disbursement of
closing proceeds.
This deed made this 3) 7 I ars I la by and between
GRANTOR
SBC IV REO LLC
1700 Lincoln Street, Suite 2150
Denver, CO 80203
GRANTEE
4G1 G, LLC
2330 Operations Drive
Durham, NC 27705
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors, and assigns, and shall include singular, plural, masculine, feminine or neuter as required
by context.
WITNFSSFTH_ that the C,rantnr fnr n vniiinhlp mmidpratinn nnirl h%j tha nrnntaa thin rarraint of

The property hereinabove described was acquired by Grantor by instrument recorded in Deed Book
1491, Page 376, Granville County Register of Deeds.
A map showing the above described property is recorded in Plat Book 37, Page 84.
The property does not include the primary residence of a Grantor.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances
thereto belonging to the Grantee in FEE SIMPLE.
And the Grantor covenants with the Grantee, that Grantor has done nothing to impair such title as
Grantor received, and that Grantor will warrant and defend the title against the lawful claims of all
persons claiming by, under or through Grantor, except for the exceptions hereinafter stated.
Title to the property hereinabove described is hereby conveyed subject to all valid and subsisting
restrictions, reservations, covenants, conditions, rights of ways and easements properly of record, if
any and current year ad valorem taxes.
IN WITNESS WHEREOF, the Grantors have hereunto set their hands and seals, or, if corporate, has
caused this Deed to be executed by its duly authorized officers and its seal to be hereunto affixed,
the day and year first above written.
[Signature Page Follows]

1
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EXHIBIT "A"
Being all of that 24.33 acre tract shown on a map entitled "Survey for BDG Wynngate Associates,
LLC" recorded in Plat Book 37, Page 84, Granville County Registry.
For Reference Only:
Said property also known as 1700 E Lyon Station Rd & Gate 2 Rd, Creedmoor, NC 27522

SCALE
1 "=20'
FIRST ISSUE DATE
2016-11-09
PROJECT NO.
16-0076
SHEET NO.
EX -1
COPYRIGHT © 2016
SUMMIT DESIGN AND
ENGINEERING SERVICES
DRAWING ALTERATION
IT IS A VIOLATION OF LAW FOR ANY PERSON,
UNLESS ACTING UNDER THE DIRECTION OF
LICENSED ARCHITECT, PROFESSIONAL
ENGINEER, LANDSCAPE ARCHITECT, OR
LAND SURVEYOR TO ALTER ANY ITEM ON
THIS DOCUMENT IN ANY WAY. ANY LICENSEE
WHO ALTERS THIS DOCUMENT IS REQUIRED
BY LAW TO AFFIX HIS OR HER SEAL AND THE
NOTATION "ALTERED BY" FOLLOWED BY HIS
OR HER SIGNATURE AND SPECIFIC
DESCRIPTION OF THE ALTERATIONS.
MNNGATE SUBDIVISION
EAST LYON STATION ROAD
GRANVILLE COUNTY, NC
WETLAND EXHIBIT
SUMMIT
DESIGN AND ENGINEERING SERVICES
Creatively Inspired - Technically Executed
License #: P-0339
504 Meadowland Drive
Hillsborough, NC 27278-8551
Voice: [phone] Fax: [phone]
www.summitde.net

From: Chad Abbott
To: Alsmeyer, Eric C CIV USARMY CESAW (US); Chad Abbott
Cc: Thomas Tellup; Randy Hall; Chris Oliver
Subject: 16-0076 - RE: [EXTERNAL] RE: Summit 16-0076 Wynngate Sub -Division, Ph 4; AID SAW -2016-02239.
Date: Saturday, March 18, 2017 11:03:02 AM
Attachments: Memo Stvle.odf
SKM C36816111609101.Ddf
16-0076 Allowable Wetland Disturbance.odf
Eric,
I hope you are doing well, busy I am sure. We had some delays on this project and are now trying to
wrap things up. This was the last correspondence I had and wanted to make sure that we settled up
with you and closed all loops. Tom Weaver who was working on this with me has left to go back
home to Pittsburgh so I don't know if he responded to the items below. In case Tom didn't send, I
have attached an email from our client as well as the deed showing that this development was
independent of the original development. While they did have it master planned, they were
bankrupt and the property had to be rezoned and repermitted through the Town of Butner with the
new developer. The believe the only reason that it the name was kept as Wynngate Phase 4 was to
avoid the appearance that the developer was trying to isolate this from the rest of the neighborhood
and to create a better sense of community amongst the neighbors.
I have also attached the wetlands disturbance exhibit for your reference. I just wanted to go ahead
and get your thoughts on this as well as confirm our steps moving forward. I assume we would now
need to submit to you a PCN with the attached exhibit and our grading plan showing where we have
minimized and avoided other sections of stream and wetlands?
Please review and let me know your thoughts on this. Thanks again and hope you have a good
weekend,
Chad E. Abbott, PE
Manager, Land Development Dept.
Phone: [phone]
Fax: [phone]
From: Alsmeyer, Eric C CIV USARMY CESAW (US)[ma iIto: Eric. [e-mail]1]
Sent: Monday, November 14, 2016 11:02 AM
To: Chad Abbott <[e-mail]>; 'Tom Weaver' <[e-mail]>
Cc: [e-mail]
Subject: RE: [EXTERNAL] RE: Summit 16-0076 Wynngate Sub -Division, Ph 4; AID SAW -2016-02239.
Chad: Can you e-mail the survey so I can make sure it captured what I flagged, correctly?
1. If you can make the case that this is an independent development from Phases 1-3, the
developer can impact up to 0.1 acre of wetlands total for Ph. 4 without a Corps requirement
for compensatory mitigation. Condition 23 of the NWPs requires that: (a) The activity must
be designed and constructed to avoid and minimize adverse effects, both temporary and

permanent, to waters of the United States to the maximum extent practicable at the project
site (i.e., on site). (b) Mitigation in all its forms (avoiding, minimizing, rectifying, reducing, or
compensating for resource losses) will be required to the extent necessary to ensure that
the adverse effects to the aquatic environment are minimal. Therefore, we require you to
provide information supporting that minimization has been done to the maximum extent
practicable, particularly justification for any wetland impacts for lot fill, that cannot be
avoided.
2. The feature between DWR Stream B and Wetland B is also a stormwater conveyance, that is
not subject to 404 (my map is incorrect in calling that an Interm. Trib.), and would not
require authorization from the Corps for impacts. However, if you would be impacting any
area to the west of that conveyance, you would need to determine whether or not there are
wetlands in that area.
Please reply or call if you have any questions or if I may serve you in any other way.
The Wilmington District is committed to providing the highest level of support to the public. To help
us ensure we continue to do so, please complete the Customer Satisfaction Survey located at
http://corpsmapu.usace.army.mil/cm_apex/f?p=136:4:0.
Thank you,
Eric
Eric Alsmeyer
Project Manager
Raleigh Regulatory Field Office
US Army Corps of Engineers, Wilmington District
3331 Heritage Trade Drive, Suite 105, Wake Forest, NC 27587
Tel: [phone], x23
Fax: [phone]
Regulatory Homepage: http://www.saw.usace.army.mil/Missions/RegulatoryPermitProgram.aspx
u
From: Chad Abbott[mailto:chad.abbottPsummitde.net]
Sent: Thursday, November 10, 2016 12:57 PM
To: Alsmeyer, Eric C CIV USARMY CESAW (US) <Eric.C.AlsmeyerCcDusace.army.miI>; 'Tom Weaver'
<thomas.weaver(@summitde.net>
Cc: thomas.tellup(@summitde.net
Subject: [EXTERNAL] RE: Summit 16-0076 Wynngate Sub -Division, Ph 4; AID SAW -2016-02239.

Eric,
Good timing. We have surveyed the wetlands and have been looking at the impacts to the lots and
are currently in preparation of the impact maps to send to the owner for review. After their input,
we will send to you for your determination on the permitting. I actually was anticipating emailing
you earlier to check on a couple of things. Please see questions on the attached. I believe you have
answered the ones around Wetland 1 and associated S/W Conveys, however I would like a
confirmation of the allowable disturbance to each. Furthermore, regarding Wetland 2, the
conveyance the comes to that wetland from the 30" culvert was deemed to be a stream up to the
flag that you have indicated. However, what is to come of the area from there down to the wetland?
Is also a S/W convey and if so, as asked on the other S/W Conveys, can we fill, disturb, pipe, etc over
or on this?
Please see attached for more details. Thanks again for all of your help on this.
Chad E. Abbott, PE
Manager, Land Development Dept.
Phone: [phone]
Fax: [phone]
From: Alsmeyer, Eric C CIV USARMY CESAW (US) [mailto: Eric. C.Alsmeyer(ausace.army. mi1]
Sent: Thursday, November 10, 2016 11:22 AM
To: Chad Abbott; 'Tom Weaver'
Cc: thomas.tellup(absummitde.net
Subject: RE: Summit 16-0076 Wynngate Sub -Division, Ph 4; AID SAW -2016-02239.
Chad: I was just wondering what's the status of this residential development?
Please reply or call if you have any questions or if I may serve you in any other way.
The Wilmington District is committed to providing the highest level of support to the public. To help
us ensure we continue to do so, please complete the Customer Satisfaction Survey located at
Blockedhttp:/://corpsmapu.usace.army.miI/cm_apex/f?p=136:4:0.
Thank you,
Eric
Eric Alsmeyer
Project Manager
Raleigh Regulatory Field Office
US Army Corps of Engineers, Wilmington District
3331 Heritage Trade Drive, Suite 105, Wake Forest, NC 27587
Tel: [phone], x23
Fax: [phone]
Regulatory Homepage:
Blockedhttl2://www.saw.usace.army.miI/Missions/RegulatoryPermitProgram.asl2x

LZI
From: Alsmeyer, Eric C SAW
Sent: Tuesday, October 25, 2016 2:49 PM
To: 'Chad Abbott' <chad.abbott(@summitde.net>;'Tom Weaver' <thomas.weaverCcDsum mitde.net>
Cc: thomas.tellup(@summitde.net
Subject: RE: [EXTERNAL] 16-0076 Wynngate Sub -Division
Chad: The S/W Conveys. are unregulated (non -404) stormwater conveyances, so no 404 permit is
needed to cross the one below the wetland.
Re: Wetland A, the regulations require that your client try to avoid, or at least minimize impacts to
the wetland. As I mentioned in my 10/6/16 e-mail to Joel (att.), to figure out permitting and
mitigation requirements, we need to determine previous impacts for Wynngate Subdivision (AID's
SAW -2004-9985093 and SAW -2004-21243), and whether or not future impacts would be cumulative
with those (The 10/22/07 nationwide general permit verification stated 0.08 acre of permanent
wetland impact) . We will need information on the connections between the previous phases and
this phase to determine the independence of Phase 4 (shared amenities or utilities, etc.).
The wetland impacts would possibly fit under nationwide general permit authorization, and not
require compensatory mitigation, if the permanent loss of wetlands is less than 0.1 acre, for this
phase alone, if we can determine that Phase 4 is independent of the previous phases; or for all
phases, if we find that Phase 4 is not independent.
Please reply or call me to discuss this further, or if you have any questions, or if I may serve you in
any other way.
The Wilmington District is committed to providing the highest level of support to the public. To help
us ensure we continue to do so, please complete the Customer Satisfaction Survey located at
Blockedhttp://corpsmapu.usace.army.miI/cm_apex/f?p=136:4:0.
Eric
Eric Alsmeyer
Project Manager
Raleigh Regulatory Field Office
US Army Corps of Engineers, Wilmington District
3331 Heritage Trade Drive, Suite 105, Wake Forest, NC 27587
Tel: [phone], x23
Fax: [phone]
Regulatory Homepage:

Blockedhttp://www.saw.usace.army.miI/Missions/ReguIatoryPermitProgram.aspx
®,
From: Chad Abbott [mailto:chad.abbotticDsummitde.net]
Sent: Tuesday, October 25, 2016 1:15 PM
To: Alsmeyer, Eric C SAW <Eric.C.Alsmeyer(@usace.army.mil>; 'Tom Weaver'
<thomas.weaver(@summitde.net>
Cc: thomas.tellup(cDsummitde.net
Subject: RE: [EXTERNAL] 16-0076 Wynngate Sub -Division
Eric,
No worries. I believe our surveyors are familiar enough with the site to make heads or tails of it. With
respect to the S/W Convey, and the W/L A, obviously they affect our layout attached and we can't
access our site from East Lyon Station so crossing of this would be needed. What would be the
allowable disturbance to the S/W Convey and W/LA along with what would be the opportunity to
mitigate if we went above those thresholds?
Chad E. Abbott, PE
Manager, Land Development Dept.
Phone: [phone]
Fax: [phone]
From: Alsmeyer, Eric C SAW [ma iIto: Eric. C.Alsmeyer(a)usace.army.mi1]
Sent: Tuesday, October 25, 2016 9:54 AM
To: Chad Abbott; 'Tom Weaver'
Cc: thomas.tellup(a)summitde.net
Subject: RE: [EXTERNAL] 16-0076 Wynngate Sub -Division
Chad and Tom: See att. electronic version of my sketch map. I wasn't able to access my photo of the
flag example, but I may be able to get it to you tomorrow.
Please reply or call if you have any questions or if I may serve you in any other way.
The Wilmington District is committed to providing the highest level of support to the public. To help
us ensure we continue to do so, please complete the Customer Satisfaction Survey located at
Blocked Blocked httl2://corpsmapu.usace.army.mil/cm_apex/f?p=136:4:0.
Eric
Eric Alsmeyer
Project Manager
Raleigh Regulatory Field Office

US Army Corps of Engineers, Wilmington District
3331 Heritage Trade Drive, Suite 105, Wake Forest, NC 27587
Tel: [phone], x23
Fax: [phone]
Regulatory Homepage:
BlockedBlockedhttlf/www.saw.usace.army.miI/Missions/Re ulg atoryPermitProgram.aspx
�0
From: Alsmeyer, Eric C SAW
Sent: Monday, October 24, 2016 4:23 PM
To: 'Chad Abbott' <chad.abbottCo)summitde.net>;'Tom Weaver' <thomas.weaver(@sum mitde.net>
Cc: thomas.tellup6Dsummitde.net; Wheeler, Tracey L SAW <Tracey.L.WheelerlcDusace.army.mil>
Subject: RE: [EXTERNAL] 16-0076 Wynngate Sub -Division
Chad and Tom: As I communicated to Tom on Friday, I went out this afternoon to flag the wetlands
that Tracey and I ID'd on Friday AM. There are two wetlands, W/L A (Flags W1— W11) & W/L B
(Flags W21— W26), as indicated on the attached sketch map. W/L A, which was not identified
before, is relatively small. The top of it is the spring box next to E Lyon Station Road, and flag W11
ties to flag W1. W/L A is connected to other jurisdictional water by discrete surface stormwater
conveyances, so it is adjacent, not isolated. W/L B should approximate the previous wetland that
was flagged in the mid -2000's JD. Flags W21 and W26 tie to the intermittent stream. W/L B is
approx. 105' wide between W21 and W26. I only flagged the north and east sides of W/L B, north of
the intermittent tributaries, but the two sides of W/L B keep going beyond the flags, southwest
toward Gate 2 Road.
I will send you a cleaned up electronic version of this map tomorrow, and I will also attach a photo
of my first flag at the spring box, so the surveyors know what they look like (W_, 10/24/16, EA).
Once you have these flags surveyed so we have a good location and size for the wetlands, we can
talk about permitting. The tributaries that DWR identified should also be included on the map of
waters of the US.
Please reply or call if you have any questions or if I may serve you in any other way.
The Wilmington District is committed to providing the highest level of support to the public. To help
us ensure we continue to do so, please complete the Customer Satisfaction Survey located at
Blocked Blockedhttp://corpsmapu.usace.army.miI/cm_apex/f?p=136:4:0.
Eric
Eric Alsmeyer
Project Manager
Raleigh Regulatory Field Office

US Army Corps of Engineers, Wilmington District
3331 Heritage Trade Drive, Suite 105, Wake Forest, NC 27587
Tel: [phone], x23
Fax: [phone]
Regulatory Homepage:
BlockedBlockedhttlf/www.saw.usace.army.miI/Missions/Re ulg atoryPermitProgram.aspx
8
From: Chad Abbott[mailto:chad.abbottPsummitde.net]
Sent: Monday, October 24, 2016 10:09 AM
To: Alsmeyer, Eric C SAW <Eric.C.Alsmeyer(@usace.army.mil>; Wheeler, Tracey L SAW
<Tracey.L.Wheeler(@usace.army.mil>
Cc: 'Tom Weaver' <thomas.weaver(@summitde.net>; thomas.tellup(@summitde.net
Subject: RE: [EXTERNAL] 16-0076 Wynngate Sub -Division
Eric/Tracey,
I hope you both had a good weekend. I was wondering if you were able to make it out to the site
and if so, did you finish your determination such that we could pick up the flags with our surveyors?
Also, any indication as to whether or not they did extend up into the site more than we had
anticipated or a site markup so that we could give to our surveyors as a go by to make sure they get
them all?
Thanks to you both again for getting this taken care of so quickly as our client didn't see this coming
and we definitely have so regrouping to do to revise our plans accordingly.
Chad E. Abbott, PE
Manager, Land Development Dept.
Phone: [phone]
Fax: [phone]

Sum *11T
DESIGN AND ENGINEERING SERVICES
Creatively Inspired - Technically Executed
S TORMWATER & DRAINAGE
SUBMITTAL
AGATE PHASE IV
SUMMIT PROJECT # 16-0076
TOWN OF BUTNER PROJECT #
PIN #:087502884927
E. Lyon Station Road, Creedmoor, NC 27522
OWNER/APPLICANT:
Cimland, LLC.
Attn: Craig Morrison
2330 Operations Drive
Durham, NC 27705
Revised 41012017
5LAL
a 24
y
ENGINEER/CONSULTANT:
Chad E. Abbott, PE
Summit Design & Engineering Services
504 Meadowland Dr.
Hillsborough, NC 27278
P [phone] / F [phone]
[e-mail]

CONTENTS:
1. STORMWATER NARRATIVE & SUMMARY
2. PREPOST DEVELOPMENT ANALYSIS
3. PIPE SIZING CALCULATIONS
4. ANTI -FLOTATION CALCULATIONS
5. DRAINAGE MAPS
6. SOILS MAPS
7. NOAA RAINFALL DATA
8. MISC CALC INFORMATION
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2of12

PROJECT NARRATIVE
Introduction and Summary:
Introduction:
The project consists of building a 43 lot residential single family subdivision; the
subdivision will be built along two roads, and will have sidewalks for pedestrian access.
Two Constructed wetlands will be built to treat stormwater runoff for both quality and
quantity.
Design Criteria:
The site has been designed to control and treat runoff from the first inch of rain, as well
as capture, and discharge the 1 year 24 hour storm at a rate less than or equal to the pre -
development discharge rate. The Stormwater wetland is designed with sufficient
freeboard to capture, the 100 year 24 hour storm. The stormwater wetland will remove at
least 85% of average annual Total Suspended Solids. Per Town ordinance
15.6.2(A),(B),(D). Offsite offsets will be used to achieve nitrogen and phosphorus
standards , however the site will comply with Town ordinance 15.6.3 (B) (4) which states
that both nitrogen and phosphorus loading must be reduced by at least 50% from post -
development untreated, to post -development treated. The wetland is designed to NC
DENER Stormwater BMP Manual, Minimum Design Criteria.
Existing Hydrologic Situation (proposed High School site):
The site is currently comprised of Creedmoor coarse sandy loam, which is classified in
the "D" Hydrologic Group. The site is bounded by E. Lyon Station road to the west, Gate
2 Road to the South, and Shining Water Ln to the north. The site can be broken into two
drainage areas. The majority of the site (+/- 20.27 AC) drains to the unnamed stream
which eventually crosses under Gate 2 Road. The other portion of the site (2.09 AC)
drains to a roadside ditch that runs west to east alongside Shining Water Ln. The "to the
unnamed stream" basin is comprised of (0.17 AC) of impervious surface in the form of a
driveway, and rooftops. The majority of the basin is pervious surface. Ground cover is
relatively dense wooded area. The time of concentration for this basin is 15.2 minutes.
The basin that drains to the roadside ditch along Shining Water Ln is composed of (0.06
AC) of impervious cover in the form of a drive. The rest of the basin (2.03 AC) is
pervious surface with wooded ground cover. Time of concentration for this basin is
calculated at 10 minutes. The site has 2 natural wetlands that have been delineated by the
USACE. We are proposing to disturb +/- 3,898 SF of wetland in the northern natural
wetland. The southern natural wetland will not be disturbed. 2 unnamed streams are
present on site, no disturbance is proposed in the buffer area of either stream.
K:\2016\16-0076\CWIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
3of12

Proposed Hydrologic Situation
All existing impervious areas will be demolished. The proposed site will consist of 2
roadways which will add +/- 40,308 SF of impervious surface, sidewalks +/- 10,825 SF
of impervious area. In addition, each of the 43 lots has been given an allowance of 2,800
SF of roof area, 800 SF of driveway area, and 400 SF of Sidewalk/Patio area. The site
contains three pipe networks. Two of the pipe networks discharge to the northern
constructed wetland. Both of these pipe networks receive flows from drop inlets located
in the roadway ditches alongside Sugar Hill Drive South. The third pipe network receives
flows from drop inlets located at the cul-de-sac. This pipe network discharges to the
southern constructed wetland. Both southern and northern constructed wetland will
receive overland flow, and will have energy dissipating riprap to reduce erosion.
Analysis:
The Jordan/Falls Lake Stormwater Nutrient Load Accounting Tool was used to analyze
phosphorous and nitrogen loading. Engineering judgment was used when a lot was
partially draining to a BMP, and partially draining to a by-pass area. Or a lot was partially
draining to both BMPs. The following general principles were applied in the delineation.
• Roof drains were assumed to be at the four corners of the building pad graded
area. If roof drains were within the constructed wetland delineation boundary it
was assumed that the runoff is captured. If the roof drain was on the edge of the
delineation boundary, an assessment had to be made if the downspout could be
turned in such a manner that the runoff could be captured without directing excess
runoff at a neighboring building, or at the home itself.
• Driveways were assumed to connect with Sugar Hill Drive, and only extend into
the property as far as the building pad grade.
• Sidewalks and patios were the most difficult impervious area to assess. Lots were
carefully looked at in a case by case basis. In general 50-75 % of the lots
sidewalk/patio area was assumed to be in front of the building grade pad.
The new pipe networks were analyzed in the Storm Sewer Extension for AutoCad,
Calculations are included. Drop inlet grates, and ditches were analyzed in the AutoCad
Express Extension (Calculation included).
The wetlands were modeled in Hydraflow using the two Pre -development drainage
basins described in the existing hydrologic situation section. As the analysis points did
not change in the post and pre development drainage areas, post development conditions
were analyzed at a point along the unnamed stream, and at the ditch along Shining Water
Ln. Please see table below
K:\2016\16-0076\CWIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
4of12

Hydrogrqph
131 Discharge
at Analysis Pt
cfS)
Time of Concentration
(rounded to nearest
Minute
Pre -Development to stream
24.94
15 min
Pre -Development to road ditch
3.157
10 min
Post -Development to North Wetland
6.178
7 min
Post -Development to South Wetland
7.335
9 min
South Wetland Routed
0.393
N/A
North Wetland Routed
0.215
N/A
Post-Dev. Bypass to stream
17.00
19 min
Post-Dev Bypass to road ditch
4.372
7 min
Total Pre Development
28.02
N/A
Total Post -Development
20.11
N/A
Per the Minimum Design Criteria, the wetland will pond 15 inches above the PPE.
As both wetlands discharge to sensitive areas, they were designed to protect the receiving
bodies to the maximum extent possible from the 1 year 24 hour storm. Both spillways
will "activate" on all storms equal to the 5 year 24 hour storm. Spillways were designed
to be somewhat longer than normal in order to keep the depth of flow to a minimum, so
that riprap energy dissipaters can be used to maximum effectiveness.
Description of Calculations Methods:
The SCS method was used to generate all hydrographs for the runoff calculations. The
Curve numbers were figured compositely using the Table from Appendix 11C-1 of the
VDOT Drainage Manual. Hydraflow Extensions for AutoCAD Civil 3D 2017 programs
were used in conjunction w/ AutoCAD Civil 3D to analyze the hydrographs and generate
the time of concentrations per the TR -55 method. In instances where the time of
concentration was calculated to be less than 5 min., the Time of concentration was
switched to "User Defined" and a minimum 5 minutes was used. Area measurements
were made using AutoCAD. Ground cover and topographic assessments were based on
site visits, existing conditions and field location surveys by others, and aerial
photography from GIS,and Google maps. Precipitation frequencies and intensities were
based on data provided by NOAA for the project specific location.
K:\2016\16-0076\CWIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
5of12

HYDRAFLOW PRE /POST
DEVELOPMENT ANALYSIS
K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
6of12

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
,--,1—,Qre-Dev. to Stream re-Dev to Road Ditc�41-ost Dev to North We.H�ost Dev to South Wetland
5 - So+ Wetland Routed Alf
6 - North Routed
9 - Pre-Dev. Combined
Legend
Hvd. Origin Description
1
SCS Runoff
Pre-Dev. to Stream
2
SCS Runoff
Pre-Dev to Road Ditch
3
SCS Runoff
Post Dev to North Wetland
4
SCS Runoff
Post Dev to South Wetland
5
Reservoir
South Wetland Routed
6
Reservoir
North Routed
7
SCS Runoff
Post Dev. Bypass to Stream
8
SCS Runoff
Post-Dev. Bypass Road Ditch
9
Combine
Pre-Dev. Combined
10
Combine
Post Dev. Combined
Project: Stormwater design.gpw
Dev. Bypass to t"ost-Dev. Bypass Road
10 - Post Dev. Combined
Thursday, 03 / 16 / 2017

Hydrograph Return Period Recap
Hyd flow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
------
24.94
36.25
------
53.75
67.99
87.62
103.60
119.71
Pre-Dev. to Stream
2
SCS Runoff
------
3.157
4.500
-------
6.592
8.286
10.61
12.50
14.40
Pre-Dev to Road Ditch
3
SCS Runoff
------
6.178
9.334
-------
14.26
18.31
24.11
28.88
33.71
Post Dev to North Wetland
4
SCS Runoff
------
7.335
10.92
-------
16.49
21.09
27.60
32.93
38.33
Post Dev to South Wetland
5
Reservoir
4
0.393
1.225
-------
8.321
16.38
25.49
31.62
37.22
South Wetland Routed
6
Reservoir
3
0.215
0.838
-------
4.052
12.53
21.97
27.85
32.87
North Routed
7
SCS Runoff
----
17.00
23.98
-------
34.52
42.99
54.59
63.95
73.37
Post Dev. Bypass to Stream
8
SCS Runoff
------
4.372
5.885
-------
8.112
9.868
12.24
14.14
16.03
Post-Dev. Bypass Road Ditch
9
Combine
1, 2,
28.02
40.75
-------
60.29
76.17
98.06
115.86
133.82
Pre-Dev. Combined
10
Combine
5, 6, 7,
20.11
28.31
-------
49.04
78.20
110.50
131.35
151.81
Post Dev. Combined
8,
11
Diversion'!
5
0.000
0.000
-------
7.005
15.03
24.13
30.25
35.83
South Emergency spillway
12
Diversion2
5
0.393
1.225
-------
1.316
1.343
1.363
1.378
1.388
South Through the riser
13
Diversion1
6
0.000
0.000
-------
2.342
10.64
19.94
25.76
30.73
North Emergency spillway
14
Diversion2
6
0.215
0.838
-------
1.710
1.896
2.025
2.089
2.143
North through riser
Proj. file: Stormwater design.gpw
Thursday, 03 / 16 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
24.94
2
724
72,397
------
------
------
Pre-Dev. to Stream
2
SCS Runoff
3.157
2
722
8,334
------
------
------
Pre-Dev to Road Ditch
3
SCS Runoff
6.178
2
720
14,566
------
------
------
Post Dev to North Wetland
4
SCS Runoff
7.335
2
720
17,158
------
------
------
Post Dev to South Wetland
5
Reservoir
0.393
2
822
17,109
4
308.60
12,527
South Wetland Routed
6
Reservoir
0.215
2
932
14,518
3
330.55
12,388
North Routed
7
SCS Runoff
17.00
2
724
54,319
------
------
------
Post Dev. Bypass to Stream
8
SCS Runoff
4.372
2
718
10,002
------
------
------
Post-Dev. Bypass Road Ditch
9
Combine
28.02
2
722
80,731
1, 2,
------
------
Pre-Dev. Combined
10
Combine
20.11
2
724
95,948
5, 6, 7,
------
------
Post Dev. Combined
8,
11
Diversion'!
0.000
2
n/a
0
5
------
- --
South Emergency spillway
12
Diversion2
0.393
2
822
17,109
5
------
------
South Through the riser
13
Diversionl
0.000
2
n/a
0
6
------
------
North Emergency spillway
14
Diversion2
0.215
2
932
14,518
6
------
------
North through riser
Stormwater design.gpw
Return Period: 1 Year
Thursday, 03 / 16 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 1
Pre-Dev. to Stream
Hydrograph type
= SCS Runoff
Peak discharge
= 24.94 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 72,397 cuft
Drainage area
= 20.270 ac
Curve number
= 77*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 15.20 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.170 x 98) + (20.100 x 77)] / 20.270
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
Pre-Dev. to Stream
Hyd. No. 1 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 1 1 1 1 1 i 1 1 1 1 1 1 N 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

TR55 Tc Worksheet
Hyd. No. 1
Pre-Dev. to Stream
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
I1
= 0.240
= 77.0
= 3.35
= 3.57
= 8.97
= 1092.00
= 5.69
= Unpaved
=3.85
= 4.73
= 7.50
= 10.95
= 1.86
= 0.015
=10.51
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})920.0 0.0 0.0
Travel Time (min) = 1.46 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 8.97
= 4.73
= 1.46
15.20 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 2
Pre-Dev to Road Ditch
Hydrograph type
= SCS Runoff
Peak discharge
= 3.157 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 8,334 cuft
Drainage area
= 2.090 ac
Curve number
= 78*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.060 x 98) + (2.030 x 77)] / 2.090
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 2
6 8
Pre-Dev to Road Ditch
Hyd. No. 2 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
�1 ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 2
Pre-Dev to Road Ditch
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
I1
= 0.240
= 75.0
= 3.35
= 3.00
= 9.42
= 103.00
= 3.81
= Unpaved
=3.15
= 0.55
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 9.42
= 0.55
= 0.00
10.00 min

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 3
Post Dev to North Wetland
Hydrograph type
= SCS Runoff
Peak discharge
= 6.178 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 14,566 cuft
Drainage area
= 5.000 ac
Curve number
= 73*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.40 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(1.670 x 98) + (3.330 x 61)] / 5.000
Q (cfs)
7.00
.M
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 3
6 8
Post Dev to North Wetland
Hyd. No. 3 -- 1 Year
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 3
Post Dev to North Wetland
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
A
= 0.150
= 82.0
= 3.35
= 7.92
= 4.71
= 663.00
= 6.63
= Unpaved
=4.15
= 2.66
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 4.71
= 2.66
= 0.00
7.40 m i n

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 4
Post Dev to South Wetland
Hydrograph type
= SCS Runoff
Peak discharge
= 7.335 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 17,158 cuft
Drainage area
= 5.550 ac
Curve number
= 74*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 9.20 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(1.990 x 98) + (3.560 x 61)] / 5.550
Q (cfs)
8.00
K
2.00
0.00 ' '
0 2 4
Hyd No. 4
Post Dev to South Wetland
Hyd. No. 4 -- 1 Year
6 8 10 12 14 16
Q (cfs)
8.00
4.00
2.00
' 0.00
18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 4
Post Dev to South Wetland
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
A
= 0.150
= 75.0
= 3.35
= 5.33
= 5.14
= 964.00
= 5.98
= Unpaved
=3.95
= 4.07
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 5.14
= 4.07
= 0.00
9.20 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
South Wetland Routed
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 4 - Post Dev to South Wetland Max. Elevation
Reservoir name = South Wetland Max. Storage
Storage Indication method used. Wet pond routing start elevation = 307.25 ft.
Q (cfs)
8.00
. II
i KI
2.00
0.00
0 8
Hyd No. 5
South Wetland Routed
Hyd. No. 5 -- 1 Year
11
Thursday, 03 / 16 / 2017
= 0.393 cfs
= 13.70 hrs
= 17,109 cuft
= 308.60 ft
= 12,527 cuft
16 24 32 40 48 56 64
Hyd No. 4 1111111 Total storage used = 12,527 cuft
Q (cfs)
8.00
VIDES
4.00
2.00
1 0.00
72
Time (hrs)

Pond Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Pond No. 2 - South Wetland
[A]
Pond Data
[C]
[PrfRsr]
Rise (in)
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining
Elevation = 304.50 ft
Stage / Storage Table
Span (in)
= 6.00
2.00
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 304.50
185
0
0
1.00 305.50
561
356
356
2.00 306.50
1,435
964
1,320
2.75 307.25
4,766
2,204
3,524
3.50 308.00
6,866
4,338
7,862
4.00 308.50
8,288
3,783
11,644
4.50 309.00
8,923
4,301
15,946
5.50 310.00
9,790
9,352
25,298
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 6.00
2.00
0.00
0.00
Span (in)
= 6.00
2.00
0.00
0.00
No. Barrels
= 2
1
0
0
Invert EI. (ft)
= 307.25
307.25
0.00
0.00
Length (ft)
= 307.00
0.00
0.00
0.00
Slope (%)
= 0.69
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1
0.00
9.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 2.50
34.00
0.00
0.00
Crest EI. (ft)
= 308.50
309.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
310.50
309.50
308.50
307.50
306.50
305.50
' ' ' ' ' ' 304.50
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)

Storage Indication method used. Wet pond routing start elevation = 329.25 ft.
Q (cfs)
7.00
.m
5.00
4.00
3.00
2.00
1.00
North Routed
Hyd. No. 6 -- 1 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00 ' r ' 0.00
0 8 16 24 32 40 48 56 64 72 80
Time (hrs)
Hyd No. 6 Hyd No. 3 011111 Total storage used = 12,388 cuft
13
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Hyd. No. 6
North Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.215 cfs
Storm frequency
= 1 yrs
Time to peak
= 15.53 hrs
Time interval
= 2 min
Hyd. volume
= 14,518 cuft
Inflow hyd. No.
= 3 - Post Dev to North Wetland
Max. Elevation
= 330.55 ft
Reservoir name
= North Wetland
Max. Storage
= 12,388 cuft
Storage Indication method used. Wet pond routing start elevation = 329.25 ft.
Q (cfs)
7.00
.m
5.00
4.00
3.00
2.00
1.00
North Routed
Hyd. No. 6 -- 1 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00 ' r ' 0.00
0 8 16 24 32 40 48 56 64 72 80
Time (hrs)
Hyd No. 6 Hyd No. 3 011111 Total storage used = 12,388 cuft

Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Pond No. 1 - North Wetland
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining
Elevation = 326.50 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 326.50
100
0
0
1.00 327.50
622
324
324
2.00 328.50
1,679
1,108
1,431
2.75 329.25
4,767
2,319
3,750
3.50 330.00
6,807
4,317
8,067
4.00 330.50
8,656
3,856
11,923
4.50 331.00
9,306
4,489
16,412
5.50 332.00
10,624
9,957
26,369
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
2.00
0.00
0.00
Crest Len (ft)
= 2.50
36.50
0.00
0.00
Span (in)
= 12.00
2.00
0.00
0.00
Crest EI. (ft)
= 330.50
331.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert EI. (ft)
= 325.00
329.25
0.00
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 48.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.08
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1
0.0
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
332.50
331.50
330.50
329.50
328.50
327.50
' ' ' ' ' ' ' ' ' 326.50
10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0
Total Q Discharge (cfs)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 7
Post Dev. Bypass to Stream
Hydrograph type
= SCS Runoff
Peak discharge
= 17.00 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 54,319 cuft
Drainage area
= 12.650 ac
Curve number
= 80*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.390 x 98) + (12.260 x 79)] / 12.650
Q (cfs)
18.00
15.00
12.00
3.00
0.00
0 2 4
Hyd No. 7
6 8
Post Dev. Bypass to Stream
Hyd. No. 7 -- 1 Year
Q (cfs)
18.00
15.00
12.00
M
3.00
�. - I I I I I I IN 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 7
Post Dev. Bypass to Stream
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
A
= 0.150
= 81.0
= 3.35
= 3.20
= 6.70
= 2201.00
= 3.44
= Unpaved
=2.99
= 12.26
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 6.70
= 12.26
= 0.00
19.00 min

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 8
Post-Dev. Bypass Road Ditch
Hydrograph type
= SCS Runoff
Peak discharge
= 4.372 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 10,002 cuft
Drainage area
= 1.910 ac
Curve number
= 84*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.80 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.450 x 98) + (1.460 x 80)] / 1.910
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 8
6 8
Post-Dev. Bypass Road Ditch
Hyd. No. 8 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
.-� ' ' ' ' I m- ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 8
Post-Dev. Bypass Road Ditch
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
A
= 0.150
= 75.0
= 3.35
= 5.00
= 5.27
= 228.00
= 2.30
= Unpaved
=2.45
= 1.55
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 5.27
= 1.55
= 0.00
6.80 min

19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Hyd. No. 9
Pre-Dev. Combined
Hydrograph type
= Combine
Peak discharge
= 28.02 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 80,731 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 22.360 ac
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1'
0 2 4
Hyd No. 9
Pre-Dev. Combined
Hyd. No. 9 -- 1 Year
6 8 10
Hyd No. 1
12 14 16
Hyd No. 2
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
18 20 22 24 26
Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Hyd. No. 10
Post Dev. Combined
Hydrograph type
= Combine
Peak discharge
= 20.11 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 95,948 cuft
Inflow hyds.
= 5, 6, 7, 8
Contrib. drain. area
= 14.560 ac
Post Dev. Combined
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (hrs)
Hyd No. 8

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
36.25
2
722
103,158
------
------
------
Pre-Dev. to Stream
2
SCS Runoff
4.500
2
722
11,775
------
------
------
Pre-Dev to Road Ditch
3
SCS Runoff
9.334
2
720
21,532
------
------
------
Post Dev to North Wetland
4
SCS Runoff
10.92
2
720
25,119
------
------
------
Post Dev to South Wetland
5
Reservoir
1.225
2
750
25,070
4
308.82
14,383
South Wetland Routed
6
Reservoir
0.838
2
760
21,484
3
330.69
13,669
North Routed
7
SCS Runoff
23.98
2
724
75,506
------
------
-----
Post Dev. Bypass to Stream
8
SCS Runoff
5.885
2
718
13,486
------
------
------
Post-Dev. Bypass Road Ditch
9
Combine
40.75
2
722
114,932
1, 2,
------
------
Pre-Dev. Combined
10
Combine
28.31
2
724
135,546
5, 6, 7,
------
------
Post Dev. Combined
8,
Stormwater design.gpw
Return Period: 2 Year
Thursday, 03 / 16 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
53.75
2
722
151,051
------
------
------
Pre-Dev. to Stream
2
SCS Runoff
6.592
2
720
17,102
------
------
------
Pre-Dev to Road Ditch
3
SCS Runoff
14.26
2
720
32,637
------
------
------
Post Dev to North Wetland
4
SCS Runoff
16.49
2
720
37,733
------
------
------
Post Dev to South Wetland
5
Reservoir
8.321
2
726
37,684
4
309.18
17,651
South Wetland Routed
6
Reservoir
4.052
2
728
32,589
3
331.07
17,019
North Routed
7
SCS Runoff
34.52
2
724
107,964
------
------
------
Post Dev. Bypass to Stream
8
SCS Runoff
8.112
2
718
18,719
------
------
------
Post-Dev. Bypass Road Ditch
9
Combine
60.29
2
722
168,153
1, 2,
------
------
Pre-Dev. Combined
10
Combine
49.04
2
726
196,956
5, 6, 7,
------
------
Post Dev. Combined
8,
Stormwater design.gpw
Return Period: 5 Year
Thursday, 03 / 16 / 2017

4
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
67.99
2
722
190,578
------
------
------
Pre-Dev. to Stream
2
SCS Runoff
8.286
2
720
21,482
------
------
------
Pre-Dev to Road Ditch
3
SCS Runoff
18.31
2
720
41,960
------
------
------
Post Dev to North Wetland
4
SCS Runoff
21.09
2
718
48,275
------
------
------
Post Dev to South Wetland
5
Reservoir
16.38
2
722
48,226
4
309.32
18,812
South Wetland Routed
6
Reservoir
12.53
2
724
41,912
3
331.20
18,370
North Routed
7
SCS Runoff
42.99
2
724
134,442
------
------
------
Post Dev. Bypass to Stream
8
SCS Runoff
9.868
2
718
22,929
------
------
------
Post-Dev. Bypass Road Ditch
9
Combine
76.17
2
722
212,060
1, 2,
------
------
Pre-Dev. Combined
10
Combine
78.20
2
724
247,509
5, 6, 7,
------
------
Post Dev. Combined
8,
Stormwater design.gpw
Return Period: 10 Year
Thursday, 03 / 16 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
87.62
2
722
245,836
------
------
------
Pre-Dev. to Stream
2
SCS Runoff
10.61
2
720
27,586
------
------
------
Pre-Dev to Road Ditch
3
SCS Runoff
24.11
2
718
55,156
------
------
------
Post Dev to North Wetland
4
SCS Runoff
27.60
2
718
63,149
------
------
------
Post Dev to South Wetland
5
Reservoir
25.49
2
722
63,100
4
309.43
19,872
South Wetland Routed
6
Reservoir
21.97
2
722
55,108
3
331.31
19,396
North Routed
7
SCS Runoff
54.59
2
724
171,149
------
------
------
Post Dev. Bypass to Stream
8
SCS Runoff
12.24
2
718
28,707
------
------
------
Post-Dev. Bypass Road Ditch
9
Combine
98.06
2
722
273,422
1, 2,
------
------
Pre-Dev. Combined
10
Combine
110.50
2
722
318,064
5, 6, 7,
------
------
Post Dev. Combined
8,
Stormwater design.gpw
Return Period: 25 Year
Thursday, 03 / 16 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
103.60
2
722
291,375
------
------
------
Pre-Dev. to Stream
2
SCS Runoff
12.50
2
720
32,606
------
------
------
Pre-Dev to Road Ditch
3
SCS Runoff
28.88
2
718
66,136
------
------
------
Post Dev to North Wetland
4
SCS Runoff
32.93
2
718
75,494
------
------
------
Post Dev to South Wetland
5
Reservoir
31.62
2
720
75,445
4
309.49
20,516
South Wetland Routed
6
Reservoir
27.85
2
720
66,087
3
331.36
19,934
North Routed
7
SCS Runoff
63.95
2
724
201,206
------
------
------
Post Dev. Bypass to Stream
8
SCS Runoff
14.14
2
718
33,402
------
------
------
Post-Dev. Bypass Road Ditch
9
Combine
115.86
2
722
323,982
1, 2,
------
------
Pre-Dev. Combined
10
Combine
131.35
2
722
376,141
5, 6, 7,
------
------
Post Dev. Combined
8,
Stormwater design.gpw
Return Period: 50 Year
Thursday, 03 / 16 / 2017

25
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
119.71
2
722
337,816
------
------
------
Pre-Dev. to Stream
2
SCS Runoff
14.40
2
720
37,718
------
------
------
Pre-Dev to Road Ditch
3
SCS Runoff
33.71
2
718
77,406
------
------
------
Post Dev to North Wetland
4
SCS Runoff
38.33
2
718
88,144
------
------
------
Post Dev to South Wetland
5
Reservoir
37.22
2
720
88,095
4
309.55
21,057
South Wetland Routed
6
Reservoir
32.87
2
720
77,358
3
331.40
20,393
North Routed
7
SCS Runoff
73.37
2
724
231,724
------
------
------
Post Dev. Bypass to Stream
8
SCS Runoff
16.03
2
718
38,145
------
------
------
Post-Dev. Bypass Road Ditch
9
Combine
133.82
2
722
375,533
1, 2,
------
------
Pre-Dev. Combined
10
Combine
151.81
2
720
435,322
5, 6, 7,
------
------
Post Dev. Combined
8,
11
Diversion'!
35.83
2
720
40,794
5
------
----
South Emergency spillway
12
Diversion2
1.388
2
720
47,301
5
------
------
South Through the riser
13
Diversionl
30.73
2
720
29,963
6
------
------
North Emergency spillway
14
Diversion2
2.143
2
720
47,395
6
------
------
North through riser
Stormwater design.gpw
Return Period: 100 Year
Thursday, 03 / 16 / 2017

26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 1
Pre-Dev. to Stream
Hydrograph type
= SCS Runoff
Peak discharge
= 119.71 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 337,816 cuft
Drainage area
= 20.270 ac
Curve number
= 77*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 15.20 min
Total precip.
= 7.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.170 x 98) + (20.100 x 77)] / 20.270
Q (cfs)
120.00
100.00
F, 1 11
20.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
Pre-Dev. to Stream
Hyd. No. 1 -- 100 Year
Q (cfs)
120.00
100.00
40.00
20.00
-1 ' ' ' ' - ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 2
Pre-Dev to Road Ditch
Hydrograph type
= SCS Runoff
Peak discharge
= 14.40 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 37,718 cuft
Drainage area
= 2.090 ac
Curve number
= 78*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.060 x 98) + (2.030 x 77)] / 2.090
Q (cfs)
15.00
12.00
.M
3.00
0.00 '
0 2 4
Hyd No. 2
6 8
Pre-Dev to Road Ditch
Hyd. No. 2 -- 100 Year
Q (cfs)
15.00
12.00
M
3.00
-r ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 3
Post Dev to North Wetland
Hydrograph type
= SCS Runoff
Peak discharge
= 33.71 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 77,406 cuft
Drainage area
= 5.000 ac
Curve number
= 73*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 7.40 min
Total precip.
= 7.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(1.670 x 98) + (3.330 x 61)] / 5.000
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00 ' '
0 2 4
Hyd No. 3
6 8
Post Dev to North Wetland
Hyd. No. 3 -- 100 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
'r ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 4
Post Dev to South Wetland
Hydrograph type
= SCS Runoff
Peak discharge
= 38.33 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 88,144 cuft
Drainage area
= 5.550 ac
Curve number
= 74*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 9.20 min
Total precip.
= 7.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(1.990 x 98) + (3.560 x 61)] / 5.550
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ' '
0 2 4
Hyd No. 4
Post Dev to South Wetland
Hyd. No. 4 -- 100 Year
6 8 10 12 14 16
Q (cfs)
40.00
30.00
20.00
10.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
South Wetland Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 4 - Post Dev to South Wetland Max. Elevation
Reservoir name
= South Wetland
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 307.25 ft.
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ' '
0 2 4
Hyd No. 5
South Wetland Routed
Hyd. No. 5 -- 100 Year
30
Thursday, 03 / 16 / 2017
= 37.22 cfs
= 12.00 hrs
= 88,095 cuft
= 309.55 ft
= 21,057 cuft
6 8 10 12 14 16 18 20 22 24
Hyd No. 4 011111 Total storage used = 21,057 cuft
Q (cfs)
40.00
30.00
20.00
10.00
—k-- 0.00
26
Time (hrs)

Hydrograph
Report
31
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Hyd. No. 6
North Routed
Hydrograph type
= Reservoir
Peak discharge
= 32.87 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 77,358 cuft
Inflow hyd. No.
= 3 - Post Dev to North Wetland
Max. Elevation
= 331.40 ft
Reservoir name
= North Wetland
Max. Storage
= 20,393 cuft
Storage Indication method used. Wet pond routing start elevation = 329.25 ft
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00 ' '
0 2 4
Hyd No. 6
North Routed
Hyd. No. 6 -- 100 Year
6 8 10
Hyd No. 3
12
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
' ' 0.00
14 16 18 20 22 24 26
Time (hrs)
011111 Total storage used = 20,393 cuft

" Composite (Area/CN) = [(0.390 x 98) + (12.260 x 79)] / 12.650
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Post Dev. Bypass to Stream
Hyd. No. 7 -- 100 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)
32
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Hyd. No. 7
Post Dev. Bypass to Stream
Hydrograph type
= SCS Runoff
Peak discharge
= 73.37 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 231,724 cuft
Drainage area
= 12.650 ac
Curve number
= 80*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.00 min
Total precip.
= 7.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.390 x 98) + (12.260 x 79)] / 12.650
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Post Dev. Bypass to Stream
Hyd. No. 7 -- 100 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

33
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Thursday, 03 / 16 / 2017
Hyd. No. 8
Post-Dev. Bypass Road Ditch
Hydrograph type
= SCS Runoff
Peak discharge
= 16.03 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 38,145 cuft
Drainage area
= 1.910 ac
Curve number
= 84*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.80 min
Total precip.
= 7.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.450 x 98) + (1.460 x 80)] / 1.910
Q (cfs)
18.00
15.00
12.00
3.00
0.00 '
0 2 4
Hyd No. 8
Post-Dev. Bypass Road Ditch
Hyd. No. 8 -- 100 Year
6 8 10 12 14
Q (cfs)
18.00
15.00
12.00
M
3.00
' 0.00
16 18 20 22 24
Time (hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Hyd. No. 9
Pre-Dev. Combined
Hydrograph type
= Combine
Peak discharge
= 133.82 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 375,533 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 22.360 ac
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 ' '
0 2 4
Hyd No. 9
Pre-Dev. Combined
Hyd. No. 9 -- 100 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
' ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Hyd No. 2

Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Post Dev. Combined
Hyd. No. 10 -- 100 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' - - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (hrs)
Hyd No. 8
35
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Thursday, 03 / 16 / 2017
Hyd. No. 10
Post Dev. Combined
Hydrograph type = Combine
Peak discharge
= 151.81 cfs
Storm frequency = 100 yrs
Time to peak
= 12.00 hrs
Time interval = 2 min
Hyd. volume
= 435,322 cuft
Inflow hyds. = 5, 6, 7, 8
Contrib. drain. area
= 14.560 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Post Dev. Combined
Hyd. No. 10 -- 100 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' - - ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 10 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (hrs)
Hyd No. 8

Watershed Characteristics Ver2.0 l Clear All Values l Return to Instructions l Proceed to BMP Characteristics 1 L Skip to Development Summary
Instructions
1. Select your physiographic/geologic region. (see map on 'instructions' page)
2. Enter the area of the entire development in square feet (ft).
3. Select the location that is most representative of the site's precipitation characteristics. (see map on 'instructions' page)
4. For each applicable land use, enter the total area of that land use that lies within the development under pre -development conditions.
5. For each applicable land use, enter the total area of that land use that lies within the development under post -development conditions, before BMP implementation.
6. Ensure that the sum of pre- and post -development areas entered equal the orginal development area.
7. Continue to "BMP Characteristics" tab.
Additional Guidelines
- For non-residential watersheds, indicate acreages of each land use type in Column 1 for both pre -and post -development conditions.
- For residential watersheds, complete the required information in Column 2 for both pre- and post -development conditions.
- If a given land use is not present in the given watershed, leave the cell blank or enter a zero.
- Ensure that land use areas entered for both pre- and post -development conditions match the total development area entered in cell 021.
- Residential areas may be entered by average lot size (column, part A), or may be separated into individual land uses (column 2, part B) -- do NOT list out individual land uses within an
area already described by lot size.
- Unless runoff flowing onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be included in the acreage
values of the appropriate land use(s) and treated.
Physiographic/Geologic Region: Piedmont Total Development Area (ft'): 1,060,062
Soil Hydrologic Group D Development Name: Wynngate Subdivision, Ph IV
Precipitation location: Butner Model Prepared By: TW
COLUMN t -- NON-RESIDENTIAL LAND USES
COLUMN 2 -- RESIDENTIAL LAND USES
TN EMC
(mg/L)
TP EMC
(mL)
Pre-
Development
I:2)
Post -
Development
Iftz)
COMMERCIAL
Parking lot 1.44 0.16
Roof 1.08 0.15
Open/Landscaped 2.24 1 0.44
INDUSTRIAL
Parking lot 1.44 0.39
Post -
Development
(ftz)
Roof 1.08 0.15
PART A
Open/Landscaped 2.24 0.44
TRANSPORTATION
High Density (interstate, main) 3.67 0.43
Low Density (secondary, feeder) 1.4 0.52
Rural 1.14 1 0.47
Sidewalk 1.4 1.16
PERVIOUS
Managed pervious 3.06
0.59
'/.-ac lots
Unmanaged (pasture) 3.61
1.56
-
-
Forest 1.47
0.25
X -ac lots
--
JURISDICTIONAL LANDS*
-
-
Natural wetland - -
Riparian buffer --
Open water -- --
LAND TAKEN UP BY BMP, 1.08 0.15
-
`Jurisdictional land uses are not included in nutrient/flow calculations.
Total Development Area Entered [fit): 1,060,062
Total Pre -Development Calculated Area (ftz): 1,060,062
Total Post -Development Calculated Area (ft): 1,060,062
COLUMN 2 -- RESIDENTIAL LAND USES
Custom
Lot Size
(ac)
Age
(yrs)
TN EMC
(mg/L)
TP EMC
(mg/L)
Pre-
Development
Iftz)
Post -
Development
(ftz)
PART A
A -ac lots
-
-
-
'/.-ac lots
-
-
-
X -ac lots
--
-
-
1 -ac lots
--
-
--
2-ac lots
-
-
-
Multi -family
-
-
-
Townhomes
-
-
-
Custom Lot Size
-
-
PART B
Roadway
-
1.4
0.52
_ 40,308
Driveway
1.0
1.44
0.39
34,400
Parking lot
--
1.44
0.39
0.15
1.16
0.44
0.59
0.25
-
-
0.15
_
31636 120,400
28,025
-T-406,376
909,075 258,968
141,280 154,641
_
16,944
Roof
- 1.08
Sidewalk/Patio
- 1.4
Lawn
-- 2.24
Managed pervious
- 3.06
Forest
- 1.47
Natural wetland*
- -
Riparian buffer*
-- --
Open water*
-- -
LAND TAKEN UP BY BMPs
-- 1.08
Total Development Area Entered [fit): 1,060,062
Total Pre -Development Calculated Area (ftz): 1,060,062
Total Post -Development Calculated Area (ft): 1,060,062

BMP Characteristics Ver2.0 rRel. rn to Watershed Proceed to Development
Clear All Values Return [o Instructions
Characteristics Summary
Instructions
1. Select the type of BMP for each catchment.
2. Enter the area of each land use type in the contributing drainage area for each BMP.
3. Continue to "Development Summary" tab.
Additional Guidelines
This spreadsheet allows the development to be divided into as many as 6 smaller catchments.
- BMPs 1, 2, and 3 for a given catchment are assumed to operate in series, with the outflow from 1 serving as the inflow to 2, etc.
- If the outflow from an entire catchment (including outflow from selected BMPs) drains to another BMP, indicate this in the drop down menu below the BMP type and leave all cells for individual land uses blank.
- Not all BMP or catchments must be utilized. Simply leave fields blank in the columns not needed.
- Leave cells blank or insert zeroes if a land use is not present in the area draining to the BMP.
- For water harvesting BM Ps, be sure to enter the percent volume reduction that will be achieved by your system. Volume detention (catch -and -release mechanisms) will not be considered - only proven volume reductions are valid inputs.
The BMP undersizing option should only be used for existing development or retrofit sites.
- Volume reduction efficiencies for undersized BM Ps are calculated based on a 1:1 ratio (a BMP that is 60% smaller than the required design size is assigned a removal efficiency equal to 60% of the standard efficiency
value). Effluent concentrations remain the same as full-sized BMPs.
- IMPORTANT: for the land area calculation checks to occur, you MUST press enter after entering a value for area to be treated by a BMP (not just click on the next cell).
- See User's Manual for instructions on modeling oversized BMPs.
Type of BMP:
If BMP is undersized, indicate the BMP's size
relative to the design size required to
capture the designated water quality depth
(i.e. 0.75 = BMP is 75% of required design
size):
*For water harvesting BMP, enter percent
volume reduction in decimal form.
Catchment 1:
Catchment 2:
Catchment 3:
Catchment 4:
Catchment 5:
Catchment 6:
Drainage Area Land Use
COMMERCIAL
Parking lot
Roof
Open/Landscaped
INDUSTRIAL
Parking lot
Roof
Open/Landscaped
TRANSPORTATION
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
MISC. PERVIOUS
2 -ac lots (New)
2 -ac lots (Built after 1995)
2 -ac lots (Built before 1995)
1 -ac lots (New)
1 -ac lots (Built after 1995)
1 -ac lots (Built before 1995)
Y -ac lots (New)
'/= -ac lots (Built after 1995)
%-ac lots (Built before 1995)
Y -ac lots (New)
Y -ac lots (Built after 1995)
Y. -ac lots (Built before 1995)
%-ac lots (Built before 1
Townhomes(New)
Townhomes (Built after
-------------------- CATCHMENT 1 ----------------------
BMP #1 BMP #2 BMP #3
Wetland
no
no no
no no
no
no
no no
no
no
no
no
Area treated
no
no
Area treated
Area Treated
by BMP #2 that is
by BMP #3 that is
by BMP
not treated by BMP not treated by BMPs
(ft)
#1
#1 or#2
no
Area treated
(ft)
(ft)
'-------------------- CATCHMENT 2 ----------------------
BMP #1 BMP #2 BMP #3
Wetland
------------------- CATCHMENT 3 -----------------------------
BMP #1 BMP #2 BMP #3
no
—
no
Does BMP
no
—
no
accept the outflow from
no
--
IJ no
another Catchment? If so, indicate which
no no
no no
-- --
one(s). (Land use ar
no
no
--
no.
no
no
no
no
no
no
no
no
no
no
no
no
I
no
no
Area treated
no
Area treated
no
no
Area treated
Area treated
Area Treated
by BMP #2 that is
by BMP #3 that is
Area Treated
by BMP #2 that is
by BMP #3 that is
by BMP
not treated by BMP not treated by BMPs
by BMP
not treated by BMP not treated by BMPs
(ft')
#1
#1 or#2
(ft)
#1
#1 or#2
0.92
(ft)
(ft)
user defined
(ft) I
(ft')
--------------------------- CATCHMENT4------------------------------------------------------- CATCHMENT5 -----------------------------
BMp #1 BMP#2 BMP#3 BMP#1 BMP#2 BMP#3
eas entered below are in addition to the watershed areas treated by contributing catchment(s).)
no no no no no no
no no no no no no
no no no no IJ no no
— — no no no
no no no — — no no no no no no
Area treated I Area treated Area treated Area treated
Area Treated by BMP #2 that is by BMP #3 that is Area Treated by BMP #2 that is by BMP #3 that is
by BMP not treated by BMP not treated by BMPs by BMP not treated by BMP not treated by BMPs
(ft') #1 #1 or#2 (ft') #1 #1 or#2
(ft) (ft) (ft') (ft)
------------------- CATCHMENT 6 ---------------------.
BMP#1 BMP#2 BMP#3
no
BMP DETAILS
no
BMP
Volume Reduction (%) TN Effluent Concen.
(mg/L)
TP Effluent Concen.
(mg/L)
Bioretention with IWS
50%
0.95
0.12
Bioretention without IWS
35%
1.00
0.12
Dry Detention Pond
0%
1.20
0.20
Grassed Swale
0%
1.21
0.26
Green Roof
50%
1.08
0.15
Level Spreader, Filter Strip
40% 1
1.20
0.15
Permeable Pavement*
0%
1.44
0.39
Sand Filter
5%
0.92
0.14
Water Harvesting
user defined
1.08
0.15
Wet Detention Pond
10%
1.01
0.11
Wetland
20%
1.08
0.12
*if treating commercial Parking lot, TP effluent
concentration = 0.16 mg/L
--------------------------- CATCHMENT4------------------------------------------------------- CATCHMENT5 -----------------------------
BMp #1 BMP#2 BMP#3 BMP#1 BMP#2 BMP#3
eas entered below are in addition to the watershed areas treated by contributing catchment(s).)
no no no no no no
no no no no no no
no no no no IJ no no
— — no no no
no no no — — no no no no no no
Area treated I Area treated Area treated Area treated
Area Treated by BMP #2 that is by BMP #3 that is Area Treated by BMP #2 that is by BMP #3 that is
by BMP not treated by BMP not treated by BMPs by BMP not treated by BMP not treated by BMPs
(ft') #1 #1 or#2 (ft') #1 #1 or#2
(ft) (ft) (ft') (ft)
------------------- CATCHMENT 6 ---------------------.
BMP#1 BMP#2 BMP#3
no
no
no
no
no
no
no
no
no
no
no
no
t
no
no
Area treated
no
Area treated
Total Land Use
Area Treated
by BMP #2 that is by BMP #3 that is
Area Treated By
by BMP
not treated by BMP not treated by BMP,
AIIBMPs
(ft2)
#1 #1 or #2
I
(ft)(ft)(ft2)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
n
0
0
0
0
0
0
0
0
Allowable Total
Land Use Area to be
Treated Based on
Post-Dev. Areas
(ft)
0
0
0
0
0
0
II
0
0
0
0
0
0
0
II
0
0
t 0
0
0
0
0
0
0
0
0
0
0
0
0
0
�0
W 0

Custom Lot Size (New)
Custom Lot Size (Built after 1995)
Custom Lot Size (Built before 1995)
Roadway
Driveway
Parking lot
Roof
1,769
12,760
44,800
Sidewalk
8,2355
Lawn
76,222
Managed pervious
65,355
Forest
ND TAKEN UP BY BMP
8,656
TOTAL AREA TREATED BY BMP (ftz):
217,800 0
TOTAL AREA TREATED BY SERIES (ft'): „
217,800
102,491
42,066
2,271
8,288
241,758
0 0 0 0 0
241,758 0

3. Development Summary
Prepared By: TW
Date: March 16, 2017
WATERSHED SUMMARY Ver2.0
REGION:
Piedmont
TOTAL DEVELOPMENT AREA (ft-):
1,060,062
22% 22%
0%
Annual Runoff Volume (c.f.)
336% 275%
Pre -Development Conditions
Post -Development Conditions
Post -Development w/ BMPs
Percent Impervious
0.9%
22.6%
22.6%
(%)
-27% -54%
-37%
Total Phosphorus Loading (Ib/ac/yr)
Annual Runoff Volume
-46%
without IWS
BMP2
(c.f.)
241,504
1,052,522
905,478
Total Nitrogen EMC
0.20
Grassed Swale
0%
(mg/L)
2.61
1.40
1.27
Total Nitrogen Loading
0.15
Level Spdr, Filter
-
(lb/ac/yr)
1.62
3.77
2.95
1.20
0.15
Permeable
Total Phosphorus EMC
(mg/L)
0.52
0.38
0.24
1.44
0.39
Sand Filter
Total Phosphorus Loading
(Ib/ac/yr)
0.32
1.02
0.55
Percent Difference Between:
*Negative percent difference values indicate a decrease in runoff volume, pollutant concentration or pollutant loading. Positive values indicate an increase.
BMP SUMMARY Ver2.0
Ph IV
BMP VOLUME REDUCTIONS/EFFLUENT CONCENTRATIONS
Volume Reduction
Pre-Dev. & Pre -Development &
Post-Dev. without BMPs Post -Development with BMPs
Post-Dev without BMPs &
Post-Dev with BMPs
Percent Impervious (%)
22% 22%
0%
Annual Runoff Volume (c.f.)
336% 275%
-14%
Total Nitrogen EMC (mg/L)
-47% -51%
-9%
Total Nitrogen Loading (Ib/ac/yr)
133% 82%
-22%
Total Phosphorus EMC (mg/L)
-27% -54%
-37%
Total Phosphorus Loading (Ib/ac/yr)
217% 71%
-46%
*Negative percent difference values indicate a decrease in runoff volume, pollutant concentration or pollutant loading. Positive values indicate an increase.
BMP SUMMARY Ver2.0
Ph IV
BMP VOLUME REDUCTIONS/EFFLUENT CONCENTRATIONS
Volume Reduction
TN Effluent Conten.
TP Effluent Concen.
(%)
(mg/L)
(mg/L)
Bioretention with
3.82
BMP1 BMP2 BMP3
IWS
50%
0.95
0.12
Bioretention
BMP3
BMP1.
BMP2
BMP3
35%
1.00
0.12
without IWS
BMP2
BMP3
Wetland
Dry Detention Pond
0%
1.20
0.20
Grassed Swale
0%
1.21
0.26
Green Roof
50%
1.08
0.15
Level Spdr, Filter
-
Catchment Outflow 0.539
Wetland -- -
Strip
40%
1.20
0.15
Permeable
Pavement*
0%
1.44
0.39
Sand Filter
5%
0.92
0.14
Water Harvesting userdefined
1.08
0.15
Wet Detention Pond 10%
1.01
0.11
Wetland I 20%
1.08
0.12
•iftreating commercial parking lot, TP effluent concentration = 0.16 mg/L
LReturn to Instructions
Return to Watershed Characteristics
L Return to BMP Characteristics I
Print Summary
Catchment Outflow Nitrogen EMC (mg/L) 1.11
CATCHMENT 1
CATCHMENT 2
CATCHMENT 3
CATCHMENT 4
CATCHMENTS
CATCHMENT 6
3.82
BMP1 BMP2 BMP3
BMP1
BMP2
BMP3
BMP1
BMP2
BMP3
BMP1.
BMP2
BMP3
BMP1
BMP2
BMP3
BMPS
BMP2
BMP3
Wetland
-
--
--
--
-
--
--
--
--
-
--
-
--
-
Catchment Outflow 0.539
Wetland -- -
Total Area Treated
-
-
--
Total Phosphorus (lb/ac/yr)
19%
--
-
--
--
Percent Reduction in Phosphorus Load (%) 67%
5.00
--
--
5.55
-
-
--
--
--
--
-
--
-
-
--
--
Total Inflow Volume
368,684
--
--
383,106
-
-
--.
-
-
--
-
--
-
-
-
-
--
-
Percent Volume Reduced
20%
--
--
20%
Inflow Nitrogen EMC
(mg/L)
1.31
--
--
1.31
-
--
-'
-
--
--
-
--
-
Total Inflow Nitrogen
(lb/ac/yr)
6.03
--
__
5.67
-
-
--
-
-
--
-
--
-
-
-
-
-
Inflow Phosphorus EMC
(mg/L)
0.354
-'
'-
0.370
Total Inflow Phosphorus
(lb/ac/yr)
--
1.59
--
--
--
BMP Outflow
Nitrogen (lbs/ac/yr)
4.07
3.82
-
-
BMP Outflow
Phosphorus (lbs/ac/yr)
0.54
0.51
Catchment Outflow Nitrogen EMC (mg/L) 1.11
1.11.
-
-
-
--
Catchment Outflow 4.07
3.82
-
-
-
--
Total Nitrogen (Ib/ac/yr)
Percent Reduction in Nitrogen Load (%)
32%
33%
-
-
-
--
Catchment Outflow Phosphorus EMC
(mg/L)
0.147
0.149
--
-
-
--
Catchment Outflow 0.539
0.511
--
-
-
--
Total Phosphorus (lb/ac/yr)
19%
--
-
--
--
Percent Reduction in Phosphorus Load (%) 67%

Design Requirements:
NC ADMIN CODE
Vegetated Side Slopes 3:1 or less
Min. 30' from SW, 50' from Class SA, 1 00'water wells
Volume in Excess of design, must Bypass
Excess Volume to Outlet Across Filter Strip
Seasonal High Water Table Min. 2' Below Bottom
Media Permeability of .52"- 6" per hr (1-2 Preferre
DWQ POLICY
Uphill Slopes not Greater than 1:5
Underdrains provided if in-situ soil drains < 2 in/hr
Inflow to be sht flow or Use engy dissipator/sed forebay
12" Max Ponding Depth, (9" preferred)
2' Media for Grass. 3' Media for Trees & Shrubs
No Dimension less than 10'
drain in 12 hrs, drain 2' below surface in 48
Landscaping
Min. 3 Species each of Trees, Shrubs, Herb. GC
Tree 19' O.C., Shrubs 12' O.C, Groundcover Thr'out
Grass is sodded w/ Hyb. Bermuda or Centipede
Min. 400 stems/ acre, Max 1,250 stems/acre
2.5" Caliper trees, 3 -Gal Shrubs, 1 -Quart Plants
Triple or Double Shredded Hardwood Mulch
not @ inflow locations
SUMMIT
Southern Wetland WQv Provided: 8,120 Cubic FT. DESIGN AND ENGINEERING SERVICES
BIO-RETENTION/STORMWATER WETLAND WATER QUALITY VOLUME
Drainage Area (Ac.) 5.550 Impervious Area (Ac.) 1.989 VWQ = 3630 * RD * R v * A
y V"" 1.5" Ver, Rough Required SA Calc (SF) 20146.5 Where: RD = Rainfall Depth of Design Storm
Water Quality Vol (cf) : 7505.48 11258.21 RD = 1 (Usually 1" or 1.5")
Rv = 0.3725449 Rv = Runoff Coefficient (0.05+.9*IA)
Approx. Min. Area Required D = 15" Ideal D = 9" Where IA = % Impervious in DA
VWQ=1" (sf) 6004.38 10007.30 Required NCEEP payment for nitrogen
reduction to 3.6 Ib/ac/vr
Nitrogen Received (Ib/yr): Current Rate : per acre Total
Nitrogen Removed (Ib/yr): Pro -Rated Period: years Cost $0.00
New Nitroaen Exported (Ib/vr): (Ib/ac/vr) Total Ac. Exportina N : acres
3/16/2017 1:06 PM K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2016-11-03 wetland WQV.xls

Design Requirements:
NC ADMIN CODE
Vegetated Side Slopes 3:1 or less
Min. 30' from SW, 50' from Class SA, 1 00'water wells
Volume in Excess of design, must Bypass
Excess Volume to Outlet Across Filter Strip
Seasonal High Water Table Min. 2' Below Bottom
Media Permeability of .52"- 6" per hr (1-2 Preferre
DWQ POLICY
Uphill Slopes not Greater than 1:5
Underdrains provided if in-situ soil drains < 2 in/hr
Inflow to be sht flow or Use engy dissipator/sed forebay
12" Max Ponding Depth, (9" preferred)
2' Media for Grass. 3' Media for Trees & Shrubs
No Dimension less than 10'
drain in 12 hrs, drain 2' below surface in 48
Min. 3 Species each of Trees, Shrubs, Herb. GC
Tree 19' O.C., Shrubs 12' O.C, Groundcover Thr'out
Grass is sodded w/ Hyb. Bermuda or Centipede
Min. 400 stems/ acre, Max 1,250 stems/acre
2.5" Caliper trees, 3 -Gal Shrubs, 1 -Quart Plants
Triple or Double Shredded Hardwood Mulch
not @ inflow locations
USU111411T
Northern Wetland: 8,173 Cubic FT WQv Provided DESIGN AND ENGINEERING SERVICES
BIO-RETENTION/STORMWATER WETLAND WATER QUALITY VOLUME
Drainage Area (Ac.) 5.00 Impervious Area (Ac.) 1.67 VWQ = 3630 * RD * R v * A
1" V., —1-5—"m. Rough Required SA Calc (SF) 18150 Where: RD = Rainfall Depth of Design Storm
Water Quality Vol (cf) : 6349.95 9524.93 RD = 1 (Usually 1" or 1.5")
Rv = 0.350 Rv = Runoff Coefficient (0.05+.9*IA)
Approx. Min. Area Required D = 15" Ideal D = 9" Where IA = % Impervious in DA
VWQ=1" (sf) 5079.96 8466.60 Required NCEEP Payment for nitrogen
reduction to 3.6 Ib/ac/vr
Nitrogen Received (Ib/yr): Current Rate : per acre Total
Nitrogen Removed (Ib/yr): Pro -Rated Period: years Cost $0.00
New Nitroaen Exported (Ib/vr): (Ib/ac/vr) Total Ac. ExDortina N : acres
3/16/2017 1:06 PM K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2016-11-03 wetland WQV.xls

DRAINAGE MAPS
K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
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PIPE SIZING CALCULATIONS
K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
8of12

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
DI -5
8 DI -9
Outfall~ -
9
DI -8
Project File: 2017-03-15 Pipenetwork_CWO REVISED.stm
4
DI -1 3
DI -2
2
DI -3
5
DI -4
1
Outfall
6
M Outfall
Number of lines: 9 1 Date: 4/5/2017
Storm Sewers v11.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
P-4
14.46
24
Cir
70.320
346.75
347.65
1.280
348.75
349.02
n/a
349.02 j
End
DropGrate
2
P-2
12.36
24
Cir
158.550
347.75
349.26
0.952
349.02
350.52
n/a
350.52j
1
DropGrate
3
P-1
6.37
18
Cir
45.110
349.45
350.11
1.463
350.52
351.09
n/a
351.09 j
2
DropGrate
4
P -1A
0.84
15
Cir
18.000
353.25
355.50
12.500
353.41
355.86
0.13
355.86
3
None
5
P-3
1.62
18
Cir
24.000
347.75
348.23
2.000
349.02
348.71
n/a
348.71
1
DropGrate
6
P-6
3.14
12
Cir
30.500
326.75
327.30
1.803
327.75
328.06
n/a
328.06 j
End
Manhole
7
P-5
3.14
12
Cir
135.430
327.40
328.75
0.997
328.09
329.51
0.38
329.51
6
DropGrate
8
P-7
15.76
24
Cir
119.130
307.25
309.43
1.829
309.25
310.86
n/a
310.86 j
End
DropGrate
9
P-8
7.24
18
Cir
49.030
309.53
311.00
2.998
310.86
312.04
n/a
312.04 j
8
DropGrate
File: 2017-03-15 Pipenetwork_CWO REVISED.stm
Number of lines: 9
-::1Project
Run Date: 4/5/2017
NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump.
Storm Sewers v11.00

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
DI -4
0.50
1.06
1.48
0.08
DrGrt
0.0
0.00
0.00
3.00
2.00
0,010
2.00
0.330
0.330
0.013
0.19
3.16
0.19
3.16
0.0
Off
2
DI -2
5.99*
0.00
4.93
1.06
DrGrt
0.0
0.00
0.00
3.00
2.00
0,064
2.00
0.330
0.330
0.013
0.24
3.46
0.24
3.46
0.0
1
3
DI -1
5.53*
0.84
6.37
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.330
0.330
0.013
0.36
4.16
0.36
4.16
0.0
Off
4
0.84*
0.00
0.00
0.84
None
0.0
0.00
0.00
0.00
0.00
Sag
2.00
0.050
0.020
0.013
0.00
0.00
0.00
0.00
0.0
5
DI -3
1.62*
0.00
1.62
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.330
0.330
0.013
0.14
2.87
0.14
2.87
0.0
1
6
MH -6
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
7
DI -5
3.14*
0.00
3.14
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.330
0.330
0.013
0.22
3.35
0.22
3.35
0.0
Off
8
DI -9
8.52*
0.00
6.69
1.83
DrGrt
0.0
0.00
0.00
3.00
2.00
0.065
2.00
0.330
0.330
0.013
0.29
3.76
0.29
3.76
0.0
9
DI -8
7.24*
1.83
9.07
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.330
0.330
0.013
0.45
4.73
0.45
4.73
0.0
Off
Project File: 2017-03-15 Pipenetwork_CWO REVISED.stm
Number of lines: 9 7ER7,nDate:
4/5/2017
NOTES: Inlet N -Values = 0.016; Intensity= 71.44 /(Inlet time + 12.30)10.80; Return period= 10 Yrs. ; *Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v11.00

ANTI -FLOTATION
CALCULATIONS
K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
9of12

Pond Riser Structure #1
Structure Inside Length
Structure Inside Width
Structure Wall Thickness
Structure Inside Height
Depth to Water Table (From Surface)
Ballast/Anchor Lip
Ballast/Anchor Thickness
Unit Weight of Soil
Unit Weight of Water
Unit Weight of Concrete
Factor of Safety (FS)
3
ft
ft
in
ft
ft
in
in
pcf
pcf
pcf
3
6
5.5
0
16
18
110
62.4
150
1.5
Area of Structure Interior
9.00 sf
Area of Structure (Concrete)
3.25 sf
Area of Ballast/Anchor
44.44 sf
Downward (Gravity)
Forces
Weight of Structure
2681.25 lbs
Weight of Ballast/Anchor
10000.00 lbs
Weight of Combined Structure
12681.25 lbs
Downward (Gravity) Forces (WT)
12681.25 Ibs
Is WT greater than Fb?
Proposed Ballast/Anchor Dimensions
<--
Upward (Bouyancy) Forces
Vol. of Structure (Void) 49.50 cf
Vol. of Structure (Concrete) 17.88 cf
Vol. of Ballast/Anchor 66.67 cf
Bouyancy Force 8364.20 lbs
Bouyancy Force w/FS (Fb) 12546.3 lbs
YES If yes, then ballast/anchor is adequate to prevent structure flotation, if no adjust
ballast/anchor dimensions
Calculated Factor of Safety 1.52

Pond Riser Structure #2
Structure Inside Length
Structure Inside Width
Structure Wall Thickness
Structure Inside Height
Depth to Water Table (From Surface)
Ballast/Anchor Lip
Ballast/Anchor Thickness
Unit Weight of Soil
Unit Weight of Water
Unit Weight of Concrete
Factor of Safety (FS)
3
ft
ft
in
ft
ft
in
in
pcf
pcf
pcf
3
6
1.25
0
3
10
110
62.4
150
1.5
Area of Structure Interior
9.00 sf
Area of Structure (Concrete)
3.25 sf
Area of Ballast/Anchor
20.25 sf
Downward (Gravity)
Forces
Weight of Structure
609.375 lbs
Weight of Ballast/Anchor
2531.25 lbs
Weight of Combined Structure
3140.625 lbs
Downward (Gravity) Forces (WT)
3140.625 Ibs
Is WT greater than Fb?
Proposed Ballast/Anchor Dimensions
<--
Upward (Bouyancy) Forces
Vol. of Structure (Void) 11.25 cf
Vol. of Structure (Concrete) 4.06 cf
Vol. of Ballast/Anchor 16.88 cf
Bouyancy Force 2008.50 lbs
Bouyancy Force w/FS (Fb) 3012.75 lbs
YES If yes, then ballast/anchor is adequate to prevent structure flotation, if no adjust
ballast/anchor dimensions
Calculated Factor of Safety 1.56

SOILS MAPS
K:\2016\16-0076\CWIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
10 of 12

36° 650" N
Custom Soil Resource Report
a3 Soil Map
P
703730 703810 703890 703970 704050
704130
M
V
704210
36° 650" N
O
M
l�L
N
CO
M
36° 6'27'N
703730 703810 703890 703970 704050
3
Map Scale: 1:3,450 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 50 100 200 300
Feet
0 150 300 600 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
8
704130
O
F
W
M
O
W
M
O
N
W
M
36° 6'27'N
704210
3
v

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:24,000.
Soil Map Unit Polygons
0
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Uo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
+�
Landfill
Lava Flow
Water Features
Marsh or swamp
Mine or Quarry
Please rely on the bar scale on each map sheet for map
Miscellaneous Water
Perennial Water
Transportation
Rock Outcrop
t++
Saline Spot
Source of Map: Natural Resources Conservation Service
Sandy Spot
Interstate Highways
Severely Eroded Spot
Sinkhole
Coordinate System: Web Mercator (EPSG:3857)
Slide or Slip
0o
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Granville County, North Carolina
Survey Area Data: Version 17, Sep 19, 2016
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 14, 2011—Mar 3,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:24,000.
(
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
+�
Special Line Features
soils that could have been shown at a more detailed scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
t++
Rails
Source of Map: Natural Resources Conservation Service
r ,.+
Interstate Highways
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Background
Albers equal-area conic projection, should be used if more accurate
W
Aerial Photography
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Granville County, North Carolina
Survey Area Data: Version 17, Sep 19, 2016
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 14, 2011—Mar 3,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.

Custom Soil Resource Report
Map Unit Legend
Granville County, North Carolina (NC077)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ChA
Chewacla and Wehadkee soils,
1.4
6.7%
0 to 2 percent slopes,
frequently flooded
CrB
Creedmoor coarse sandy loam,
11.1
53.9%
2 to 6 percent slopes
7.8
CrC
Creedmoor coarse sandy loam,
37.9%
6 to 10 percent slopes
PnD
Pinkston loamy sand, 10 to 20
0.3
1.5%
percent slopes
Totals for Area of Interest
20.6
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
10

Custom Soil Resource Report
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11

Custom Soil Resource Report
Granville County, North Carolina
ChA—Chewacla and Wehadkee soils, 0 to 2 percent slopes, frequently
flooded
Map Unit Setting
National map unit symbol: 3sbb
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla and similar soils: 60 percent
Wehadkee, undrained, and similar soils: 31 percent
Wehadkee, drained, and similar soils: 5 percent
Minor components: 4 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla
Setting
Landform: Flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 4 inches: loam
Bwl - 4 to 26 inches: silty clay loam
Bw2 - 26 to 38 inches: loam
Bw3 - 38 to 60 inches: clay loam
C - 60 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B/D
Hydric soil rating: No
12

Custom Soil Resource Report
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Description of Wehadkee, Drained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
13

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Minor Components
Congaree
Percent of map unit: 4 percent
Landform: Flood plains
Down-slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
CrB—Creedmoor coarse sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3sbd
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Creedmoor and similar soils: 80 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Creedmoor
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from shale and siltstone and/or mudstone
and/or sandstone
Typical profile
Ap - 0 to 7 inches: coarse sandy loam
Bt - 7 to 68 inches: clay
Cg - 68 to 83 inches: silty clay loam
Properties and qualities
Slope: 2 to 6 percent
14

Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 18 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 13.0
Available water storage in profile: Moderate (about 8.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C/D
Hydric soil rating: No
Minor Components
Mayodan
Percent of map unit: 5 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
White store
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
CrC—Creedmoor coarse sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3sbf
Elevation: 190 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Creedmoor and similar soils: 80 percent
Minor components: 15 percent
15

Custom Soil Resource Report
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Creedmoor
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from shale and siltstone and/or mudstone
and/or sandstone
Typical profile
Ap - 0 to 7 inches: coarse sandy loam
Bt - 7 to 68 inches: clay
Cg - 68 to 83 inches: silty clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 18 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 13.0
Available water storage in profile: Moderate (about 8.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C/D
Hydric soil rating: No
Minor Components
Mayodan
Percent of map unit: 10 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional):
Landform position (three-dimensional).
Down-slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
White store
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional):
Landform position (three-dimensional).
Down-slope shape: Concave
Across -slope shape: Convex
Hydric soil rating: No
16
Summit, shoulder
Side slope
Shoulder, summit
Side slope

Custom Soil Resource Report
PnD—Pinkston loamy sand, 10 to 20 percent slopes
Map Unit Setting
National map unit symbol: 3sc3
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Pinkston and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pinkston
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from mudstone and/or shale and siltstone
and/or sandstone
Typical profile
Ap - 0 to 6 inches: loamy sand
Bw - 6 to 24 inches: sandy loam
C - 24 to 32 inches: sandy loam
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 10 to 20 percent
Depth to restrictive feature: 20 to 40 inches to lithic bedrock
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Hydric soil rating: No
17

NOAA RAINFALL DATA
K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
11 of 12

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
(1) Location name: Creedmoor, North Carolina, US' 1491 ,.
Latitude: 36.1102°, Longitude: -78.7333°
Elevation: 324 ft'
source: Google Maps *�
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
Duration
�2
�]�
10
25
50
100
200
500
1000
0.406 1
F 0.475 1
F 0.544
0.607 1
F 0.671 1
F 0.720 1
F 0.764
0.802 1
F 0.844
0.880-
5 -min
(0.372-0.444)
1(0.372-0.444)1(0.436-0.519)1(0.498-0.593)1(0.555-0.661
(0.436-0.519)
(0.498-0.593)
(0.555-0.661
(0.611-0.731)
(0.653-0.784)
(0.689-0.832)
(0.718-0.876)
(0.750-0.923)
(0.775-0.964)
0.649
0.760
0.871
0.970
1.07
1.15
1.21
1.27
1.34
1.39
10 -min
1(0.595-0.709)1(0.697-0.830)1(0.798-0.949)1(0.887-1.06)
(0.974-1.17)
1 (1.04-1.25)
(1.09-1.32)
(1.14-1.39) 11
(1.19-1.46)
(1.22-1.52)
0.811
0.956
1.10
1.23 IF
1.36
1.45
1.53
1.60
1.68
1.74
15 -min
1(0.744-0.886)1(0.876-1.04)
1 (1.01-1.20)
1 (1.12-1.34)
1 (1.24-1.48)
1 (1.32-1.58)
1 (1.38-1.67)
1 (1.44-1.75)
1 (1.49-1.84)
1 (1.53-1.91)
30 -min
1.11
1.32
1.57
1.78
2 -01 -F
--2.19
--2.35-F-2.50
2.67
2.82
(1.02-1.22)
1 (1.21-1.44)
(1.43-1.71)
(1.63-1.94)
1 (1.83-2.19)
1 (1.98-2.38)
1 (2.12-2.56)
1 (2.24-2.73)
1 (2.38-2.92)
(2.48-3.09)
60
1-.39--]F--i
--66
2.01
2.32
2.67
--2.-96---]F--3.-24---]
3.50
3.84
4.11
-min
(1.27-1.52)
(1.52-1.81)
(1.84-2.19)
(2.12-2.52)
(2.44-2.91)
(2.69-3.23)
(2.92-3.53)
(3.14-3.82)
(3.41-4.20)
( 3.62-4.51)
1.65
1.97
2.41
2.81
3.29
3.70
4.09
4.49
5.01
5.46
2 -hr
(1.50-1.81)
(1.80-2.16)
(2.20-2.64)
(2.55-3.07)
(2.97-3.59)
(3.32-4.03)
(3.65-4.46)
(3.98-4.89)
(4.40-5.46)
(4.75-5.97)
3 -hr
1.0593
1.921231
(2.35-2.83)
(2.75-3.31)
(3.22-3.90)
(3.62-4.41)
4.015092
(4.40-5.44)
(4.92-6.14)
5.66.79
2.10
2.52
3.09
3.63
4.31
4.91
5.51
6.14
6.99
7.75
6 -hr
(1.93-2.31)
(2.31-2.77)
(2.82-3.39)
(3.31-3.98)
(3.90-4.71)
(4.41-5.36)
(4.91-6.01)
(5.41-6.68)
(6.07-7.61)
(6.65-8.47)
F-2-.4-8--]F-2-.9-7-]F-3-.6-6-]F--4.3-3-]F-5-.1-9---
-5-.9-5-]F-6-.7-3-]F-7-.5-6-]F-8-.7-1-IF-9-.7-6--I
12 -hr
(2.29-2.72)
(2.74-3.25)
(3.36-4.01)
(3.96-4.73)
(4.71-5.65)
(5.36-6.46)
(6.00-7.29)
(6.66-8.18)
(7.54-9.43)
(8.32-10.6)
2.91
3.52
4.38
5.06
5.96
6.67
7.40
8.14
9.15
9.95
24 -hr
(2.73-3.12)
(3.30-3.77)
(4.11-4.69)
(4.72-5.41)
(5.55-6.38)
(6.19-7.15)
(6.84-7.95)
(7.50-8.76)
(8.38-9.87)
(9.06-10.7)
3.42
4.11
5.07
5.81
6.79
7.55
8.32
9.10
10.2
11.0
2 -day
(3.20-3.66)
(3.85-4.40)
4.75-5.43)
(5.42-6.22)
(6.32-7.28)
(7.01-8.10)
(7.70-8.95)
(8.38-9.81)
(9.30-11.0)
(10.0-11.9)
3.61
4.33
5.33
6.10
7.13
7.94
8.76
9.59
10.7
11.6
3 -day
(3.38-3.86)
1 (4.06-4.64)
(4.99-5.70)
(5.69-6.53)
(6.63-7.64)
(7.36-8.52)
(8.09-9.41)
(8.81-10.3)
(9.79-11.6)
(10.5-12.6)
-3.8-0--]F-4.55
5.59
6.39
7.48
-8.-33--]F-9.19
10.1
11.3
12.2
4 -day
(3.56-4.07)
(4.26-4.88)
(5.23-5.98)
(5.96-6.84)
(6.95-8.01)
(7.71-8.94)
(8.48-9.88)
(9.25-10.9)
( 10.3-12.2)
( 11.1-13.3)
4.38
5.22
6.33
7.20
8.37
9.30
10.2
11.2
12.5
13.6
7 -day
(4.11-4.69)
1 (4.90-5.59)
(5.93-6.78)
(6.73-7.72)
1 (7.80-8.98)
1 (8.64-10.0)
(9.49-11.0)
1 (10.3-12.1)
(11.5-13.6) 1
(12.4-14.7)
11
10 -day
4. 89532
5. 596.32
6. 607.58
7.508.57
8. 5-9.91
9.530121.0
10.4112.1
113313.2
125314.7
13.4415.9
6.62
7.81
9.22
10.3
11.9
13.1
14.3
15.6
17.3
18.6
20 -day
(6.21-7.07)
(7.32-8.34)
(8.64-9.84)
(9.68-11.1)
(11.1-12.7)
(12.2-14.0)
(13.2-15.4)
(14.3-16.8)
(15.8-18.7)
(16.9-20.2)
30
8'22
9.67
11.2
12.4
14.0
-1-5.-3-]F-1-6-.5-IF-1-7.-7-IF-1-9.-3-]F-2-0.-6-1
-day
(7.76-876)
(9.10-10.3)
(10.6-11.9)
(11.7-13.2)
(13.1-15.0)
(14.2-16.3)
(15.3-17.7)
(16.4-19.0)
(17.9-20.8)
(18.9-22.2)
10.4
12.2
14.0
15.4
17.2
18.6
20.0
21.3
23.1
24.5
45 -day
(9.90-11.1)
(11.6-12.9)
(13.2-14.8)
(14.5-16.3)
(16.2-18.2)
(17.5-19.7)
(18.7-21.2)
(19.9-22.7)
(21.5-24.7)
(22.7-26.2)
12.6
14.6
16.5
1757-1F-
21.2
22.5
23.8
25.5
26.7
60 -day
(11.9-13.2)
(13.9-15.4)
1.7-17.4)L1.0-18.9)
(18.7-20.8)
(20.0-22.3)
(21.2-23.8)
(22.4-25.2)
(23.9-27.0)
(24.9-28.4)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.1102&lon=-78.7333 &data=... 8/4/2016

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
(1) Location name: Creedmoor, North Carolina, US' 1491 ,.
Latitude: 36.1102°, Longitude: -78.7333°
Elevation: 324 ft'
source: Google Maps *�
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
4.87
5.70
6.53
7.28
8.05
8.64
9.17
9.62
10.1
10.6
5 -min
(4.46-5.33)
(5.23-6.23)
1 (5.98-7.12)
1 (6.66-7.93)
1 (7.33-8.77)
1 (7.84-9.41)
1 (8.27-9.98)
(8.62-10.5)
(9.00-11.1)
(9.30-11.6)
3.89
4.56
5.23
5.82
6.42
6.88
7.28
7.63
8.01
8.32
10 -min
(3.57-4.25)
(4.18-4.98)
(4.79-5.69)
(5.32-6.35)
(5.84-6.99)
(6.23-7.49)
(6.56-7.94)
(6.83-8.33)
(7.12-8.76)
(7.33-9.11)
3.24
3.82
4.40
4.91
5.42
5.81
6.14
6.42
6.72
6.96
15 -min
(2.98-3.54)
(3.50-4.18)
(4.04-4.80)
(4.49-5.35)
(4.94-5.90)
(5.26-6.32)
(5.53-6.69)
(5.75-7.00)
(5.97-7.35)
(6.13-7.62)
-2.2-2--]F-2.64
3.13
3.56
4.02
4.37
--4.-70-]F-47­T--5.35
5.64
30 -min
(2.04-2.43)
1 (2.42-2.88)
1 (2.87-3.41)
(3.25-3.88)
1 (3.66-4.37)
(3.96-4.76)
1 (4.24-5.12)
1 (4.47-5.45)
1 (4.75-5.85)
(4.96-6.17)
-1.-39-]F-1.66
2.01
2.32
2.67
-2.-96--]F-3.24
3.50
3.84
4.11
60 -min
(1.27-1.52)
(1.52-1.81)
(1.84-2.19)
(2.12-2.52)
(2.44-2.91)
(2.69-3.23)
(2.92-3.53)
(3.14-3.82)
(3.41-4.20)
( 3.62-4.51)
0.824
0.986
1.21
1.40
1.64
1.85
2.04
2.24
2.50
2.73
2 -hr
1(0.752-0.903)1(0.901-1.08)
1 (1.10-1.32)
1 (1.28-1.54)
1 (1.48-1.79)
1 (1.66-2.01)
1 (1.82-2.23)
(1.99-2.44)
(2.20-2.73)
(2.38-2.99)
3 -hr
40-0..768
.857
01.10
0533-0641
0.6.584
0.78 -0942
0.914.700
1.07110.30
(1.21-1.47)
(1.34-1.64)
1.47616.81
(1.64-2.05)
(1.78-2.26)
0.351
0.421
0.516
0.607
0.720
0.820
0.920
1.03
1.17
1.30
6 -hr
1(0.322 -0.386)1(0.385
-0.462)1(0.471
-0.567)1(0.553-0.6651(0.651-0.787)1(0.736-0.895)1(0.819-1.00)
(0.903-1.12)
( 1.01-1.27)
( 1.11-1.41)
0.206
0.247
0.304
0.360
0.431
0.494
0.558
0.628
0.723
0.810
12 -hr
1(0.190-0.226)1(0.227-0.270)1(0.279-0.332)1(0.329-0.393
(0.391-0.469)
(0.445-0.536)
(0.498-0.605)
(0.553-0.679)
(0.626-0.783)
(0.690-0.878)
0.121
0.147
0.183
0.211
0.248
0.278
0.308
0.339
0.381
0.414
24 -hr
1(0.114-0.130)1(0.137-0.157)1(0.171-0.196)1(0.197-0.225
(0.231-0.266)
(0.258-0.298)
(0.285-0.331)
(0.313-0.365)
(0.349-0.411)
(0.378-0.448)
0.071
0.086
0.106
0.121
0.141
0.157
0.17 3
0.190
0.212
0.229
2 -day
1(0.067-0.076)1(0.080-0.092)1(0.099-0.113)1(0.113-0.130
(0.132-0.152)
(0.146-0.169)
(0.160-0.186)
(0.175-0.204)
(0.194-0.229)
(0.209-0.248)
0.050
0.060
0.074
0.085
0.099
0.110
0.122
0.133
0.149
0.161
3 -day
1(0.047-0.054)1(0.056-0.064)1(0.069-0.079)1(0.079-0.091
(0.092-0.106)
(0.102-0.118)
(0.112-0.131)
(0.122-0.143)
(0.136-0.161)
(0.146-0.175)
0.040
0.047
0.058
0.067
0.078
0.087
0.096
0.105
0.117
0.127
4 -day
1(0.037-0.042)1(0.044-0.051)1(0.054-0.062)1(0.062-0.071
(0.072-0.083)
(0.080-0.093)
(0.088-0.103)
(0.096-0.113)
(0.107-0.127)
(0.115-0.138)
0.026
0.031
0.038
0.043
0.050
0.055
0.061
0.067
0.075
0.081
7 -day
(0.024-0.028)1(0.029-0.033)1(0.035-0.040)1(0,040-0.046
( 0.046-0.053)
(0.051-0.059)
(0.056-0.066)
(0.062-0.072)
(0.068-0.081)
(0.074-0.088)
F1(0-.010-9-0-2011022
10 -day
0.003.0-2050 26
0.008.0-3000 32
0.001.03030 36
0.006.0-3090 41
0.040 0046
0.04 -0 050
0.0470-0 055
0.0520 061
0.056-0 066
0.014
0.016
0.019
0.022
0.025
0.027
0.030
0.032
0.036
0.039
20 -day
1(0.013-0.015)1(0.015-0.017)1(0.018-0.021)1(0.020-0.023
(0.023-0.026)
(0.025-0.029)
(0.028-0.032)
(0.030-0.035)
(0.033-0.039)
(0.035-0.042)
0.011
0.013
0.016
0.017
0.019
0.021
0.023
0.025
0.027
0.029
30 -day
1(0.011-0.012)1(0.013-0.014)1(0.015-0.017)1(0.016-0.018
(0.018-0.021)
(0.020-0.023)
(0.021-0.025)
(0.023-0.026)
(0.025-0.029)
(0.026-0.031)
0.010
0.011
0.013
0.014
0.016
0.017
0.018
0.020
0.021
0.023
45 -day
1(0.009-0.010)1(0.011-0.012)1(0.012-0.014)1(0.013-0.015
(0.015-0.017)
(0.016-0.018)
(0.017-0.020)
(0.018-0.021)
(0.020-0.023)
(0.021-0.024)
0.009
0.010
0.011
0.012
0.014
0.015
0.016
0.017
0.018
0.019
60 -day
(0.008-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.017)
(0.017-0.019)
(0.017-0.020)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.1102&lon=-78.7333 &data=... 8/4/2016

Precipitation Frequency Data Server
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Small scale terrain
Page 2 of 4
Average recurrence
mleNa l
(years)
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
— 5 -min
— 2 -day
— 1G -min
— 3 -day
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— 4 -day
— 30 -min
— 7 -day
— 60 -min
— 10 -day
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— 20 -day
— 3 -hr
— 30 -clay
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— 45 -day
— 12 -hr
— 60 -day
— 24 -hr
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http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.1102&lon=-78.7333 &data=... 8/4/2016

Precipitation Frequency Data Server
Page 3 of 4
Large scale terrain
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MID 20910
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.1102&lon=-78.73 3 3 &data=... 8/4/2016
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MID 20910
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.1102&lon=-78.73 3 3 &data=... 8/4/2016

MISC. CALL INFORMATION
K:\2016\16-0076\CIVIL\Design\Stormwater\TW Final Design\2017-03-16 - Stormwater report _CWO REVISED.doc
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