20161069 Ver 1_401 Application_20161016

OT-TTUT 7'1
ENGINEERING, INC.
October 28, 2016
Ms. Sue Homewood
NC DWQ, WBSCP Unit
512 North Salisbury Street
Raleigh, North Carolina 27604
Subj:
PAID
VNL20
l
PCN Application — Stormwater Plan
Quality Drive Extension \0
Mocksville, Davie, Oconee County, North Carolina
Shield Project #1150142-01
Dear Ms. Homewood:
On behalf of the Town of Mocksville, NC, we hereby submit to your Department five (5) sets of this PCN
Application package for your review and approval. Along with this package we have included a check
for $240.00 to cover the required submission/review fee. A copy of the same Application (excluding the
stormwater calculations) has been submitted to Mr. John Thomas with the US COE. We have included
the following items and information for your approval:
Five (5) PCN Applications consisting of:
a. Project Summary
b. Various Maps
i. Vicinity Map
ii. USGS Topographic Map
iii. NRCS Soils Map
iv. Overview Plan
v. Plan View — North
vi. Plan View — South
vii. Stream Crossing Detail
c. Stormwater Plan
i. Drawings
1. Existing Conditions Plan
2. Proposed Stormwater Grading Plan
3. Stormwater Details
4. Design Calculations
d. Development Plan showing possible future development
Should you have any questions, please do not hesitate to call us at [phone].
Sincerely,
SHIELD ENGINEERING, INC.
0-, I LL
(Pincipal
David Weikle, P.E. k C. Boland, P.E.
Project Engineer Engineer
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4301 Taggart Creek Road Telephone [phone]
Charlotte, NC 28208 www.shieldengineering.com Fax [phone]

PCN APPLICATION - STORMWATER PLAN
FOR STORMWATER CULVERT PLACEMENT
QUALITY DRIVE EXTENSION
MOCKSVILLE, DAVIE COUNTY, NORTH CAROLINA
David Weikle, P.E.
Project Engineer
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For:
The Town of Mocksville
Davie County, NC 27028
Shield Engineering, Inc.
4301 Taggart Creek Road
Charlotte, NC 28208
October 28, 2016
C Boland, P.E.
pal Engineer
Manager, Engineering & Design Services
&WIELD

PCN Application
Quality Drive Extension October 28, 2016
Mocksville, Davie County, North Carolina Page I
TABLE OF CONTENTS
Page
ProjectDescription...........................................................................................................................2
MAPS / DRAWINGS
VicinityMap....................................................................................................................................1
USGSTopo Map..............................................................................................................................2
NRCSSoils Map..............................................................................................................................3
OverviewPlan ..................................................................................................................................4
PlanView - North............................................................................................................................5
PlanView - South............................................................................................................................6
StreamCrossing Detail....................................................................................................................7
Stormwater Plan (24 x 36")......................................................................................................... 4-7
APPENDICES
Appendix A:
PCN Application
Appendix B:
Design Calculations & Specifications — Stream Culvert
Appendix C:
Design Calculations & Specifications — Street -Side Ditches
Appendix D:
Design Calculations & Specifications — Outfall Ditches
Appendix E:
Miscellaneous Hydrologic Data
Appendix F:
Development Plan
Appendix G:
Approved Permit
H:\Frojecb\2015\1150142-01 Quality Dave road �xLcmloll\Documents\Froiect 5ummarq,Ax

PCNApplication
Quality Drive Extension October 28, 2016
Mocksville, Davie County, North Carolina Page 2
Project Description:
The project, titled Quality Drive Extension, is being proposed and administered by the Town of
Mocksville, North Carolina. A completed and signed PCN Application is included in Appendix
A. The project entrance is located at the end of Quality Drive approximately 1.1 miles
Northwest of Interstate 40 Exit 170 in Davie County, North Carolina. The property is bordered
to the east by an existing warehouse development complex and to the west by a vacant field,
some of which is wooded. The topography of the property is relatively flat, with elevations
ranging from around 800' above MSL (Mean Sea Level) to around 840' above MSL.
The project will involve the placement of a proposed 36" RCP culvert (and two headwalls) in an
existing perennial stream as determined by the US Corps of Engineers. This stream was
inspected and delineated by Mr. John Thomas (U.S. Corps of Engineers) and Ms. Sue
Homewood (N.C. Department of Environmental Quality) on September 9, 1916 during a site
visit. It was determined that this unnamed tributary, which eventually feeds Bear Creek to the
south, is perennial at the location of the upstream headwall and intermittent farther to the north.
The culvert will disturb/replace 149 linear feet of existing stream.
At the upper end of the proposed culvert is approximately 0.020 acres of existing wetlands. This
PCN proposes that 0.016 acres of the wetlands might be disturbed for purposes of building the
storm headwall. This permit also lists the possible temporary disturbance of the intermittent
stream in this same area. Any stream disturbance caused by construction activities will be
restored to its original state.
At the lower end of the proposed culvert, we are also proposing 25 linear feet of a rip rap
dissipation channel to be located immediately below the culvert. The top of the rip rap will be
placed in a way it is equal to the existing channel bottom so that the existing channel bottom
elevation will remain the same.
Approximately 20 feet of fill material will be placed above the culvert at its highest point for a
new 2 -lane public road crossing. The new road will be an extension of Quality Drive in a
westerly direction where it will end in a new cul-de-sac. The entire road extension will be
approximately 500 feet long and will disturb approximately 2.6 acres.
Farther downstream are two more areas of proposed temporary disturbance. A new sanitary
sewer line is being proposed and its alignment will cross a perennial stream and an intermittent
stream. Both of these disturbances will be temporary for the purposes of excavation activities
and will be followed by the restoration of the streams and their banks. A detail for the
restoration can be found on Drawing #7 (Maps and Drawings).
Due to the uncommon scope of this project, it is being treated as a low-density development.
Stormwater Controls are being provided by grassed-swales that will be constructed parallel to the
proposed curb and gutter on both sides of the extended drive. Curb -cuts will be spaced at 100
foot intervals to allow for the storm runoff to enter these swales and maximize natural
conveyance.

PCN Application
Quality Drive Extension October 28, 2016
Mocksville, Davie County, North Carolina Page 3
Completion of this project will allow public vehicular access to the other side of the stream.
Possible future development is shown on the current Development Plan (Appendix F). Best
Management Practices (BMP's) will be designed and provided for these future developed sites at
the time they are submitted for approval to the appropriate agencies and/or municipalities.

4301 TAGGART
SHIELD7043RD-6913 NC 28208
4-3-394-6913
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documents and shall retain all common law, statutory and other
reserved rights, including copyright. DATE: 10.25.2016 CHECKED BY: KAA
CLIENT NAME: PROJECT NAME: SHEET TITLE:
WILLIS ENG/NEERS QUALITY DRIVE EXTENSION
10 700 SIKES PLACE SOUTHPOINT BUSINESS PARK USGS TOPO MAP 2
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Yap Unit sMbW Yap Us* Name
Acres in Ad Percent of AIQ
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Area of Interest (AOI)
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Soils
Soil Map Unit Polygons
(IN FEET)
1 "=150'
The drawings, specifications and other documents prepared by
Shield engineering for this project are instruments of Shield
FILE NUMBER: 1150142-01
DRAWING NAME: 1150142-01 SOILS MAP.dwg
Engineering for use solely with respect to this project and, unles
SCALE: 1"=150'
DRAWN BY: DW
otherwise provided, Shield shall be deemed the author of these
documents and shall retain all common law, statutory and other
reserved rights, including copyright.
DATE: 10.25.2016
CHECKED BY: KAA
CLIENT NAME:
PROJECT NAME:
SHEET TITLE:
ENGINEERSWILLIS
QUALITY DRIVE
10700SIKESPLACE
SOUTHPOINTBUSINESSPIARK
NRCS SOILS MAP
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DRAWING NAME: 1150142-01 PCN.dwg
Shield engineering for this project are instruments of Shield
SCALE: 1" = 150'
DRAWN BY: DW
Engineering for use solely with respect to this project and, unles
otherwise provided, Shield shall be deemed the author of these
documents and shall retain all common law, statutory and other
reserved rights, including copyright.
DATE: 10-28-16
CHECKED BY: KAA
CLIENT NAME:
PROJECT NAME:
SHEET TITLE:
WILLIS ENGINEERS
QUALITY DRIVE EXTENSION
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OVERVIEW PLAN
CHARLOTTE. NC 28177
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Shield engineering for this project are instruments of Shield
Engineering for use solely with respect to this project and, unles
otherwise provided, Shield shall be deemed the author of these SCALE: 1"=40' DRAWN BY: DW
documents and shall retain all common law, statutory and other
reserved rights, including copyright. DATE: 10-28-16 CHECKED BY: KAA
CLIENT NAME: PROJECT NAME: SHEET TITLE:
WILLIS QUALITY DEXTENSION
10700SIKESPLAECE RS SOUTHPONTIVE BUSINESS PARK PLAN VIEW - NORTH 5
CHARLOTTE, NC 28277 MOCKSVILLE, DAVIE COUNTY, NORTH CAROLINA

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The drawings, specifications and other documents prepared by FILE NUMBER: 1150142-01 DRAWING NAME: 1150142-01 PCN.dwg
Shield engineering for this project are instruments of Shield
Engineering for use solely with respect to this project and, un es
otherwise provided, Shield shall be deemed the author of these SCALE: 1"=40' DRAWN BY: DW
documents and shall retain all common law, statutory and other
reserved rights, including copyright. DATE: 10-28-16 CHECKED BY: KAA
CLIENT NAME: PROJECT NAME: SHEET TITLE:
WILLIS ENGINEERS QUALITY DRIVE EXTENSION
10700 SIKES PLACE SOUTHPOINT BUSINESS PARK PLAN VIEW - NORTH 6
CHARLOTTE, NC 28277 MOCKSVILLE, DAVIE COUNTY, NORTH CAROLINA
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MATCH EXISTING UPSTREAM AND
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SEWER
NOTES:
STONE SHALL NOT BE PLACEDI
IN BOTTOM OF STREAM
1. PROVIDE STABILIZATION MIN. 10 FEET EACH SIDE
OF SEWER OR DISTURBED STREAMBANK.
STREAM STABILIZATION
The drawings, specifications and other documents prepared by FILE NUMBER: 1150142-01 DRAWING NAME: 1150142-01 PCN.dwg
Shield engineering for this project are instruments of Shield
Engineering for use solely with respect to this project and, unles
otherwise provided, Shield shall be deemed the author of these SCALE: N.T.S. DRAWN BY: DW
documents and shall retain all common law, statutory and other
reserved rights, including copyright. DATE: 10-28-16 CHECKED BY: KAA
CLIENT NAME: PROJECT NAME: SHEET TITLE:
WILLIS ENGINEERS QUALITY DRIVE EXTENSION
10700SIKESPLACE SOUTHPOINT BUSINESS PARK STREAM CROSSING DETAIL 7
CHARLOTTE, NC 28277 MOCKSVILLE, DAVIE COUNTY, NORTH CAROLINA
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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
1b.
Specify Nationwide Permit (NWP) number: 12&39 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑X Yes ❑ No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
❑X 401 Water Quality Certification — Regular N Non -404 Jurisdictional General Permit
N 401 Water Quality Certification — Express N 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:
XN Yes ❑ No
For the record only for Corps Permit:
❑X Yes ❑ No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
❑ Yes NX 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:
QUALITY DRIVE EXTENSION
2b.
County:
DAVIE
2c.
Nearest municipality / town:
TOWN OF MOCKSVILLE
2d.
Subdivision name:
N/A
2e.
NCDOT only, T.I.P. or state project no:
N/A
3.
Owner Information
3a.
Name(s) on Recorded Deed:
MAJORITY OF PROJECT WITHIN TOWN OF MOCKSVILLE R/W (QUALITY DR.)
3b.
Deed Book and Page No.
3c.
Responsible Party (for LLC if
applicable):
TOWN OF MOCKSVILLE
3d.
Street address:
171 S. CLEMENT STREET
3e.
City, state, zip:
MOCKSVILLE, NC 27028
3f.
Telephone no.:
[phone]
3g.
Fax no.:
[phone]
3h. Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑ Other, specify:
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:
DAVID WEIKLE
5b. Business name
(if applicable):
SHIELD ENGINEERING
5c. Street address:
4301 TAGGART CREEK ROAD
5d. City, state, zip:
CHARLOTTE, NC 28208
5e. Telephone no.:
[phone]
5f. Fax no.:
[phone]
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):
G30000008406, G30000008410
1 b. Site coordinates (in decimal degrees):
Latitude: 35.934898 Longitude: -80.6036
1c. Property size:
15.26 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
BEAR CREEK
2b. Water Quality Classification of nearest receiving water.
C
2c. River basin:
YADKIN PEE-DEE
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 IMMEDIATE WORK AREA IS UNDEVELOPED, MOSTLY OPEN GRASS FIELD, IMMEDIATE AREA ADJACENT TO EXISTING PERENNIAL
STREAM IS WOODED.
3b. List the total estimated acreage of all existing wetlands on the property: 0.1
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 885
3d. Explain the purpose of the proposed project:
TO EXTEND QUALITY DRIVE APPROXIMATELY 500 LINEAR FEET. EXTENSION WILL INVOLVE CROSSING OVER A PERENNIAL
STREAM. APPROXIMATELY 1,300 LF OF 8 -INCH SEWER AND 450 LF OF 12 -INCH WATER LINE WILL BE INSTALLED
3e. Describe the overall project in detail, including the type of equipment to be used:
SEE ATTACHED.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project(including all priorphases) in thepast?
X❑ Yes ❑ No ❑ Unknown
Comments: BOTH DEPARTMENTS HAVE BEEN TO THE SITE.
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
PreliminaryX Final
El ❑
4c. If yes, who delineated the jurisdictional areas?
Name (if known): JOHN THOMAS
Agency/Consultant Company: US CORPS OF ENGINEERS
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
SEPTEMBER 9, 2016. MET WITH JOHN THOMAS (US CORPS OF ENGINEERS) AND SUE HOMEWOOD (NC DEQ). NO DOCUMENTATION
WAS RECIEVED DURING THE SITE VISIT.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
X❑ Yes 11 No El unknown
5b. If yes, explain in detail according to "help file" instructions.
A 151' LONG CULVERT WAS PERMITTED BACK IN 2010 (SEE ATTACHED PERMIT). HOWEVER, THIS CULVERT WAS NEVER INSTALLED.
6. Future Project Plans
6a. Is this a phased project?X❑
Yes ❑ No
6b. If yes, explain.
THE PROPERTY ON THE WEST SIDE OF THE EXISTING STREAM WILL BE DEVELOPED IN THE FUTURE. THE NEW ROAD CROSSING IS TO
ALLOW ACCESS TO THIS PORTION OF THE OVERALL WAREHOUSE PARK.
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 WetlandsX❑ Streams — tributaries ❑ Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of impact
Type of wetland
Forested
Type of jurisdiction
Area of
number
Corps (404,10) or
impact
Permanent (P) or
DWQ (401, other)
(acres)
Temporary T
W1 P
Excavation
Unknown
Yes
Corps
0.016
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:
0.016
2h. Comments:
PROPOSED DISTRUBANCE TO THE WETLANDS IS TO ALLOW FOR THE CONSTRUCTION OF A HEADWALL FOR THE NEW CULVERT.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial (PER) or
Type of
Average
Impact
number
intermittent (INT)?
jurisdiction
stream
length
Permanent (P) or
width
(linear
Temporary (T)
(feet)
feet)
S1 P
Culvert
UNNAMED
PER
Corps
5
149
S2 T
Excavation
UNNAMED
INT
Corps
5
35
S3 T
Excavation
UNNAMED
PER
Corps
5
30
S4 T
Excavation
UNNAMED
INT
Corps
3
31
S5
Choose one
_
S6 T
Stabilization
UNNAMED
PER
Corps
5
25
3h. Total stream and tributary impacts
270
3i. Comments:
ONE HUNDRED AND FORTY NINE FEET (AS THE EXISTING STREAM FLOWS) IS BEING PROPOSED FOR DISTURBANCE FOR THE
CONSTRUCTION OF A NEW CULVERT TO ALLOW FOR A PUBLIC ROAD CROSSING. IMPACT S2 IS LISTED TO ALLOW FOR POSSIBLE
DISTURBANCE OF THE EXISTING CREEK IF NECESSARY TO ALLOW FOR CONSTRUCTION OF THE HEADWALL. MINIMAL DISTURBANCE
MAY BE REQUIRED. IMPACT S6 IS FOR RIP RAP DISSIPATER TO BE GRADED TO MATCH EXISTING BOTTOM OF CHANNEL.
IMPAC I AREAS 53 AND 54 ARE CONSIDERED TEMPORARY IMPACTS DUE TO THE EXCAVATION THAT IS REQUIRED TO INSTALL A NEW
SEWER LINE. THESE AREAS WILL BE RESTORED TO THEIR ORIGINAL STATE AFTER ALL CONSTRUCTION ACTIVITIES ARE CONCLUDED.
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 individually 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: N/A
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. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) 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
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
LARGE HEADWALLS (APPROXIMATELY 11 FEET IN HEIGHT) ARE BEING PROPOSED TO MINIMIZE OVERALL IMPACT LENGTH TO THE
EXISTING PERENNIAL AND INTERMITTENT STREAM AS DETERMINED BY THE CORPS OF ENGINEERS.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
SPECIAL CARE WILL BE TAKEN DURING THE CONSTRUCTION OF THE HEADWALLS TO HELP MINIMIZE DISTURBANCE TO THE EXISTING
STREAM. TEMPORARY DISTURBANCE OF THE STREAM JUST NORTH AND SOUTH OF THE TWO HEADWALLS MAY BE NECESSARY
DURING CONSTRUCTION ACTIVITIES TO FACILITATE THE REQUIRED CONSTRUCTION. THE STREAM WILL BE RETURNED TO ITS
NATURAL STATE AFTER ALL CONSTRUCTION HAS BEEN COMPLETED.
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
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank: N/A
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
E] Yes Q 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).
N/A
6h. Comments:
Page 7 of 10

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes Q 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.
❑ Yes ❑ No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project?
18%
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:
WE ARE PROPOSING THE USE OF GRASS DITCHES JUST OUTSIDE THE PROPOSED CURB AND GUTTER. CURB CUTS IN THE CURB AND
GUTTER WILL ALLOW FOR THE PASSAGE OF STORMWATER RUNOFF TO THE NEW DITCHES TO HELP FACILITATE THE TREATMENT OF
THE RUNOFF FROM THE STREET. THESE DITCHES WILL LEAD TO PERMANENTLY MATTED GRASS DITCHES TO CONVEY THE WATER
ALONG THE 3:1 SLOPE AND TO THE CREEKBED BELOW. THIS HAS BEEN INITIALLY APPROVED BY CORY LARSEN WITH THE 401 &
BUFFER PERMITTING BRANCH OF THE NC DEQ.
2e. Who will be responsible for the review of the Stormwater Management Plan?
NC DEQ - SEE SECTION 2d ABOVE
3. Certified Local Government Stormwater Review
3a. In which localgovernment's jurisdiction is thisproject?
TOWN OF MOCKSVILLE
❑ Phase II
3b. Which of the following locally -implemented stormwater management programs
❑ NSW
apply (check all that apply):
❑ USMP
❑ Water Supply Watershed
❑ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
❑Yes ❑X No
attached?
4. DWQ Stormwater Program Review
❑Coastal counties
❑ HQW
4a. Which of the following state -implemented stormwater management programs apply
❑ORW
(check all that apply):
❑Session Law 2006-246
❑ Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑X 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)
la. Does the project involve an expenditure of public (federal/state/local) funds or the
0 Yes ❑ No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes X❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
❑ Yes ❑ No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
El Yes ❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application?
❑YesX❑ 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.
PROPOSED DEVELOPMENT WILL INCLUDE BMP FACILITIES FOR EACH NEW CONSTRUCTION TO TREAT STORMWATER ON-SITE PRIOR
TO THE RUNOFF GETS TO ANY DOWNSTREAM AREA. A PROPOSED DEVELOPMENT PLAN HAS BEEN INCLUDED WITH THIS PERMIT TO
SHOW WHERE THE PROPOSED BMP FACILITIES MAY BE PLACED AT THE TIME OF CONSTRUCTION.
4. Sewage Disposal (DWQ Requirement)
4a. Cleady detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
THE PROJECT INVOLVES A SEWER EXTENSION CONSISTING OF APPROXIMATELY 1,300 FEET OF 8 -INCH SEWER. THE TOWN HAS
SUBMITTED A SEWER SYSTEM EXTENSION APPLICATION IN ACCORDANCE WITH THE NON -DISCHARGE REQUIREMENTS OF 15A NCAC
02T.
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
❑ Yes Q No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑X 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?
USFWS THREATENED & ENDANGERED SPECIES ENVIRONMENTAL CONSERVATION ONLINE SYSTEM.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?T
❑ Yes Q No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NOAA HABITAT CONSERVATON WEBSITE
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 WEBSITE.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
❑ Yes ❑X No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?
NORTH CAROLINA FLOOD RISK INFORMATION SYSTEM WEBSITE (NC FLOODMAPS)
Ghristiwj 13wuy
&44
OGt �,201k0
Applicant/Agent's ignature
Applicant/Agent's Printed Name
Date
(Agent's signature is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

Hydraflow Table of Contents
Hydraflow.gpw
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. 00.5 Tuesday, 09 / 27 / 2016
HydrographReturn Period Recap............................................................................. 1
2 - Year
SummaryReport ......................................................................................................................... 2
HydrographReports................................................................................................................... 3
Hydrograph No. 1, Rational, CULVERT Tc.............................................................................. 3
TR -55 Tc Worksheet............................................................................................................ 4
10 - Year
SummaryReport ......................................................................................................................... 5
HydrographReports................................................................................................................... 6
Hydrograph No. 1, Rational, CULVERT Tc.............................................................................. 6
25 - Year
SummaryReport ......................................................................................................................... 7
HydrographReports................................................................................................................... 8
Hydrograph No. 1, Rational, CULVERT Tc.............................................................................. 8
50 - Year
SummaryReport ......................................................................................................................... 9
HydrographReports................................................................................................................. 10
Hydrograph No. 1, Rational, CULVERT Tc............................................................................ 10
100 - Year
SummaryReport ....................................................................................................................... 11
HydrographReports................................................................................................................. 12
Hydrograph No. 1, Rational, CULVERT Tc............................................................................ 12
OFReport.................................................................................................................. 13

Hydrograph Return Period Re,Pr.PN, Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
Rational
--
-----
54.18
--
0.000
71.42
79.83
85.26
90.42
CULVERT Tc
Proj. file: Hydraflow.gpw
Tuesday, 09 / 27 / 2016

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 313@2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
Hydrograph
Description
1
Rational
54.18
1
11
35,761
----
----
----
CULVERT Tc
Hydraflow.gpw
Return Period: 2 Year
Tuesday, 09 / 27 / 2016

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Tuesday, 09 / 27 / 2016
Hyd. No. 1
CULVERT Tc
Hydrograph type
= Rational
Peak discharge
= 54.18 cfs
Storm frequency
= 2 yrs
Time to peak
= 11 min
Time interval
= 1 min
Hyd. volume
= 35,761 cuft
Drainage area
= 36.200 ac
Runoff coeff.
= 0.37*
Intensity
= 4.045 in/hr
Tc by TR55
= 11.00 min
OF Curve
=IDF Curve.IDF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = [(8.780 x 0.95) + (13.090 x 0.15) + (13.080 x 0.20)] / 36.200
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
CULVERT Tc
Hyd. No. 1 -- 2 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 Y1 1 1 1 1 1 1 1 1 1 " 0.00
0 2 4 6 8 10 12 14 16 18 20 22
Hyd No. 1 Time (min)

TR55 Tc Worksheet
Hyd. No. 1
CULVERT Tc
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. A 0.5
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.035
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.41
0.00
0.00
Land slope (%)
= 2.70
0.00
0.00
Travel Time (min)
= 6.33 +
0.00 +
0.00 =
6.33
Shallow Concentrated Flow
Flow length (ft)
= 830.00
0.00
0.00
Watercourse slope (%)
= 6.60
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.15
0.00
0.00
Travel Time (min)
= 3.34 +
0.00 +
0.00 =
3.34
Channel Flow
X sectional flow area (sqft)
= 10.63
0.00
0.00
Wetted perimeter (ft)
= 12.78
0.00
0.00
Channel slope (%)
= 3.10
0.00
0.00
Manning's n -value
= 0.030
0.015
0.015
Velocity (ft/s)
=7.73
0.00
0.00
Flow length (ft)
({0})680.0
0.0
0.0
Travel Time (min)
= 1.47 +
0.00 +
0.00 =
1.47
Total Travel Time, Tc..............................................................................
11.00 min

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
Rational
71.42
1
11
47,140
---
— ---
--
CULVERT Tc
Hydraflow.gpw
Return Period: 10 Year
Tuesday, 09 / 27 / 2016

Hydrograph Report
6
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. 00.5
Tuesday, 09 / 27 / 2016
Hyd. No. 1
CULVERT Tc
Hydrograph type
= Rational
Peak discharge
= 71.42 cfs
Storm frequency
= 10 yrs
Time to peak
= 11 min
Time interval
= 1 min
Hyd. volume
= 47,140 cuft
Drainage area
= 36.200 ac
Runoff coeff.
= 0.37*
Intensity
= 5.332 in/hr
Tc by TR55
= 11.00 min
OF Curve
=IDF Curve.IDF
Asc/Rec limb fact
= 1/1
. Composite (Area/C) _ [(8.780 x 0.95) + (13.090 x 0.15) + (13.080 x 0.20)1 / 36.200
CULVERT Tc
Q (cfs) Hyd. No. 1 -- 10 Year Q (Cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22
Hyd No. 1 Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
Rational
79.83
1
11
52,686
----
---
--
CULVERT Tc
Hydraflow.gpw
Return Period: 25 Year
Tuesday, 09 / 27 / 2016

Hydrograph
Report
8
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. 00.5
Tuesday, 09 / 27 / 2016
Hyd. No. 1
CULVERT Tc
Hydrograph type
= Rational
Peak discharge
= 79.83 cfs
Storm frequency
= 25 yrs
Time to peak
= 11 min
Time interval
= 1 min
Hyd. volume
= 52,686 cuft
Drainage area
= 36.200 ac
Runoff coeff.
= 0.37*
Intensity
= 5.960 in/hr
Tc by TR55
= 11.00 min
OF Curve
=IDF Curve.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) _ [(8.780 x 0.95) + (13.090 x 0.15) + (13.080 x 0.20)] / 36.200
CULVERT Tc
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22
Hyd No. 1
Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
time
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
Rational
85.26
1
11
56,270
-----
----
---
CULVERT Tc
Hydraflow.gpw
Return Period: 50 Year
Tuesday, 09 / 27 / 2016

Composite (Area/C) = [(8.780 x 0.95) + (13.090 x 0.15) + (13.080 x 0.20)1/ 36.200
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
CULVERT Tc
Hyd. No. 1 -- 50 Year
0 2 4 6 8 10 12 14 16 18 20
Hyd No. 1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
22
Time (min)
10
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5
Tuesday, 09 / 27 / 2016
Hyd. No. 1
CULVERT Tc
Hydrograph type
= Rational
Peak discharge
= 85.26 cfs
Storm frequency
= 50 yrs
Time to peak
= 11 min
Time interval
= 1 min
Hyd. volume
= 56,270 cuft
Drainage area
= 36.200 ac
Runoff coeff.
= 0.37*
Intensity
= 6.365 in/hr
Tc by TR55
= 11.00 min
OF Curve
=IDF Curve.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(8.780 x 0.95) + (13.090 x 0.15) + (13.080 x 0.20)1/ 36.200
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
CULVERT Tc
Hyd. No. 1 -- 50 Year
0 2 4 6 8 10 12 14 16 18 20
Hyd No. 1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
22
Time (min)

11
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
90.42
1
11
59,679
--
---
---
CULVERT Tc
Hydraflow.gpw
Return Period: 100 Year
Tuesday, 09 / 27 / 2016

Hydrograph
Report
12
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. 00.5
Tuesday, 09 / 27 / 2016
Hyd. No. 1
CULVERT Tc
Hydrograph type
= Rational
Peak discharge
= 90.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 11 min
Time interval
= 1 min
Hyd. volume
= 59,679 cuft
Drainage area
= 36.200 ac
Runoff coeff.
= 0.37*
Intensity
= 6.751 in/hr
Tc by TR55
= 11.00 min
OF Curve
=IDF Curve.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(8.780 x 0.95) + (13.090 x 0.15) + (13.080 x 0.20)] / 36.200
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2
Hyd No. 1
CULVERT Tc
Hyd. No. 1 -- 100 Year
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
4 6 8 10 12 14 16 18 20 22
Time (min)

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HY-8 Culvert Analysis Report

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 71.42 cfs
Design Flow: 79.83 cfs
Maximum Flow: 85.26 cfs

Table 1 - Summary of Culvert Flows at Crossing: Crossing 1
Headwater Elevation
(ft)
Total Discharge (cfs)
36 Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
804.23
71.42
71.42
0.00
1
804.29
72.80
72.80
0.00
1
804.36
74.19
74.19
0.00
1
804.42
75.57
75.57
0.00
1
804.49
76.96
76.96
0.00
1
804.56
78.34
78.34
0.00
1
804.62
79.72
79.72
0.00
1
804.63
79.83
79.83
0.00
1
807.25
82.49
82.49
0.00
1
807.36
83.88
83.88
0.00
1
807.61
85.26
85.26
0.00
1
821.80
152.98
152.98
0.00
Overtopping

Rating Curve Plot for Crossing: Crossing 1
824
822
�- 820
e 818
0 816
W 814
m
812
0 810
808
Total Rating Curve
Crossa*g Crossing
Total Discharge (cfs) -

T"
0)
N
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(O
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* Full Flow Headwater elevation is below inlet invert.
Straight Culvert
Inlet Elevation (invert): 800.83 ft, Outlet Elevation (invert): 798.73 ft
Culvert Length: 117.42 ft, Culvert Slope: 0.0179

Culvert Performance Curve Plot: 36
820
818
c
0 816
M
814
w
812
810
m
= 808
:r.
Performance Curve
Cvh-em 36
w a7 -
Inlet Control Elev Outlet Control Elev
Total Discharge (cfs)

Water Surface Profile Plot for Culvert: 36
825
F-Jlkljl
—815
C
0
�o
IV 810
w
Crossing - Crossing 1, Design Discharge - 79.8 cfs
Culvert - 36, Cui%, W Discharge - 79.8 cfs
50
Station (ft)
Site Data - 36
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 800.50 ft
Outlet Station: 117.40 ft
Outlet Elevation: 798.40 ft
Number of Barrels: 1
Culvert Data Summary - 36
Barrel Shape: Circular
Barrel Diameter: 3.00 ft
Barrel Material: Concrete
Embedment: 4.00 in
Barrel Manning's n: 0.0130 (top and sides)
Manning's n: 0.0130 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
150

Table 3 - Downstream Channel Rating Curve (Crossing: Crossing 1)
Flow (cfs)
water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
71.42
799.49
1.09
7.52
2.11
1.45
72.80
799.50
1.10
7.56
2.13
1.46
74.19
799.51
1.11
7.60
2.15
1.46
75.57
799.52
1.12
7.64
2.17
1.46
76.96
799.53
1.13
7.69
2.19
1.46
78.34
799.54
1.14
7.73
2.21
1.46
79.72
799.56
1.16
7.76
2.23
1.47
79.83
799.56
1.16
7.77
2.24
1.47
82.49
799.58
1.18
7.84
2.28
1.47
83.88
799.59
1.19
7.88
2.30
1.47
85.26
799.60
1.20
7.92
2.32
1.47
Tailwater Channel Data - Crossing 1
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 6.00 ft
Side Slope (H:V): 2.50 (_:1)
Channel Slope: 0.0310
Channel Manning's n: 0.0300
Channel Invert Elevation: 798.40 ft
Roadway Data for Crossing: Crossing 1
Roadway Profile Shape: Irregular
Roadway Shape (coordinates)
Irregular Roadway Cross -Section:
Coord No. Station (ft)
Elevation (ft)
0 0.00
825.30
1 150.00
822.20
2 200.00
821.80
3 250.00
822.00
4 300.00
823.30
5 342.00
825.10
Roadway Surface: Paved
Roadway Top Width: 28.00 ft

(—?T=rr. ENERGY DISSIPATION
intersection point, move vertically to the upper curves until intersecting the curve for
the correct flow depth, d. Find the minimum apron length, La, from the scale on the
left.
c. For box culverts:
Use the depth of flow, d, in feet, and velocity, v, in feet/second. On the lower portion
of the appropriate figure, find the intersection of the d and v curves, then find the
riprap median diameter, d50i from the scale on the right. From the lower d and v
intersection point, move vertically to the upper curve until intersecting the curve
equal to the flow depth, d. Find the minimum apron length, La, using the scale on the
left.
3. If tailwater conditions are uncertain, the median riprap diameter should be the larger of
the values for minimum and maximum conditions. The dimensions of the apron will be
as shown in Figure 7-3. This will provide protection under either of the tailwater
conditions.
30
Outlet N 1 00 '` =a
pipe T—
diameter tRo)
►a —.l
T i w ter < 0.500
o\ PQ 60 («
50 ...... i,:
CLASS II (12"
5 10 20 5-1 100 200 500
Discharge (ft3/sec)
Figure 7-1 Design of Riprap Apron Under Minimum Tailwater Conditions
LO
100
7-3

Quality Drive Stormwater Ditch Calculations
Street Side Ditch #1 (North Side of Quality Drive)
Q - ciA (Rational Method)
where:
Q = Total Flow (cfs)
c = Rational Runoff coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (acres)
Q = 0.5 cfs
C = 0.75 (assume future build -out)
i = 6.78 in/hr (10 -Yr. Storm)
A = 0.1 acres
Street Side Ditch #2 (South Side of Quality Drive)
Q - ciA (Rational Method)
where:
Q = Total Flow (cfs)
c = Rational Runoff coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (acres)
Q = 1.4 cfs
C = 0.75 (assume future build -out)
i = 6.78 in/hr (10 -Yr. Storm)
A = 0.27 acres

Worksheet for V Channel - 1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.055
Channel Slope
0.05000
ft/ft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Discharge
0.50
ft3/s
��S�I�.,�r �' � � �s � �' �*., �� � � r .� � ��" �• 'mac
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Subcritical
0.31 ft
0.29 ftz
1.98 ft
0.15 ft
1.88 ft
0.28 ft
0.09106 ft/ft
1.70 f/s
0.04 ft
0.36 ft
0.76
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.31 ft
0.28 ft
0.05000 ft/ft
0.09106 ft/ft
Bentley Systems, Inc. Haestad Methods Sol Bdoticryei'nvMaster V8i (SELECTseries 1) [08.11.01.03]
10/25/2016 8:25:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for V Channel - 2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data,
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Subcritical
0.055
0.05000 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
1.40 ft3/s
0.46 ft
0.64 ftz
2.92 ft
0.22 ft
2.77 ft
0.42 ft
0.07937 ft/ft
2.19 ft/s
0.07 ft
0.54 ft
0.81
Downstream Depth
0.00
0.00
ft
Length
ft/s
0.00
ft
Number Of Steps
Normal Depth
0
ft
GVF pytput Data
`,�:
ft
Channel Slope
0.05000
. t .
Critical Slope
0.07937
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.46
ft
Critical Depth
0.42
ft
Channel Slope
0.05000
ft/ft
Critical Slope
0.07937
ft/ft
Bentley Systems, Inc. Haestad Methods SolBtialicg4* vMaster V8i (SELECTseries 1) [08.11.01.03]
10/25/2016 8:26:19 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Quality Drive Stormwater Ditch Calculations
Slope Ditch #1 (North Side of Quality Drive)
Q- ciA (Rational Method)
where:
Q = Total Flow (cfs)
c = Rational Runoff coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (acres)
Q = 4.3 cfs
C = 0.75 (assume future build -out)
i = 6.78 in/hr (10 -Yr. Storm)
A = 0.85 acres
Slope Ditch #2 (South Side of Quality Drive)
Q - ciA (Rational Method)
where:
Q = Total Flow (cfs)
c = Rational Runoff coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (acres)
Q = 2.6 cfs
C = 0.75 (assume future build -out)
i = 6.78 in/hr (10 -Yr. Storm)
A = 0.52 acres

x,
SLOPED] #
DRAT A
AREA = C
too,/
1 �� I }' S_Op� ITCH 2
DRAINAGE
AREA - 0.52 ACI. - - - - - -
('100
-- M
Is -�4

Results
Normal Depth
Worksheet for Trapezoidal Channel - 1
Project Description
Flow Area
0.62
Friction Method
Manning Formula
3.11
Solve For
Normal Depth
0.20
Input Data
Top Width
2.99
Roughness Coefficient
0.040
0.45
Channel Slope
0.30000
ft/ft
Left Side Slope
2.00
ft/ft (H:V)
Right Side Slope
2.00
ft/ft (H:V)
Bottom Width
2.00
ft
Discharge
4.30
ft3/s
Results
Normal Depth
0.25
ft
Flow Area
0.62
ftz
Wetted Perimeter
3.11
ft
Hydraulic Radius
0.20
ft
Top Width
2.99
ft
Critical Depth
0.45
ft
Critical Slope
0.03584
ft/ft
Velocity
6.95
ft/s
Velocity Head
0.75
ft
Specific Energy
1.00
ft
Froude Number
2.69
Flow Type
Supercritical
fit♦ ys' 4{-.,� ¢:r f�..
Input Datc'1p k �S k `� �v l di�.Ys.� �*M �P ^�i 7�„ �v9rY 5+
�iu
-
dry, ltty,
',�.t`+�Z +
Kst�}S�k.4`'
$ ri
.�d. '^ff+'.x�#<'E� ,,,.�,�5„?.d „ .
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
h. .
Upstream Depth 0.00 ft
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
10/25/2016 8:26:32 AM
0.00 ft
Infinity ft/s
Infinity ft/s
0.25 ft
0.45 ft
0.30000 ft/ft
Bentley Systems, Inc. Haestad Methods SolBtiotldyeli*wMaster V8i (SELECTseries 1) (08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for Trapezoidal Channel - 1
GVF Output Data
Critical Slope
0.03584 ft/ft
Bentley Systems, Inc. Haestad Methods SoIBf3otlA4vilFfwMaster V8i (SELECTseries 1) [08.11.01.03]
10/25/2016 8:26:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for Trapezoidal Channel --2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.040
Channel Slope
0.30000 ft/ft
Left Side Slope
2.00 ft/ft (H:V)
Right Side Slope
2.00 ft/ft (H:V)
Bottom Width
2.00 ft
Discharge
2.60 ft3/s
jq
r .
Normal Depth
0.19 ft
Flow Area
0.44 ftz
Wetted Perimeter
2.83 ft
Hydraulic Radius
0.16 ft
Top Width
2.74 ft
Critical Depth
0.33 ft
Critical Slope
0.03853 ft/ft
Velocity
5.89 ft/s
Velocity Head
0.54 ft
Specific Energy
0.73 ft
Froude Number
2.59
Flow Type
Supercritical
k. hR xT =y,, $;"J+'t^" 1l`'^vv e "S "'°m' pG°N '
�r+ "� �-y #' x >} Cid S r .r i i.. $, a,» % s *'" °D . {
Vi Ef 1�it E.JtC�... V
s�`.yy,1'7,.
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
CVF Output DataMIT
Upstream Depth 0.00 ft
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
10/25/2016 8:26:44 AM
0.00 ft
Infinity ft/s
Infinity ft/s
0.19 ft
0.33 ft
0.30000 ft/ft
Bentley Systems, Inc. Haestad Methods SolBkiatiCycli tewMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for Trapezoidal Channel - 2
GVF Output Data
Critical Slope
10/25/2016 8:26:44 AM
0.03853 ft/ft
Bentley Systems, Inc. Haestad Methods S0113f ndcry awMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

9/27/2016 Precipitation Frequency Data Server
6.77
NOAA Atlas 14, Volume 2, Version 3
7.46
4 Location name: Mocksville, North Carolina, USA'WI-
p
Latitude:35.9349', Longitude: -80.6029'
Elevation: 825.97 W-
i
=LQ
' source: ESRI Maps
`ti•..
' source: USGS
(4.91-5.88) !
POINT PRECIPITATION FREQUENCY ESTIMATES
(5.33-6.53)
4.64
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
1
� (5.61-7.14)
522
NOAA, National Weather Service, Silver Spring, Maryland
(3.70-4.43) 1
PF tabularI PF graphical I Maps & aerials
(4.15-5.08)
PF tabular
1 (4.54.5.78)
1 PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/h))
Duratiorr'�
L Average recurrence interval (years)
1 2 � 10 25F 5 0-1 F 100 F 200 500 1000
4.425.22 6.13 6.78 7.54 I 8.04 8.52 8.95 9.43 9.78
5trlin (4.08-4.79) (4.84-5.69) i (5.66-6.68) 1 (6.24-7.37) (6.89-8.18) 1 (7.31-8.76) (7.68-9.29) 1 (7.99-9.79) 11 (8.32-10.4) I1 (8.51-10.8)
3.52 I 4.18 4.91 5.42 6.00 '
(3.26-3.82) 1 (3.86-4.55) I (4.54-5.35) (4.99-5.89) 1 (5.48-6.52)
15 -min 2.94 T 3.50 F 4.14 4.57 5.07
(2.72-3.19) ! (3.24-3.81) 1 (3.82-4.51) (4.20-4.97) (4.64-5.51)
30-m i n 2.01 2.42 2.94 F 3.31 F 3.76
(1.86-2.18) (2.24-2.63) (2.72-3.20) 1 (3.05-3.60) 1 (3.43-4.08)
60 -min 125 1.52 1.89 F 2.1-6F--2-.50--71
(1.16-1.36) (1.40 1.65) ! (1.74-2.05) 1 (1.98-2.34) 1 (2.29-2.72) 1
0.737 0.894 1.12 F 129 F 1.51
2 -hr (0.680-0.800)1(0.824-0.973)! (1.03-1.22) 1 (1.18-1.40) 1 (1.38-1.64)
0.526 0.638 0.801 0.925 1.09
�3r 1(0.486-0.573)1(0.589-0.697)1(0.738-0.873)11(0.849-1.01) (0.9
(0.849-1.01) 94-1.19)1
0.323 F 0.391 0.4901
0.567 0.672
6 -hr (0.298-0.352)'(0.361-0.427)x(0.451-0.535)(0.520-0.618) (0.611-0.730)
12 -hr ! 0.193 0.233 i 0.293 0.340 0.405
(0.178-0.211); (0.215-0.255){ (0.270-0.320){ (0.312-0.371), (0.367-0.440)
6.41
6.77
7.09
7.46
7.70
(5.82-6.97)
1 (6.10-7.38)
5.70
(6.34-7.76) !1
5.96
(6.58-8.21)
626
1 (6.70.8.53)
6.44
5.41
(4.91-5.88) !
(5.14-6.22) I
4.37
(5.33-6.53)
4.64
(5.52-6.90)
4.98
1
� (5.61-7.14)
522
4.07
(3.70-4.43) 1
1 (3.94-4.76)
(4.15-5.08)
1 (4.39-5.49)
1 (4.54.5.78)
2.763.01
F 3.26
F 3.57
3.81
(2.51-3.00)
( 2.71-3.28)
(2.91-3.56)
(3.15-3.94)
1 (3.31-4.22)
1.69
1.86
F 2.03
226
2.43
(1.52-1.83)
1 (1.66-2.03)
1 (1.80-2.22) 11
(1.97-2.49)
(2.09-2.69)
122
C���
1.35
1.49
1.67
1.81
(1.11-1.33)
(1.21-148) �
(132-1.63) i
(1.46-1.84)
(1.55-2.01 i
)
0.755
F 0.839
F 0.925
1.04 1
F-1-.13
(0.682-0.821)'[(0.750-0.913)11(0.817-1.01)11(0.905-1.14)
(0.971-1.25)
0.456
F 0.509
0.563
F 0.639 7F
0.698
(0.411-0.494)
(0.454-0.552)r
(0.496-0.611)]
(0.553-0.694)
(0.595-0.760)
0.118 F 0.142 F 0.179 F 0208 F 0248 If 0.280 F 0.312 F 0.345 1 0.391 F 0.428
24a1r (0.109-0.127)1(0.132-0.154)(0.166-0.194) (0.193-0.225) (0.228-0.268) (0.257-0.302) (0.286-0.337)j(0.315-0.374):(0.355-0.424) (0.387-0.464)
0.069 0.083 0.104 0.120 0.141 0.158 i 0.176 0.193 0218 0237
22-day(0.064-0.074)(,(0.077-0.089)((0.096-0.112) (0.111-0.129),(0.131-0.152) (0.146-0.170) (0.161-0.189)!(0.177-0.209) (0.198-0.235) (0.215-0.256).
3 -day 0.049 0.059 0.073 0.084 0.099 0.111 0.123 0.135 0.152 0.165
7--F (0.046 -0.052)j(0.055 -0.063)!(0.068-0.078)j(0.078-0.090) (0.092-0.106) (0.102-0.119)x(0.113-0.132)(0.124-0.146) (0.139-0.164) (0.150-0.179)1
0.039 0.047 0.058 i 0.066 0.078 0.087 0.096 0.106 1F----
0.119 0.129
4 -lay
(0.036-0.042) (0.044-0.050) 1)'
(0.054-0.062)!(0.062-0.07(0.072-0.084)'(0.081-0.094) (0.089-0.104)1(0.097-0.114)1(0.109-0.129) (0.118-0.140)
7 -day 0.025 0.030 0.037 0.042 0.049 0.054 0.060 0.065 0.073 0.079
(0.024-0.027) (0.028 0.032){(0.035-0.039)!(0.039-0.(145) (0.046-0.052)(0.051-0.058) (0.056-0.064)j(0.061-0.070)!(0.067-0.079) (0.072-0.085)1
0.020 0.024
10 -day 0.029 0.033 0.038 0.042 1 0.046 0.050 0.055 0.059
-1 (0.019-0.022)1(0.023-0.026)x(0.027-0.031)(0.031-0.035) (0.036-0.040)',(0.039-0.044) (0.043-0.049) (0.046-0.053)1(0.051-0.059)1(0.055-0.063)'
0.014 0.016 0.019 0.021 0.024 0.027 0.029 0.032 0.035 0.037
20-day(0.013-0.014)! (0.015-0.017) (0.018-0.020) (0.020-0.023); (0.023-0.026): (0.025-0.028) (0.027-0.031)] (0.030-0.033); (0.032-0.037)) (0.035-0.040)1
0.011 F 0.013 T 0.015 0.017 0.019 0.021 F 0.022 T 0.024 0.025 I0.027
30 (0.011-0.012) (0.013 -0.014){(0.015-0.016);(0.016-0.018)j(0.018-0.020)1(0.019-0.022) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029);
0.009 0.011 0.013 0.014 0.015 0.016 0.017 .018 0 0.020 0.021
45-day'(0.009-0.010)1(0.011-0.012)',(0.012-0.013) 1(0.013-0.014) (0.015-0.016)!1(0.016-0.017)1(0.017-0.018) 1(0.018-0.019)1(0.019-0.021)1(0.020-0.022)1
60 -day 0.008 1 0.010 0.011 0.012 0.013 ) ( 0.014 0.015 0.016 0.017 0.018
(0.008 0.009) (0.009-0.010);(0.011-0.012) (0.012 0.013)!(0.013 0.014 0.014-0.015) (0.014-0.016),(0.015 0.017)1(0.016-0.018) (0.017-0.019)
t 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
hftp://hdsc.nws.noaa.gov/hdsctpfds/pfdsjxintpage.html?lat=35.9349&lon=-80.6029&data=intensity&units=english&series=pds 1/4

9/27/2016
10 000
L
1.000
Precipitation Frequency Data Server
PF graphical
PDS -based intensity -duration -frequency (IDF) curves
Latitude: 35 9349', Longitude: -80.6029'
0.001
— 2 -day
— t0 -min
— 3 -day
t5 -ran
— 4 -day
— 30 -min
— 7 -day
— 60 -min
— t0 -day
2 -hr
— 20 -day
— 3-rrr
=
— 6-nr
— 45 -day
— t 2 -hr
— 60 -day
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a
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N
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I-
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A
0.001 1 1 1 1 1 1 1 1 1 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2. Version 3 Created (GIAT't: Tue Sep 27 12-09 47 2016
Back to Too
Maps & aerials
Small scale terrain
lam
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.htm I?lat= 35.9349&Ion=-80.6029&data=intensity&units=engl ish&series=pds
Average recurrence
rnte"
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— 1
2
5
10
— 25
50
100
— 200
— 500
— 1000
IDuration
5 -mon
— 2 -day
— t0 -min
— 3 -day
t5 -ran
— 4 -day
— 30 -min
— 7 -day
— 60 -min
— t0 -day
2 -hr
— 20 -day
— 3-rrr
— 30 -day
— 6-nr
— 45 -day
— t 2 -hr
— 60 -day
— 24 -hr
v4

9/27/2016 Precipitation Frequency Data Server
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hftp://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat--35.93498don=-80.6029&data=intensity&units=english&series=pds 314

9/27/2016
Precipitation Frequency Data Server
US Deoartment of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
So, n . V'D %C9'
Qoesr(o s' HDSC.QuestionsCc).noaa.aov
Disclaimer
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_jxintpage.htmI?I at= 35.9349&lon= -80.6029&data= i ntensity&units=engl i sh&seri es= pds 4/4

NCAA Atlas 14, Volume 2, Version 3
Location name: Mocksville, North Carolina, US* AltLatitude: 35.9348', Longitude: -80.6040°
Elevation: 813 ft*
' source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
Back to Too
PF graphical
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration. Average recurrence interval (years)
10 25 50 100 F 200 500 1000
0.368 0.435 0.511 0.565 0.628 0.670 0.746 0.786' 0.815
5 -min
0710
I(-0786
,
(0.340-0.399 0 403-0.474)' (0.472-0.557) (0.520-0.614) (0.574-0.682) (0.609-0.730 ( 0.640-0.774) (0.666-0.816 10.693-0.866)] (0.709-0.902 i
K.��� ) �__ �L-�I )
10
0.587 0.696 0.819 7, F 0.904 1.00 1.07 1.13 1.18 1.24 1.28
-min
(0 .543-0.637) (0.644-0.758)1 (0.756-0.891) (0.831-0.982)1 (0,914 1.09) ! (0.970-1.16)(1.02-1.23) (1.06-1.29) 1 (1.10-1.37) (1.12-1.42)
15-f111n
0.734 0.875 1.03 I. I -47F 1.27 IF 1.35 1.431.4' 1.56 1.61
(0.679-0.797)1 (0.810-0.953) (0.956-1.13) (1.05-1.24) (1.16-1.38) ! (1.23-1.47) ! (1.28-1.55) (1.33 1.63) (1.38-1.72)
30 -rain
1.01 1.21 1.47 1.66 1.88 ! 2.04 2.18 2.32 2.49 2.61
� �'
��
11(0.930-1.09)
1.12-1.32) (1.36-1.60 )
( ) ', (1.52-1.80 1.72-2.04) (1.97-2.38) (2.07-2.54) (2.19-2.74) 1 (2.27-2.89) '
(1.85-2.225-z.z2))----
1.25 1.52 F 1.89 F 2.16 2.50 F 2.76 F 3.01 T 3.26 3.57 3.81
60�rrin
(1.16-1.36) 1 (1.40-1.65) 1 (1.74-2.05) 11 (1.98-2.34) 1 (2.29-2.72) 1 (2.51-3.00) 1 (2.71-3.28) 1 (2.91-3.56) i1 (3.15-3.94) 1 (3.31-4.22)
1.47 F 1.79 2.24 2 58 3.03 3.37 3.71 4.06 4.51 4 86
2 -hr
(2.36-2.80) (2.76-3.29) I (3.05-3.67) (3.33-4.05) (3.60-(3.60-4.44) (3.94-4.97) I��4��.97)��I (4.19-5.38)
(1.36-1.60) (1.65-1.95) (2.06-2.44 I�������
f
1.58 1.92 2.41 2.78 3.28 3.68 4.07 4.47 5.02 544
3 -hr
(1.46-1.72); (1.77-2.09) 1 (2.22-2.62) 1 (2.55-3.02) (2.98-3.57) (3.32-4.00) 1 (3.64-4.44) 1 (3.96-4.90) 1 (4.37-5.54) 1 (4.67-6.04) 1
1.94 2.34 2.93 3.40 4.02 4.52 5.02 5.54 6.24 6.79
6 -hr I
(1.79-2.11) (2.16-2.55) (2.70-3.20) (3.11-3.70) (3.66-4.37) y (4.08-4.92) 1 (4.49-5.47) 1(4.89-6.04 (5.42-6.85) (5.82-7.48)
2.33 2.81 3.53 4.10 4.87 5.49 6.13 6.79 7.69
12 -hr
8.40
(2 15.2 54) (2.59-3.08) j (3.25-3.86) (3.76-4.47) ! (4.43-5.30) 1 (4.95-5.96) 1 (5.47-6.65) (5.98-7.37) (6.66-8.36) (7.16-9.15)
2.82 3.41 4.30 5.00 5.95-'F-6 71 7.49 F 8.29 9-39-71
2"r
10.3
1 (2.62-3.05) ; (3.17-3.69) 1 (3.99-4.65) 11 (4.62-5.40) 1 (5.48-6.42) 1 (6.17-7.25) (6.86-8.09) 1 (7.57-8.96) 1 (8.53-10.2) 1 (9.28-11.1)
2�ay
3.31 3.98 4.97 5.74 6.78 7.60 F 8.449.29 10.5 11.4
(3.07-3.56) (3.71-4.29) 1 (4.63-5.36) 1 (5.33-6.18) 1 (6.27-7.30) I (7.01-8.18) (7.75-9.08) (8.51-10.0) (9.52-11.3) 1 (10.3-12.3)
3.52 4.23 11 F-5--25-7F-6--0-5---',F-7--1-3-7F7.98 8.85 9.73 10.9
3 -day
11.9
(3.28-3.78) 1 (3.94-4.55) 1 (4.89-5.65) 11 (5.62-6.50) 1 (6.60-7.66) !1 (7.37-8.58) 1 (8.14-9.52) (8.93-10.5) 1 (9.99-11.8) 1 (10.8-12.9)
3.73 4.47 I 5.53 6.36 7.47 8.36 9.26 I 10.2
4 -day
11.4
(3.48-4.00) (4.18-4.81) (5.16-5.94) ! (5.92-6.82) (6.93-8.02) (7.73-8.98) (8.54-9.96) (9.35-11.0) (10.5-12.3) ! (11.8- 3.4)
8.22
4.27 5.10 6.20 7.06 9.13 10.1 11.0
play
12.313.3
(4.00-4.57) (4.78-5.46) (5.81-6.63) (6.61-7.55) (7.67-8.79) (8.50-9.77) j (9.32-10.8) (10.2-11.8) (11.3-13.2) ! (12.2-14.3)
10�fay
4.88 5.82 6.99 -7-89-7F-9.09 10.0 11.0 11.9 13.2 14.2
(4.61-5.20) (5.49-6.19) (6.59-7.43) (7.43-8.39) ! (8.53-9.66) ! (9.39-10.7) ! (10.2-11.7) (11.1-12.7) (12.2-14.1) 1 (13.1-15.2)
6.56 r 7.76 F 9.16 F 10.3 11.7 12.9 14.0 15 2
20 -day
16.7 17.9
! I
(6.22-6.93) (7.35-8.19) (8.66-9.67) (9.69-10.8) (11.0-12.4) (12.1-13.6) (13.1-14.8) (14.2-16.1) (15.517.7) (16.6-19.1)
[30-da�
8.13 9.56 11.1 12.2 13.7 14.8 15.9 16.9 r 18.4 19.4
(7.75-8.53) (9.12 10.0) (10.5-11.6) (11.6-12.8) (13.0-14.3) (14.0-15.5) (15.0-16.7) (16.0-17.8) (17.3-19.4) (18.3-20.5)
77
0120 136 149 16.5 17.7 18.820.8.80 21.4 22.5
F45-day
(9.81-10.7) (11.5-12.5) 1 (13.0-14.2) (14.2-15.5) i (15.7-17.2) 1 (16.8-18.5) 1 (17.9-19.7) 1 (18.9-20.9) 1 (20.3-22.5) (21.3-23.7) j
i
12.2 14.2 F 16.0 17A 19.1 20.4 21.6 22.8 24.3
60�Jay
25.5
(11.7-12.7) (13.7-14.8) (15.4-16.7 16.7 18.1) (18.3-19.9) i (19.5 21.3) (20.6-22.6) (21.7-23.9) (23.1-25.5) (24.2 26.7)
) (
1 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 Too
PF graphical

Precipitation depth
rO depth(in) Precipitation depth (in)
O N N NUO v JUt O O llO,u�
Ut
N
Lr
10 -min
15 -min
30-tnin
60 -min
2 -hr
3 -hr
g 6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60-dav
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w
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Precipitation depth
rO depth(in) Precipitation depth (in)
O N N NUO v JUt O O llO,u�
Ut
N
Lr
10 -min
15 -min
30-tnin
60 -min
2 -hr
3 -hr
g 6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60-dav
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Table A-1: Manning Equation Coefficients of Roughness
Table A-1: Manning Equation Coefficients of Roughness
Manning's n range
I. Closed Conduits:
A.
Concrete Pipe...............................................................................................
0.011 - 0.013
B.
Corrugated -metal pipe or pipe arch:
1. 2-2/3 by 1/2 in corrugation (riveted pipe):
a. Plain or fully coated..................................................................................
0.024
b. Paved invert (ranged values are for 25% and 50% of circumference paved):
(1) Flow full depth.....................................................................
0.021 - 0.018
(2) Flow 08 depth......................................................................
0.021 - 0.016
(3) Flow 06 depth......................................................................
0.019 - 0.013
2. 6 by 2 -in corrugation (field bolted).................................................................
0.030
C.
Cast-iron pipe, uncoated..........................................................................................
0.013
D.
Steel pipe............................................................................................... 0.009 - 0.011
E.
Monolithic concrete:
1. Wood forms, rough............................................................................. 0.015 - 0.017
2. Wood forms, smooth...........................................................................
0.012 - 0.014
3. Steel forms............................................................................................
0.012 - 0.025
F.
Cemented rubble masonry walls:
1. Concrete floor and top.......................................................................
0.017 - 0.022
2. Natural floor........................................................................................ 0.019 - 0.025
11. Open Channels, Lined (straight alignment):
A.
Concrete with surfaces as indicated:
1. Formed, no finish................................................................................. 0.013 - 0.017
2. Trowel finish.........................................................................................
0.012 - 0.014
3. Float finish............................................................................................
0.013 - 0.015
4. Float finish, some gravel on bottom ...................................................
0.015 - 0.017
5. Gunite, good section............................................................................ 0.016 - 0.019
6. Gunite, wavy section.............................................................................
0.018 - 0.022
B.
Concrete, bottom float finished, sides as indicated:
1. Dressed stone in mortar......................................................................
0.015 - 0.017
2 Random stone in mortar....................................................................
0.017 - 0.020
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Table A-1: Manning Equation Coefficients of Roughness
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3. Cement rubble masonry ....................................................................
0.020 - 0.025
4. Cement rubble masonry, plastered.....................................................
0.016 - 0.020
5. Dry rubble(riprab)............................................................................_
0.020 - 0.030
C.
Gravel bottom, sides as indicated:
1. Formed concrete..................................................................................
0.017 - 0.020
2. Random stone in mortar....................................................................
0.020 - 0.023
3. Dry rubble(riprap)..............................................................................
0.023 - 0.033
D.
Asphalt
1. Smooth .............................................................................................................
0.013
2. Rough........................................................................
..0.016
E.
Concrete -lined excavated rock:
1. Good section........................................................................................
0.017 - 0.020
2. Irregular section....................................................................................
0.022 - 0.027
M. Open Channels, Excavated (straight alignment, natural lining):
A.
Earth, uniform section:
1. Clean, recently completed....................................................................
0.016 - 0.018
2. Clean, after weathering........................................................................
0.018 - 0.020
3. With short grass, few weeds.................................................................
0.022 - 0.027
4. In gravelly soil, uniform section, clean ................................................
0.022 - 0.025
B.
Earth, fairly uniform section:
1. No vegetation........................................................................................
0.022 - 0.025
2. Grass, some weeds ....................................................... ............. - ......
... 0.025 - 0.030
3. Dense weeds or aquatic plants in deep channels ............................... 0.030 - 0.035
4. Sides clean, gravel bottom..................................................................
0.025 - 0.030
5. Sides clean, cobble bottom..................................................................
0.030 - 0.040
C.
Dragline excavated or dredged:
1. No vegetation........................................................................................
0.028 - 0.033
2. Light brush on banks..........................................................................
0.035 - 0.050
D.
Rock:
1. Based on design section..................................................................................
0.035
2. Based on actual mean section:
a. Smooth and uniform..................................................................
0.035 - 0.040
b. Jagged and irregular..................................................................
0.040 - 0.045
E.
Channels not maintained, weeds and brush uncut:
1. Dense weeks, high as flow depth .................................... ..................
0.080 - 0.120
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Table A -l: Manning Equation Coefficients of Roughness
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2. Clean bottom, brush on sides............................................................. 0.050 - 0.080
3. Clean bottom, brush on sides, highest stage of flow .........................
0.070 - 0.110
4. Dense crush, high stage........................................................................ 0.100 - 0.140
IV. Channels & Swales w/Maintained Vegetation (Values shown are for velocities of 2 & 6 fp.s.):
A.
Depth of flow up to 0.7 foot:
1. Bermudagrass, Kentucky bluegrass, buffalograss
a. Mowed to 2 inches.......................................................................
0.045 - 0.070
b. Length 4-6 inches..........................................................................
0.050 - 0.090
2. Good stand, any grass:
a. Length about 12 inches...............................................................
0.090 - 0.180
b. Length about 24 inches...............................................................
0.150 - 0.300
3. Fair stand, any grass:
a. Length about 12 inches.............................................................
0.0800 - 0.140
b. Length about 24 inches.............................................................
0.1300 - 0.250
B.
Depth of flow 0.7 - 1.5 feet:
1. Bermudagrass, Kentucky bluegrass, buffalograss
a. Mowed to 2 inches.......................................................................
0.030 - 0.050
b. Length 4-6 inches..........................................................................
0.040 - 0.060
2. Good stand, any grass:
a. Length about 12 inches..............................................................
0.070 - 0.120
b. Length about 24 inches...............................................................
0.100 - 0.200
3. Fair stand, any grass:
a. Length about 12 inches...............................................................
0.060 - 0.100
b. Length about 24 inches .......... ......... -....... ...................................
0.090 - 0.170
V. Street and Expressway Gutters:
A.
Concrete gutter, troweled finish...............................................................................
0.012
B.
Asphalt pavement:
1. Smooth texture..................................................................................................
0.013
2. Rough texture....................................................................................................
0.016
C.
Concrete gutter with asphalt pavement
1. Smooth.............................................................................................................0.013
2. Rough.............................................................................................................0.015
D.
Concrete pavement:
1. Float finish ............................ ......... ..... ................ ... .--....... ........ ......
--......... 0.014
2. Broom finish......................................................................................................
0.016
E.
For gutters with small slope, where sediment may accumulate,
increase above values of x by ........... ... .... ....... ........ ............ ........... ......
..... ....... 0.002
VI. Natural Stream Channels:
A.
Minor streams (surface width at flood stage less than 100 feet):
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Table A-1: Manning Equation Coefficients of Roughness
1.
Fairly regular section:
a. Some grass & weeds, little or no brush ......................................
0.030 - 0.035
b. Dense growth of weeks, depth of flow materially
greater than weed height..............................................................
0.035 - 0.050
c. Some weeks, light brush on banks ............................................. 0.035 - 0.050
d. Some weeks, heavy brush on banks ............................................
0.050 - 0.070
e. Some weeks, dense willows on banks ..........................................
0.060 - 0.080
f For trees within channel with branches submerged at
highstage, increase all above values by .......................................
0.010 - 0.020
2.
Irregular sections, with pools, slight channel meander; increase
values given in 1 a -e about................................................................
0.010 - 0.020
3.
Mountain streams, no vegetation in channel, banks usually steep,
trees and brush along banks submerged at high stage:
a. Bottom of gravel, cobbles and few boulders ..............................
0.040 - 0.050
b. Bottom of cobbles, with large boulders .....................................
0.050 - 0.070
B. Flood plains (adjacent to natural streams):
1.
Pasture, no brush:
a. Short grass....................................................................................
0.030 - 0.035
b. High grass......................................................................................
0.035 - 0.050
2.
Cultivated areas:
a. No crop.........................................................................................
0.030 - 0.040
b. Mature row crops.........................................................................
0.035 - 0.045
c. Mature field crops........................................................................
0.040 - 0.050
3.
Heavy weeds, scattered brush..............................................................
0.050 - 0.070
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