20141132 Ver 1_Application_20141023

Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps: Section 404 Permit Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 14 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? Yes No
1d. Type(s) of approval sought from the DWQ (check all that apply):
401 Water Quality Certification – Regular Non-404 Jurisdictional General Permit
401 Water Quality Certification – Express Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required?

For the record only for DWQ 401
Certification:
Yes No
For the record only for Corps Permit:

Yes No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program.
Yes No

1g. Is the project located in any of NC’s twenty coastal counties. If yes, answer 1h
below.
Yes No

1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? Yes No
2. Project Information
2a. Name of project: Widening of US 1 from 1.2 miles north of SR 1606 to south of SR 1001
2b. County: Richmond
2c. Nearest municipality / town: Rockingham
2d. Subdivision name: not applicable
2e. NCDOT only, T.I.P. or state
project no: R-2501C
3. Owner Information
3a. Name(s) on Recorded Deed: North Carolina Department of Transportation
3b. Deed Book and Page No. not applicable
3c. Responsible Party (for LLC if
applicable): not applicable
3d. Street address: 1598 Mail Service Center
3e. City, state, zip: Raleigh, NC 27699-1598
3f. Telephone no.: [phone]
3g. Fax no.: [phone]
3h. Email address: [e-mail]
Office Use Only:
Corps action ID no. _____________
DWQ project no. _______________
Form Version 1.4 January 2009

1

4. Applicant Information (if different from owner)
4a. Applicant is: Agent Other, specify:
4b. Name: not applicable
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: not applicable
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:

2

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): not applicable
1b. Site coordinates (in decimal degrees): Latitude: 34.976921 Longitude: - 79.624365
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size: 65 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
proposed project: UT Chock Creek
2b. Water Quality Classification of nearest receiving water: WSIII
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:
Land use within the vicinity is predominately residential but includes some areas of general commercial use.
3b. List the total estimated acreage of all existing wetlands on the property:
0.25 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
0 linear feet
3d. Explain the purpose of the proposed project:
To reduce congestion in downtown Rockingham by diverting through traffic and truck traffic from local streets and
improve mobility on the designated US 1 Strategic Highway Corridor.
3e. Describe the overall project in detail, including the type of equipment to be used:
The project involves widening US 1 to a five-lane facility from north of Fox Road (SR 1606) to the northern terminus at
Marston Road (SR 1001). The proposed project is approximately 3.6 miles long. Standard road building equipment, such
as trucks, dozers, and cranes 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 (including all prior phases) in the past?
Comments: SAW -1995-00459
Yes No Unknown
4b. If the Corps made the jurisdictional determination, what type
of determination was made? Preliminary Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): Jeff Benton
Agency/Consultant Company: ESI
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
August 17, 2011
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past? Yes No Unknown
5b. If yes, explain in detail according to “help file” instructions.

6. Future Project Plans
6a. Is this a phased project? Yes No
6b. If yes, explain.

3

C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
Wetlands Streams - tributaries Buffers
Open Waters Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number –
Permanent (P) or
Temporary (T)
2b.

Type of impact
2c.

Type of wetland
(if known)
2d.

Forested

2e.

Type of jurisdiction
2f.

Area of impact
(acres)
Site 1 P T
Fill &
Mechanized
Clearing
Headwater Wetland Yes
No
Corps
DWQ 0.07
Site 2 P T
Fill &
Mechanized
Clearing
Headwater Wetland Yes
No
Corps
DWQ 0.18
Site 3 P T Choose One Yes
No
Corps
DWQ
Site 4 P T Choose One Yes
No
Corps
DWQ
Site 5 P T Choose One Yes
No
Corps
DWQ
Site 6 P T Choose One Yes
No
Corps
DWQ
2g. Total wetland impacts 0.25 Permanent
0 Temporary
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
intermitte
nt (INT)?
3e.
Type of
jurisdiction
(Corps -
404, 10
DWQ –
non-404,
other)
3f.
Average
stream
width
(feet)
3g.
Impact length
(linear feet)
Site 1 P T PER
INT
Corps
DWQ
Site 1 P T PER
INT
Corps
DWQ
Site 2 P T PER
INT
Corps
DWQ
Site P T PER
INT
Corps
DWQ
Site P T PER
INT
Corps
DWQ
Site P T PER
INT
Corps
DWQ
4

3h. Total stream and tributary impacts ft Perm
ft Temp
3i. Comments:
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)
O1 P T
O2 P T
O3 P T
O4 P T
4f. Total open water impacts X Permanent
X Temporary
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then 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
Flo
ode
d
Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
Yes No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:

5

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 Other:
Catawba Randleman
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 P T Yes
No
B2 P T Yes
No
B3 P T Yes
No
6h. Total buffer impacts
6i. Comments: Buffer impacts for this project are less than 40 linear feet for the road crossings and are exempt.

6

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Where possible shifting the alignment was incorporated to avoid water resources, crossing streams perpendicularly, or
crossing the narrowest areas of wetland systems. The project involves widening an existing road. Other than no build the
minimal effects to one wetland on this project is unavoidable.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
NCDOT Best Management Practices for Construction and Maintenance Activities and Best Management Practices for the
Protection of Surface Waters will be employed.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
Yes No
If no, explain:
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: not applicable
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: warm cool cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: 0.50 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.

7

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) – required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
Yes No

6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)

Multiplier
6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).

6h. Comments:

8

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
within one of the NC Riparian Buffer Protection Rules?
Yes No

1b. If yes, then is a diffuse flow plan included? If not, explain why.
Comments: Yes No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? N/A
2b. Does this project require a Stormwater Management Plan? Yes No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
See attached permit drawings.
2e. Who will be responsible for the review of the Stormwater Management Plan?
Certified Local Government
DWQ Stormwater Program
DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government’s jurisdiction is this project? not applicable
3b. Which of the following locally-implemented stormwater management programs
apply (check all that apply):
Phase II
NSW
USMP
Water Supply Watershed
Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
attached?
Yes No
4. DWQ Stormwater Program Review
4a. Which of the following state-implemented stormwater management programs apply
(check all that apply):

Coastal counties
HQW
ORW
Session Law 2006-246
Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? Yes No n/a
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? Yes No
5b. Have all of the 401 Unit submittal requirements been met? Yes No

9

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the
use of public (federal/state) land? Yes No
1b. If you answered “yes” to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
Yes No
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.)
Comments:
Yes No
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,
or Riparian Buffer Rules (15A NCAC 2B .0200)?
Yes No
2b. Is this an after-the-fact permit application? Yes No
2c. If you answered “yes” to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
additional development, which could impact nearby downstream water quality?
Yes
No
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.
Due to the minimal transportation impact resulting from the widening, this project will neither influence nearby land uses
nor stimulate growth. Therefore, a detailed indirect or cumulative effects study will not be necessary.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
not applicable

10
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(Version 1.2; Released July 2012)
R-2501 C County(ies):Richmond Page 2of 2
Sheet
No.
Station
(From / To)
Feature
Impacted
Water / Wetland /
Buffer Type
Receiving Surface
Water Name
NRTR Map
ID
NCDWQ Stream
Index
NCDWQ Surface
Water Classification
303(d)
Impairments
Type of
Impact
Existing
SCM
1201+25
1208+60
Surface Water Impacts
UT to Chock Creek9Headwater Wetland None
All proposed SCMs listed must also be listed under Swales, Preformed Sour Holes and other Energy Dissipators, or Other Stormwater Control Measures.
Proposed
SCM
N/A
North Carolina Department of Transportation
Highway Stormwater Program
Fill
Project/TIP No.:
* List all stream and surface water impact locations regardless of jurisdiction or size.
Project Environmental Summary
Wetland
Equalizer Pipes to be noted as a minimization of impacts.
STORMWATER MANAGEMENT PLAN
FOR LINEAR ROADWAY PROJECTS
7
7
3 7
PERMIT DRAWING SHEET 4 OF 7
5 7
6 7
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RICHMONDCOUNTY
WB
S
34437.1.1RǦ2501C ͳͶǦ
—ŽǦʹͲͳͶ






























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25 50 10050
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=
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ADT
ADT
0
0
0
PROFILE (HORIZONTAL)
ENRICO A. ROQUE, P.E.
PROJECT ENGINEER
PLANS
PROFILE (VERTICAL)
LOCATION:
TYPE OF WORK:
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
0
00
TOTAL LENGTH OF T.I.P. PROJECT R-2501C =
10 20510
PROJECT
BEGIN
PROJECT
END
VICINITY MAP
5 6 7 8 9 10 12 13
14
15
16
17
18
11
-Y3- NC 177
TO HOFFMAN
TO ROCKINGHAM
2015
2035 15,000
8
60
15
(SR 1605)
-Y1- COGNAC RD.
(SR 1536)
-Y2- L G DEWITT RD.
(SR 1486)
-Y4- BEAVERDAM CHURCH RD.
-RP D-
-Y- HAMPTON DR.
LENGTH OF ROADWAY T.I.P. PROJECT R-2501C =
NCDOT CONTACT
CSX RAILROAD
PROJECT DESIGNER

DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS

PROJECT LENGTH
RIGHT OF WAY DATE:
LETTING DATE:
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATA
Prepared in the Office of:
SIGNATURE:
SIGNATURE:
P.E.
P.E.
2012 STANDARD SPECIFICATIONS
GRAPHIC SCALES

HYDRAULICS ENGINEER
ENGINEER
ROADWAY DESIGN
0
9
/
0
8
/
9
9
See Sheet 1-A For Index of Sheets
1
2
:
4
0
:
1
4

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R-2501C
ANTHONY THOMPSON, P.E.
NC License No: C-1554
Raleigh, North Carolina 27609
343 E. Six Forks Road, Suite 200
HNTB NORTH CAROLINA, P.C.
RICHMOND COUNTY
RICHMOND COUNT
SCOTLAND COUNTY
Y
James G Watson Rd
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BRENDA MOORE, P.E.
NHF-1 (1)34437.1.1
C
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4
-L_TIEIN- POT STA 1132+30.00
BEGIN CONSTRUCTION
END CONSTRUCTION
-L- POT STA 1329+67.03 END T.I.P. PROJECT R-2501C
PE
JULY 19, 2013
CLASSIFICATION: RURAL ARTERIAL
FUNCTIONAL
TIER: STATEWIDE
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III.
TO POINTS AS SHOWN ON THE PLANS.
THIS IS A PARTIAL CONTROLLED-ACCESS PROJECT WITH ACCESS BEING LIMITED
THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
3.564 MI.
3.564 MI.
-DETOUR-
JULY 21, 2015
-L- POT STA 1141+50.00
BEGIN T.I.P. PROJECT R-2501C
-L-
-Y3 SPUR-
* (TTST 10% DUAL 5%)
% *
9450
GRADING, DRAINAGE, PAVING & SIGNING
177
177
MPH60
50
SOUTH OF SR 1001 (MARSTON ROAD)
US 1 FROM NORTH OF SR 1606 (FOX ROAD) TO
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E
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E5 PROP. VAR. DEP
T
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D3TYPE I19.0C, AT AN AVERAGE RATE OF 456 LBS. PER SQ. YD.PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,R3 CONCRETE EXPR
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C
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C1AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD. IN EACH OF 2 LAYERS.PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,PROP. APPROX. 5" ASPHALT CONCRETE BASE COURSE, TYPE B25.0B,E4AT AN AVERAGE RATE OF 570 LBS. PER SQ. YD.J2PROP. 10" AGGR
E
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C3 PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE,TYPE S9.5C, AT AN AVERAGE RATE OF 112 LBS. PER SQ. YD. PER 1" DEPTH, TO BE PLACED IN LAYERS NOT LESS THAN 1" IN DEPTH ORGREATER THAN 2" IN DEPTH.
REVISIO NS
H
Y
D
R
A
U
L
I
C
S
R
O
A
D
W
A
Y

D
E
S
I
G
N
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N
G
I
N
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N
G
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R

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T

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O
.
P
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F
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N
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.

22-JUL-2013 10:17R:\Roadway\Proj\r2501c_rdy_TYP.dgn$$$$USERNAM E$$$$8/17/99
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TEARTH MATERIAL E2 C23" ACSC TYPE S9.5C4" ACBC, TYPE B25.0C D34 " ACIC TYPE I19.0C
REVISIO NS
H
Y
D
R
A
U
L
I
C
S
R
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A
D
W
A
Y

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I
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22-JUL-2013 10:19R:\Roadway\Proj\r2501c_rdy_TYP.dgn$$$$USERNAM E$$$$8/17/99
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22-JUL-2013 10:20R:\Roadway\Proj\r2501c_rdy_TYP.dgn$$$$USERNAM E$$$$8/17/99
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22-JUL-2013 10:21R:\Roadway\Proj\r2501c_rdy_TYP.dgn$$$$USERNAM E$$$$8/17/99
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TEARTH MATERIAL R1 E2R22’-6" CURB AND GUTTER.C23" ACSC TYPE S9.5C5" MONOLITHIC CONCRETE ISLAND 4" ACBC, TYPE B25.0C D34 " ACIC TYPE I19.0C
REVISIO NS
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22-JUL-2013 10:22R:\Roadway\Proj\r2501c_rdy_TYP.dgn$$$$USERNAM E$$$$8/17/99
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TEARTH MATERIALUWEXISTING PAVEMENTWEDGING J1 C11" ACSC TYPE S9.5CD12" ACIC TYPE I19.0CE45" ACBC, TYPE B25.0B8" ABC C23" ACSC TYPE S9.5C
REVISIO NS
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22-JUL-2013 10:23R:\Roadway\Proj\r2501c_rdy_TYP.dgn$$$$USERNAM E$$$$8/17/99
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E1TEARTH MATERIAL 4" ACBC, TYPE B25.0BR12’-6" CURB AND GUTTER.UWEXISTING PAVEMENTWEDGING C23" ACSC TYPE S9.5CE45" ACBC, TYPE B25.0B D24 " ACIC TYPE I19.0B
REVISIO NS
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22-JUL-2013 10:24R:\Roadway\Proj\r2501c_rdy_TYP.dgn$$$$USERNAM E$$$$8/17/99
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MATCHLINE -L- STA 1199+50.00 SEE SHEET No. 9
R/W REVISION NO. 1 - COMBINED PARCEL NOS. 23 AND 23A TO PARCEL NO. 23 DATED 12/6/13.R/W REVISION NO. 2 - SEPARATE PARCEL NO. 16 TO TWO PARCEL NOS. 16 AND 16A DATED 3/12/14.
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HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER

SHEET NO.PROJECT REFERENCE NO.

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R-2501C
NC License No: C-1554
Raleigh, North Carolina 27609
343 E. Six Forks Road, Suite 200
HNTB NORTH CAROLINA, P.C.
R/W SHEET NO.
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
FOR -L- PROFILE SEE SHEET No. 22.
ALL DRIVEWAY RADII ARE 10', UNLESS OTHERWISE NOTED.
NOTE:
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(
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17
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S
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WD TIMBERS
P
BILLBOARD
171
P172
P
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173
174
LT
LT
LT
CONC FOUNDATION
LT
X
X
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X
X
X
X
X
Y
XX
CONC
CONC
R
R
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15" CONC
10
'

S
O
I
L
P
15" CONC
P
15" CONC
1SBKD
P
US 1 39' BST
CONC
(3) 15" CMP
10'
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&
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R
W/LT
W/LT
W/LT
48" CMP
4
8
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W
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8
"

W
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18
"

C
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N
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1
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END NOT FOUND
18" CONC
HTR
10
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TREES
TREES
FALLOW
D
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D
S
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(
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12
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ELEV. 359.38'
137' LEFT
-BL- STA 71+78
BM #6
ELEV. 376.57'
138' RIGHT
-BL- STA 85+02
BM #7
-BL- 107
-BL- 108
JAMES P. MARKLAND
PLAT SLIDE 570-I
PLAT SLIDE 570-I
PLAT SLIDE 570-I
PLAT SLIDE 570-IPLAT SLIDE 570-I
PLAT SLIDE 570-I
PLAT SLIDE 570-I
PLAT SLIDE 570-I
5
0
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SUZETTE Y. SMITH
RAM K. AGARWAL
U.S. HIGHWAY 1
150.00'
S 89°09'03" W
150.00'
S 89°09'03" W
150.00'
N 89°09'03" E
904.26'
N 88°11'07" W
2
9
8
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0
1
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S

0
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EIP EIP
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EIP
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DB 893 PG 411
DB 1513 PG 529
DB 981 PG 78
DB 878 PG 555
DB 845 PG 519
DB 863 PG 28
DB 893 PG 411
DB 724 PG 542
EIP
EXISTING R/W
43.84'
+27.23
CARL WARNER
DB 1508 PG 207
DB 1227 PG 156
DB 1425 PG 281
N 88°11'03" W
200.18'
S

0
6
°
5
2
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2
6
"

E
2
9
0
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2
7
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N 88°01'05" W
229.55'N 88°22'46" W
262.15'
S

0
0
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4
7
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E
2
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6
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11
'
N 88°12'04" W
250.05'
S

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E
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4
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5
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S 89°09'00" W
150.04'
S 89°16'55" W
173.34'
S 89°09'03" W
150.00'
S

0
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E
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9
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E
2
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S 89°09'03" W
150.00'
N

0
0
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5
0
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11
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W
2
9
0
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N 89°09'02" E
173.43'
S

0
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4
3
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2
3
"

E
2
9
0
.
0
5
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S 89°09'03" W
174.00'
42.81'
+02.88
43.84'
+27.03
43.84'
+27.03
56.16'
+52.23
43.84'
+51.12
FAST TRACK PROPERTIES, INC.
DB 1519 PG 407
S

0
0
°
4
9
'
4
4
"

E
2
9
0
.
0
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LUIS L. CRIBB
DB 746 PG 528
TED KELLY
DB 714 PG 145
DORIS MCINNIS
BRADLEY &
RAM & SANTOSH AGARWAL
ENTERPRISES, LLC
CADDELL AND SPARKS TALBERT MCCORMICKDANNY & PATSY GRAHAM
WILLIAMS JOINT LIVING TRUST
THE CHARLES & HSIU
80.00' LT.
-L- +22.00
80.00' LT.
-L- +00.00
90.00' LT.
-L- +00.00
80.00' LT.
-L- +04.34
160.00' RT.
-L- +60.00
150.00' RT.
-L- +25.00
32
33
34
35
36
37
38 39 40 41
42
105.00' LT.
-L- +70.00
85.00' RT.
-L- +04.34
80.00' LT.
-L- +00.00
85.00' RT.
-L- +00.00
40A
40A
28
BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
125.50' RT.
105.50' RT.
-L- +13.00
125.50' RT.
105.50' RT.
-L- +43.00
96.00' LT.
80.00' LT.
-L- +60.00
110.00' LT.
-L- +10.75
80.00' LT.
-L- +16.75
80.00' LT.
-L- +85.90
110.00' LT.
-L- +80.00
114.00' LT.
80.00' LT.
-L- +39.00
105.00' LT.
80.00' LT.
-L- +90.00
130.00' LT.
-L- +50.00
105.97' LT.
-L- +00.00
105.74' LT.
-L- +50.00
80.00' LT.
-L- +89.00
80.00' LT.
-L- +85.00
95.00' LT.
-L- +66.00
BEGIN WWF
106.13' RT.
-L- +70.00
BEGIN WWF
114.00' LT.
80.00' LT.
-L- +81.00
BREAK
ACCESS
106.16' RT.
85.00' RT.
-L- +25.00
105.00' RT.
-L- +77.10
126.00' RT.
-L- +76.90
95.00' LT.
-L- +23.00
END WWF
BREAK
ACCESS
C
C
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C
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P
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2
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16'16'
R
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0
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R=30'
N
C
N
C
N
C
N
C
16'
R
=3
0
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GRAU 350CAT-1 CAT-1

GRAU 350
+00.00
BEG. G-RAIL
DEMOLISHED
+62.50
END G-RAIL
+62.50
END G-RAIL
8:1 TYP.8:1 TYP.
STA. 1202+89 LT
END SBG
80.00' LT.
-L- +75.00
END WWF
80.00' LT.
-L- +35.00
BEGIN WWF
24'
80.00' LT.
-L- +42.32
END WWF
80.00' LT.
-L- +02.32
BEGIN WWF
85.00' RT.
-L- +77.29
END WWF
85.00' RT.
-L- +27.51
BEGIN WWF
85.00' RT.
-L- +50.00
END WWF
85.00' RT.
-L- +10.00
BEGIN WWF
85.00' RT.
-L- +95.00
END WWF 85.00' RT.
-L- +55.00
BEGIN WWF
85.00' RT.
-L- +70.00
END WWF
85.00' RT.
-L- +30.00
BEGIN WWF
85.00' RT.
-L- +95.00
END WWF
85.00' RT.
-L- +55.00
BEGIN WWF
85.00' RT.
-L- +40.00
BEGIN WWF
85.00' RT.
-L- +80.00
END WWF
85.00' RT.
-L- +20.00
END WWF
85.00' RT.
-L- +80.00
BEGIN WWF
85.00' RT.
-L- +37.00
END WWF
+50.00
BEG. G-RAIL
STA. 1200+59.3 LT
BEGIN SBG
85.00' RT.
-L- +76.83
END WWF
80.00' LT.
-L- +59.36
END WWF 80.00' LT.
-L- +19.36
BEG WWF
WWF
BEGIN
WWF
END
85.00' RT.
-L- +70.00
20'28'
R=20'
R=20'36'
80.00' LT
-L- +80.00
80.00' LT
-L- +40.00
END WWF
BEGIN WWF
-L- N 89° 09' 12.0" E
-L- PT Sta. 1202+04.34
L = 356.93'
PI Sta 1200+25.87
= 1° 03' 00.0" (RT)D
D = 0° 17' 39.0"
T = 178.47'
R = 19,476.88'
-L-
12
10
+0
0
12
0
5
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0
0
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0
REMOVE
REMOVE
REMOVE
REMOVE
REMOVE
REMOVE
REMOVE
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Fill
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d =
DETAIL K
( Not to Scale)
TOE PROTECTION
Type of Liner =CL. 'B' RIP RAP
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Filter
Ft.
FLATTER3:1 OR
Fill
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F
L
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1
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PLUG
REMOVE
-L- STA. 1202+05 TO 1202+95 RT
FLAT GRATE
2GI W/
PLUG
-L- STA. 1202+55 TO 1203+50 LT
EST. 16 S.Y.F.F
EST 5.0 TONS
CL. 'B' RIP RAP
PLUG
SEE DETAIL B
CUT DITCH
SPECIAL
EST. 20 S.Y.F.F
EST 6.0 TONS
CL. 'B' RIP RAP
D.D.E. = 50 C.Y.
SEE DETAIL G
TAIL BASE DITCH
D.D.E. = 30 C.Y.
SEE DETAIL G
TAIL BASE DITCH
-L- STA. 1205+50 (51.0' LT TO 81.0' LT)
-L- STA. 1202+55 (65.5' LT TO 95.5' LT)
*
DETAIL
( Not to Scale)
Min. D =
B =
Max. d =
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LATERAL BASE DITCH
1.0
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Front
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( Not to Scale)
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Ft.
Ft.
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3:
1 D
DETAIL G
( Not to Scale)
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Min. D =1.0
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3:
1 D
DETAIL E
( Not to Scale)
HEAD BASE DITCH
Min. D =1.0
3.0B =
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Ft.
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15"
1
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3
0
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R
C
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D.D.E. = 50 C.Y.
SEE DETAIL E
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D.D.E. = 60 C.Y.
SEE DETAIL M
LATERAL BASE DITCH
24"
902
0903
0904
0905
0906 0907
0908
0909
0910
901
TO DRAIN
GRADE CUT
EST. 18 S.Y.F.F.
EST. 5 TONS
CL. 'B' RIP RAP
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18
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HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER

SHEET NO.PROJECT REFERENCE NO.

3
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3
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3
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R-2501C
NC License No: C-1554
Raleigh, North Carolina 27609
343 E. Six Forks Road, Suite 200
HNTB NORTH CAROLINA, P.C.
R/W SHEET NO.
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
FOR -L- PROFILE SEE SHEET No. 22 & 23.
ALL DRIVEWAY RADII ARE 10', UNLESS OTHERWISE NOTED.
NOTE:
N
A
D

8
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24" CONC
15" CONC
2
2'
B
S
T
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18" CONC
S
2
4
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P
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WD
48"
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48" WD RAIL 48" WD RAIL10
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48" WD RAIL
W
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W
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&
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WD POST & CABLE
R
15
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C
O
N
C
CONC HW
GRASS
SCATTERED TREES
TREES
SCATTERED TREES
CAMPGROUND
GRASS
GRASS
TREES
TREES
TREES
TREES
TREES
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S
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S S S S SOUTLETOUTLET
OUTLET
OUTLET
SOUTLET
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OUTLET
-BL- 109
TALBERT MCCORMICK
PLAT SLIDE 570-I
PLAT SLIDE 570-I
PLAT SLIDE 657-H
TED KELLY
140.42'
S 89°09'03" W
481.11'
N 69°10'15" E
254.00'
N 88°11'07" W
2
0
1.
3
9
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N

0
3
°
2
3
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6
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E
3
7
8
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4
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S

0
3
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8
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W
EIP
EIP
CONC MONEIPEIPEIPEIP
CONC MON
EXISTING R/W
EXISTING R/W
10
0
'
DB 714 PG 145
DB 1481 PG 94
DB 1424 PG 55
DB 1424 PG 55
DB 387 PG 204
DB 724 PG 542
PLAT SLIDE 570-I
DB 1436 PG 96
LMS LLC
DB 1446 PG 109
LMS LLC.VANCE LAND
S

0
3
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4
1'12
"

W
4
18
.
16
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S

0
0
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4
5
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0
9
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E
2
9
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0
4
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S 89°09'03" W S 89°09'02" W
150.00'
S 89°09'04" W
150.00'
S

0
0
°
4
2
'
5
8
"

E
2
9
0
.
0
3
'
S 89°09'03" W
150.00'
N

0
3
°
2
6
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8
"

E
2
9
0
.
8
3
'
43.84'
+75.16
56.31'
+40.52
43.98'
+23.21
ROCKINGHAM RACEWAY PARK, LLC
FOR ALL PEOPLE
CHURCH OF DELIVERANCE
THE HOUR OF PRAYER,
DB 1436 PG 96
3
0
'

IN
G
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S
S

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G
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S
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BRADLEY & DORIS MCINNIS
DB 1333 PG 502
80.00' LT.
-L- +30.00
160.00' LT.
-L- +10.00
35
42
17 43
44 44
45
45
46
BREAK
ACCESS
BREAK
ACCESS BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
BREAK
ACCESS
71.00' RT.
-L- +27.50
83.00' RT.
-L- +24.00
77.00' RT.
-L- +05.00
55.00' RT.
-L- +92.25
106.75' LT.
-L- +31.25
96.00' LT.
-L- +30.50
105.00' LT.
-L- +51.25
95.00' LT.
-L- +50.50
80.00' LT.
-L- +75.00
155.00' LT.
85.01' LT.
80.01' LT.
-L- +79.00
70.00' LT.
-L- +00.00
115.00' RT.
105.00' RT.
-L- +10.00
115.00' RT.
85.00' RT.
-L- +40.00
111.00' RT.
85.00' RT.
-L- +16.00
111.00' RT.
85.00' RT.
-L- +36.00
BREAK
ACCESS
17A
45
56.15' LT.
-L- +75.00
55.00' RT.
-L- +35.76
70.00' RT.
-L- +34.63
85.00' RT.
-L- +33.50
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PROP 2'-6" C&G
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C
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N
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BEGIN 2'-6" C&G
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80.00' LT.
-L- +10.00
BEGIN WWF
56.15' LT.
-L- +58.00
END WWF
56.15' LT.
-L- +18.00
BEGIN WWF
56.15' LT.
-L- +00.00
BEGIN WWF
56.15' LT.
-L- +40.00
END WWF
55.00' RT.
-L- +70.00
END WWF
55.00' RT.
-L- +30.00
BEGIN WWF
24'
85.00' RT.
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BEGIN WWF
85.00' RT.
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END WWF85.00' RT.
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END WWF
85.00' RT.
-L- +05.00
BEGIN WWF
24'
BEGIN WWF
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85.00' RT.
30'
R=20'
R=20'
36'
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55.00' RT.
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END WWF
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100.00' LT.
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BEGIN WWF
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-L- +50.00
END WWF
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BEGIN 2'-6" C&G
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12
2
5
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.
REVISIO NS
H
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D
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A
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L
I
C
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A
D
W
A
Y

D
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S
I
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20-FEB-2014 10:36R:\Roadway\Proj\r2501c_rdy_PSH11.dgn$$$$USERNAM E$$$$8/17/99
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20-FEB-2014 10:39R:\Roadway\Proj\r2501c_rdy_PSH12.dgn$$$$USERNAM E$$$$8/17/99
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20-FEB-2014 11:53R:\Roadway\Proj\r2501c_rdy_PSH17.dgn$$$$USERNAM E$$$$8/17/99
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24-JUL-2013 11:49R:\Roadway\Proj\r2501c_rdy_pfl_sht_L.dgn$$$$USERNAM E$$$$
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DRAINAGE STRUCTURE NO. 401DRAINAGE AREADESIGN FREQUENCYDESIGN DISCHARGEDESIGN HW ELEVATION100 YEAR DISCHARGE100 YEAR HW ELEVATIONOVERTOPPING FREQUENCYOVERTOPPING DISCHARGEOVERTOPPING ELEVATION PIPE HYDRAULIC DATAACYRSYRSCFSCFSCFSFTFTFT= 2.6 = 50 = 6.0 = 323.7 = 6.8 = 323.8 = 500+ = 16.5 = 326.9 NOGAP 2 10 300 114000.000000 L RDY
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EL = 326.75’-L- STA. 1141+50.00 BEGIN PROPOSED GRADEPI = 1142+50.00EL = 326.45’(-)0.3000%(+)0.3000%VC = 200’K = 333
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EL = 322.48-L- STA. 1141+50 RTBEGIN SPECIAL CUT DITCH
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END SPECIAL CUT DITCH
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EL =321.05BEGIN TAIL BASE DITCH PI = -L- STA. 1142+87EL = 320.13-L- STA. 1142+71 (159.37’ RT)END TAIL BASE DITCH 18" RCPEL = 322.68-L- STA. 1141+50 LTBEGIN SPECIAL CUT DITCH
El = 321.40
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END SPECIAL CUT DITCH
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BEGIN SPECIAL CUT DITCH
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BEGIN LATERAL V DITCH
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EL = 321.89
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END TAIL BASE DITCH (111’ RT)
-L- STA. 1148+08
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-L- STA. 1145+00 RT
BEGIN SPECIAL CUT DITCH
EL = 319.60
BEGIN TAIL BASE DITCH
PI = -L- STA. 1148+15 RT
EL = 323.61
-L- STA. 1152+50 RT
BEGIN SPECIAL CUT DITCH
(
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EL = 323.37
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BEGIN SPECIAL CUT DITCH
EL = 322.83
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BEGIN LATERAL V DITCH
END SPECIAL CUT DITCH
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EL = 322.28PI = -L- STA. 1142+93 LT1140114111421143
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RR-SPIKE IN BASE OF 15" PINE 170.43’ LEFT ELEV. 325.69’BM #3 -L- STA 1156+67.51
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-Y- STA. 10+00.00
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PI = 1156+50.00EL = 329.40’(+)0.3647%(+)0.3000%VC = 200’K = 3091
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(+) 1.44%EL = 323.00PI = -L- STA. 1154+27 RTEL = 324.77-L- STA. 1155+50 RTEND SPECIAL CUT DITCHEL = 322.56-L- STA. 1154+27 LTBEGIN TAIL BASE DITCHEND LATERAL V DITCHEL = 322.23-L- STA. 1154+43 (109.33’ LT)END TAIL BASE DITCH (-) .79%
EL = 332.53
-L- STA. 1167+50 RT
END SPECIAL CUT DITCH
(
+
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5.
5
5
%
EL = 327.70
PI = -L- STA. 1154+27 RT
(
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EL = 328.18
-L- STA. 1165+00 RT
BEGIN SPECIAL CUT DITCH
1
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2@ 18" RCP1154115511561157
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DRAINAGE STRUCTURE NO. 507-508 DRAINAGE AREADESIGN FREQUENCYDESIGN DISCHARGEDESIGN HW ELEVATION100 YEAR DISCHARGE100 YEAR HW ELEVATIONOVERTOPPING FREQUENCYOVERTOPPING DISCHARGEOVERTOPPING ELEVATION PIPE HYDRAULIC DATAACYRSYRSCFSCFSCFSFTFTFT= 3.8 = 50 = 10.6 = 325.6 = 12.0 = 325.7 = 500+ = 29.2 = 328.6
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280 290 300 310 320 330 340 350 360 370
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02-MAY-2014 09:50R:\Roadway\Proj\r2501c_rdy_pfl_sht_L.dgn$$$$USERNAM E$$$$
-
L
-
RR-SPIKE IN BASE OF 12" PINE 169.82’ RIGHT ELEV. 346.87’BM #4 -L- STA 1168+41.68
EL = 361.79
-L- STA. 1177+50 RT
BEGIN SPECIAL CUT DITCH
(
-
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0
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3
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%
24" RCP-Y- STA. 10+00.00-L- STA. 1167+89.66
-Y1- STA. 10+00.00
-L- STA. 1176+67.66
(
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END SPECIAL CUT DITCH
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(
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EL = 359.73
-L- STA. 1180+07 (189’ LT)
END TAIL BASE DITCH
EL = 360.25
-L- STA. 1180+00 (59.5’ LT)
BEGIN TAIL BASE DITCH
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=

4
3
.
0

=

3
6
5
.
6

(+)4.4331%
P
I

=

1
1
7
4
+
2
5
.
0
0
E
L

=

3
6
5
.
0
9
’
V
C

=

4
7
5
’
K

=

1
1
5
(+) 0.238%EL = 340.92-L- STA. 1169+95 (101.5’ LT)BEGIN TAIL BASE DITCHEL = 343.00-L- STA. 1170+82 (76.5’ LT)END TAIL BASE DITCH
(
+
)
4.
7
4
%
EL = 356.35
-L- STA. 1173+50 RT
END SPECIAL CUT DITCH
EL = 344.30-L- STA. 1171+00 RTBEGIN SPECIAL CUT DITCH DRAINAGE STRUCTURE NO.

6
0
8
DRAINAGE AREADESIGN FREQUENCYDESIGN DISCHARGEDESIGN HW ELEVATION100 YEAR DISCHARGE100 YEAR HW ELEVATIONOVERTOPPING FREQUENCYOVERTOPPING DISCHARGEOVERTOPPING ELEVATION PIPE HYDRAULIC DAT
A
A
C
Y
R
S
Y
R
S
C
F
S
C
F
S
C
F
S
F
T
F
T
F
T
= 4.7= 5
0

= 17= 34
6
.
5
= 19= 34
6
.
6
= 10
0
+
= 20= 34
6
.
7
PI = 1185+05.00EL = 368.45’VC = 180’K = 170
P
I

=

1
1
8
9
+
7
5
.
0
0
E
L

=

3
6
4
.
9
5
’
V
C

=

1
4
0
’
K

=

9
0
6
P
I

=

1
1
9
5
+
7
0
.
0
0
E
L

=

3
6
1
.
4
4
’
V
C

=

1
8
5
’
K

=

4
2
1
4
-
L
-
RR-SPIKE IN BASE O
F

1
8
"

P
I
N
E
116.10’ RIGHT ELEV. 3
6
8
.
0
5
’
BM #5 -L- STA 1185+
1
8
.
7
1
(-
)1.3
9
%
(-
)3
.13
%
El = 355.66
(-
) 1.9
9
%

R
T
(-
)1.7
5
%

LT
EL = 360.95
-L- STA. 1189+50 LT
BEGIN SPECIAL CUT DITCH
EL = 360.31
-L- STA. 1190+50 RT
BEGIN SPECIAL CUT DITCH
PI =1191+21 (145’ LT)
EL = 354.66
-L- STA. 1191+24 (216.7 LT)
END TAIL BASE DITCH
1
8
"

R
C
P
(+)0.3111%(-)0.7446%
(-
)0
.7
4
4
6
%
(
-
)0
.5
9
0
0
%
(-
)0
.5
9
0
0
%
(-
)0
.6
3
3
9
%
N
O
T
E
:

F
O
R

-
L
-

P
L
A
N

S
E
E

S
H
E
E
T
S

6
,

7

&

8
EL = 357.96 (LT)
-L- STA. 1191+21
BEGIN TAIL BASE DITCH (71.5’ LT)
END SPECIAL CUT DITCH LT & RT
EL = 358.90 (RT)
D
R
A
I
N
A
G
E

S
T
R
U
C
T
U
R
E

N
O
.

8
0
2
D
R
A
I
N
A
G
E

A
R
E
A
D
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I
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N

F
R
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Q
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N
C
Y
D
E
S
I
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N

D
I
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C
H
A
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D
E
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I
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N

H
W

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L
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V
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T
I
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1
0
0

Y
E
A
R

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C
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E
1
0
0

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W

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V
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P
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D
I
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P
P
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G

E
L
E
V
A
T
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P
I
P
E

H
Y
D
R
A
U
L
I
C

D
A
T
A
A
C
Y
R
S
Y
R
S
C
F
S
C
F
S
C
F
S
F
T
F
T
F
T
=

2
.
4

=

5
0

=

5
.
9

=

3
6
0
.
3

=

6
.
7

=

3
6
0
.
5

=

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0
0
+

=

1
6
.
8

=

3
6
4
.
1

1168+001169+001170+001171+001
1
7
2
+
0
0
1
1
7
3
+
0
0
1
1
7
4
+
0
0
1
1
7
5
+
0
0
1
1
7
6
+
0
0
1
1
7
7
+
0
0
1
1
7
8
+
0
0
1
1
7
9
+
0
0
1
1
8
0
+
0
0
1
1
8
1
+
0
0
1
1
8
2
+
0
0
300 310 320 330 340 350 360 370 380 390
3
0
0
3
1
0
3
2
0
3
3
0
3
4
0
3
5
0
3
6
0
3
7
0
1182+001183+001184+001185+001
1
8
6
+
0
0
1
1
8
7
+
0
0
1
1
8
8
+
0
0
1
1
8
9
+
0
0
1
1
9
0
+
0
0
1
1
9
1
+
0
0
1
1
9
2
+
0
0
1
1
9
3
+
0
0
1
1
9
4
+
0
0
1
1
9
5
+
0
0
1
1
9
6
+
0
0
310 320 330 340 350 360 370 380 390 400
3
1
0
3
2
0
3
3
0
3
4
0
3
5
0
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
2
1
REVISION NO. 1: REVISED SPECIAL CUT DITCH RT -L- STA 1171+00 TO -L- STA 1173+50 AND REVISED PIPE HYDRAULIC DATA FOR STRUCTURE NO. 608 (05/05/14)
R-2501C
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS

5
/
2
8
/
9
9
SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
2
:
5
7
:
1
0

P
M
.
.
.
\
P
r
o
j
\
r
2
5
0
1
c
_
r
d
y
_
p
f
l
_
s
h
t
_
L
.
d
g
n
$
$
$
$
U
S
E
R
N
A
M
E
$
$
$
$
PI = 1197+55.00
EL = 360.27'
VC = 185'
K = 649
PI = 1201+05.00
EL = 357.05'
VC = 170'
K = 275
PI = 1202+75.00
EL = 356.54'
VC = 170'
K = 217
PI = 1204+75.00
EL = 357.51'
VC = 230'
K = 1653
PI = 1209+85.00
EL = 359.27'
VC = 430'
K = 97
-L-
RR-SPIKE IN BASE OF 20" PINE
122.56' LEFT ELEV. 359.38'
BM #6 -L- STA 1199+62.26
E
L

=
3
5
2
.0
0
-
L
-

S
T
A
. 12
0
3
+5
0

L
T
E
N
D

S
P
E
C
. C
U
T

D
I
T
C
H
(+) 9.25%
(-
)
4
.00%
(+)7.37%(-)2.04%
E
L

=
3
5
3
.2
0
-
L
-

S
T
A
. 12
0
5
+5
0

(
5
1'

L
T
)
B
E
G
I
N

T
A
I
L

B
A
S
E

D
I
T
C
H
E
L

=
3
5
3
.2
0
-
L
-

S
T
A
. 12
0
5
+5
0

(
8
1'

L
T
)
E
N
D

T
A
I
L

B
A
S
E

D
I
T
C
H
0.00%(-)
6.
6
7%
E
L

=
3
4
5
.0
0
-
L
-

S
T
A
. 12
0
2
+5
5

(
9
5
.5
'

L
T
)
E
N
D

T
A
I
L

B
A
S
E

D
I
T
C
H
0.00%
E
L

=
3
5
1.6
0
-
L
-

S
T
A
. 12
0
2
+4
1
(
14
6
.5
'

R
T
)
B
E
G
I
N

H
E
A
D

B
A
S
E

D
I
T
C
H
E
L

=
3
5
0
.7
0
-
L
-

S
T
A
. 12
0
2
+9
5

R
T
E
N
D

L
A
T
. B
A
S
E

D
I
T
C
H
E
L

=
3
4
5
.0
0
-
L
-

S
T
A
. 12
0
2
+5
5

(
6
5
.5
'

L
T
)
B
E
G
I
N

T
A
I
L

B
A
S
E

D
I
T
C
H
B
E
G
I
N

S
P
E
C
. C
U
T

D
I
T
C
H
E
L

=
3
4
9
.0
0
-
L
-

S
T
A
. 12
0
2
+0
5

R
T
B
E
G
I
N

L
A
T
. B
A
S
E

D
I
T
C
H
E
L

=
3
4
7
.0
0
-
L
-

S
T
A
. 12
0
2
+5
5
E
N
D

H
E
A
D

B
A
S
E

D
I
T
C
H

(
7
8
.5
'

R
T
)
DRAINAGE STRUCTURE NO. 806
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT
= 3.5
= 50
= 9.0
= 357.7
= 10.2
= 357.9
= 500+
= 19.5
= 360.7
DRAINAGE STRUCTURE NO. 906-907
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT
= 24.2
= 50
= 14.0
= 355.2
= 16.9
= 355.6
= 500+/-
= 29.0
= 357.8
24" RCP
30" RCP 2 @ 18" RCP
(-)0.6339%(-)0.6339%(-)0.9190%
(-)0.3000%(-)0.3000%(+)0.4846%(-)0.9190%(+)0.4846%(+)0.3454%
(+)4.7876%
DRAINAGE STRUCTURE NO. 903
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT
= 13.7
= 50
= 25.9
= 349.7
= 30.1
= 350.0
= 500+
= 76.5
= 356.7
(+)0.3454%
E
L

=
3
5
0
.8
5
-
L
-

S
T
A
. 119
6
+8
1
(
7
1.5
7
'

L
T
)
B
E
G
I
N

T
A
I
L

B
A
S
E

D
I
T
C
H
E
L

=
3
4
9
.7
4
-
L
-

S
T
A
. 119
6
+7
0

(
12
6
'

L
T
)
E
N
D

T
A
I
L

B
A
S
E

D
I
T
C
H
PI = 1216+15.00
EL = 389.43'
VC = 370'
K = 196
PI = 1221+15.00
EL = 403.93'
VC = 100'
K = 628
-L-
RR-SPIKE IN BASE OF POWER POLE
153.90' RIGHT ELEV. 376.57'
BM #7 -L- STA 1212+81.06
E
l

=
3
8
9
.9
4
E
L

=
3
8
9
.0
8
-
L
-

S
T
A
. 12
17
+5
0

R
T
B
E
G
I
N

S
P
E
C
I
A
L

C
U
T

D
I
T
C
H
E
L

=
3
9
2
.0
5
-
L
-

S
T
A
. 12
18
+5
0

R
T
E
N
D

S
P
E
C
I
A
L

C
U
T

D
I
T
C
H
P
I

=12
18
+0
0

R
T
(+) 1.72%(+) 4.22%
0.00%
(+)4.7876%
(+)4.7876%(+)2.8985%
(+)2.8985%
(+)2.7394%
NOTE: FOR -L- PLAN SEE SHEETS 8, 9 & 10
18" RCP
DRAINAGE STRUCTURE NO. 1002
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT
= 1.7
= 50.0
= 4.2
= 394.8
= 4.8
= 395.0
= 500+
= 13.5
= 397.5
E
L

=
3
9
2
.6
5
-
L
-

S
T
A
. 12
19
+0
8

(
5
4
.0
'

L
T
)
B
E
G
I
N

T
A
I
L

B
A
S
E

D
I
T
C
H
E
L

=
3
9
2
.6
5
-
L
-

S
T
A
. 12
18
+9
3

(
14
2
.7
'

L
T
)
E
N
D

T
A
I
L

B
A
S
E

D
I
T
C
H
1196+00 1197+00 1198+00 1199+00 1200+00 1201+00 1202+00 1203+00 1204+00 1205+00 1206+00 1207+00 1208+00 1209+00 1210+00
310
320
330
340
350
360
370
380
390
400
310
320
330
340
350
360
370
380
1210+00 1211+00 1212+00 1213+00 1214+00 1215+00 1216+00 1217+00 1218+00 1219+00 1220+00 1221+00 1222+00 1223+00 1224+00
340
350
360
370
380
390
400
410
420
430
340
350
360
370
380
390
400
410
420
430
22
R
-
2
5
0
1
C
D
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N
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F
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C
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P
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5/28/99
S
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R
24-JUL-2013 11:56R:\Roadway\Proj\r2501c_rdy_pfl_sht_L.dgn$$$$USERNAM E$$$$PI = 1227+10.00EL = 420.23’VC = 100’K = 137
-
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3
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(
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)
3
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4
6
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2
%
434.79
P
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-L- STA. 1242+32.35
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:

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2
+
0
0
1
2
3
3
+
0
0
1
2
3
4
+
0
0
1
2
3
5
+
0
0
1
2
3
6
+
0
0
1
2
3
7
+
0
0
1
2
3
8
+
0
0
380 390 400 410 420 430 440 450 460 470
3
8
0
3
9
0
4
0
0
4
1
0
4
2
0
4
3
0
4
4
0
4
5
0
1238+001239+001240+001241+0012
4
2
+
0
0
1
2
4
3
+
0
0
1
2
4
4
+
0
0
1
2
4
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+
0
0
1
2
4
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+
0
0
1
2
4
7
+
0
0
1
2
4
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+
0
0
1
2
4
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+
0
0
1
2
5
0
+
0
0
1
2
5
1
+
0
0
1
2
5
2
+
0
0
390 400 410 420 430 440 450 460 470 480
3
9
0
4
0
0
4
1
0
4
2
0
4
3
0
4
4
0
4
5
0
4
6
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5/28/99
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N
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R
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F
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H
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A
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24-JUL-2013 12:04R:\Roadway\Proj\r2501c_rdy_pfl_sht_L.dgn$$$$USERNAM E$$$$
P
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=

1
2
5
8
+
6
0
.
0
0
E
L

=

4
1
2
.
7
5
’
-
L
-
EL = 407.05
-L- 1260+10 RT
BEGIN LATERAL BASE DITCH
(-
) 1.0
7
%
0
.
0
0
%
EL = 404.27
-L- STA. 1262+69 RT
BEGIN TAIL BASE DITCH (62’ RT)
END LATERAL BASE DITCH
EL = 404.27
-L- STA. 1262+61 (195’ RT)
END TAIL BASE DITCH
EL = 408.03
-L- 1258+50 RT
BEGIN LATERAL BASE DITCH
(
-
)

0
.
3
0
%
EL = 407.88
-L- 1259+00 RT
END LATERAL BASE DITCH
(-
)0
.9
5
16
%
(-
)3
.7
9
8
8
%
(-
)0
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El = 393.40
EL = 400.20-L- STA. 1267+00 RTBEGIN LATERAL BASE DITCH
(
-
)

0
.
3
0
%
PI =1271+00 RT
PI =1273+00 RT
(
-
)

0
.
3
0
%
(
+
)

0
.
3
0
%
EL = 396.59
-RP D- STA. 14+73.97 RT
-L- STA. 1278+38.90 RT
SPECIAL CUT BASE DITCH
EL = 393.25
-L- STA. 1273+50 RT
END LATERAL BASE DITCH
(-
) 2
.8
0
%(-
)0
.9
5
16
%
(
+
)
0
.
5
13
3
%
-Y3- STA. 10+00.00
-L- STA. 1274+92.50
(
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13
3
%
-
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1
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1
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1252+001253+001254+001255+0012
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6
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0
0
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0
1
2
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2
6
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0
0
1
2
6
5
+
0
0
1
2
6
6
+
0
0
370 380 390 400 410 420 430 440 450 460
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
4
2
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4
3
0
4
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1266+001267+001268+001269+0012
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0
0
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0
0
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+
0
0
1
2
7
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+
0
0
1
2
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0
1
2
7
8
+
0
0
1
2
7
9
+
0
0
1
2
8
0
+
0
0
350 360 370 380 390 400 410 420 430 440
3
5
0
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
4
2
0
4
3
0
4
4
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4
R
-
2
5
0
1
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5/28/99
S
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R
24-JUL-2013 12:06R:\Roadway\Proj\r2501c_rdy_pfl_sht_L.dgn$$$$USERNAM E$$$$
-
L
-
R
R
-
S
P
I
K
E

I
N

B
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O
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P
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1
1

-
L
-

S
T
A

1
2
8
6
+
0
1
.
4
5
(+) 0.30%
EL = 403.76
-L- STA. 1290+50 LT
END SPECIAL CUT DITCH
EL = 400.60
-L- STA. 1285+50 LT
BEGIN SPECIAL CUT DITCH
EL = 401.71
-L- STA. 1286+50 LT
END SPECIAL CUT DITCH
(
+
)
1.
11%
2

@

2
4
"

R
C
P
(+)0.5133%
-Y4- STA. 10+00.00
-L- STA. 1284+79.50
(
+
)
0
.
5
13
3
%
EL = 398.21
-L- STA. 1283+80 RT
(
+
)
0
.
7
3
%
EL = 402.85
-L- STA. 1289+70 LT
BEGIN SPECIAL CUT DITCH
EL = 402.50
-L- STA. 1289+70 RT
(
+
)
1.
14
%
(
+
)
0
.
4
0
%
D
R
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N
A
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S
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N
O
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1
5
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D
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A
R
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F
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D
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H
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F
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1
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2
1
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9

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4
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=

2
6
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5

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4
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9

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5
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7
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0

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4
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2
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-
L
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(
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1.
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(
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(
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0
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3
8
15
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(
+
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0
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EL = 411.68
-L- STA. 1307+00 LT
END SPECIAL CUT DITCH
EL = 409.17
-L- STA. 1306+40 RT
(
+
)
0
.
4
0
%
(
+
)
0
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8
15
%
EL = 411.05
-L- STA. 1306+39 LT
BEGIN SPECIAL CUT DITCH
N
O
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:

F
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L
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1
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1
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7
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1
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1280+001281+001282+001283+0012
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4
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0
0
1
2
8
5
+
0
0
1
2
8
6
+
0
0
1
2
8
7
+
0
0
1
2
8
8
+
0
0
1
2
8
9
+
0
0
1
2
9
0
+
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1
2
9
1
+
0
0
1
2
9
2
+
0
0
1
2
9
3
+
0
0
1
2
9
4
+
0
0
360 370 380 390 400 410 420 430 440 450
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
4
2
0
4
3
0
1294+001295+001296+001297+0012
9
8
+
0
0
1
2
9
9
+
0
0
1
3
0
0
+
0
0
1
3
0
1
+
0
0
1
3
0
2
+
0
0
1
3
0
3
+
0
0
1
3
0
4
+
0
0
1
3
0
5
+
0
0
1
3
0
6
+
0
0
1
3
0
7
+
0
0
1
3
0
8
+
0
0
360 370 380 390 400 410 420 430 440 450
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
4
2
0
4
3
0
4
4
0
4
5
0
2
5
R
-
2
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0
1
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24-JUL-2013 12:08R:\Roadway\Proj\r2501c_rdy_pfl_sht_L.dgn$$$$USERNAM E$$$$PI = 1309+85.00EL = 416.97’VC = 100’K = 1976
-
L
-
RR-SPIKE IN BASE OF POWER POLE 92.90’ RIGHT ELEV. 414.33’BM #12 -L- STA 1310+02.93
EL = 414.47
-L- STA. 1315+00 LT
BEGIN SPECIAL CUT DITCH
(+)0.3815%(+)0.3309%(+)0.40%EL = 410.61-L- STA. 1310+00 RT
(
+
)
0
.
2
0
%
EL = 411.75
-L- STA. 1315+70 RT
(
+
)
0
.
3
8
%
EL = 413.00
-L- STA. 1319+00 RT
(
+
)
0
.
9
1%
EL = 414.37
-L- STA. 1320+50 RT
(
+
)
0
.
2
0
%
(
+
)
0
.3
3
0
9
%
P
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=

1
3
2
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0
0
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=

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2
0
.
9
9
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V
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=

1
5
0
’
K

=

3
9
4
(-
)1.6
0
%
1
8
"

R
C
P
EL = 413.27
-L- STA. 1315+75 LT
END SPECIAL CUT DITCH
(
-
)
1.
16
%
EL = 415.30
-L- STA. 1317+50 LT
BEGIN SPECIAL CUT DITCH
D
R
A
I
N
A
G
E

S
T
R
U
C
T
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N
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1
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1
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370 380 390 400 410 420 430 440 450 460
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24-JUL-2013 12:12R:\Roadway\Proj\r2501c_rdy_pfl_sht_detour.dgn$$$$USERNAM E$$$$EL = 330.52’-DETOUR- STA. 11+26.00 BEGIN PROPOSED GRADE
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320 330 340 350 360 370 380320330340350360370380
3
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24-JUL-2013 13:20R:\Roadway\Proj\r2501c_rdy_pfl_sht_Y.dgn$$$$USERNAM E$$$$(-)2.0%18" RCPDRAINAGE STRUCTURE NO. DRAINAGE AREADESIGN FREQUENCYDESIGN DISCHARGEDESIGN HW ELEVATION100 YEAR DISCHARGE100 YEAR HW ELEVATIONOVERTOPPING FREQUENCYOVERTOPPING DISCHARGEOVERTOPPING ELEVATION PIPE HYDRAULIC DATAACYRSYRSCFSCFSCFSFTFTFT= 2.9 = 25 = 7.4 = 336.0 = 9.3 = 336.3 = 500+ = 15.4 = 337.8 EL = 337.28’-Y- STA. 10+35.50 BEGIN PROPOSED GRADEEL = 342.23 -Y- STA. 11+75.00 TIE TO EXIST.END PROPOSED GRADE(+)2.9663%PI = 10+80.00EL = 338.60’VC = 70’K = 52PI = 11+45.00EL = 341.40’(+)4.3077%(+)2.7667%VC = 60’K = 39
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10 (-)2.0%EL = 436.45 -Y2- STA. 11+50 RT BEGIN SPECIAL CUT DITCHEL = 435.86 -Y2- STA. 13+50 RT (PROJECTED)END SPECIAL CUT DITCH (-)0.30% NOGAP 1 5 420 1000.000000 Y2 RDY EL = 438.71 -Y2- STA. 12+25.00 TIE TO EXISTING END PROPOSED GRADEPI = 11+10.00EL = 439.86’VC = 150’(-)3.2853%443.06(-)0.9978%K = 66 EL = 442.42’-Y2- STA. 10+32.00 BEGIN PROPOSED GRADE 320 330 340 35010+0011+0012+0013+001
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24-JUL-2013 13:23R:\Roadway\Proj\r2501c_rdy_pfl_sht_Y.dgn$$$$USERNAM E$$$$401.07(+)3.00%EL = 402.07’-Y3- STA. 10+33.29 BEGIN PROPOSED GRADE10111213
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(-) 0.12%DRAINAGE STRUCTURE NO. DRAINAGE AREADESIGN FREQUENCYDESIGN DISCHARGEDESIGN HW ELEVATION100 YEAR DISCHARGE100 YEAR HW ELEVATIONOVERTOPPING FREQUENCYOVERTOPPING DISCHARGEOVERTOPPING ELEVATION PIPE HYDRAULIC DATAACYRSYRSCFSCFSCFSFTFTFT= 42.8 = 25 = 18.9 = 393.6 = 30.1 = 394.3 = 500+ = 60.0 = 396.5 EL = 393.25’-Y3- STA. 11+00BEGIN SPEC. CUT BASE DITCHEL = 392.96’-Y3- STA. 13+50END SPEC. CUT BASE DITCH
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P
O
S
E
D

G
R
A
D
E
P
I

=

1
1
+
9
0
.
0
0
E
L

=

4
0
1
.
6
7
’
(
+
)
1.
5
8
0
2
%
(
+
)
0
.
5
13
3
%
V
C

=

1
0
0
’
K

=

9
4
(
-
)
1.
5
9
4
2
%
(
+
)
0
.
5
13
3
%
-
Y
3
-

E
L

=

3
9
8
.
6
2
’

(
6
’

L
T
.
)
T
I
E

-
R
P

D
-

T
O

-
Y
3
-

S
T
A

1
2
+
6
1
.
8
5
-
Y
3
-

E
L

=

4
0
2
.
1
1
’

(
3
4
’

R
T
.
)
T
I
E

-
R
P

D
-

T
O

-
L
-

S
T
A

1
2
7
8
+
3
8
.
9
0
-
L
-
-
Y3
-
EL = 396.59
-L- STA. 1278+38.90 RT
-RP D- STA. 14+73.97 RT
SPECIAL CUT BASE DITCH
(
+
)
0
.
3
0
%
N
O
G
A
P
1
0
5
0
3
8
0
1
0
0
0
.
0
0
0
0
0
0
R
A
M
P
D
R
D
Y
(
+
)
1.
2
3
%
EL = 393.91
-RP D- STA. 11+69 (213’ RT)
BEGIN TAIL BASE DITCH
EL = 395.92
-RP D- STA. 12+50 (59’ RT)
BEGIN SPECIAL CUT BASE DITCH
END TAIL BASE DITCH
ON

S
H
E
E
T

2
5
P
R
O
F
I
L
E
S
E
E

-
L
-
360 370 380 390 400 410
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
2
9
10+0011+0012+0013+001
4
+
0
0
1
5
+
0
0
1
6
+
0
0
1
7
+
0
0
1
8
+
0
0
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
5
6
7
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
3
6
0
3
7
0
3
8
0
3
9
0
4
0
0
4
1
0
3
8
0
3
9
0
4
0
0
4
1
0
4
2
0
10+0011+0012+0013+00 380 390 400 410 420
3
8
0
3
9
0
4
0
0
4
1
0
4
2
0
3
8
0
3
9
0
4
0
0
4
1
0
4
2
0
1
0
+
0
0
1
1
+
0
0
1
2
+
0
0
1
3
+
0
0
1
4
+
0
0
1
5
+
0
0
-Y3-
N
C

1
7
7
-
Y
3
-

S
P
U
R
-Y4- BEAVERDAM CHURCH

R
D
.
-
R
P

D
-