20140285 Ver 1_Application_20140324

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STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
PAT L. MCCRORY
GOVERNOR
March 10, 2014
U. S. Army Corps of Engineers
Wilmington Regulatory Office
69 Darlington Avenue
Wilmington, NC 28402-1890
ATTN: Ms. Liz Hair
NCDOT Coordinator
ANTHONY J. TATA
SECRETARY
SUBJECT: Application for Section 404 Individual Permit, Section 401 Water Quality
Certification, and Isolated Wetlands General Permit for the proposed NC
24/27 Troy Bypass from west of SR 1138 (Dairy Road) to just east of Little
River, Montgomery County, Division 8. TIP No. R-0623.
Debit $570.00 from WBS Element No. 34352.1.1
Dear Madam:
The North Carolina Department of Transportation (NCDOT) proposes to construct the NC 24/27
Troy Bypass from west of SR 1138 (Dairy Road) to just east of Little River, Montgomery
County, for a total of 6.65 miles. In addition to this cover letter, the application package consists
of an ENG Form 4345, NCEEP acceptance letter, Interagency Hydraulic Design Review meeting
minutes (Concurrence Points 4B and 4C), Stormwater Management Plan, permit drawings, utility
drawings, and half-size roadway plan sheets. This project calls for a Let date of November 18,
2014 and a review date of September 30, 2014. However, the Let date may advance as additional
funds become available.
PURPOSE AND NEED
The purpose and need for this project is based on current and projected traffic volumes,
particularly the high volumes of truck traffic (7% to 10%) traveling through downtown Troy.
The proposed bypass would provide additional roadway capacity, accommodate projected traffic
volumes, reduce congestion on main arteries in downtown Troy and provide better access to NC
24/27.
NEPA DOCUMENT STATUS
An Environmental Assessment (EA) and Finding of No Significant Impact (FONSI) for R-0623
were completed in January 2007 and March 2009, respectively, and have been provided to the
appropriate agencies. The EA and FONSI are available on the NCDOT Website at
MAILING ADDRESS: LOCATION:
NC DEPARTMENT OF TRANSPORTATION TELEPHONE: [phone] CENTURY CENTER, BUILDING B
PROJECT DEVELOPMENT & ENVIRONMENTAL ANALYSIS UNIT FAX: [phone] BIRCH RIDGE DRIVE
1598 MAIL SERVICE CENTER RALEIGH NC 27610
RALEIGH NC 27699-1548 WEBSITE:NCDOT.GOV

https://connect.ncdot.gov/resources/Environmental/Pages/default.aspx, under Quick Links >
Environmental Documents.
The subject project is in compliance with 23 CFR Part 771.111(f), which lists the Federal
Highway Administration (FHWA) characteristics of independent utility of a project:
(1) The project connects logical termini and is of sufficient length to address
environmental matters on a broad scope;
(2) The project is usable and a reasonable expenditure, even if no additional transportation
4
improvements are made in the area;
(3) The project does not restrict consideration of alternatives for other reasonably
foreseeable transportation improvements.
RESOURCE STATUS
Wetland delineations within the R-0623 project study area followed the field delineation method
outlined in the 1987 Corps of Engineers Wetland Delineation Manual (USACE, 1987) and the
Interim Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Eastern
Mountains and Piedmont Region (USACE, 2010). Stream identification and classification
followed the Methodology for the Identification of Intermittent and Perennial Streams and Their
Origins (NC Division of Water Resources [NCDWR], 2010 and 2005).
A jurisdictional determination (JD) for R-0623, dated October 11, 2005, was received from
USACE. The JD expired on October 11, 2010. Jurisdictional features were last re -verified by
USACE Regulatory Specialist Ronnie Smith and NCDWR representative David Wainwright on
March 7, 2012. Following the re -verification site visit, a request packet for the final JD was
submitted to the USACE on March 20, 2012. The corresponding JD, dated June 19, 2012, was
received from the USACE for the re -verification of R-0623.
This project lies within the Piedmont Physiographic Province in the Yadkin -Pee Dee River Basin
(Hydrologic Unit Code 03040104). Jurisdictional features within the R-0623 project study area
that will be impacted include 2 unnamed tributaries (UT) to Rocky Creek (NCDWR
Classification C; HQW; NCDWR Index No. 13-25-30-[0.5]), Warner Creek and 7 UTs to Warner
Creek (NCDWR Classification C; NCDWR Index No. 13-25-30-2), 3 UTs to Turkey Creek
(NCDWR Classification C; NCDWR Index No 13-25-25), Smithermans Creek and 5 UTs to
Smithermans Creek (NCDWR Classification C; NCDWR Index No. 13-25-21), Long Branch
(NCDWR Classification C; NCDWR Index No. 13-25-28), Little River (NCDWR Classification
C; NCDWR Index No. 13-25-[19]), 3 ponds, 19 riparian wetlands, and 1 non -riparian (isolated)
wetland.
Besides the 2 UTs to Rocky Creek, no other designated High Quality Waters (HQW) are found
within the project study area. HQWs including Rocky Creek and Little River are within 1.0 mile
downstream of the project study area. There are no designated Outstanding Resource Waters
(ORW), Water Supply I (WS-I), Water Supply II (WS-II) waters, or waters listed on the 2012
303(d) Final List of Impaired Waters within the project study area or within 1.0 mile of the
project area.
R-0623 Individual Permit Application
2

IMPACTS TO WATERS OF THE UNITED STATES
Surface Waters
Total surface water impacts for R-0623 are 4,867 linear feet of permanent stream impacts, 747
linear feet of temporary stream impacts, and 1.37 acres of pond impacts. The jurisdictional
stream impacts are summarized below in Table 1. There will be no impacts to surface waters
from utilities for R-0623.
Table 1. R-0623 Stream Impacts
Impacts
Impacts
Permit
Stream
UP
Impact
Permanent
requiring
USACE
requiring
Temp
Name/JD
Flow
Impacts
USACE
Mitigation
NCDWR
Impacts
Site No.
packet H)
Status
Type
(ft)
mitigation
Ratio'
mitigation
(ft)
ft
ft
UT to
Fill
136
136
1:1
03
16
1
Rocky
I
Creek/S 1
BS
11
OZ
03
0
UT to
2
Rocky
I
Fill
39
39
1:1
03
34
Creek/S2
UT to
3
Warner
P
Fill
294
294
2:1
294
24
Creek/S3
UT to
4
Warner
P
Fill
271
271
2:1
271
73
Creek/S5
UT to
Fill
295
295
2:1
295
17
5
Warner
P
Creek/S6
BS
62
OZ
62
0
UT to
5B
Warner
I
Fill
500
500
1:1
03
0
Creek/S 8
7
Warner
P
BS
43
OZ
04
0
Creek/S 18
UT to
7A
Warner
P
BS
16
O2
04
0
Creek/S 17
UT to
7B
Warner
P
Fill
355
355
2:1
355
72
Creek/S 13
UT to
8
Warner
P
Fill
0
0
0
10
Creek/S76
UT to
Fill
322
322
2:1
322
83
11
Turkey
P
Creek/S37
BS
15
OZ
15
0
UT to
IIA
Turkey
P
Fill
91
91
2:1
04
41
Creek/S36
UT to
12
Turkey
P
Fill
499
499
2:1
499
38
Creek/S40
R-0623 Individual Permit Application

Table 1. R-0623 Stream Impacts continued
Impacts
Impacts
Permit
Stream
UP
Impact
Permanent
requiring
USACE
requiring
Temp
Name/JD
Flow
Impacts
USACE
Mitigation
NCDWR
Impacts
Site No.
Packet ID
Status
Type
(ft)
mitigation
Ratio'
mitigation
(ft)
ft
ft
UT to
Fill
229
229
1:1
03
60
14
Smithermans
I
BS
12
OZ
03
0
Creek/S50
UT to
Fill
370
370
370
31
15
Smithermans
P
Creek/S53
BS
13
OZ
04
0
UT to
Fill
280
280
2:1
280
57
17
Smithermans
P
BS
21
Oz
21
0
Creek/S57
UT to
Fill
297
297
1:1
03
44
18
Smithermans
I
BS
22
OZ
03
0
Creek/S59
UT to
19B
Smithermans
P
Fill
0
0
0
17
Creek/S60
Smithermans
Fill
340
340
2:1
340
0
19C
Creek/S64
P
BS
9
O2
9
0
Fill
0
0
0
112
21
Little River
P
BS
75
OZ
OQ
0
Long
Fill
240
240
1:1
03
18
24A
Branch/S77
I
BS
10
Oz
03
0
TOTALS (ft)
4,867
4,558
3,147
747
Notes: P = Perennial; I = Intermittent; BS = Bank Stabilization. 'Determined from USACE during verification site visit on March 7,
2012. 'Mitigation for bank stabilization not required by USACE. 'Intermittent streams grandfathered from NCDWR mitigation.
'Mitigation not required by NCDWR (less than 150 linear feet of steam).
Wetlands
There will be a total of 1.22 acres of permanent riparian wetland impacts associated with this
section. These impacts will result from 1.17 acres of permanent fill and 0.05 acres of excavation.
There will also be 0.37 acres of wetland impacts due to hand clearing. An additional 0.03 acres
of temporary fill will occur in the hand clearing areas due to the placement of erosion control
measures. Permanent wetland impacts are summarized below in Table 2 for R-0623.
Table 2. R-0623 Wetland Impacts
Permit
Site No.
JD Package
ID
Permanent
Fill (ac)
Excavation
(ac)
Total Impacts
(ac)
1
W1
0.13
0.13
2
W 2
<0.01
<0.01
3
W5
0.01
0.01
4
W52
0.02
0.02
5A
W 11
0.04
0.04
5B
W53
0.01
0.01
5 C
W 13
0.02
0.02
0.04
6
W54
0.08
0.08
7B
W55
0.16
0.16
R-0623 Individual Permit Application
4

Table 2. R-0623 Wetland Impacts continued
Permit
Site No.
JD Package
ID
Permanent
Fill (ac)
Excavation
(ac
Total Impacts
ac
8
W56
<0.01
<0.01
9*
W57
0.03
0.03
10
W25
0.14
<0.01
0.14
13
W62
0.05
0.05
16
W63
0.14
0.14
17
W63
0.10
0.01
0.11
18
W64
0.11
<0.01
0.12
19
W67
0.04
0.04
19A
W68
0.01
0.01
20
W50
0.05
0.05
24
W71
<0.01
<0.01
24A
W72
0.04
1
0.04
TOTALS (ac)
1.17
1 0.05
1.22
Notes: Totals are rounded based upon sum of actual impacts. *The wetland at Permit Site 9 is an isolated
and therefore, a non-404 regulated wetland. Mitigation for this site will only be required by NCDWR
at 2:1 ratio.
A total of 0.05 acres of temporary excavation in wetlands will occur due to open -trench
excavation for installation of a water line. An additional 0.05 acres of hand clearing in wetlands
will occur for overhead power -line clearing. These utility impacts are detailed in the attached
Utility Permit Drawings.
MITIGATION OPTIONS
The USACE has adopted, through the Council on Environmental Quality (CEQ), a wetland
mitigation policy that embraces the concept of "no net loss of wetlands" and sequencing. The
purpose of this policy is to restore and maintain the chemical, biological, and physical integrity of
the waters of the United States. CEQ has defined mitigation of wetland and surface water
impacts to include: avoiding impacts, minimizing impacts, rectifying impacts, reducing impacts
over time, and compensating for impacts (40 CFR 1508.20).
The NCDOT is committed to incorporating all reasonable and practicable design features to avoid
and minimize jurisdictional impacts, and to provide full compensatory mitigation of all
remaining, unavoidable jurisdictional impacts. Avoidance measures were taken during the
planning phase and minimization measures were incorporated as part of the project design.
Minimization includes the examination of appropriate and practicable steps to reduce the adverse
impacts.
Avoidance and Minimization
Avoidance and minimization has been employed in the project area to the maximum extent
practicable. The following measures were implemented for the project:
R-0623 Minimization Measures
NCDOT's Best Management Practices (BMPs) for the Protection of Surface Waters will be
enforced;
Use of Design Standards in Sensitive Watersheds for western (Rocky Creek drainage) and
eastern (HQW section of Little River drainage) ends of the project;
R-0623 Individual Permit Application

• Grass swale treatment will be utilized in drainage systems discharging into HQW streams;
• Impacts to wetlands, streams, and protected species (i.e., Schweinitz's sunflower) were
avoided and/or minimized by adjusting alignments and slopes;
• 2:1 slopes or less are used in most wetland areas;
• All storm drainage will be diffused and designed for non -erosive velocities before entering
stream and wetland areas to the maximum extent practicable;
• Rip rap stabilization on banks of jurisdictional streams will be implemented to prevent
erosion;
• Reduction of permanent stream impacts by bridging Warner Creek and Little River; no deck
drains will be used for these crossings to avoid direct discharges to these surface waters.
Deck drainage will be collected in storm drain systems off the ends of the bridges and
discharged into either grassed ditches or grassed swales before entering the streams.
Permitted stream impacts (4,867 linear feet) for R-0623 decreased from the impacts calculated for
the FONSI (6,420 linear feet for Alternative E). This decrease is due to fewer permitted stream
crossings (21) compared to the FONSI-listed stream crossings (24) that will be impacted. Also
impacts to 14 of the FONSI-listed streams have been either avoided or reduced.
Final permitted wetland impacts (1.25 acres) for R-0623 increased from the impacts calculated
from the FONSI (0.78 acres). The increase is primarily due to 13 new wetlands found during the
2012 re -delineation survey that were not calculated in the FONSI.
Compensatory Mitigation
Compensatory mitigation requirements for R-0623 are summarized below in Table 3. This
project will permanently impact 4,867 feet of warm water streams. Of these 4,867 feet, there are
309 feet of bank stabilization that do not require mitigation by the USACE, resulting in 4,558 feet
of stream impacts requiring USACE mitigation.
The USACE is requiring 2:1 mitigation for 3,117 feet and requiring 1:1 mitigation for 1,441 feet
of stream impacts. NCDWR is requiring 1:1 mitigation for 3,147 feet. Therefore, the total
USACE mitigation requirement exceeds the NCDWR requirement. The mitigation requirements
of 4,558 feet of permanent warm water stream impacts will be provided by the NCEEP for
R-0623 (Table 3)
This project will also permanently impact 1.22 acres of wetlands. The wetland at Permit Site 9
(0.03 acres) does not require mitigation by USACE due to its isolated status. However, this
wetland will require mitigation by NCDWR at 2:1 ratio. The overall USACE mitigation
requirement is 1.19 acres at 2:1 ratio while the overall NCDWR mitigation requirement is 1.22
acres at 2:1 ratio. The NCDWR wetland mitigation requirement exceeds the USACE
requirement. The mitigation requirements of 1.19 acres of permanent riparian wetland impacts
and 0.03 acres of permanent non -riparian wetland impacts will be provided by the NCEEP for
R-0623 (Table 3).
Table 3. R-0623 Required Compensatory Mitigation Summary
Stream Impacts (ft)
Wetland Impacts (ac)
Impacts Requiring
Mitigation
4,558
1.22
Required EEP
Mitigation
3,117 2:1
1.19 2:1 Riparian
1,441 1:1
0.03 2:1 Non -riparian
Total EEP Mitigation
7,675
2.38 Riparian
0.06 Non -riparian
R-0623 Individual Permit Application
6

FEDERALLY PROTECTED SPECIES
Plants and animals with a Federal classification of Endangered (E) or Threatened (T) are
protected under provisions of Section 7 and Section 9 of the Endangered Species Act (ESA) of
1973, as amended. As of December 26, 2012, the U.S. Fish and Wildlife Service (USFWS) lists
three federally protected species for Montgomery County: red -cockaded woodpecker (Picoides
borealis), Schweinitz's sunflower (Helianthus schweinitzii), and smooth coneflower (Echinacea
laevigata).
No habitat exists within the project study area for red -cockaded woodpecker. The most recent
surveys for Schweinitz's sunflower and smooth coneflower were conducted by NCDOT
biologists on September 13, September 25, and September 27, 2012 in areas of suitable habitat.
Individuals of Schweinitz's sunflower were found in the same area recorded in 2008. No
specimens of smooth coneflower were found within the project study area. The biological
conclusion of No Effect still remains valid for both red -cockaded woodpecker and smooth
coneflower. The biological conclusion of May Affect -Likely to Adversely Affect also remains
valid for Schweinitz's sunflower.
During formal consultation with USFWS, a Biological Assessment (BA) was completed for
Schweinitz's sunflower in December 2012. The BA was followed up by a Biological Opinion
(BO) issued by the USFWS in January 2013. A Plan is being developed to salvage all the
Schweinitz's sunflowers affected by this project. The sunflowers which occur within the project
clearing limits will be dug up in the Fall of 2014 just prior to Let. The plants will be moved to a
location with appropriate habitat within the Uwharrie National Forest. The selection of the
relocation area will be coordinated with the U.S. Forest Service and the North Carolina Plant
Conservation Program (NCPCP). A permit will be obtained from the NCPCP for this work.
CULTURAL RESOURCES
Two historic structures that are listed on or are eligible for the National Register of Historic
Places (NRHP) include the Wooley-Sanders House and the Neal Clark House. In a May 16, 2006
concurrence form (Appendix A.6 of EA), the North Carolina Department of Cultural Resources,
State Historic Preservation Office (HPO) concurred that the proposed project will have no
adverse effect on the both the Wooley-Sanders House and the Neal Clark House.
Based upon an intensive archaeological survey and evaluation conducted in 2008, it was
determined that one site, Site 31MG1910, was eligible for the NRHP. It was also determined that
avoidance of this site was not feasible. Coordination with HPO determined that impact
minimization would include the development and implementation of a data recovery plan for the
site. In accordance with Section 106 of the National Historic Preservation Act of 1966 (NHPA)
(36 CFR 800), the NCDOT filed an "Adverse Effect Determination" with the Advisory Council
on Historic Preservation (ACHP) and developed a Memorandum of Agreement (MOA) between
the Federal Highways Adminstration (FHWA), HPO, NCDOT, and the Catawba Indian Nation
regarding the data recovery plan and other courses of action for the archaeological site adversely
affected by the proposed bypass. Correspondence from the ACHP, dated February 19, 2009, and
the final MOA are included in Appendix B of the FONSI.
FEMA COMPLIANCE
There are streams within the project limits that are within Federal Emergency Management
Agency (FEMA)-designated flood zones. Coordination between the NCDOT Hydraulics Unit
and FEMA will occur prior to Let to ensure that NCDOT is in full compliance with applicable
floodplain ordinances.
R-0623 Individual Permit Application
7

INDIRECT AND CUMULATIVE EFFECTS
An Indirect and Cumulative Impacts (ICI) Assessment of R-0623 was completed in April, 2006.
The main function of the proposed project is to provide additional roadway capacity through the
county and to improve safety and traffic flow on NC 24/27, primarily by diverting
through -travelers and truck traffic around the Town of Troy. Subsequently, the report concluded
that the proposed project is not anticipated to cause any substantial ICIs or create substantial
changes in population projections or future land use. While potential ICIs could result from some
improved accessibility of the project study area, the extent of these effects would be significantly
tempered by the project study area's slow growth rate and the limited increase in access created
by the project. Partial control of access and the use of superstreet intersections along the
proposed bypass would further aid in maintaining traffic flow as well as limit the accessibility
and attractiveness of adjacent land. The Town of Troy provides water and sewer within town, but
currently does not plan to expand service to undeveloped and rural portions of the project study
area; another factor that would largely inhibit growth along the bypass. The proposed bypass is
consistent with, and included on, the latest version of the County Wide Land Use Plan (approved
by the Montgomery County Commissioners in July, 2010).
WILD AND SCENIC RIVERS
This project will not impact any designated Wild and Scenic Rivers or any rivers included in the
list of study rivers (Public Law 90-542, as amended) or North Carolina Natural and Scenic
Rivers.
ESSENTIAL FISH HABITAT
The project will not impact any essential fish habitat afforded protection under the
Magnuson -Stevens Act of 1996 (16 U.S.0 1801 et seq.).
REGULATORY APPROVALS
Application is hereby made for a Department of the Army Section 404 Individual Permit as
required for the above -described activities for the proposed T.I.P. Project R-0623. We are also
hereby requesting a Section 401 Water Quality Certification and an Isolated Wetlands General
Permit from NCDWR. In compliance with Section 143-215.3D (e) of the NCAC, we will
provide $570.00 to act as payment for processing the Section 401 permit. We are providing two
copies of this application to NCDWR for their review and approval.
A copy of this permit application and its distribution list will be posted on the NCDOT website at
https:Hconnect.ncdot.gov/ esources/Environmental/Pages/default.aspx. Thank you for your time
and assistance with this project. Please contact Greg Price at either wgwprice@ncdot.g_o_v or (919)
707-6148 if you have any questions or need additional information.
Sincerel ,
- Richard W. Hancock, P.E., Manager
Project Development and Environmental Analysis Unit
Cc: NCDOT Permit Application Standard Distribution List
R-0623 Individual Permit Application
8

U.S. ARMY CORPS OF ENGINEERS
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
OMB APPROVAL 003
EXPIRES: 28 FEBRURUARY RY 20 2013
33 CFR 325. The proponent agency is CECW-CO-R.
Public reporting for this collection of information is estimated to average 11 hours per response, including the time for reviewing instructions, searching
existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding
this burden estimate or any other aspect of the collection of information, including suggestions for reducing this burden, to Department of Defense,
Washington Headquarters, Executive Services and Communications Directorate, Information Management Division and to the Office of Management and
Budget, Paperwork Reduction Project (0710-0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be
subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. Please DO NOT
RETURN your form to either of those addresses. Completed applications must be submitted to the District Engineer having jurisdiction over the location of
the proposed activity.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries
Act, Section 103, 33 USC 1413; Regulatory Programs of the Corps of Engineers; Final Rule 33 CFR 320-332. Principal Purpose: Information provided on
this form will be used in evaluating the application for a permit. Routine Uses: This information may be shared with the Department of Justice and other
federal, state, and local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission
of requested information is voluntary, however, if information is not provided the permit application cannot be evaluated nor can a permit be issued. One set
of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this application (see
sample drawings and/or instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application
that is not completed in full will be returned.
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO,
2. FIELD OFFICE CODE
3. DATE RECEIVED
4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE FILLED BYAPPLICANT)
5. APPLICANT'S NAME
8. AUTHORIZED AGENT'S NAME AND TITLE (agent is not required)
First - Richard Middle -W. Last - Hancock
First - Middle - Last -
Company - NCDOT-PDEA
Company -
E-mail Address -
E-mail Address -
6. APPLICANT'S ADDRESS:
9. AGENT'S ADDRESS:
Address- 1598 Mail Service Center
Address -
City - Raleigh State - NC Zip - 27699 Country -USA
City - State - Zip - Country -
7. APPLICANT'S PHONE NOs. WAREA CODE
10. AGENTS PHONE NOs. WAREA CODE
a. Residence b. Business c. Fax
a. Residence b. Business c. Fax
919-707-6001
STATEMENT OF AUTHORIZATION
11. 1 hereby authorize, to act in my behalf as my agent in the processing of this application and to furnish, upon request,
supplemental information in support of this permit application.
SIGNATURE OF APPLICANT DATE
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
R-0623
13. NAME OF WATERBODY, IF KNOWN (if applicable)
14. PROJECT STREET ADDRESS (if applicable)
Rocky, Warner, Turkey, & Smithermans Cr., Long Br, Little River
Address
15. LOCATION OF PROJECT
Latitude: -N 35.334610 Longitude: -W 79.903305
City - State- Zip-
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
State Tax Parcel ID Municipality
Section - Township - Range -
ENG FORM 4345, OCT 2012 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3

17. DIRECTIONS TO THE SITE
Please see attached vicinity map and cover letter.
18. Nature of Activity (Description of project, include all features)
R-0623 proposes to construct the NC 24/27 Troy Bypass from west of SR 1138 (Dairy Road) to just east of Little River in Montgomery
County, NC for a total of 6.65 miles.
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
The purpose and need for this project is based on current and projected traffic volumes, particularly the high volumes of truck traffic (7%
to 10%) traveling through downtown Troy. The proposed bypass would provide additional roadway capacity, accommodate projected
traffic volumes, reduce congestion on main arteries in downtown Troy and provide better access to NC 24/27.
USE BLOCKS 20-23 IF DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s) for Discharge
Impacts will result from widening the roadway and shoulders, construction of roadway on new location, and bridge construction.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount in Cubic Yards Amount in Cubic Yards Amount in Cubic Yards
See attached cover letter.
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Acres See attached cover letter.
or
Linear Feet See attached cover letter.
23. Description of Avoidance, Minimization, and Compensation (see instructions)
See attached cover letter.
ENG FORM 4345, OCT 2012 Page 2 of 3

24. Is Any Portion of the Work Already Complete? Yes nNo IF YES, DESCRIBE THE COMPLETED WORK
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody (if more than can be entered here, please attach a supplemental list).
a. Address- See attached permit drawings.
City - State - Zip -
b. Address -
City - State - Zip -
c. Address -
City - State - Zip -
d. Address -
City - State - Zip -
e. Address -
City - State - Zip -
26. List of Other Certificates or Approvals/Denials received from other Federal, State, or Local Agencies for Work Described in This Application.
AGENCY TYPE APPROVAL` IDENTIFICATION DATE APPLIED DATE APPROVED DATE DENIED
NUMBER
Would include but is not restricted to zoning, building, and flood plain permits
27. Application is hereby made for permit or permits to authorize the work described in this application. I certify that this information in this application is
complete and accurate. I rther certify that I possess the authority to undertake the work described herein or am acting as the duly authorized agent of the
applicant.
. / i4ckcj Vd UJ , t 1�V�cdc y
9YNA T
OF APPLICANT DATE SIGNATURE OF AGENT DATE
The Application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
18 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not more than $10,000 or imprisoned not more than five years or both.
ENG FORM 4345, OCT 2012 Page 3 of 3

~r
Ecosystem
PROGRAM
March 7, 2014
Mr. Richard W. Hancock, P.E.
Manager, Project Development and Environmental Analysis Unit
North Carolina Department of Transportation
1548 Mail Service Center
Raleigh, North Carolina 27699-1548
Dear Mr. Hancock:
Subject: EEP Mitigation Acceptance Letter:
R-0623, Troy Bypass — NC 24 / 27 from SR 1138 (Dairy Road) to East of the Little River,
Montgomery County
The purpose of this letter is to notify you that the Ecosystem Enhancement Program (EEP) will provide the
compensatory stream and wetland mitigation for the subject project. Based on the information supplied by you on
March 6, 2014, the impacts are located in CU 03040104 of the Yadkin River basin in the Southern Piedmont (SP)
Eco-Region, and are as follows:
Yadldn
Stream
Wetlands
Buffer (Sq. Ft.)
03040104
Non-
Coastal
Sp
Cold
Cool
Warm
Riparian
Zone 1
Zone 2
Riparian
Marsh
Impacts
(feet/acres)
0
0
4,558.0
1.19
0.03
0
0
0
*Some of the stream and wetland impacts may be proposed to be mitigated at a 1:1 mitigation ratio. See permit application for
details on the mitigation ratio proposal. EEP is proposing to provide riparian wetland mitigation for all wetland impacts
associated with this project.
This mitigation acceptance letter replaces the mitigation acceptance letter issued on February 25,
2014. EEP commits to implementing sufficient compensatory warm stream mitigation and riparian wetland
mitigation credits to offset the impacts associated with this project as determined by the regulatory agencies in
accordance with the N.C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In -
Lieu Fee Instrument dated July 28, 2010. If the above referenced impact amounts are revised, then this mitigation
acceptance letter will no longer be valid and a new mitigation acceptance letter will be required from EEP.
8420.
cc:
If you have any questions or need additional information, please contact Ms. Beth Harmon at 919-707-
Sincerely,
nt Supervisor
Ms. Liz Hair, USACE — Wilmington Regulatibry Field Office
Mr. David Wainwright, Division of Water Quality, Wetlands/401 Unit
File: R-0623 Revised
RP.StOrwg... ...-pnot2Our Rate,
V-��
NCDENR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-707-8976 / htto://oortal.ncdenr.org/web/eep

Subject:
Team Members:
Draft Meeting Minutes from 4B Preliminary Drainage Design
Review
May 16, 2012 for R-0623 in Montgomery County
Ronnie Smith-USACE
Gary Jordan-USFWS
Travis Wilson-NCWRC
Felix Davila-FHWA
Chris Militscher-EPA
Mason Herndon-NCDWQ
Greg Brew -Roadway
John Olinger -Division 8
Derrick Weaver-PDEA
Mack Bailey -Structures
Rachelle Beauregard-NES
(present)
(present)
(present)
(absent)
(present)
(absent)
(present)
(absent)
(absent)
(absent)
(present)
Participants:
Marshall Clawson, NCDOT Hydraulics
Bill Zerman, NCDOT Hydraulics
Ronnie Smith, USACOE
Travis Wilson, NCWRC
Gary Jordan, USFWS
Ahmad Al-Sharawneh, NCDOT PDEA
Chris Militscher, USEPA
Greg Price, NCDOT NES
Rachelle Beauregard, NCDOT NES
David Wainwright, NCDWQ
Kevin Fisher, NCDOT Structure Design
Lonnie Brooks, NCDOT SMU
Matthew Harvey, Mulkey E & C
Bill Stephens, Mulkey E & C
Greg Brew, NCDOT Roadway Design
Mark Staley, NCDOT REU
Kevin Aldridge, NCDOT Roadway Design
Imad Younis, NCDOT Roadway Design
Wayne Davis, NCDOT TPB
Art King, NCDOT Division 8
John Nigro, NCDOT Utilities
Phil May, Carolina Ecosystems
Introductions were initiated by Marshall Clawson . Introductions were made by all in
attendance. Bill Stephens proceeded with the review.
General
• Project falls within the Yadkin -Pee Dee River Basin in which riparian buffer rules are
not applicable.
• The project has six major structures. The major structures consist of 2 bridges and 4
culverts.

Plan Sheet 5 (Site 1)
• Impacts to surface waters from proposed roadway cross pipe, fill in wetlands from
proposed roadway fill.
• Both forks of the stream coming into the proposed pipe at —L1- 28+00 +/- left are
jurisdictional streams (JS). Location and Surveys should label the smaller fork to the
left as a JS.
Plan Sheet 5 (Site 2)
• Impacts to surface waters from proposed roadway fill and cross pipe.
• Location and Surveys should label this stream as a JS.
• It was suggested to move the proposed outlet pipe slightly at this location so as to not
discharge directly into the stream.
Plan Sheet 7 (Site 3)
• Impacts to surface waters and wetlands from the proposed 2 @ 8'x 6' RCBC and
roadway fill. Existing 5'x 6' box culvert will be removed.
Plan Sheet 8 (Site 4)
• Impacts to surface waters and wetlands from proposed roadway fill and proposed
cross pipe.
• The stream branch flowing in from the north at approximate —L- Sta. 71+50 left and
labeled S75 is a JS. Location and Survey should label this stream as a JS.
Plan Sheet 9 (Site 5)
• Impacts to surface waters and wetlands from proposed roadway fill and 2 @ 10'x 7'
RCBC. Existing 6'x6' box culvert will be removed.
• Baffles are proposed for the box culvert due to its slope.
• It was questioned if the portion of the JS being covered by proposed roadway fill at
—L- Sta. 76+00 right could be relocated outside of the fill slope. Mulkey E & C will
consider during design process.
Plan Sheet 9 (Site 6) new delineation(small triangle near station 79+92.68 label)
• Impacts to surface waters (pond) and wetlands from proposed roadway fill.
• Excavation in wetlands from proposed lateral ditch.
• It was asked if a natural stream design could be incorporated into the proposed lateral
ditch from —L- Sta. 77+00 to 86+00 right to mitigate the loss of the JS (S8). Due to
the business on the right, existing utilities and the steepness of the terrain, a natural
stream design would not be feasible.
• Treatment of stormwater drainage will be obtained from proposed roadway and
median grassed ditches/swales and the proposed lateral ditch/swale on the right.

Plan Sheet 12 (Site 7)-new delineation
• Proposed bridge over Warners Creek
• Warner Creek is a FEMA Regulated stream.
• Impacts to surface waters and wetlands from proposed roadway fill.
• It was asked if the proposed bridge could be shifted to the east and lengthened to span
the area of wetlands on the east side of the creek. NCDOT Hydraulics Unit indicated
that the bridge would be sized hydraulically so as not to raise the 100 yr water surface
elevation more than 1 foot. It was determined that shifting the bridge would not avoid
the wetland areas due to the end bent fill slopes and the bridge will not be shifted and
lengthened to avoid the wetland area.
Plan Sheet 13 (Site 8)-new delineation
• Impacts to surface waters and wetlands from proposed roadway fill.
• Mulkey E & C is proposing that the fill slopes be adjusted from 2:1 to 1.5:1 to
eliminate/reduce the impacts to the stream and wetlands. 1.5:1 fill slope will be rock
plated to protect slope.
Plan Sheet 13 (Site 9)-new delineation
• Impacts to wetlands from proposed roadway fill.
Plan Sheet 14/15 (Site 10)
• Impacts to wetlands from proposed roadway fill.
• Small area of wetlands outside the cut slope at —L- Sta. 149+80 right should be
considered a take due to its proximity to the proposed roadway cut slope.
• A dry detention pond may be proposed in this area to reduce discharges to an existing
farm pond downstream to the left of the project. Stormwater BMP's should not be
placed in wetland areas or Historic Properties.
Plan Sheet 17 (Site 11)
• Impacts to surface waters from proposed roadway fill and cross pipe.
• Do not ditch through the wetlands on the north side of the project as was shown on
the preliminary drainage plans to join the two streams. Possibly use a second pipe
and junction into the proposed cross pipe.
Plan Sheet 18/19 (Site 12)
• Impacts to surface waters from proposed roadway fill and 2 @ I V x 8' RCBC.
• It was noted that this stream was not Turkey Creek, it is a tributary to Turkey Creek.
Plan Sheet 20-new delineation
• Impacts to surface waters from proposed roadway fill —L- Sta. 218+00 to 219+00
right.
• Mulkey E & C is proposing that the fill slopes be adjusted from 2:1 to 1.5:1 and rock
plated to eliminate impacts to the JS.

Plan Sheet 20 (Site 13)-new delineation
• Impacts to wetlands from proposed roadway fill.
Plan Sheet 21 (Site 14)
• Impacts to surface waters from proposed roadway fill and cross pipe.
Plan Sheet 22 (Site 15)
• Impacts to surface waters from proposed roadway fill and cross pipe.
Plan Sheet 23 (Site 16)-new delineation
• Impacts to surface waters and wetlands due to roadway fill and cross pipes.
• It was noted that the drain line through the wetland area on the left is not a JS.
Plan Sheet 23/24 (Site 17)-new delineation
• Impacts to surface waters and wetlands due to roadway fill and cross pipe.
Plan Sheet 24/25 (Site 18)-new delineation
• Impacts to surface waters and wetlands from proposed roadway fill and 2 @ 12' x 7'
RCBC.
• There is a Green Sheet commitment for a small animal crossing at this location.
Since the proposed structure is a 2-barrel box culvert, the second high flow barrel can
be utilized as the animal crossing and no other separate floodplain pipe is required.
• The small tributary entering Smithermans Creek from the west starts as a JS on sheet
24 at the bend in the stream at approximately —L- 282+60 left. Location and Surveys
should revise JS limits.
Plan Sheet 27 (Site 19)
• Impacts to wetlands from proposed roadway fill.
Plan Sheet 29 (Site 20)
• Proposed bridge over the Little River.
• There is a Green Sheet commitment to provide a 25 ft setback from the proposed
endbent slope to the top of the bank on the west side of the river for a future
greenway.
Plan Sheet 30 (Site 21)
• Impacts to surface waters (pond).
• Existing pond is in proposed right of way and is proposed to be drained.
Plan Sheet 31 (Site 22)
• Impacts to surface waters (pond).
• Existing pond is in proposed right of way and is proposed to be drained and filled to
the right of way line.

Plan Sheet 33 (Site 23)
• Impacts to surface water and wetlands from proposed roadway fill, cross pipe and
lateral ditch.
• The JS starts on the downstream (south) side of the area of wetlands on the north side
of —Y7-.
• On the south side of —Y7-, the channel branch on the west side is not a JS. The east
channel is a JS and should be labeled as such by Location and Surveys.
• There is a pond on the north side —Y7-. Location and Surveys is to pick up pond to
show on the plans.
Meeting Adjourned.

Subject:
Team Members:
Final Meeting Minutes from 4C Preliminary Permit Review
May 16, 2013 for R-0623 in Montgomery County
Ronnie Smith-USACE
Gary Jordan-USFWS
Travis Wilson-NCWRC
Felix Davila-FHWA
Chris Militscher-EPA
David Wainwright-NCDWQ
Greg Brew -Roadway
Rueben Blakley-Division 8
Derrick Weaver-PDEA
Mack Bailey -Structures
Greg Price-NCDOT NES
(present)
(absent)
(absent)
(absent)
(absent)
(present)
(absent)
(present)
(absent)
(absent)
(present)
Participants Present:
Marshall Clawson, NCDOT Hydraulics
Bill Zerman, NCDOT Hydraulics
Charles Smith, NCDOT Hydraulics
Ahmad Al-Sharawneh, NCDOT PDEA
Kevin Fisher, NCDOT Structure Design
Dan Duffield, Mulkey E & C
Bill Stephens, Mulkey E & C
Kevin Aldridge, NCDOT Roadway Design
Imad Younis, NCDOT Roadway Design
John Nigro, NCDOT Utilities
Doumit Ishak, NCDOT Congestion Manag.
Introductions were initiated by Marshall Clawson. Introductions were made by all in
attendance. Bill Stephens and Dan Duffield proceeded with the review.
General
• For any ditches/swales that enter a wetland area, any rip rap should end at the wetland
boundary and not be placed in the wetland area.
• Bill Stephens pointed out that Site 1 and Site 2 were located in a HQW area.
• NCDOT Hydraulics Unit is to coordinate with NCDOT Structures Unit to ensure that
box culverts are backfilled with bed material to a depth of 1 foot and that this
information is indicated on the culvert general drawings.
Plan Sheet 5 (Site 1)
• Include bank stabilization impacts to summary sheet for rip rap at outlet. — done
included
• Check stream impacts, separate stream impacts and bank stabilization. — done
checked
Plan Sheet 5 (Site 2)
• Stream should be labeled as a JS stream. — done updated
• Show any stream impacts on summary sheet — done updated
Plan Sheet 7 (Site 3)

• NCDOT Hydraulics Unit is to coordinate with NCDOT Structures Unit to ensure that
box culverts are backfilled with bed material to the depth of the sill for the overflow
barrel and 1 foot for the main barrel. This information should be indicated on the
culvert general drawings. — DOT Task
• The channel tie should be shown and should be the same depth of the existing. —
Done — this tie is a transitional area and the tie for the main low flow barrel was
tied into the stream as best as possible in a length that was designed to keep the
stream stable both u/s and d/s.
Plan Sheet 8 (Site 4)
• At the inlet end of the proposed 60" pipe there are 2 stream branches that flow into
the pipe. The southernmost branch that is existing from the existing 18" pipe is not a
JS and the impacts should be removed from the summary. — done removed
• The length of the tail ditch for the 60" pipe should be added to detail "T". — done
added to detail.
• Bank stabilization should be added to the summary sheet. - done
• If the channel at the outlet is being re -shaped, the impacts should be included as a
permanent impact. — done included as permanent
• Extend the impacts to the C/A line - done
Plan Sheet 9 (Site 5)
• Site 5 is to be broken up into different areas (5, 5A, 5B, etc). NCDOT — NES is to
coordinate this through NCDOT Hydraulics Unit. done
• At the culvert outlet, no need to add bank stabilization in the area of channel
improvements (permanent impacts). This is double counting impacts. done
• Per NCDOT Utilities, add stream bank stabilization at the outlet end of the box
culvert from the end of the permanent channel impacts to the R/W line. There is a
proposed utility to be installed in this area. done
• Include all of the wetlands in the pond as a total take (right of —L- Sta. 84+00+/-).
done
• The wetlands are isolated and the impacts are not subject to the 404 jurisdiction and
should not be included in the 404 impact calculations. NCDOT
• Need to make sure we have enough easement for a skimmer basin NCDOT
Plan Sheet 12 (Site 7)
• Site 7 to be broken up into subareas, NCDOT — NES is to coordinate this through the
NCDOT Hydraulics Unit. done
• Include bank stabilization with Site 7 where ditches meet the stream with rip rap at
embankment. done
• Need to adjust the SS line to stop at the approapate location and tie to the bridges
sloping spill thru abutments. done

Plan Sheet 17 (Site 11)
• At the inlet end of the proposed 84" pipe, that is one wide stream and not 2 separate
streams or a fork. Show impacts as one stream. done
• The stream entering the proposed 54" pipe should be labeled "Site 11 F. done
• Revise bank stabilization at the outlet of the proposed 96" pipe to Class II. done
• Add bank stabilization along the stream where the lateral base ditch meets the stream
at Sta. 188+00 right. Add the bank stabilization to the limits of the PDE. done
Plan Sheet 18 (Site 12)
• Remove bank stabilization at the outlet of the culvert since the channel improvements
are considered permanent impacts. done
Plan Sheet 20 (Site 13)
• Investigate using 3:1 slopes in the wetland area. (Changing to 3:1 slopes may create
the need for guardrail, a wider shoulder and the difference in wetland impacts may be
minimal). Coordination with Roadway Design needed. done
• The wetlands are isolated and the impacts are not subject to the 404 jurisdiction and
should not be included in the 404 impact calculations.
Plan Sheet 21 (Site 14)
• Add cross section/pipe profile to permits.- in the past it was determined that any pipes
60" and less did not need a stream profile or cross section. A cross section will not be
prepared for this site.
• Need to make sure the TS is legible done
Plan Sheet 22 (Site 15)
• Summary is missing permanent stream impacts. done
• Add stream bank stabilization at inlet where the 2 ditches tie into the stream. done
Plan Sheet 23 (Site 17)
• Add stream bank stabilization at the inlet where the 2 ditches tie to the stream, if the
ditches cannot terminate before entering the wetlands. done
• Add stream bank stabilization at outlet if the ditch cannot terminate before entering
the wetlands. This will be a fill in wetlands not stream bank stabilization
Plan Sheet 23 (Site 18)
• Investigate using 3:1 slopes to reduce impacts to this wetland area. Coordination with
Roadway design as needed. Slopes not changed
Plan Sheet 24 (Site 19)

• Subdivide Site 19 into subareas (19, 19A, 19B, etc). NE to coordinate with NCDOT
Hydraulics unit. done
• Add a note at the outlet that states a "portion of the stream channel is to remain open".
Note this channel is consider a permanent impact and as such the rip rap shown is not
to be consider stream bank stabilization as this would be considered double impacts.
done
Plan Sheet 25 (Site 19)
• Add note "portion of the stream channel is to remain open". done
• Add bank stabilization for ditch entering stream on inlet end of culvert. done
• Extend sill boulders around 90 degree bend at inlet end of culvert. done
Plan Sheet 29 (Site 21)
• A causeway will be added to this permit sheet. Coordination is ongoing with
NCDOT concerning the proposed causeway needs. done
• The proposed ditches/swales shown draining into the Little River will be extended to
the JS and stream bank stabilization will be added. done
• The NCDWQ mentioned the possible need for hazardous spill basins on this sheet
because the Little River upstream of the project crossing is classified as HQW.
NCDWQ to verify this. NCDOT
• NCDOT Utilities indicated there will likely be a major utility installed across the
Little River along the north side of the roadway. NCDOT
Plan Sheet 30 (Site 22)
• JS impacts on the outlet end of the existing 30" cross pipe should be removed. done
• The Site 21 label at the outlet of the 30" pipe should be removed. done
• Stream impacts need to be revised on the impact summary sheet. No permanent
stream impacts will be proposed. done
Plan Sheet 31 (Site 23)
• There are no JS impacts at this site.
Plan Sheet 34(Site 24)
• This site is to be subdivided into 2 Sites, NES to coordinate with NCDOT Hydraulics
Unit done
• On the outlet end of the proposed cross pipe, the west branch of the stream shown on
the plans is not a JS. Remove impacts from permit sheet and summary. done
• Extend stream at outlet on permit drawings. done
Meeting Adjourned.

w
North Carolina Department of Transportation
Highway p p �
Store ►►tivater I
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 1.2; Released July 2012) FOR LINEAR ROADWAY PROJECTS
Project/TIP No.: 34352.1.1 Count (ies): Montgomery Page 1 of 2
General Project Information
Project No.:
34352.1.1
Project Type: New Location Date: 4/16/2013
NCDOT Contact:
Marshall Clawson, P.E.
Contractor / Designer:
Mulkey Engineers & Consultants - William T. Stephens, Jr, P.E.
Address:
Hydraulics Unit
Address:
6750 Tryon Road
1020 Birch Ridge Road
Cary, NC 27518
Raleigh, NC 27610
Phone:
919-707-6713
Phone:
919-858-1877
Email:
[e-mail]
Email:
I [e-mail]
City/Town:
Troy
Count (ies):
Montgomery
River Basin(s):
Yadkin -Pee Dee
CAMA County?
I No
Primary Receiving Water:
Warner Creek see Environmental Summary for additional
NCDWQ Stream Index No.:
13-25-30-2
NCDWQ Surface Water Classification for Primary Receiving Water
Class C
Supplemental:
Suppl
None
Other Stream Classification:
303(d) Impairments:
None
Buffer Rules in Effect
N/A
Project Description
Project Length (lin. Miles or feet):
6.65 miles —Surrounding Land Use: Mixed developed and rural
Proposed Project
Existing Site
Project Built -Upon Area (ac.)
79.64 ac.
14.96 ac.
Typical Cross Section Description:
4 Lane divided with grassed median and paved shoulders
Average Daily Traffic (veh/hr/day):
Design/Future: 18,200
Existing: 12,641
General Project Narrative:
This project is located just to the south of the Town of Troy in Montgomery County and is in the Yadkin Pee -Dee River Basin. The project is a proposed four lane, shoulder
section facility with a divided grassed median. The total project length is 6.65 miles. Approximately 1.3 miles of the beginning of the project and 0.9 miles of the end of the
project are widening on existing location of NC 24/27. The remaining 4.5 miles of the project is on new location. The project drainage system will consist mainly of ditches,
cross pipes, storm drainage systems and box culverts. There are also two bridge crossing locations on the project at Warner Creek and the Little River.
Six named streams or their tributaries are affected by the proposed project:
• Rocky Creek Index # 13-25-30-(0.5) Stream Classification C;HQW
• Warner Creek Index # 13-25-30-2 Stream Classification C
• Long Branch Index #13-25-28 Stream Classification C
• Turkey Creek Index # 13-25-25 Stream Classification C
• Little River Index # 13-25-(19) Stream Classification C;HQW (upstream of project)
• Little River Index # 13-25-(19) Stream Classification C (downstream of project)
• Smitherman Creek Index # 13-25-21 Stream Classification C
Approximately 0.42 miles of the beginning of the project is located in the Rocky Creek drainage area which is listed as HQWs. The project crosses one unnamed tributary to
Rocky Creek. Swales are proposed to carry surface water drainage from the project to this tributary. The section of the Little River on the north side of our project is
considered HQW. A grassed swale is proposed on the north side of the project to treat surface water drainage before it enters the Little River. None of the streams listed are
included on the 303(d) list for impaired streams.
Cross pipes in jurisdictional streams will have the inverts buried a minimum of 20% of the diameter of the pipe size up to and including 60" diameter. For pipes 60" or greater
and box culverts, the inverts will be buried 1.0'.
At the two bridge crossings of Warner Creek and the Little River, no deck drains will be used in order to avoid direct discharges into the surface waters. Deck drainage will be
collected in storm drain systems off the ends of the bridges and discharged into either grassed ditches or grassed swales before entering the streams.
References
Montgomery County, NC - DWQ Environmental Sensitivity Map 2010, NC Water Quality Classifications By NC River Basin -Yadkin Pee -Dee River Basin.

Hi hWcl North Carolina Department of Transportation
StOYt rvvatcr Highway Stormwater Program
0 STORMWATER MANAGEMENT PLAN
(Version 1.2; Released July 2012) FOR LINEAR ROADWAY PROJECTS
Project/TIP No.: 34352.1.1 County(ies): Montgomery Page 2 of 2
Swales
Sheet
No.
Station
(From / To)
Stream
Crossing
Station
Base Width
(ft)
Front Slope
(H:V)
Back Slope
(H:V)
Drainage
Area
(ac)
Recommended
Treatment Length
(ft)
Actual
Length
(ft)
Longitudinal
Slope
M
Q2
(cfs)
V2
(fps)
Q10
(cfs)
V10
(fps)
Rock
Checks
Used
4
-L1- 25+00 RT
-1_1- 27+05
6.0
3
3
2.58
258
100
7.70 %
5.9
2.5
7.6
3.0
Yes
-L1-26+00 RT
5
-1_1- 26+00 RT
-1_1- 27+05
6.0
3
3
2.58
258
91
4.44 %
5.9
2.1
7.6
2.4
Yes
-1_1-26+90 RT
5
-1_1- 26+90 RT
-1_1- 27+05
6.0
3
3
4.32
432
35
2.90 %
10.6
2.5
13.5
2.8
Yes
-L1-27+25 RT
5
-L1- 27+25 RT
-1_1- 27+05
6.0
3
3
4.32
432
175
1 1.20 %
10.6
4.1
13.5
4.7
Yes
-L1- 29+00 RT
5
-L- 30+50 RT
-L- 30+50 RT
3.0
3
3
0.48
48
24
10.00%
2.0
1.9
2.6
2.2
No
29
-L- 339+63 LT
-L- 339+50
6.0
3
3
3.85
385
4.00 %
9.6
2.7
12.3
3.0
Yes
-L-340+50 LT
29
-L- 340+50 LT
-L- 339+50
6.0
3
3
3.85
385
250
0.67%
9.6
1.3
12.3
1.5
No
-L-343+00 LT
0
0
0
0
0
0
0
0
0
0
0
0
0
YES 0 No Have minimum design criteria, as presented in the NCDOT Best Management Practices Toolbox, Version 1 (March 2008), been met and verified? If No,
provide further explanantion of why design criteria was not met.
Additional Comments
MEP were utilized in design.

Highway North Carolina Department of Transportation 4k
-=--Stormwater
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 1.2; Released July 2012) FOR LINEAR ROADWAY PROJECTS
Project/TIP No.: 34352.1.1 Count ies : Montgomery Page 1 of 2
General Project Information
Project No.:
34352.1.1
Project Type: New Location
Date: 4/16/2013
NCDOT Contact:
Marshall Clawson, P.E.
Contractor / Desi ner:
Mulkey Engineers & Consultants - William T. Stephens, Jr, P.E.
Address:
Hydraulics Unit
Address:
6750 Tryon Road
1020 Birch Ridge Road
Cary, NC 27518
Raleigh, NC 27610
Phone:
919-707-6713
Phone:
919-858-1877
Email:
mclawson@ncdot. ov
Email:
bste hens@mulke inc.com
City/Town:
Troy
Count ies :
Montgomery
River Basin(s):
Yadkin -Pee Dee
CAMA County?
No
Primary Receiving Water:
1warner Creek see Environmental Summary for additional
NCDWQ Stream Index No.:
13-25-30-2
NCDWQ Surface Water Classification for Primary Receiving Water
Primary:
Class C
Supplemental:
None
Other Stream Classification:
303 d Impairments:
None
Buffer Rules in Effect
N/A
Project Description
Project Length (lin. Miles or feet):
6.65 miles
Surrounding Land Use:
Mixed developed and rural
Proposed Project
Existing Site
Project Built -Upon Area ac.
79.64 ac.
14.96 ac.
Typical Cross Section Description:
4 Lane divided with grassed median and paved shoulders
Average Daily Traffic (veh/hr/day):
Design/Future: 18,200
Existing: 12,000
General Project Narrative:
This project is located just to the south of the Town of Troy in Montgomery County and is in the Yadkin Pee -Dee River Basin. The project is a proposed four lane, shoulder
section facility with a divided grassed median. The total project length is 6.65 miles. Approximately 1.3 miles of the beginning of the project and 0.9 miles of the end of the
project are widening on existing location of NC 24/27. The remaining 4.5 miles of the project is on new location. The project drainage system will consist mainly of ditches,
cross pipes, storm drainage systems and box culverts. There are also two bridge crossing locations on the project at Warner Creek and the Little River.
Six named streams or their tributaries are affected by the proposed project:
• Rocky Creek Index # 13-25-30-(0.5) Stream Classification C;HQW
• Warner Creek Index # 13-25-30-2 Stream Classification C
• Long Branch Index #13-25-28 Stream Classification C
• Turkey Creek Index # 13-25-25 Stream Classification C
• Little River Index # 13-25-(19) Stream Classification C;HQW (upstream of project)
• Little River Index # 13-25-(19) Stream Classification C (downstream of project)
• Smitherman Creek Index # 13-25-21 Stream Classification C
Approximately 0.42 miles of the beginning of the project is located in the Rocky Creek drainage area which is listed as HQWs. The project crosses one unnamed tributary to
Rocky Creek. Swales are proposed to carry surface water drainage from the project to this tributary. The section of the Little River on the north side of our project is
considered HQW. A grassed swale in proposed on the north side of the project to treat surface water drainage before it enters the Little River. None of the streams listed are
included on the 303(d) list for impaired streams.
Cross pipes in jurisdictional streams will have the inverts buried a minimum of 20% of the diameter of the pipe size up to and including 60" diameter. For pipes 60" or greater
and box culverts, the inverts will be buried 1.0'.
At the two bridge crossings of Warner Creek and the Little River, no deck drains will be used in order to avoid direct discharges into the surface waters. Deck drainage will be
collected in storm drain systems off the ends of the bridges and discharged into either grassed ditches or grassed swales before entering the streams.
References
Montgomery County, NC - DWQ Environmental Sensitivity Map 2010, NC Water Quality Classifications By NC River Basin -Yadkin Pee -Dee River Basin.

HII hWa North Carolina Department of Transportation
g Y
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN •~"'°'^ ""�'
(Version 1.2; Release FOR LINEAR ROADWAY PROJECTS
Project/TIP No.: 34352.1.1 Count ies): Montgomery Page 2 of 2
Swales
Sheet
No.
Station
From / To
Stream
Crossing
Station
Base Width
(ft)
Front Slope
(H:V)
Back Slope
(H:V)
Drainage
Area
(ac
Recommended
Treatment Length
ft
Actual
Length
ft
Longitudinal
Slope
%
Q2
cfs
V2
(fps)
Q10
cfs)
V10
(f s
Rock
Checks
Used
4
L1 25+00 RT
L1- 27+05
6.0
3
3
2.58
258
7.70%
5.9
�'.5r
7.6
3.0
Yes
-L1- 26+00 RT
5
-L1- 26+00 RT
-L1- 27+05
6.0
3
3
2.58
258
x
4.44%
5.9
2��> .:
7.6
2.4
Yes
L1 26+90 RT
5
L1 26+90 RT
L1- 27+05
6.0
3
3
4.32
432
2.90%
10.65a
13.5
2.8
Yes
-L1- 27+25 RT
5
1-1 27+25 RT
L1- 27+05
6.0
3
3
4.32
432
f
11.20%
10.6
B :' .
13.5
-
Yes
-L1- 29+00 RT
5
L 30+50 RT
L- 30+50 RT
3.0
3
3
0.48
48
2.0
1.9
2.6
2.2
No
29
-L- 339+63 LT
-L- 339+50
6.0
3
3
3.85
385
4.00 /°
9.6
2.Ti
12.3
3.0
Yes
-L- 340+50 LT.>
29
L 340+50 LT
-L- 339+50
6.0
3
3
3.85
385
r�� M
0. 67%
9.6
1.3
12.3
1.5
No
-L- 343+00 LT
0
0
0
0
0
0
0
0
0
0
0
0
0
❑ YES F,/] N0 Have minimum design criteria, as presented in the NCDOT Best Management Practices Toolbox, Version 1 (March 2008), been met and verified? If No,
provide further explanantion of why design criteria was not met.
Additional Comments
MEP were utilized in design.

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1311220
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13,0 1340 A
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59 002
34 94
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IIN 1138 1139 1140 O.
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1656 1 0 1813
BEGIN PROJECT I >s 1-
11 1fi60 3 , 1 e'er~ Is51 o 220 1s00 220
005 _ 1- 151 A
569
Cep s e seB
119 15�9 a. 19i9 168
¢ 005
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1116 IS 6 1005 1fi59
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VICINITY MAP
THIS PROJECT IS WITHIN TBE MUNICIPAL BOUNDARY OF TROY
BEGIN CONSTRUCTION
TRAFFIC SIGNAL
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
S
MONTGOMERY COUNTY
LOCATION: NC 24/27 TROY BYPASS FROM WEST OF SR 1138
(DAIRY ROAD) TO JUST EAST OF LITTLE RIVER
TYPE OF WORK: GRADING, DRAINAGE, PAVING, STRUCTURES
SIGNALS AND SIGNING
FWET6M AND SURFACE WATER IMPACTS PERMIT
-Y7-
CAPELSM RD
RELOCA77ON
(SR 1519)
NOTE: THIS PROJECT IS A PARTIAL CONTROLLED ACCESS PROJECT WITH ACCESS BEING LIMITED TO POINTS AS SHOWN ON THE PLANS
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III
PERMIT DRAWING
SHEET L OF 9/
PRELIMINARY PLANS
M NOT USE FOR CONSTRUCTION
GRAPHIC SCALES
DESIGN DATA
PROJECT LENGTH
Prepored In the Office of:
HYDRAULICS ENGINEER
DIVISION OF HIGHWAYS
ADT 2014 = 6610 - 12,641
DIVISION OF HIGHWAYS
F NORTjj
C4Qp
50 25 0 50 100
ADT 2040 = 9300 - 18,200
1000 Birch Ridge Dr., Raleigh NC, 27610
�� O
DHV = 10 %
LENGTH ROADWAY TIP PROJECT R-0623 = 6.518 MILES
2012 STANDARD SPECIFICATIONS
y y
PLANS
D = 55 %
Px
SIGNATURE.
o
50 25 0 50 100
T —_ 17 %
V = 60 MPH
* TTST =12% DUAL 5%
LENGTH STRUCTURES TIP PROJECT R-0623 = 0.131 MILES
RIGHT OF WAY DATE.
JANUARY 30, 2013
G. E. BREW, P.E.
rn o
r
PA A,
f
ROADWAY DESIGN
ENGINEER
PROJECT ENGBaM
PROFILE (HORIZONTAL)
TOTAL LENGTH OF TIP PROJECT R-0623 = 6.649 MILES
10 5 0 10 20
LETTING DATE:
NOVEMBER 18, 2014
I.T. YOUNIS
SiGMTURs: Pam'
r OF TRpNSSo
STATE OF NORTH CAROLINA
FUNCTIONAL CLASSIFICATION
RURAL ARTERIAL
REGIONAL TIER PROJECT
PROJECT DESIGN EAMWER
PROFILE (VERTICAL)

PROJECT
z
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KATIE OEATON
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SITE 1
_ 5" MONOLITHIC CONC. ISLAND
IOo' O' 100' 200' 300'
\ GRAPHIC SCALE
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RAV SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DO NOT USE PC* commIICIloN
FOR PROFILE OF LINE -L- SEE SHEET 36
FOR PROFILE OF LINE -L1- SEE SHEET 36
FOR PROFILE OF LINE 42- SEE SHEET 37
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
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GRAPHIC SCALE
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DENOTES FILL IN
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PROJECT REFERENCE NO.
1 SHEEP NO.
R-0623
5
PAY SHEET NO.
ROADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
FPRELIMWA RY
PLANS
DO NOT De 110
CO MUl7170N
FOR PROFILE OF LINE -Ll- SEE SHEET 36
FOR PROFILE OF LINE -1-2- SEE SHEET 37
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
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w SEE DETAIL RR
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50' b' 50' 100,
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RAP BANKS ONLY
GRAPHIC SCAaE
Inc, ul101 cv
NC 24127 BST
PROJECT REFERENCE NO. SHEET NO.
R4623 5
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMIN Y PLANS
C FOR PROFILE OF LINE -L- SEE SHEET 36
FOR PROFILE OF LINE -Ll- SEE SHEET 36
FOR PROFILE OF LINE -1-2- SEE SHEET 37
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
--�— — — — — — — — F SHEET y OF
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T T T T T T T — Q
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EST. I F6ERFMAT lT90YSY
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R-0623 7
100' 0' 100' 200' 300' PN! SHEET No.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
GRAPHIC SCALEtRZ�\
DENOTES IMPACTS IN
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\ENOTES. HAND PRELIMIN Y PLANS
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1
NC 2427
11
TROY BYPASS -L- 11,379
16,300
16,400
100
200
N
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3GO
ADT 2014
ADT 2040
ALEXANDER DR.
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NC 2427
11,369
TROY BYPASS _ L- 11,379
16,300
100
16,400
200
i
ADT 2014
200
300
ADT 2040
ALEXANDER DR.
JO ELLEN HOLDER
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ENGINEER ENGINEER
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DO N07'� CDGR1W1'RIImoN
FOR PROFILE OF LINE -Y2- SEE SHEET 51
FOR PROFILE OF LINE -L- SEE SHEETS 37
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j
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it
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EST. 3 TONS
MCRAE INDUSTRIES Ill
I
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100'
RA4 SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PIT- I N.�RY PLANS
W N07 llte *�� •DNrlA9C110x
FOR PROFILE OF LINE —L— SEE SHEET 38
FOR PROFILE OF LINE —Y3— SEE SHEET 51
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT QjAWIiTG
SHEET j3 OF
3/
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all
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SEE DETAIL T
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EST. 40 TONS
EST. 75 SY GF
EST.8 CY DDE
11CRAE MOUSTRES MC.
®DENOTES
TEMPORARY
IMPACTS IN SURFACE WJ
IMPACTS IN
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FROM STA.65+65 CL
FROM STA. 72+68 CL
FROM STA. 75+14 CL
3/
BENNY HAIPTON
MCRAE INDUSTRIES W—
WW SHEET NO,
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINY PLANS
no xor >n �oN.ILL ox
FOR PROFILE OF LINE -L- SEE SHEET 38
FOR PROFILE OF LINE -Y3- SEE SHEET 51
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET& OF qj
®DENOTES TEMPORARY
IMPACTS IN SURFACE WI
®DENOTES IMPACTS IN
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wr 1• RV�IT Ul RRo MML40 �—
Gram
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EST TONS CLASS 'P = 50 TONS
EST FL FABRIC = IOO SY
EST. COR MATING = NO SY
EST = IO50 CY
FROM STA. 81+33 U
FROM STA 84+13 C
3/
Bow wirm
OUTLET TYPICAL
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EST. SC
FBER DWATTS G = 50 SY
FROM STA.86+34 RT
MCRAE HXMTRIES B1C.
IIIU
U IUU
CVU JUU
GRAPHIC SCALE
DENOTES FILL IN
®
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®
DENOTES HAND
CLEARING
IMPACTS IN
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h
IMPACTS IN
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SURFACE WATER
(POND)
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Q
IMPACTS IN SURFACE WATER
DENOTES EXCAVATION
I
®
N WETLAND
I
FROM STA. 81+33 CL
FROM STA 54+13 CL
FROM STA 86+34 CL
WAYNE©
TREES
SEE SHEETS 2-H & 2-1 FOR
PROJECT REFERENCE NO.
i SHEET NO.
DRAINAGE DITCH DETAILS
R4623
9
SEE SHEET 2-1 FOR PREFORMED
KW SHEEf NO.
ROADWAY DESIGN
HYDRAULICS
SCOUR HOLE DETAIL
ENGINEER
ENGINEER
BRLW LASSITER
PRELIMUN
DO NOT IIf� PO
Y PLANS
OON8T3IVC17ON
FOR PROFILE OF LINE -L- SEE SHEETS 38
AND 39
FOR PROFILE OF LINE -Y12- SEE SHEET 54
PERMIT DRAWI G
SHEET/y OF f
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EST DDE = 1050 CY
DETAIL
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FALSE SUMP
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FROM STA. 81+33 LT
FROM STA. 84+13 LT
FROM STA. 86+34 IT
SEE SHEETS 2-H & 2-1 FOR PROJECT REFERENCE NO. I SHEET NO.
nlU
V IVU
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R-0623 9
RAS SHEET NO.
SEE SHEET 2-1 FOR PREFORMED
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ENGINEER ENGINEER
®
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SEE DETAIL M SEE DETAIL I �M C. Km
SITE 5 EtP i / -� -. <�� -- �
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RETAIN � ` 1P�� p�ETS --RETAI SO
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SEE DETAIL Y
CLAss 7� pP RAP ',% //� \� BST PATSY 0. N10 FAMILY LLC -2 1
W/ FILTER FABRICGR
INCLUDES IMPACTS FOR
PROPOSED UTILITIES '
BANK STABILIZATION 1 -'� \ YTL
40 Polo
MCRAE WUSTRES NC. 1L \ B57 r5,15 COAC \� G11 p i
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SITE 5
PERMIT DRAWING
SHEET,'t,'ZOF q
-2 0 -1 0 -100 -56 510 100 150 260
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PROJECT REFERENCE NO. 1 SHEET NO.
r—
r—
F—
W
W
N
W
Lu
N
O
O
V I
1�
Lr�
r
N
I
Lu
Z
J
V
F—
N
DETAIL A DETAIL B
FALSE SUMP FALSE SUMP
Outside Ditch ( Not to Scale)
a '
Traffic Flow
i< ow ,�01 20;1
Y. 2
� Efth
S=Ditch Slope Proposed
FROM STA.116+15 RT FROM STA. 116+15 LT
FROM STA, 121+25 RT FROM STA 120+8 LT
100, 0' 100' 200, 300'
GRAPHIC SCALE
® DENOTES FILL IN
WETLAND
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
DETAIL
SUMP
1P
( Not to Smle)
Medien Ditch
9" 2'
cx�t R.bi--•ram za•� GI
S=DRd� Slope 4 Proposed Ditch
Ditch ra L Mitch Gr • L
0.U% To 2.0% 20, Orer 4.0% To 6.0%4 40'
30' 1 Owr 6.0% 50'
FROM STA.116+15 CL
DWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELINIJINARY PLANS
DO NM Di Nt CONMUCnON
FOR PROFILE OF LINE —L— SEE SHEET 40
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
0--77
RELATIONTYPE
BRIDGE IN • PAVEMENT SKETCH

SHEET
N
Z
O
_N
I
aC
1
t
u
2
U
E
4
0
SDRFAI;E WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
DETAIL A DETAIL B
FALSE SUMP FALSE SUMP
I rra w z�.1 ( Not to Scale)
Oatside Ditch -
OuH'da Dikh Traffic Flow
T�fra flow `0� 20:1
2
GI
f �-S— atc.
S=Ditch Slo E Proposed Dixh S=Ditch Slope 4 Proposed Ditch
FROM STA 116+15 RT FROM STA.116+15 LT
FROM STA. 121+25 RT FROM STA.120+15 LT
DETAIL C
FALSE
( Not to Scale)
Median Ditch
1. 2
ct-, rley —.T.— 20•GI
S-D'dch Stops 4 Proposed Ditch
c L Di • L
0. To 2. 20' Over 4. To c.0% All
30' 1 Owr 6.0% 50,
FROM STA.116+15 CL
1S
OA
Z
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT um 001IeTRUC170N
iEE SHEET 40
& 2-1
;H DETAILS
LWING
T TYPE It
I//4.IIIIIIIII
%//.v�r��.�a,
RELATIONBRIDGE IN •
PAVEMENT SKETCH

DETAIL A DETAIL B -
FALSE SUMP FALSE SUMP
I rra a x wl (Not to SM.)
O�dside Ditch
Outside Ditch TralOcFlow
rTo Flow �Q.� Y0:7 zo 2'
GI
ek.
S=Dikh Slope4 Proposad Ditch S-Ditch Slope fL Proposed Dikh
FROM STA. 137+35 LT FROM STA. 137+35 RT
FROM STA. 140+85 LT FROM STA. 140+85 RT
WOODS
c
P
F
L
L
u
u
u
c
Lc
a
1—
a
F-
u^
J
Lu
Z
J
F—
MADBJK ALLEN
DETAIL C
FALSE SUMP
I Not to Scale)
Median Ditch _ '.
9' 2'
2W GI.
S-Ditch Slope 4 Proposed Ddch
100' 0' 100' 200' 300'
GRAPHIC SCALE
® DENOTES FILL IN
WETLAND
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
FROM STA.129+85 CL
FROM STA. 133+55 CL
FROM STA. 137+35 CL
FROM STA.140+85 CL
s
m
c�
oQ
Z
O
CwwLM MGM
CUTOVER
)JECT REFERENCE NO.
SHEET NO.
R-0623
13
RW SHEET NO.
DWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIM N
Y
PLANS
DO Nm un "
CONMUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 40
AND 41
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 30 OF q[

DETAIL p g
FALSE SUMP LSE S i.X
I— ro Smbl '^ � FALSE SUMP
OL Wde Ditch I Not to Scale)
_ Ouhidd�� Ditch Traffic Flow
�Trat�c Fbvr `O� 20:t z'0 - 2'
� I
f nc _5s etc.
S=Ditch Slap, E Prose opd Ditch Ii S-Ditch Slope fE Proposed Ditch
FROM STA.137+35 LT FROM STA. 137+35 RT
FROM STA 140+85 IT FROM STA 140+85 RT
WOODS
P
F
L
L
7
u
u
u
C
Lf
4
CC
n
r-
a
J
Lu
Z
J
gU
2
MADE1rE ALLEN
DETAIL
FALSE SUMP
(Notfo Scale)
Media, 91tb--r
9' 2'
w
.S�20
—
GI
S=DlopcSe 4 Proposed Ditch
100' 0' 100' 200' 300'
GRAPHIC SCALE
IT%l.%I DENOTES FILL IN
WETLAND
ICL!!l.LLQ DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
FROM STA.129+85 CL
FROM STA133+55 CL
FROM STA.137+35 CL
FROM STA.140+85 CL
C1
o1
c�
oQ
Z
O
owe ES MOM
CUTOVER
DWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
IPRELIMu N Y PLANS I
DO NOT l/Qma CONR'PROQIION
FOR PROFILE OF LINE —L— SEE SHEETS 40
AND 41
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 31 OF IL
J

PROJECT REFERENCE NO. 1 SHEET NO.
DETAIL A
FALSE SUMP
I tia s. smbl '?
0
ich 2.
,0� 20:7
S=Dikh Slope rE Proposed Ditch
FROM STA.144+35 LT
FROM STA. 147+85 LT
B
® DENOTES FILL IN
WETLAND
100' 0' 100' 200' 300'
DETAIL B
FALSE SUMP
( Not to Scole)
Outrde Ditch
TrorFl,-
2'
GI
S=Ditch Slope
fL Proposed Ditch
O
CHARM WMAII
FROM STA.144+35 RT
FROM STA.147+85 RT
DETAIL C
FALSE SUMP
( Not to Scale)
Median Ditch _
1. 12'
chat e.w,{ .... — 20m--.{ ZGIS=Dikh Slope 4Proposedc
Dit Grp . L Dikh Grade L
0.0% To 2.0% 20' Over 4.0% To
30' 1 Over 6. 1 50'
FROM STA 147+85 CL
ENGINEER I ENGINEER
px�B 2�2oT�Pd o A S I
FOR PROFILE OF LINE —L— SEE SHEETS 41
AND 42
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET ,q OF 31
_ 5- MONOLITHIC CONC. ISLAND
GRAPHIC SCALE

DETAIL A
FALSE SUMP
n
I naa swi.l
�
0
dt
zoi—
c 20:1
S=Ditch Slope
Proposed DiMi
FROM STA.144+35 LT
FROM STA.147+115 LT
2
sU
2
s
® DENOTES FILL IN
WETLAND
100' 01 100, 200' 300r
DETAIL
FALSE SUMP
(Net ro Sco1e)
Outside Ditch
Troffi< Flow
2'
GI
r5—
etc.
S=Ditch Slope
tE Proposed Ditch
O
CHAFLES MORAY
FROM STA.144+35 RT
FROM STA.147+65 RT
DETAIL C
FALSE SUMP
( Not to Scale)
Mediea Ditch_
9" 2'
tn.n R.Ia..{ �� xo• � GI
S=Ditch Stop. 4 Proposed Ditch
FROM STA.147+85 CL
R W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIM3N4RY PLANS
DO NOY VS commuormix
FOR PROFILE OF LINE -L- SEE SHEETS 41 I
AND 42
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 3,5-OF 11
_ 5" MONOLITHIC CONC. ISLAND
GRAPHIC SCALE

0

PROJECT REFERENCE NO. 1 SHEET NO.
O
GIARLES MORAM
SITE 10
PASTURE
0-8.6ds
V1 0=2.Ofps
BASE I
SEE DETAIL 'XX'
E DITCH
SEE DETAIL 'XX'
CLASS B RIP RAP
EST. TONS
EST.10 SY GF
Ljj
2�
Z 0
O W
Lu F
CLASS B R P
Q EST.3 TONS
0 EST. 10 SY GF
r
N
to
Lu
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v
.C1IARLES 1
C
E
0
I
�jV
END fENL£ 'r••
/
:;♦
•
IDD' 0' 100,
200, 300'
GRAPHIC SCALE
® DENOTES FILL IN
0
WETLAND
DENOTES HAND
CLEARING
® DENOTES EXCAVATION
Q
IN WETLAND
Z
NZY
44
CAROLYN PLOW"
ENGINEER
IPRELIMIN4RY PLANS
DO N07 UN M OONMUC77ON
FOR PROFILE OF LINE -Y6- SEE SHEET 51
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 3j OF 91
/ C
C ---C_
_ C
Cld
---
C
--- — z
C FELD
MOODS —0� FELD 2GI �FS m
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r
2GLD
S 75• ,,::r>FS —I
D
J
2GI Or -
DI
S' X 21' PS PAD Ln
T
2GI O
N
m
2GI-A m
\\, 2GI FS N
FS FIELD m
5" MONOLITHIC CONC. ISLAND
8
CAIIOLYN PLOW"
PEKIN RD.
ADT 2014
SR 1005
ADT 2040
1_,910
2,000
300 I 600
30V �00
6.610 -L-
6,910
9,300
9,6DO
300� 33DO
1,431
1,700
PEKIN RD.
SR 1005
DETAIL A'
FALSE SUMP
I Nab Sty:.) inD
T-RiicFloww zo
2D:1
S=Ditch Slop, DBdi
FROM STA 155+10 PT
FROM STA 158+15 RT
FROM STA. 162+55 RT
DETAIL B
FALSE SUMP
(Not to Style)
Outside Ditch
Traffic Flow
2'
tc
f$— etc.
FROM STA.155+10 LT
FROM STA. 158+15 LT

PROJECT REFERENCE NO, 1 SHEET NO.
O \EDOAR PARNELL
♦
- WOODS F
F --- F /
-F
m EDOARR PARIEI.L
n
n
i
"a
E
a
a
L
N
m
tP
o /O
0DETAIL
FA x
/Ditch
C Ou ic-
`0.Y 20:1 2.
w
f S=Ditch SIo 4� Proposod Ditch
w FROM STA. 185+65 RT
a
n /
WOODS
DETAIL C
FALSE SUMP
(Notto Scab)
Medie�Ditch
9"
Chaet Mlevj �� 20 —
.-S
S-Ditch Slope CL P
Ditche L Ditch C
0r096 To o.0i6 20' or 4.0
a 30' 1 Owr
FROM STA 180+65 CL
FROM STA. 183+65 CL
FROM STA. 185+65 CL
FROM STA.189+85 CL
DORTW CAIALE
100' 0' 100' 200' 300,
GRAPHIC SCALE
®DENOTES
IMPACTS IN
SURFACE WATER
®DENOTES
TEMPORARY
IMPACTS IN SURFACE WATER
Qy
O�
�Y
SITE 11A
BASE DITCH LAT BASE DITCH
DETAIL L rSEE DETAIL G
M00DS `���r3iM!/ SITE 11
SPECIAL
JB wMH
CL 8 RIP RAP
EST. 3 TONS
` ` •.
--- WOODS
F'
EST. 10 SY GF.
`
`'• WOODS
i�
♦
~� CLASS I RIP RAP
EST. 10 TONS
SITE 11 EST. 14 SY GF
___ 'LAT
RIP RAP BANICS_C
�S ��
O
BASE DITCH
' SEE DETAIL G
lS .:
BASE DITCH
SEE DETAIL HH CLA55 I RIP RAP
BANK STABILIZATION
EST. 50 CY DOE EST.8 TONS
EDOAR PARNELL
EST. 25 SY PSRM EST. 11 SY GF
\
RIP RAP BANKS ONLY
\
DOffrW CALIME
I
\Dikh
L
K 40'
50'
\
MOODS
BERM DITCH
SEE DETAIL AA
CLASS 8 RIP RAP
EST.2 TONS
ETSY GF
ENGINEER I ENGINEER
PITL MIIQ�.RY PLANS
DO N07 17>B �OR7lERIIC170N
FOR PROFILE OF LINE -L- SEE SHEET 43
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET A10 OF
N
O
N
----
F
m
CA
m
WOODS
CAPELAND
R ESTATE
DEVELOPMENT CORPORATION

PROJECT REFERENCE NO. 1 SHEET NO.
100, of 100' 200' 300'
GRAPHIC SCALE
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
Qy
Q
DORM CALDLE Moons
/ S- D
ENGINEER
FOR PROFILE OF LINE -L- SEE SHEET 43
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
FPERMIT DRAWING
SHEET a OF 3t
to
m
m
N
m
J
00

z
0
ENLARGEMENT SHEET
50' 0' 50' 100, 150'
LAT BASE DITCH
GRAPHIC SCALE SEE DETAIL L
®DENOTES IMPACTS IN
SURFACE WATER
®DgNQTkS TEMPORARY \ --
IMPACTjjZN SURFACE WATER
SITE 11A
Frrrrr WOODS
SPECIAL
J B w/MH
FS
2G��
V
RIP RAP \
.3 TONS
10SYGF. `
WOODS
�r
LAT BASE DITCH
SEE DETAIL G
BANK STABILIZATION
IRNELL
LAT BASE DITCH
SEE DETAIL G
WOW
ah
O�
CLASS B RIP RAP
-EST. 2 TONS
EST. 7 SY GF
lle�l
2GI FS
--- _
F WOODS
CLASS I RIP RAP
EST. 10 TONS
SITE
11
EST.14 SY GF
RAP BANKONLY
BASE DITCH
SEE DETAIL HH
CLASS I RIP RAP
EST. 50 CY DDE
EST. 8 TONS
EST. 25 SY PSRM
EST. 11 SY GF
RIP RAP BANKS ONLY
I
BERM DITCH
SEE DETAIL AA
IOU
F
F
PROJECT REFERENCE NO. 1 SHEET NO.
R-0623 17
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMIN Y PLANS
DO NOT UM PO. 00NMUMON
_T
FOR PROFILE OF LINE -L- SEE SHEET 43
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET j�AOF q
�r
�m
48
CAPEL REAL ESTATE
AND
DEVELOPEMENT CORPORATION
f

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■n.■■[o[ nuouo u[■■uuuuo[uu
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no uuu
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DETAIL A
FALSE SUMP f
—mil
=9002brr� ♦ 20:7 _
♦0'
u \
S=Ditch Slope fL Proposed Ditch
FROM STA 193+15 ITT
FROM STA. 196+65 RT
FROM STA. 199+65 RT
DETAIL B
FALSE SUMP
I Not to Scale)
11qh
P�
DORTiIY-CAIAIE /
S=Ditch Slope 4 Proposed Ditch
FROM STA 193+15 IT
FROM STA. 196+65 LT
FROM STA. 200+15 LT
FROM STA. 204+15 LT
CAPEL REAL ESTATE AID DEVELII)MOif CORPORATIOM
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
100' 0' 100' 200' 300'
GRAPHIC SCALE
DETAIL C
FALSE SUMP
(Notto Scale)
Median Ditch
9' I2'
2a GI
S=Ditch Slope Cs Proposed Ditch
FROM STA. 193+15 CL
FROM STA. 196+65 CL
FROM STA 200+15 CL
K►'!1lRM a /J
am yw
W FLW fiwt R r
R■
srtw WE?
EST TONS CLASS 'Ir a TO TOMS
EST FILTER FABRIC a 90 SY
EST CON FIBER MATTING - 90 CY
DDE = HO CY
RrW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DO NOT USE ■ I CMNIM MON
FOR PROFILE OF LINE -L- SEE SHEETS 43
AND 44
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET" OF Q1
RIP RM AT

REFERENCE NO. 1 SHEET NO.
DETAIL A c DETAIL
FALSE SUMP FALSE SUM?
1Haws .) (Not to Swle)
Outside Ditch
pal i Traff
ic Flow
w p� 20:1 z 2,
� GI
S=Ditch Slope ¢ Proposed Ditd+ S=Ditch Slope 4 Proposed D'ech
FROM STA 193+15 RT FROM STA 193+75 Li
FROM STA. 196+65 RT FROM STA. 196+65 LT
FROM STA. 199+65 RT FROM STA. 200+15 LT
FROM STA 204+15 LT
LAPEL REAL ESTATE AND OEMOPEIEIIT CORPORATION
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
100' 0' 100' 200' 300'
GRAPHIC SCALE
DETAIL C
FALSE SUMP
(Not to Scale)
Mad- Ditch _
9" _ 12'
awn Gl—I W
S=Ditch Slope 4 Proposed Ditch —
FROM STA. 193+15 CL
FROM STA. 196+65 CL
�qh
FROM STA.200+15 CL 2Q0
IWI SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO N07 CAN JIR LA
FOR PROFILE OF LINE -L- SEE SHEETS 43
AND 44
RIP RAP AT
..Tzgum. _
ttu tt%pr" e i
mm
GMTOP
W FLM Frs II P
IV,
tttttw nii t�
EST TONS CLASS Ir a TO TONS
EST FLTER FABRIC • 90 SY
EST COIR FIBER MATTW - 90 CY
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET yf-OF j(

SITE 12
PERMIT DRAWING
SHEET q7 OF 1L

L
DETAIL
FALSE SUMP
I Not b Sd.l
O
DDt h 2.
r t < Flow ,D� 20:1
GI
S=Ditch Slone Proposed Ditch
FROM STA.209+35 LT
FROM STA.211+35 LT
FROM STA.213+85 LT
FROM STA. 217+85 LT
I
MET TYPICAL
LWr 10 to MIdllip,. Ismi
LL rm i
mIIATLRAL
m y ��
�CirtL
EST. COR FDER MATTMIG = ISO SY
DDE = 690 CY
DETAIL C
FALSE SUMP
(Notto Scaly)
Median Ditch _
9' I2'
dwn e.lw7� zo• �{ GI
S:Ditch Slone G Proposed Ditch
FROM STA.211+35 CL
FROM STA. 213+85 CL
FROM STA.217+85 CL
50'
CAPEL REAL ESTATE AND OEYEIAIM MT CORPORATION
100' 0' 100' 200' 300'
GRAPHIC SCALE
®DENOTES IMPACTS IN
SURFACE WATER �qaj
DENOTES TEMPORARY Q
IMPACTS IN SURFACE WATER
CAM REAL ESTATE AND DEVELOPEIEMT CORPORATION
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Do NOT Dfe ms CONBPRIIC170N
FOR PROFILE OF LINE —L— SEE SHEET 44 1
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET ,�tl? OF 1(
Vg
2

G
F-
C
m
P
L
n
a
E
L
a
DETAIL A 0
FALSE SUMP
i
I Haa swbl
c
S=Ditch Slope
a
4� Proposed Ditch
FROM STA. 209+35 LT
FROM STA,211+35 LT
FROM STA.213+85 LT
FROM STA, 217+85 LT
INLET TYPICAL
4WT n as afflimsm.R
-- w �60se16
SWIMS 'M IS,
EST. COIR FIBER MATTING = ISO SY
DDE - 690 CY
DETAIL C
FALSE SUMP
(Not to Scale)
Median Ditch
9. 12'
Chan m6") 20' GI
S:Ditch Slope 4 Proposed Ditch
FROM STA. 211+35 CL
FROM STA.213+85 CL
FROM STA.217+85 CL
50'
NZY
CAPEL REAL ESTATE AND DEVELOPEIEIT CORPORATION
100' 0' 100' 200' 300'
GRAPHIC SCALE
®DENOTES IMPACTS IN
SURFACE WATER �q�
DENOTES TEMPORARY Q
IMPACTS IN SURFACE WATER
CAPEL REAL ESTATE AND DEVELOPOEHT CORPORATION
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Do NOT Uma PO{ CON574VCTION
FOR PROFILE OF LINE -L- SEE SHEET 44 1
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEETA19 OF ,
Vg
2

PROJECT
z
z
O
fA
L
O
0
Y
O
E
0
L
C
W
N
w
DETAIL
FALSE SUMP
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Madinn Ditcti _
9" I2'
« cnan R.b�7 � W —.{ GI
-t5—
S=Ditch Slope C Proposed Ditch
100' 0' 100' 200' 300'
GRAPHIC SCALE
® DENOTES FILL IN
WETLAND
MEDENOTES HAND
CLEARING
�qh
LAPEL REAL ESTATE AND DEVELDPEMff CORPORATION �P
DWAY DESIGN I HYDRAULICS
ENGINEER ENGINEER
PRELIM[IN4RY PLANS
w zm Trs mill c0J1MUCTIlm
FOR PROFILE OF LINE -L- SEE SHEETS 44 I
AND 45
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
P-
CV
H
LLI
LLI
N
Lu
LLI
N
O
O
CV
CY)
CV
H
N
I
J
I
LLI
Z
J
FROM STA.221+85 CL
FROM STA.230+65 CL

NO. 1 SHEET NO.
0
i
0
DETAIL
FALSE SUMP
( Not to Scala)
M, dian Ditch
9" I2'
201 —+{ Gil
f5—
S=Ditch Slop. & Proposed Ditch
100' 0' 100' 200' 300'
GRAPHIC SCALE
® DENOTES FILL IN
WETLAND
® DENOTES HAND
CLEARING
�q5
OAPEL REAL ESTATE AND DEVELOPMENT CORPORATM �P
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Do Nm IIS TOi1 commumou
FOR PROFILE OF LINE —L— SEE SHEETS 44 I
AND 45
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
N
F.-
Lu
LLI
N
Lu
Lu
N
O
O
N
eM
N
la—
N
J
I
Lu
Z
J
V
FROM STA.221+85 CL
FROM STA.230+65 CL

PROJECT REFERENCE NO. 1 SHEET NO.
O
CV
H
LLI
W
to
W
LLI
V)
O
O
CV
M
CV
Ia-
tA
J
I
LU
Z
J
gV
2
gjq5
CAPEL REAL ESTATE AND
DEYELOPE/O1T CORPORATION
WOODS
LAPEL REAL ESTATE AID DEYELOPENENT CORPORATION
100' 0' 100' 200' 300'
GRAPHIC SCALE
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
NME vm
WOE HOOD
DETAIL B
FALSE SUMP
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Ouhideitch
D
Traffic How
2'
GI
.f S —
etc.
S=Ditch Slops
4i Proposed Ditch
FROM STA.234+40 LT
FROM STA.238+65 LT
DETAIL C
FALSE SUMP
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Medf�n Ditcl+
c�ned�---.r•— sa—�{ GI
S=Ditch Sbpe 4 Proposed Ditch
Ditch L 1 Ditch Groda L
To 2.0% 20' 1 Over 4.0% To 0.0% 40'
30' 1 Over 6.0% 50'
MOODS
DWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRBLIMIITRY PLANS
DO NOT UM CONS UCMON
FOR PROFILE OF LINE -L- SEE SHEET 45 1
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET j3 OF 1
_ 5" MONOLITHIC CONC. ISLAND
CV
CV
H
W
LLI
N
Lu
LLI
N
O
O
CV
gV
2
FROM STA.234+40 CL
FROM STA.243+15 CL

z
z
O
N
O
N
H
Lu
LLI
V)
LLI
LLI
N
O
O
N
M
N
H
N
I
J
I
Lu
Z
J
g915 /
CAM REAL ESTATE AND
DEVELOPEIEIIT CORPORATION
MDWS
LAPEL REAL ESTATE AMD OEVELOPEMEIff CORPORATION
100' 0' 100' 200' 300'
GRAPHIC SCALE
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
mma wm
YME FOOD
DETAIL B
FALSE SUMP
( Not to Smle)
O �c Fl-
2'
GI
t
S -Ditch Slope
fL Proposed Ditch
FROM STA. 234+40 LT
FROM STA.238+65 IT
DETAIL C
FALSE SUMP
(Not to S"le)
Median Ditch
9' I2'
Cn e.io.4 20' —.{ GI
f5_
S=Ditch Slope (j Proposed Ditch
Ditc L I Dikh Grade L
20' r 4.0% To 6.0% 40'
0 30' Over 6.0% 50'
wows
RNf SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DO NOT UR Pot CONMUC'rWN
FOR PROFILE OF LINE -L- SEE SHEET 45 1
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 5-1 OF V
_ 5" MONOLITHIC CONC. ISLAND
N
N
F
Lu
Lu
N
Lu
Lu
N
O
O
N
H
N
I
J
I
Lu
Z
J
FROM STA.234+40 CL
FROM STA.243+15 CL

z
0
0
®TIMES
DITCH�
DETAIL CC
1\
1
_
N
[SEE
Lu
\
Lu
\
■
�.
Lu
N
Q
GI
Q
LO
N
Q
t—
N
J
251
LLJ
Z
F
J
1
TO DRAIN
rxl
DETAIL C
FALSE SUMP
( Not to Smle)
Median Dif h _
9" 2'
e� Chan hbwl � 20, GI
�-5—
S=Dikh Slope 4 Proposed Ditch
m
PROJECT REFERENCE NO. SHEET NO.
R-0623 22
FW SHEET NO.
.OADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT TDB P01 CONVMUCRON
FROM STA.25D+00 CL\ \ 1 1
FROM STA. 252+85 CL
\ FOR PROFILE OF LINE -L- SEE SHEETS 45
AND 46
5
FOR PROFILE OF LINE -Y8- SEE SHEET 52
n
YVTTTW!iS55 Q \ SEE SHEETS 2-H & 2-1
iWMiYI! FOR DRAINAGE DITCH DETAILS
S RMITFDRAWING
fr171
BANK STABILIZATION
/�/ STANDARD BASE DITCH t
LAT BASE DI{cry LAT BASE DITCH SEE DETAIL HH 1 1
SEE DETAIL RT SEE DETAIL G EST. 15 CY DDE
EST. 22 Y FIRM `
CLASS I RIP RAP TREES 'B RIP RAP TOE PROTECTION TOE PROECTION \\\\ \\ M
•EST.2 TONS T. 2 TONS SEE DETAIL F SEE DETAIL F \ A
EST. 22 SY GF ' EST. 7 SY GF ♦ \\ \ N
IM
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SITE 15 � +
Ln
2G1 FS r —L— GI ^ P-B, N 3/'S5'1P9'E N
0�.T
; 0
`\ \
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\\\
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TOE PROTECTION JIJ�:—BACKFILL STING CHANNEL
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SEE DETAIL
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L7 \
0
a \��
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127fOYER 'W �0
158K0
Q GRADE TO DRAIN STANDARD BASE DITCH
O EXISTING DITCH SEE DETAIL T
E5T. 12 CY DDE
zx O EST. 15 TONS CL I RIP RAP
EST. 40 SV GF
GRADE TO DRAIN �`\ �X
TO EXISTING DITCH �X
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wNO WOOD
CUfOVER
PASTURE DENOTES \ ® SURFACE WATER)I,� TS IN
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IMPACTS IN SURFACE WATER
/ wo• o• Zoo• zoo' 300•
/ GRAPHIC SCALE
5" MONOLITHIC CONC. ISLAND
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0 0 v
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0
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tis
W "n T�
/ `CLASS B RIP RAP
EST. S TONS
EST. 14 SY GF
RICKYPA
TROY CANDOR RD.
1, 00
N
I
DD � y, 3D0
NC 2427 6,910
— — 7,031
TROY BYPASS 9,600
9,900
Y 400
iy
1,421
ADT 2014
1,600
ACT 2040
TROY CANDOR RD.
9
\E

DETAIL C
FALSE SUMP
(Not to Scale)
MM d,, OR h _
9" I2'
chart e.b»{—.ram zp'—.{ GI
S=Ditch Slope ¢ Proposed Ditch
FROM STA. 250+00 CL
FROM STA.252+85 CL
5,
RMYlr
TO DRAIN
UECT REFERENCE NO.
SHEET NO.
R-0623
22
IW( SHEET NO.
DWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINA RY
PLANS
DO HOT D8 M
DONMUCTI 1
m
AND
h FOR PRR
OFILE OF LINE -YB- SEE SHEET 52
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
$@� PERMIT DRAWING
SHEET S & OF q(
\
BANK STABILIZATION
// STANDARD BASE DITCH �
Or� \\\ LAT BASE DI I LAT BASE DITCH SEE DETAIL HH \%\
\ SEE DETAIL R SEE DETAIL G EST.2 CY PSK \ � � �.�s EST. 22 Y PSRMLAT BASE DITCH , \ �' //\ tis ©%E DETAIL CC ` ` CLASS I RIP RAP ( TREES ,�'� 'S�BRIP RAEST. 11 TONS I`l T. 2 TONS TOE PROTECTION TOE PROTECTION ` M
N EST. 22 SY GF ` - - , EST. 7 SY GF SEE DETAIL F SEE DETAIL F f ♦` ♦♦CN
\ _ _ _ ��— �� __ c \—~Lu
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5
Ln R D D SITE 10-
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BACKFILL EXISTING CHANNEL TOE PROTECTION f
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SEE DETAIL © SEE DETAIL f `W
•
CUTOYLOI f ,r] EST.
CLASONP S
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70 EXISTING DITCH SEE DETAIL T
s `W -EST. 12 CY DOE
2 Q O EST. 15 TONS Cl I RIP RAP FMY HARM
E 22 \ EST. 40 SY Gf
v
L
�
N
GRADD E TO DRAIN
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CUTOYER
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j
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GENM MOSS
PASTURE\ ® DENOTES IMPACTS IN
\ \ SURFACE WATER
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N
r-
® DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
E
w
a
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/
100'
�
0' 100' 200' 300'
n o
GRAPHIC SCALE
5" MONOLITHIC CONC. ISLAND _
TROY CANDOR RD.
1 1
00
r
NC 2427 6,910
-
7-�031
TROY BYPASS 9,600
200
9,900
400
N
N
I �
I
21
ADT 2014
1,600
ADT 2040
TROY CANDOR RD.

,..
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I
DETAIL AP DETAIL B
FALSE SUMP FALSE SUMP
'O smNl ( Not to Scale)
Outside Ditch
Outside Ditch T-ffi�Flow
Traif'c Flow ,�o.� 20:1 s.o 2•
W GI
etc.
S_Diich Slo Proposed Dikh S=Ditch Slope Proposed Ditch
FROM STA.261+15 RT FROM STA.261+15 LT
DETAIL C
FALSE SUMP
( Not to Smle)
- Median Ditch _
9" 2'
Chan 0.Iw6 GI
S=Ditch Slope IT, Proposed Ditch
Ditch
Gad* 2L0DBc
00% To2% veG6.0%
r 30' 1 Cl— 6.0% L0
FROM STA.261+15 CL
FROM STA.266+15 CL
FROM STA.271+15 CL
O
M!(Y HAMIS
BASE DITCH
SEE DETAIL UU
LAT BASE DITCH SEE DETAIL BB SEE DETAIL L CUTOVER
C S B RIP RAP BERM DITCH
EST 2
INS
�t
Lu
ca �^
tam � � ra �o�iti ca
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JFS
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CLASS B Itl RAP
,► it
isDITCH
CLASS I RIP RAP LAT
PROJECT REFERENCE NO. 1 SHEET NO.
R-0623 23
R,W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINJ. RY PLANS
DO Ndr Ima 110 commuenoN
FOR PROFILE OF LINE -L- SEE SHEET 46
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 51 OF 9/
LAT BASE DITCH
SEE DETAIL L
'IT
]
H
W
Lu
2
N
Iu
•
Ln
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.• 5
a
N
I
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J
TOE PROTECTION
SEE DETAIL F0
BANK STABILIZATION
CLASS I RIP RAP
EST. 20 TONS
EST. 39 SyGF
RIP RAP BANKS ONLY
STANDARD EQ DITCH
SEE DETAIL KK
EST.4 CY DDE
O
RMY HAMIS
®DENOTES
TEMPORARY
IMPACTS IN SURFACE WATER
®
DENOTES FILL IN
WETLAND
®DENOTES
IMPACTS IN
SURFACE WATER
®DENOTES
TEMPORARY
IMPACTS IN SURFACE WATER
100'
0' 100' 200' 300'
GRAPHIC
SCALE

DETAIL A DETAIL B
FALSE SUMP FALSE SUMP
I tlal b Smbl c ? (Not to Sale)
Outside Ditch
Outride pp'tch Traffic Flow
GI
S-Ditch SI Proposed Ditch S=Ditch Slope 4 Proposed Ditch
FROM STA.261+15 RT FROM STA. 261+15 L7
N
N
W
W
T
CUTOVEIR
N
u.j_-___
W
to
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N
0
H
♦ ♦
I
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f ♦
W
♦
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Z
---
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TREES
T
i
BASE DITCH
SEE DETAIL WW
EST. 20 CY DOE
EST. 50 SY PSRM
LAT WE DITCH
SEE DETAIL G
©CLASS B RIP RAP
EST. TONS
EST. 7 SY GF
O _ 2 ELBOWS �/� 311
�� C
0000 SPRING BO1
I I cc NG BOX
LAT N' DITCH
SEE DETAIL BB
DETAIL C
FALSE SUMP
Median DBch
(Not to Style)
9.
12'
CF., bbhj ---. — 20' GI
-.-5—
S-Ditch Slope
fL Proposed Ditch
Ditch Grole
I L
Ditch Grade
L
0.0% Io Z."20'
Over 4.0% To 6.0%
40'
r
30'
Over 6.0%
50'
•`♦ CLASS B RIP CLA55- P RAP="T.NS
f.
`♦ EST.2 TONS . TONSs7 SY GRAPBASE DRCHONSSEE DETAIL G GF
FROM STA.261+15 CL
FROM STA. 266+15 CL
FROM STA-271+15 CL
LAT N' DITCH
SEE DETAIL UU
Q10-1.9ds
V10=0.8fps
SITE 17
O
Mmy NUM
LAT BASE DITCH
SEE DETAIL L
1
S B RIP RAP
T.2 TONS
7 SY GF1
Ts-%, / AI
Q10-1
V10=1
-Jq5
ooe-
BERM DITCH
SEE DETAIL P
TREES'
CUTOVER
4,.11 CUTOVER SITE 18
2
F _ _ _
F --- F------- F — F
BRIPRAP\-C—EST.2 TONS
VI 2.Ofps EST. 7 SY GF
CLASS I RIP RAP SLATEE BASE
EST. 33 TONS SEE DETAILL G
G
EST. 62 SY GF Yis
RIP RAP BANKS ONLY Q0
14W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINA. RY PLANS
DO NM UN PO COMMUCIION
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET �0 OF 9/
LAT BASE DITCH
SEE DETAIL L
N
W
W
N
W
W
4
0
In
Cb0©
+
I*-.
G
N
•" s
dd
Q
N
J
{
Lu
Z
_
Q
J
TOE PROTECTION
SEE DETAIL Fo
��
BANK STABILIZATION
E
CLASS I RIP RAP
EST. 20 TONS
EST. 39 SY GF
RIP RAPBANKSONLY
STANDARD EQi DITCH
SEE DETAIL KK
EST.4 CY DDE
O
RMY HAM
®DENOTES
TEMPORARY
IMPACTS IN SURFACE WATER
DENOTES FILL IN
WETLAND
®DENOTES
IMPACTS IN
SURFACE WATER
®DENOTES
TEMPORARY
IMPACTS IN SURFACE WATER
IDO'
0' 100, 200' 3DO'
GRAPHIC
SCALE

p• PROJECT REFERENCE NO. SHEET NO.
R-0623 23
ro PAN SHEET NO.
BASE DITCH ENLARGEMENT S ROADWAY DESIGN HLICS
SEE DETAIL WW 50' �' 50' 100, 150' P RAP ENGINEER EENGINEERR
NGINE
EST. 6 TONS
EST.20 CY DDE
EST. 9 SY GF
EST. 50 SY PSRM
GRAPHIC SCALE LAT 'V' DITCH RIP RAP BANKS OI PRELIMIN Y PLANS
SEE DETAIL UU DO I= � CONMUCTMIN
LAT 'V' DITCH LAT BASE DITCH
SEE DETAIL BB \ ` : 5 SEE DETAIL L FOR PROFILE OF LINE -L- SEE SHEET 46
ADITCH DENOTES TEMPORARY 5 EDETAILG ® IMPACTS INS RCE WATER 9
�' � SEE SHEETS 2-H 8 2-I
®DENOTES FILL IN FOR DRAINAGE DITCH DETAILS
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- F SEE DETAIL G ;' EST. 28 SY GF EST. 62 SY GF
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FROM STA.278+65 RT
FROM STA.282+10 RT
DETAIL B
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Traffic
2'
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FROM STA.278+65 LT
FROM STA.282+65 LT
®
DENOTES FILL IN
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DENOTES HAND
CLEARING
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DETAIL C
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Mediae Dad,
9' I2'
Cna+GI
-
S—Ditch Slope G Proposed Dad+
FROM STA 275+15 CL
FROM STA- 278+65 CL
100' 0' 100, 200' 300'
GRAPHIC SCALE
O
RM HARM
RN/ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DO NOT 11Q DO; CONMUCL70N
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AND 47
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N
W
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FROM STA. 278+65 LT
FROM STA.282+65 LT
DENOTES FILL IN
®
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®
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SURFACE WATER
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TEMPORARY
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DETAIL C
FALSE SUMP
( Not to Sml.(
M.dien Ditch _
9" +I 2'
W —_1 GI
S=Ditch SIo C Proposed Ditch
FROM STA. 275+15 CL
FROM STA.278+65 CL
IGO' 0' 100' 200' 30,0'
GRAPHIC SCALE
O
RICKY MARF45
PROJECT REFERENCE NO. 1 SHEET NO.
R4623 24
PAY SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELININA RY PLANS
DO NM DO CONMUCIWN
FOR PROFILE OF LINE -L- SEE SHEETS 46
AND 47
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 0 OF qL
to
N
j
W
y

PROJECT REFERENCE NO. 1 SHEET NO.
z
0
O
El
L_J
DETAIL A DETAIL B
FALSE SUMP • FALSE SUMP
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pw 0 2'
cl GI
S-Ditch Slop* 4 Proposed DRch S-Ditch Slope lj Proposed Ditch
FROM STA. 285+35 LT
FROM STA.289+35 LT FROM STA 293+85 RT
' FROM STA. 293+85 LT
FJP i
19B
SITE 19C
__ F —
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SITE 19C
DETAIL C
FALSE SUMP
(Not to Scale)
Median D'nch _
9' I2'
then 26' -•( GI
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FROM STA.293+05 CL
�Q III SI/TIER" Qe J
MOODS
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2 SEE DETAIL MIA #
EST.
170 CY DOE ■0005 /
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'RIP RAP
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EST. 60 SY GF SEE DETAIL CC
rDE-7
��FS F'—'C
2GI-A +70 +10
C1A55 B RIP R�
EST.2 TONS
EST. 7 SY GF
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DO NOT USE POS CON MUl7r'20N
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PERMIT DRAWING
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100, 0' 100' 200' 300'
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0
0
to
01.
N
I
W
2
N
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DETAIL A FALSE S B
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FROM STA.289+35 LT
FROM STA.293+85 LT
1 1
N
W�
N
MY I AM
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FALSE SUMP
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1 2'
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f5_
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FROM STA.293+85 CL
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
e
\ MA" SMITiERMAN
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EST. FALTER FABRIC = 130 SY GRAPHIC SCALE
EST. COIR FIBER MATTING = MO SY -
DOE = 240 CY
PRELIMIN4RY PLANS
DO NOT UM "I COMRUCT10N
5" MONOLITHIC CONC. ISLAND

2
0
PROJECT REFERENCE NO. 1 SHEET NO.
50' 0' 50' 100'
150'
R-0623 25
CLASS B RIP RAP
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ul SEE DETAIL EST. 30 SY GF
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i SITE 19C
11' x 7'
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t00
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283t95[

SITE 19
PERMIT DRAWING
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Esir.218 CY ODE
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CLASS B RIP RAW?
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TROY BYPASS 17,300
18,200
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210
3DO
ADT 2014
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HOLLY HILLS DR.
PROJECT REFERENCE NO. i SHEET NO.
R4623 27
RD S
\
59
ER SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
/ FAIRY MOR511111" IMTRIM MO.
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FOR PROFILE OF LINE —Y10— SEE SHEET 53
FOR PROFILE OF LINE —Y10A— SEE SHEET 5
UE
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FALSE JUMP
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DETAIL
FALSE SUMP
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FROM STA 345+85 L7 FROM STA. 343+35 RT
SITE 21 I
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w�
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EST. 39 SY
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60
CART. EIIGEIE MANESS
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CHECK DAM
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LA
TEMPORARY CAUSEWAYS
FOR EXISTING AND
PROM BENTS
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RJP RAP AT
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LEST.3 TONS SEE DETAIL SS
EST. 7 SY GF I BANK STABILI
GRASS
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Ditch
61
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FALSE SUMP
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9' I2'
than Mlw4 —�.•— 20'—=I GI
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FROM STA. 345+85 CL
STANDARD BASE DITCH
LAT GRASS SWALE
CLASS B RIP RAP
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cr
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PAY SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
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O
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00
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59
TWN OF TROY
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FALSE SUMP'FALSE
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SUMP
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Outside Ditch
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f Proposed Ditch
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FROM STA. 345+85 LT
FROM STA. 334+85 LT
FROM STA.343+35 RT
61
Ef�II1N MORRIS
CLASS R
RIP RAP AT
EMBANKMENT
SEE DETAIL SS
TREES S PEPMAMEA ROCK
. 't, CHECK DAM
7E LOIO' cim / IIr r
DETAIL C
FALSE SUMP
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_
9"
II2'
than ul-j tea«- zo"—.I
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rj Proposed Ditch
DitchGrodo
L
Ditch Grade
L
0.0% To 2.0%
20'
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40'
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1 30'
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FROM STA. 345+85 CL
STANDARD BASE DITCH
PROJECT REFERENCE NO. SHEET NO.
R-0623 29
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIM N Y PLANS
DO NOT USE M. OONR7 UMON
FOR PROFILE OF LINE -L- SEE SHEET 49
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
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®DENOTES TEMPORARY
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340 + 00
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EMINWO
aramil
MMMME

3.Sy+VU
I
J41+UU
� I
W
450
440
430
420
410
400
+390
380
370
360
W.P.'1R is FILL FACE
END BENT '1
STA .337+99.43 -L-
G.P. EL. 416.75
BEGIN FRONT SLOPE
STA.337+85.37 -L-
G.P. EL. 416.81
+I
INTEGRAL
FILL kl:iU
L"J
--------------------------1F�_-
----------{{{
---
HP 14x73
STEEL PILES
(TYP.)
41^
-5.43357
EXCAVATE TO
P.I. STA. = 334+20.00 -L-
EL. 380.90
EL. = 418.36'
V.C. = 680'
GRADE DATA � SURVEY
-L-
END BENT No, 1
W.P. '1R
STA . 337+99.43 -L-
BEGIN FRONT SLOPE
STA.337+85.37 -L-
GL -L-
TC SR 1324
SPAN A SPAN B SPAN C
W.P.'4R is FILL FACE HYDRAULIC DESIGN DATA
END BENT 12
STA .341+14.43 -L- DESIGN DISCHARGE 14000 CFS.
G.P. EL. 415.42 FREQUENCY 50 YR.
DESIGN HIGH WATER EL. 391.3
25'-0"MIN. BERM 1'-0"MIN. EARTH DRAINAGE AREA 148.6 SO. MI.
FOR GREENWAY BEGIN FRONT SLOPE
BERM (TYP.) STA.341+28.26 -L-
G.P. EL. 415.36 BASE DISCHARGE (0100) 16000 CFS.
BASE EXISTING BASE HIGH WATER EL. 392.64
DISCHARGE (0100) SUBSTRUCTURE (TYP.) INTEGRAL
Z WS EL. = 392.64 1 L H J CLASS II APPROX.NATURAL
FIX FIX FIX FIX RIP RAP �� GROUND LINE OVERTOPPING FLOOD DATA
DESIGN H/W (050) - FILL
io 2'-0"THICK ---- ----- OVERTOPPING DISCHARGE 73000 CFS.
INS EL. 391.3 51 - -----------------------------
w (TYP.) J; +I FREQUENCY 500+ YR.
J In OVERTOPPING EL. 415.21
ICI III ICI = t 3 III Q
EXIST.
SUBSTR. iii ili i;i / w
—— ---------- (TYP.)
z% SLOPE ; ; ; ; ; 2% PERMIT DRAWING
77WS
SHEET7gOF a�
SLOPE
0_SLOPE 11/Z:1
'oNORMAL TO CAP
w (TYP.)
BRIDGE OPENING AT D/S EXCAVATE TO
FACE OF BRIDGE EL. 381.00
EL. = 370.8
BENT No. 1 (4-2-12) BENT No. 2 END BENT No. 2
TEMPORARY CAUSEWAY
SECTION ALONG GRADE LINE -EBL- NOTES:
SECTIONS (a BENTS AND END BENTS ARE 0 RIGHT ANGLES BENTS AND END BENTS ARE PARALLEL.
315'-0"(FILL FACE TO FILL FACE)
110'-0" 120'-0" 85'-0"
�8.-4��6" 72'-6"
BRIDGE��.\
0 E BRIDGE IDENTIFICATION—, '
25 STA. 339+48.56 -L-
BEGIN APPROACH SLAB \ \ n ;I GRADE LINE
STA.337+75.32 -L- ii `,EBL-
i
FILL FACE N !;
W.P.'2R T_j Uy��
STA. 339+09.43 -L- `
STA. 339+56.93 -L-
-� �- BENT AND
9ERM BENT CONTROL
Np LINE C) BENT I
3 RIP 3 ILENLL `
1" q05• 1
RIPSRAPI TEMPORARY CAUSEWAY
TOE OF
SLOPE
( BENT AND
BENT CONTROL
LINE (a BENT 2
•NNNNNNNNNNNN4c�'4NQ
/Id/////d/////1t01►
//U///////1//L���►1�,1
E
) A.340+29.43 -L- EXIST.
STRUCTURE
CLASS II
rY RIP RAP —
r
TOE
F
SLLOPEF
P
EDGE OF EDGE OF
WATER WATER
PLAN ALONG -EBL-
W.P. '4R
STA.341+14.43 -L-
BEGIN FRONT SLOPE
STA.341+28.26 -L- o
END APPROACH SLAB
STA. 341+38.54 -L- N
TO SR 1381
BRIDGE CONTROL
LINE
70°00'00"
(TYP.)
FILL FACE
I HEREBY CERTIFY THESE
PLANS ARE THE AS -BUILT PLANS
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
PROJECT N0. R-0623
MONTGOMERY COUNTY
STATION: 339+48.56 -L-
PILES NOT SHOWN IN PLAN VIEW
STR. '4

z
z
0
w
0
ACIr To SCALE
TYPE V77
00
CN
H
Lu
LJJ
N
LJJ
Lu
N
O
Ln
M
C'7
M
Q
N
I
J
I
Lu
Z
J
V
TYPE 8-77
DETAIL A D(AIL FALSE SUMP ALSE SUMP
1 rtw a s�lsl (Not to Scale)
Oxhide Ditch
s� 12itsb Traffic Flow
_ GI
..-S— etc.
S-Ditch St Proposed Ditch S=Ditc lope 4 Proposed Ditch
FROM STA. 3+65 RT FROM STA. 334+85 LT
FROM STA. 345+85 LT FROM STA. 343+35 RT
OR" MOANS
l
EIP
DETAIL C
FALSE SUMP
Median Ditch
( Not to Scale)
9' 2'
awne.t.,4 - 20,
GI
S�
i
S=Ditch Slope
CL Proposed Ditch
DitchGrade
L
Ditch Grade
L
0.0% To 2k
20'
r 4.0% 0 1.0%
40'
FROM STA.337+75 CL
FROM STA. 345+85 CL
PROJECT REFERENCE NO. SHEET NO,
R4623 29
RAY SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Cr
FPRELIMINJ RY PLANS
Q6
ti
DO NOT Un F0 commuC[ION
FOR PROFILE OF LINE -L- SEE SHEET 49
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 80 OF -V
100' 0' 100, 200' 300'
GRAPHIC SCALE
O
M
H
W
Lu
Ln
Lu
Lu
N
O
O
d'
C`)
H
N
I
J
I
Lu
_Z
J

337+00 338+00 339+00 340+00 541+Uu 4Z+UU
I I I I I I
450
440
430
420
410
400
i-390
380
370
360
SPAN A SPAN B SPAN C
W.P.-1L (a FILL FACE W.P.'4L (ia FILL FACE HYDRAULIC .DESIGN DATA
END BENT '1 END BENT -2
STA. 337+82.69 -L- STA.340+97.69 -L- DESIGN DISCHARGE 14000 CFS.
G.P. EL. 416.82 G.P. EL. 415.49 FREQUENCY 50 YR.
DESIGN HIGH WATER EL. 391.3
BEGIN FRONT SLOPE 1'-011MIN. EARTH BEGIN FRONT SLOPE DRAINAGE AREA 148.6 SO. MI.
STA. 337+68.77 -L- BERM (TYP.) STA.341+11.38 L-
G.P. EL. 416.88 25'-0"MIN. BERM BASE DISCHARGE (0100) 16000 CFS.
FOR GREENWAY G.P. EL. 415.43 BASE HIGH WATER EL. 392.64
INTEGRAL DISCHARGE (0100) INTEGRAL
WS EL.= 392.64
FIX FIX FIX FIX �� GROUND LINEL - A pp OVERTOPPING OVERTOPPING FLOOD DATA
DESIGN H/W (050) CLASS II RIP RAP -
FILL L
x, 2'-0"THICK (TYP.) FILL OVERTOPPING DISCHARGE 73000 CFS.
x WS EL. = 391.3 ^� R•
_____________ +' _ �y ________----- OVERTOPPING EL. 415.21
o a
-- -- +I _
+I
M HP 14x73 M EL. = 370.8 Q
In STEEL PILES +� - J (4-2-12)-------- ----
------- Z
� (TYPJ M 2% SLOPE W �"------- +, ° w PERMIT DRAWING
w
-5,43 w �
35% � --
-0.4236% _ SHEET OF RI
----------]L�"
----------- 0
EXCAVATE TO +,
P.I. STA. = 334+20.00 -L- EL. 383.00 ~EL. = 418.36'SLOPE 11/Z: 1
V.C.= 680' TEMPORARY CAUSEWAY w (TYP.) TO CAP
GRADE DATA C SURVEY -L-
END BENT No. 1 BENT No. 1 BENT No, 2 END BENT No. 2
SECTION ALONG GRADE LINE -WBL-
SECTIONS 0 BENTS AND END BENTS ARE 0 RIGHT ANGLES
\\ M
P gERM MZN• �gp\NP� TEMPORARY CAUSEWAY
l' FiP P l�gvg\ l CLASS II
RIP RAP
EDGE OF �� EDGE OF
WATER
-WATER —�`
\ � t/I TOE OF —
TOE OF SLOPE
SLOPE _
y CLASS II \
O \RIP RAP BEBENT AND cl,BENT CONTROL
\ BENT AND
I BENT LINE 0 BENT 2
`
\ \ LINE i
BRIDGE
FILL FACE
W.P. # 3L
GRADE LINE 1 STA.340+12.69 -L-
TO SR 1324 \`\,\\ -WBL- \i
1
\ .19 -L- \
W.P. '2L
�54
STA.338+92.69 -L- 70 ° 00'00"
70°00'00"
BEGIN APPROACH SLAB _ (TYP.) BRIDGE IDENTIFICATION
STA. 337+58.58 -L- -L 1! STA. 339+48.56 -L-
---------------------- ----------------- ----------------------------- - -------------
BEGIN FRONT SLOPE/j ii 47'-6" 64'-13/6"
STA. 337+68.89 -L-
W.P. '1L ,I i i 8'-4Y6"
i STA. 337+82.69 -L-
i1—_ _ _—______________J_________ t! 1_ _____
___1___------
_ _
110'-0" 120'-0" \
315'-0"(FILL FACE TO FILL FACE)
PLAN ALONG -WBL-
PILES NOT SHOWN IN PLAN VIEW
05-14-13
NOTES:
BENTS AND END BENTS ARE PARALLEL.
IHEREBY CERTIFY THESE
PLANS ARE THE AS -BUILT PLANS
\\'•
FILL FACE
\
\ \ \
W.P. '4L
STA. 340+97.69 -L-
BEGIN FRONT SLOPE
` \\
STA. 341+11.38 -L-
END APPROACH SLAB
STA. 341+21.60 -L-
PRELIMINARY E]LIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
BRIDGE CONTROL o
LINE
N
PROJECT N0. R-0623
MONTGOMERY COUNTY
TO SR 1381
----------al
%
STATION: 339+48,56 -L-
EXIST.
STRUCTURE
STR. #3

z
O
N
AVr TO SCALE
TYPE B-77
O
N
H
W
W
N
W
W
to
O
LA
CV)
M
Fa-
N
J
W
Z
J
V
I�
TYPE 8-77 %
1
TYPE B-77
RELA
.L.TYPE B-77
71
TYPE B-77
DETAIL AA AIL B_
FALSE SUMP ALSESUMP
Outside Ditch
I— smW ( Not to Scale) •
Trc(fic Flow
Pitch`O.1 20:7 z.o 2'
f S � etc.
S-Dikh Slop,Proposed Ditch S=Ditc lope f5 Proposed Ditch
FROM STA.333+65 RT FROM STA. 334+85 LT
FROM STA 345+85 LT FROM STA 343+35 RT
61
sm mom
DETAIL C
FALSE SUMP
(Not to Smle)
Median Ditch _ i,
9' 2'
Chen hlaj]R' GI
—5— t
S=Ditch Slope fL Proposed Ditch
Disc TI e L Grade— Ditch L
To .0% 20' 1 Lt., 4.0 0 6.0 40'
�rY.tM to an o 'ADM 1 50'
FROM STA. 337+75 CL
FROM STA.345+85 CL
PROJECT REFERENCE NO. 1 SHEET NO.
R-0623 29
PrW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
FP-RELIMWI RY PLANS
Q�
W NOT U3Z PO CONMUCnON
ti
FOR PROFILE OF LINE —L— SEE SHEET 49
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET %;,OF
` rw�r Iir.carG _Ryy rrvnree.
100' 0' 100' 200' 300'
\ GRAPHIC SCALE
O
M
H
Lu
Lu
N
W
W
N
O
O
N
d'
M
H
to
J
W
Z
J
gV
2

N
W
H
o
U
H
O
DETAIL A DETAIL B
FALSE SUMP FALSE SUMP
( Not to Scale)
Ouhide Ditch
Ouhide Ditch Tmffi�Flow
GI
.�. S— etc.
S=Ditch Slo k Pry DMh S=Ditch Slope CL Proposed Ditch
FROM STA. 35D+75 5 LT
FROM STA. 347+LT FROM STA. 347+85 RT
FROM STA. 35+5 LT
FROM STA. 358+15 LT
FROM STA. 359+35 LT
�
�"-- -•D Posr
MTL
i UE��
PUE - PUE - PUE PUE
WRY ALLBE WILIS TRUSTEE
WOODS
DETAIL C
FALSE SUMP
( Not to Scale)
Media�Ditdi
9" I2'
then s.I—yam 2a ---.{ GI
--'s —
S=Ditch Slope E Proposed Ditch
I
E VEO E]M
I'PAP
Ar
C
FROM STA. 347+85 CL
FROM STA. 351+35 CL
FROM STA.354+35 CL
FROM STA. 358+15 CL
V" mom
SITE 22
CLASS B RIP RAP
EST.2 TONS
EST.7 SY GF
PASTURE
C
— C --- C 6 ---�
C ---�
_ITL__e________ _
\
-Do"
FJP
PUE
PUE �_
PUE
PU
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
®DENOTES IMPACTS IN
SURFACE WATER
(POND)
100, 0' 100' 200' 300'
F
MOODS
S
ROODS 1
1 ;
PROJECT REFERENCE NO. SHEET NO.
R4623 30
PAY SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELDICIN Y PLANS
DO ?Mr VS CONMUCTWN
FOR PROFILE OF LINE -L- SEE SHEETS 49
AND 50
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 13 OF q(
SMALL TREES
I
BERM DITCH
Z
DETAIL M
ISEE
7
ELBOW
�J
2G
2GI
I
S
FS
r
24" PAR
R
�RAk�X—X—
%ND
RETAIN
-
O
—�� F
—'---..
- F F—
w F
N
m
mI
PUE
PUE-
PUE
j
PUE --�
PUE
OR" IIORroS
CLASS B RIP RAP
EST, 5 TONS
EST, 17 SY GF
GRAPHIC SCALE

NO.
gu
2t
DETAIL A DETAIL
FALSEI SUMP
Hero >UFALSE SUMP
Outside Ditch (Notto Sooale)
Ouhide Difsh 2 TmM=Flow
iraR c Flow `a.� �0:7 2'
_ etc.
S=Ditch Slo Proposed. DBd, S=Ditch Slope (j Proposed Ditch
FROM STA.347+85 LT FROM STA 347+85 RT
FROM STA 350+75 LT
FROM STA. 352+35 LT
FROM STA 358+15 LT
FROM STA 359+35 LT
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
®DENOTES IMPACTS IN
SURFACE WATER
(POND)
100' 0' 100' 200' 300'
GRAPHIC SCALE
DETAIL C
FALSE SUMP
( Not to Scale)
Medinn Di1dh -
9" 2'
so' GI
5�
S=Ditch Slope C Proposed Ditch
I I R-0623 3C
i RM' SHEET NO.
ROADWAY DESIGN HYDRAULIC
ENGINEER ENGINEER
PRELIMIN4RY PLAN:
CONMUCTWIR
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS

PROJECT REFERENCE NO. 1 SHEET NO.
DETAIL
FALSE SUMP
a s-w
Omtside DijSh 20:1 2.0
Tdl c Flo —`off
W
S=Ditch Slope (i Proposed Ditch
FROM STA.362+10 LT
DETAIL C
FALSE SUMP
I Not to Smle)
Median Ditch _
9' I2'
Chan 4lavj ---.ram 2aGI
--'s —
S=Ditch Slope CE Proposed Ditch
ROSE BO luN
FROM STA.362+10 CL
FROM STA.365+DO CL
EARLE POOLE
ENGINEER 1 ENGINEER
PRELIMINIRY PLANS
no xar vs COxf'IA1JC190N
FOR PROFILE OF LINE -L- SEE SHEET 50 1
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET 6-OF U
I I
®DENOTES IMPACTS IN
SURFACE WATER
(POND)
100' 0' 100' 200' 300'
II GRAPHIC SCALE

DETAIL A
FALSE SUMP i
I_ smM
t c Dith o
20:1
GI
S=Ditch Slope Proposed Ditch
FROM Sl 362+10 LT
DETAIL C
FALSE
(Not to Swle)
Median Dit h
9" I2'
Chan Mlw)—ti+— 20' GI
S=Ditch Slooe 6 Proposed Ditch
0.0% To 2.0% 1 20 ver O4.0% To 6.076 40'
30' Over 6.r 50'
o FROM STA.362+10 CL
FROM STA_ 365+00 CL
PAM BOY"
EAME POM
RW $MEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DO HOT U0 tr04 0WXMIICfl0N
FOR PROFILE OF LINE —L— SEE SHEET 50
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
PERMIT DRAWING
SHEET I& OF I
I I
®DENOTES IMPACTS IN
SURFACE WATER
)POND)
0' 100' 200' 300'
IN GRAPHIC SCALE

SEE DETAIL G
® DENOTES FILL ID
WETLAND
® DENOTES HAND \
CLEARING \
®DENOTES IMPACTS IN
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER \
100' 0' 100' 200' 300,
GRAPHIC SCALE
DETAIL A 61
FALSE SUMP R
I nab smi.l ink
Outside DiWh 2.0
cal \ 20:1
\O'
S=Ditch Slo 4j Proposed Ditch
FROM STA. -Y7- 18+85 LT
REFERENCE NO. SHEET NO.
t4623 34
R,W SHEET NO.
Y DESIGN HYDRAULICS
INEER ENGINEER
]ELIMINA. RY PLANS
10 ?M OQ CONIMUC170N
LE OF LINE -Y7- SEE SHEET 52
.E OF LINE -Y7A- SEE SHEET 55
SEE SHEETS 2-H & 2-1
t DRAINAGE DITCH DETAILS
'ERMIT DRAWING
SHEET Q)! OF g[
DETAIL 8
FALSE SUMP
Outside Ditch ( Not to Sc01e)
7n>�c Fbw
2'
GI
f 5 — etc.
S-Ditch SIoPe fE Proposed Ditch
FROM VA. -Y7- 18+85 ITT

SEE DETAIL G
® DENOTES FILLLL ID
WETLAND
® DENOTES HAND \
CLEARING
®DENOTES IMPACTS IN
\
SURFACE WATER
®DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
\
100' 0' 100'
200' 300'
5
— 9i8g
CRAPFMC SCALE
DETAIL A
FALSE SUMP n
(N.
� 20:1
IS -Ditch Slope rE Proposed Ditch
FROM STA. -Y7- 18+85 LT
REFERENCE NO. I SHEET NO.
34
NO.
HYDRAULICS
ENGINEER
Y PLANS
coNerRooriox
E -Y7- SEE SHEET 52
-Y7A- SEE SHEET 55
i 2-H & 2-1
iE DITCH DETAILS
DRAWING
51OF_J(
DEIL 8
FALSE
(Not to Scale)
OutsiG Ditch
M is Flow
Y
GI
S — m.
S=Ditch Slope 4 Proposed Ditch
FROM S7rA.-Y7-18+65 RT

PERMIT DRAWING
SHEETS OF 17/
Rounded totals are based on sum of actual impacts. 172 feet
Stream Bank Stablization Sites 1-15 =
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
MONTGOMERY COUNTY
WBS - 34352.1.1 (R-0623)
ATN Revised 3/31105 - SHEET 12 6 2013
WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Site
No.
Station
(From/To)
Structure
Size /Type
Permanent
Fill In
Wetlands
(ac)
Temp.
Fill In
Wetlands
(ac)
Excavation
in
Wetlands
(ac)
Mechanized
Clearing
in Wetlands
(ac)
Han
Clearing
in
Wetlands
(ac)
Permanent
SW
impacts
(ac)
Temp.
SW
impacts
(ac)
Existing
Channel
Impacts
Permanent
(ft)
Existing
Channel
Impacts
Temp.
(ft)
Natural
Stream
Design
(ft)
1
L2 26+14 to 28+48
Roadway Fill
0.13
0.02
0.01
<0.01
136
16
Bank Stabilization
<0.01
11
2
L 30+39 to 30+81 Rt
15"
<0.01
<0.01
<0.01
<0.01
39
34
3
L 53+20 to 55+42
2@8'x6' RCBC
0.01
0.01
0.03
<0.01
294
24
4
L 70+83 to 73+70
60" RCP IV
0.02
0.06
0.01
<0.01
271
73
5
L 75+30 to 84+50
2@10'x7' RCBC
0.05
<0.01
295
17
Bank Stabilization
0.01
62
5A
Roadway Fill
0.04
5B
Roadway Fill
0.01
0.02
500
5C
Pond
0.02
0.02
0.34
6
L 120+95 to 121+90 Lt
Roadway Fill
0.08
7
L 122+87 to 123+78
Bank Stabilization
<0.01
43
7A
L 124+42 Lt
Bank Stabilization
<0.01
16
7B
L 124+91 to 128+04
Roadway Fill
0.16
0.02
<0.01
355
72
8
L 131+38 to 132+10 Lt
Roadway Fill
<0.01
<0.01
<0.01
10
9
L 137+97 to 138+55
Roadway Fill
0.03
10
L 150+48 to Y6 11+00 Rt
Roadway Fill
0.14
<0.01
0.13
11
L 187+35 to 188+66
96" RCP IV
0.03
0.01
322
83
Bank Stabilization
<0.01
15
11A
L 187+80 to 187+98
Roadway Fill
0.01
0.02
91
41
12
L 203+49 to 206+55
2@12'x8' RCBC
0.10
0.01
499
38
13
L 228+85 to 229+98
Roadway Fill
0.05
0.04
14
L 241+68 to 242+88
54" RCP IV
0.02
0.01
229
60
Bank Stabilization
<0.01
12
15
L 250+61 to 251+71
66" RCP -IV
0.02
<0.01
370
31
Bank Stabilization
<0.01
13
TOTALS:
0.68
0.03
0.26
0.68
0.07
3573
499

PERMIT DRAWING
SHEETS OF 9/
WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Site
No.
Station
(From/To)
Structure
Size / Type
Permanent
Fill In
Wetlands
(ac)
Temp.
Fill In
Wetlands
(ac)
Excavation
in
Wetlands
(ac)
Mechanized
Clearing
in Wetlands
(ac)
Hand
Clearing
in
Wetlands
(ac)
Permanent
SW
impacts
(ac)
Temp.
SW
impacts
(ac)
Existing
Channel
Impacts
Permanent
(ft)
Existing
Channel
Impacts
Temp.
(ft)
Natural
Stream
Design
(ft)
16
L 262+36 to 264+32
30" RCP-II1
0.14
0.01
17
L 264+70 265+86
54" RCP-111
0.10
0.01
0.03
0.01
<0.01
280
57
to
Bank Stabilization
<0.01
21
18
L269+62 272+04
42" RCP-111
0.11
<0.01
0.02
0.01
<0.01
297
44
to
Bank Stabilization
<0.01
22
19
L 282+75 to 283+36
Roadway Fill
0.04
19A
L 282+68 to 283+49
Roadway Fill
0.01
0.02
19B
L 283+33 to 283+47
2@1 VxT RCBC
<0.01
17
19C
L 283+47 284+20
2@1 VxT RCBC
0.05
340
to
Bank Stabilization
<0.01
9
20
L 316+99 to 317+88
Roadway Fill
0.05
21
L
Bank Stabilization
0.01
75
338+46 to 340+55
Causeways
0.08
112
22
L 350+09 to 352+49 Lt
Pond
0.55
23
L 362+75 to 364+14 Rt
Pond
0.48
24
Y7 15+26 to 15+49 Lt
Roadway Fill
<0.01
<0.01
24A
Y7 15+63 16+31
48" RCP
0.04
0.02
0.01
<0.01
240
18
to
Bank Stabilization
<0.01
10
SHEET TOTALS (SITES 16-24A):
0.49
1
1 0.02
1
1 0.11
1 1.12
0.09
1294
248
SHEET TOTALS (SITES 1-15):
0.68
0.03
0.26
0.68
0.07
3573
499
TOTALS:
1.17
0.05
0.38
1.80
0.17
4867
747
Rounded totals are based upon sum of actual impacts.
Stream Bank Stablization Sites 16-24A = 137 feet
An additional 0.03 acres of temporary wetland impacts in Hand Clearing areas is due
to placement of Erosion Control measures.

}
E
L
w
z
i
c
®
i
f
THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARY OF TROY
-Ll- STA.17 + 00.00
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 50 100
PROFILE (HORIZONTAL)
10 5 0 10 20
\ PROFILE (VERTICAL)
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
UTILITY ENVIRONMENTAL PLANS
MONTGOMERY COUNTY
T.I.P. NO. SHEET NO.
R-0623 UEP-1
UTILITY SHEET: 1-OF-5
TYPE OF WORK: WATER AND SANITARY SEWER UTILITY CONSTRUCTION
INDEX OF SHEETS
SHEET NO.
DESCRIPTION
UEP-1
TITLE SHEET
UEP-2
UTILITY IMPACT SITES Ul, U2
UEP-3
UTILITY IMPACT SITE U3
UEP-4
UTILITY IMPACT SITE U4
UEP-5
IMPACT SUMMARY SHEET
SEAL
-Y9-
PAGE ST /�
Nn (SR 1332)
PLAN DATE: 10 16-2013
PREPARED IN THE OFFICE OF.
DIVISION OF HIGHWAYS
UTILITIES UNIT
UTILITIES ENGINEERING
m
e
7 P 1591 MAIL SERPICES CENTER
RAI.EIGl1 NC 27699-1591
OF TFAX (919)91925551
Roger Worthington, P.E. UTILITIES SEC77ON ENGINEER
Ron Wilkins, P.E. UTILITIES SQUAD LEADER PROJECT ENGINEER
Eric Haugaard UTILITIES PROJECT DESIGNER

HC = UTILITY IMPACTS
HATCHED AREAS SHOW:
"HAND —CLEARING IN WETLANDS"
FROM UTILITY INSTALLATION
E = UTILITY IMPACTS
HATCHED AREAS SHOW:
"TEMPORARY EXCAVATION IN WETLANDS"
FROM UTILITY INSTALLATION
P = PROJECT IMPACTS (NON —UTILITY)
SITE—Ul
vm
NCDOT PROJECT R-0623
UTILITY ENVIRONMENTAL PERMIT DRAWING
UTILITY IMPACT SITE-U1 AND SITE-U2
SITE—U2
,may_
"TEMPORARY EXCAVATION IN WETLANDS
185 SQFT (< 0.01 AC)
"HAND -CLEARING IN WETLANDS"
375 SQFT (< 0.01 AC)
N
O
0/1 ro LIM .1. - LIM LI. IIO' G/N ro„
GRAU 350
OH PO# EXIST ON POW
fq�,EX
VATION
IN-WETCAI
156
OFT
(0.04
AC)
"HAND-CLEA
NG
IN
WETLANDS"
1160 SQFT
(0.03
AC)
OE5IGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
REVISED:
NORTH CAROLINA
DEPARTMENT OF
TRANSPORTATION
UTILITIES ENGINEERING SEC.
PHONE: [phone] UTILITY NSTRUCTIOI
FAX:[phone] PLA S ONLY
UTILITY CONSTRU¢TION
y
UTILITY SHEET 2 F 5
PLAN DATE: 10-16-2013
PLAN SCALE:
1"=50' (FULL-SIZE S E
1"=100' (HALF-SIZE HE )
REM.
EXIST OM POW
It
r�
REM.

NCDOT PROJECT R-0623
UTILITY ENVIRONMENTAL PERMIT DRAWING
UTILITY IMPACT SITE-U3
UTILITY IMPACT SITE-U3
"TEMPORARY EXCAVATION IN WETLANDS
390 SQFT (< 0.01 AC)
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
REVISED:
UTILITIES ENGINEERING SEC.
PHONE :[phone] UTILITY CONSTRUCT IOl
FAX:[phone] I PLANS ONLY
UTILITY CONSTRUCTION
UTILITY SHEET 3 OF 5
PLAN DATE. 10 16-2013
PLAN SCALE:
1"=50' (FULL-SIZE SHEET)
1"=100' (HALF-SIZE SHEET)
HC = UTILITY IMPACTS
HATCHED AREAS SHOW:
"HAND -CLEARING IN WETLANDS"
FROM UTILITY INSTALLATION
E = UTILITY IMPACTS

NCDOT PROJECT
UTILITY ENVIRONMENTAL
UTILITY IMPACT
R-0623
PERMIT D
SITE-U4
\ UTILITY IMPACT SITE-U4
"HAND CLEARING IN WETLANDS"
855 SQFT (0.02 AC)
Epy} av p4p
,
EYgy
iS
�1
z
RAWI N G
DRAWN BY:
CHECKED BY:
APPROVED 8Y:
REVISED:
DEPARTMENT OF
TRANSPORTATION
UTILITIES ENGINEERING SEC.
PHONE: [phone] UTILITY CONSTRUCTIO
FAX:[phone] PLANS ONLY
UTILITY CONSTRUCTION
UTILITY SHEET 4 OF 5
PLAN DATE. 10 16-2013
PLAN SCALE:
1"=50' (FULL-SIZE SHEET)
1"=100' (HALF-SIZE SHEET)
HC = UTILITY IMPACTS
HATCHED AREAS SHOW:
"HAND -CLEARING IN WETLANDS"
FROM UTILITY INSTALLATION
E =UTILITY IMPACTS
HATCHED AREAS SHOW:
"TEMPORARY EXCAVATION IN WETLANDS"
FROM UTILITY INSTALLATION
P=PROJECT IMPACTS (NON -UTILITY)

UTILITY WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Temp.
Hand
Existing
Existing
Permanent
Temp.
Excavation
Excavation
Mechanized
Clearing
Permanent
Temp.
Channel
Channel
Natural
Site
-L- Station
Structure
Fill In
Fill In
in
in
Clearing
in
SW
SW
Impacts
Impacts
Stream
No.
(From/To)
Size / Type
Wetlands
Wetlands
Wetlands
Wetlands
in Wetlands
Wetlands
impacts
impacts
Permanent
Temp.
Design
(ac)
(ac)
(ac)
(ac)
(ac)
(ac)
(ac)
(ac)
(ft)
(ft)
(ft)
U1
Sta 28+OOL
overhead power line - clear 15'
< 0.01
each side of line
(375 SQFT)
U1
Sta 28+OOL
open -trench excavation for
< 0.01
installation of water line
(185 SQFT)
U2
Sta 29+25L
overhead power line - clear 15'
0.03
each side of line
(1160 SQFT)
U2
Sta 29+25L
open -trench excavation for
0.04
installation of water line
(1515 SQFT
U3
Sta 55+OOL
open -trench excavation for
< 0.01
installation of water line
(390 SQFT)
U4
Sta 153+50L
overhead power line - clear 15'
0.02
each side of line
(855 SQFT
TOTALS:
0.05
0.05
(2090 SQFT)
(2390 SQFT
* total calculated summing square footage at each site and then rounding to the nearest one -hundredth acre
UTILITY SHEET 5 of 5
Revised 3131/05

VICINITY MAP
-Ll- STA. 17 + 00.00
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 50 100
PROFILE (HORIZONTAL)
10 5 0 10 20
PROFILE (VERTICAL)
611 "I AllrI,1 (0I loll IN'1 1-11 .1I' 1 I
10 W) I I -I 11-II �". A
UTILITY ENVIRONMENTAL PLANS
MONTGOMER Y COUNTY
T.I.P. NO.
SHEET NO.
R-0623
UEP-1
UTILITY SHEET: I-OF-S
TYPE OF WORK: WATER AND SANITARY SEWER UTILITY CONSTRUCTION
INDEX OF SHEETS
SHEET NO.
DESCRIPTION
UEP-1
TITLE SHEET
UEP-2
UTILITY IMPACT SITES Ul, U2
UEP-3
UTILITY IMPACT SITE U3
UEP-4
UTILITY IMPACT SITE U4
UEP-5
IMPACT SUMMARY SHEET
SEAL
PLAN DATE: 10-16-2013
PREPARED IN THE OFFICE OF
DIVISION OF HIGHWAYS
y
UTILITIES UNIT
o
= UTILITIES ENGINEERING
4
�~
y
Q 1597 MAIL SERVKES CENTER
RALEIGH NC 276994591
PHONE 690
OF Tfl0`aS�O
FAX[phone]l51
Roger Worthington, P.E.
UTILITIES SECTION ENGINEER
Ron Wilkins, P.E.
UTILITIES SQUAD LEADER PROJECT ENGINEER
Eric Haugaard
UTILITIES PROJECT DESIGNER

PROJECT REFERENCE NO. SHEET NO.
v
R-66?3 UF_P-z
N C D OT PROJECT R-0 62 3
DESIGNED BY: -
DRAWN BY:
HC = UTILITY IMPACTS
CHECKED BY:
UTILITY
ENVIRONMENTAL PERMIT DRAWING
APPROEE°EJY:
REVISED:
N042T61 CAROLINA
UTILITY IMPACT SITE-Ul AND SITE-U2
DEPARPAENT OF
TRANSPORTATION
UTILITIES EN6I NECR ING SEJUTILIPLY[INSTRUCTION
PHONE:[phone]TY
FAX:[phone]', A S ONLY
HATCHED AREAS :
"HAND —CLEARING S NO WETLANDS"
UTILITY CONSTRU TION
FROM UTILITY INSTALLATION
.�'A►'
W
UTILITY SHEET 2 kOF 5
E=UTILITY IMPACTS
PLAN DATE: 10-16-2013
PLAN SCALE:
HATCHED AREAS SHOW:
1 "=50, (FULL—SIZE SHEET)
FROMOUTLITYXINSTALLATION WETLANDS"
1 "=100' (HALF—SIZE HEET)
P=PROJECT IMPACTS (NON —UTILITY)
SITE—U1 SITE—U2
0
-
wop o/w paw L.rvEo %: ThrvEa -w
- _
ow ow -------------------------------
pAOF o,w paw L�wEs pAop o/x pow �prvEs .. pAop arH pow �:rvE pAop orx pow ��wEs
�
paw p�rvss pnap o/N paw s�rvss p p/n2
_ pAop o,w �
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21
F
F F� Y
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- -----� ---
CA' 1Ex45T OH
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_ T T
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REM. REM. — — REM.
Ex— OH Pow LINEs------------
LINE _
R M.
—EXIST OH POW
Exlsr oN vox axes
EXIST
------ ,
________- o
F REM.
-___-L
_
__
__
cnr-i
N 37 4l' 59.5"
----- 1
UTILITY I�1PAOT_ -SITE-U2
--- ----- _
-
-------------
-- TV IN► �P [TA
�,o� �SITL=Ufi
"TE EX NATION IN WETLADS TSl T----
�y
T�-T1
1516 FT (0.04 AC)
"TEMPORARY EXCAVATION IN WETLANDS
"HAND-CLEA NG IN WETLANDS" I
=�
185 SOFT (< 0.01 AC)
1160 SOFT (0.03 AC)
�� HAND -CLEARING IN WETLANDS"REM.
375 SOFT (< 0.01 AC)
-- _— - --
\
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�.
PROJECT REFERENCE N0. SHEET NO.
P-0623 UEP-3
NCDOT PROJECT R-0623
DESIGNED BY:.
DRAWN BY:
CHECKED BY:
APPROVED BY:
UTILITY ENVIRONMENTAL PERMIT DRAWING
REVISED:
UTILITY IMPACT SITE-U3
NORTH GARDLINA
DEPARTMENT OF
TRANSPORTATION
UTILITIES ENGINEERING SEC.
PHONE: [phone] UTILITY CONSTRUCTION
FAX:[phone] PLANS ONLY
UTILITY CONSTRUCTION
UTILITY SHEET 3 OF 5
- - - - -
PLAN DATE: 10-16-2013
PLAN SCALE:
1"=50' (FULL-SIZE SHEET)
1"=100' (HALF-SIZE SHEET)
------- ----
HC = UTILITY IMPACTS
UTILITY IMPACT SITE-U3
HATCHED AREAS SHOW:
"HAND -CLEARING IN WETLANDS"
"TEMPORARY EXCAVATION IN WETLANDS
FROM UTILITY INSTALLATION
390 SQFT ( G 0.01 AC)
E=UTILITY IMPACTS
I�
� Cfl
I �
N
HATCHED AREAS SHOW:
m
"TEMPORARY EXCAVATION IN WETLANDS"
FROM UTILITY INSTALLATION
P= PROJECT IMPACTS (NON -UTILITY)
�9
In
""
%.
' �Y
EXIST ON POW LINE EXIST OH POW UNE
EXIST OH KW LINE �z ws
12 wL EXIST OH PLµe.E��_
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PROJECT REFERENCE NO. SHEET ND.
a
R-0623 IJEP-4
\
NCDOT PROJECT R-0623
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED
UTILITY
ENVIRONMENTAL PERMIT DRAWING
REVISED:
UTILITY IMPACT SITE-U4
NORTH CAROLINA
DEPARTMENT OF
TRANSPORTATION
UTILITIES ENGINEERING SEC.
PHONE:(9i9 R 07-6690 UT]LI TY CONSTRUCTION
FAX:(:191250-4151 PLANS ONLY
UTILITY CONSTRUCTION
-
UTILITY SHEET 4 OF 5
PLAN DATE: 10-16-2013
PLAN SCALE:
1"=50' (FULL-SIZE SHEET)
1"=100(HALF-SIZE SHEET)
P
HC
= UTILITY IMPACTS
HATCHED AREAS SHOW:
"HAND -CLEARING IN WETLANDS"
UTILITY IMPACT SITE-U4
FROM UTILITY INSTALLATION
E =
UTILITY IMPACTS
"HAND CLEARING IN WETLANDS"
855 SQFT (0.02 AC)
/
HATCHED AREAS SHOW:
"TEMPORARY EXCAVATION IN WETLANDS"
/. • . * * _ * _ * *
FROM UTILITY INSTALLATION
P=
PROJECT IMPACTS (NON -UTILITY)
* r �
*
. p o,l .ow —'s
aw LrNEs
LINE S
fxiST
11 e
S
r�
W
�X
!! G
s
a
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13
On
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6
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N
�E
o�

UTILITY WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Temp.
Hand
Existing
Existing
Permanent
Temp.
Excavation
Excavation
Mechanized
Clearing
Permanent
Temp.
Channel
Channel
Natural
Site
-L- Station
Structure
Fill In
Fill In
in
in
Clearing
in
SW
SW
Impacts
Impacts
Stream
No.
(From/To)
Size / Type
Wetlands
Wetlands
Wetlands
Wetlands
in Wetlands
Wetlands
impacts
impacts
Permanent
Temp.
Design
(ac)
(ac)
(ac)
(ac)
(ac)
(ac)
(ac)
(ac)
(ft)
(ft)
(ft)
U 1
Sta 28+OOL
overhead power line - clear 15'
< 0.01
each side of line
(375 SQFT)
U1
Sta 28+OOL
open -trench excavation for
< 0.01
installation of water line
(185 SQFT)
U2
Sta 29+25L
overhead power line - clear 15'
0.03
each side of line
(1160 SQFT)
U2
Sta 29+25L
open -trench excavation for
0.04
installation of water line
(1515 SQFT)
U3
Sta 55+OOL
open -trench excavation for
< 0.01
installation of water line
(390 SQFT)
U4
Sta 153+50L
overhead power line - clear 15'
0.02
each side of line
(855 SQFT)
TOTALS:
0.05
0.05
(2090 SQFT)
(2390 SQFT)
* total calculated summing square footage at each site and then rounding to the nearest one -hundredth acre
ATN Revised 3/31/05

See Sheet 1-A For Index of Sheets
conorem°e mouma;o
316 Okeewemee TA
1317 4 220 -
310
°02
109 323 1363 A
1369
EID PROJECT �9° � 2
_ 13 34 �1171
1332 I C220 I
135 ' 6 O
34 �i39 38i
Lammon s oad
BEGN PROJECT 1554
1519 220 1500 220
27 0059 A
Cap se °-6011
9
113s113 154
109
{ Wader°""�'° ,s,0
vill= sin Onvll 31 ° ;
�"o
11
220
A
VICINITY MAP
THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARY OF TROT
—L2— STA. 28 + 91.05 L.B. _
—L— STA. 28 + 83.70 L.A.
-YS- 1,711
E(
BUSINESS CENTER -Y12-
DRIVE (PRIVATE) oar " y INC 2427) 9ti
-Y1-
DAIRY
✓� G 2
4 ti/ W4; I yy�Q BEGIN RCBC
0
� R4 0
-L- POT 53+84.72
Z a BEGIN RCBC
—L— STA. 122 + 63.60 (RT)�
BEGIN BRIDGE
-L- STA. 125 +18.11
END BRIDGE
—LI— STA. 28 + 91.37 L.B. _
—L— STA. 28 + 83.70 L.A.
—L2— STA.18 + 49.86 =
—LI— STA. 18+49.86
BEGIN TIP PROJECT R-0623
-LI- STA.17 + 00.00
—LI— STA.15 + 50.00
BEGIN CONSTRUCTION
* TRAFFIC SIGNAL
GRAPHIC SCALES
50 25 0 50 100
PLANS
50 25 0 50 100
PROFILE (HORIZONTAL)
10 5 0 10 20
PROFILE (VERTICAL)
DESIGN DATA
ADT 2014 = 6610 - 12,641
ADT 2040 = 9300 - 18,200
K = 10 %
D = 55 %
T 17 %
V 60 MPH
* TTST =12% DUAL 5%
FUNCTIONAL CLASSIFICATION
RURAL ARTERIAL
REGIONAL TIER PROJECT
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
MONTGOMERY COUNTY
(DOGWOOD AVE)
V�
LOCATION: NC 24127 TROY BYPASS FROM WEST OF SR 1138
(DAIRY ROAD) TO JUST EAST OF LITTLE RIVER
TYPE OF WORK: GRADING, DRAINAGE, PAVING, STRUCTURES
SIGNALS AND SIGNING
-L- STA.125+01.86 (LT)
END BRIDGE -�oo
Ali OS\
406
A.15A
T�
O
�Jy`C,yyB
-Y7-
CAPELSIE RD
RELOCATION
(SR 1519)
NOTE: THIS PROJECT IS A PARTIAL CONTROLLED ACCESS PROJECT WITH ACCESS BEING LIMITED TO POINTS AS SHOWN ON THE PLANS
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III
r
PROJECT LENGTH
LENGTH ROADWAY TIP PROJECT R-0623 = 6.523 MILES
LENGTH STRUCTURES TIP PROJECT R-0623 = 0.126 MILES
TOTAL LENGTH OF TIP PROJECT R-0623 = 6.649 MILES
Prepared In the Office of.
DIVISION OF HIGHWAYS
1000 Birth Ridge Dr., Raleigh NC, 27610
2012 STANDARD SPECIFICATIONS
G. E. BREW, P.E.
RIGHT OF WAY DATE.
JANUARY 30, 2013
PROJECT ENGINEER
I.T. YOUNIS
LETTING DATE:
NOVEMBER 18, 2014
PROJECT DESIGN ENGINEER
STATE
STATB PR.— RRFRR.-. N0.
N.C.
R-0623
1
STATE PR0.1.N0.
P. A.PRQI.N.
RSSCRIPTION
34352.1.1
STP-24 6
PE
34352.3.U1
ILW & UTIL
-Y9-
PAGE ST
N (SR 1332)
C / �
-Y10-
GLEN RD
(SR 1324)
-L- STA.337+65.28
BEGIN BRIDGI
a�
�4
v�
(SR 1586)
-L- STA.337+91.84
END TIP PR
-L- STA. 368 +
HYDRAULICS ENGINEER
P.E.
SIGNATURE:
ROADWAY DESIGN
ENGINEER
SIGNATURE:
P.E.
v CO�
kalrfl%
PRELIMINARY PLANS
W NOT USE FOR CONSTRUCTION
DIVISION OF HIGHWAYS
�F NORTH n
OF T"I �-
STATE OF NORTH CAROLINA

Note: Not to Scale
STATE OF NORTH CAROLINA
PROJECT REFERENCE NO. SHEET
R-�23 �-/
*S. U.E. = Subsurface Utility Engineering
DIVISION
OF
HIGHWAYS
CONVENTIONAL
PLAN SHEET SYMBOLS
BOUNDARIES AND PROPERTY
WATER:
State Line —
-
Water Manhole
County Line
RAILROADS:
Water Meter
o
Township Line
Standard Gauge CSX TRANSPORTATIOIV
Water Valve
Orchard
f� f3 Q Q
City Line
RR Signal Milepost
MILEPOST 35
Vineyard^eya
a
Water Hydrant
Reservation Line
Switch
SWITCH
Recorded U/G Water Line
Property Line
RR Abandoned —
— — —
EXISTING STRUCTURES.•
Designated U/G Water Line (S.U.E.*) - -
- -•- - - -
Existing Iron Pin
E.P
RR Dismantled - -
- - - - - -
Above Ground Water Line
A/C Ovate
MAJOR:
Property Corner
RIGHT OF WAY.-
Bridge, Tunnel or Box Culvert
coNc
Property Monument
El
Baseline Control Point
♦
Bridge Wing Wall, Head Wall and End Wall -
l r
J C-C WW l
TV:
Parcel/Sequence Number
i23
Existing Right of Way Marker
MINOR:
TV Satellite Dish
CC
Existing Fence Line —x
x x—
Existing Right of Way Line
-
Head and End Wall
coNC Hw
TV Pedestal
Proposed Woven Wire Fence
Proposed Right of Way Line
Pipe Culvert
TV Tower
8
Proposed Chain Link Fence
Proposed Right of Way Line with (D
A_
Footbridge
}----------<
U/G TV Cable Hand Hole
"H
a
Proposed Barbed Wire Fence
v
Iron Pin and Cap Marker
Drainage Box: Catch Basin, DI or JB
ElCe
Recorded U/G TV Cable
Proposed Ri ht of Wa Line with
g
Existing Wetland Boundary - - - -"`R- - - -
Concrete orGranite R/W Marker
Paved Ditch Gutter
____ —
Designated U/G TV Cable (S.U.E.*) - -
- - - - - -
Proposed Wetland Boundary
"`R
Proposed Control of Access Line with
Storm Sewer Manhole
OO
Recorded U/G Fiber Optic Cable
T° Fo
Existing Endangered Animal Boundary
E<a
Concrete C/A Marker
Storm Sewer
Designated U/G Fiber Optic Cable (S.U.E.*r - -
- -T° Fo- - -
Existing Endangered Plant Boundary
EPB
Existing Control of Access
Known Soil Contamination: Area or Site
Proposed Control of Access
UTILITIES.-
GAS:
Potential Soil Contamination: Area or Site
Existing Easement Line _E
g
Gas Valve
0
BUILDINGS AND OTHER CULTURE:
Proposed
Proposed Temporary Construction Easement -
E
POWER:
Power Pole
j
Gas Meter
Gas PumpVent or U/G Tank Ca p
O
Proposed Temporary Drainage Easement
TDE
Proposed Power Pole
l
V
Recorded U/G Gas Line
0
5
Proposed Permanent Drainage Easement
PDE
Existing Joint Use Pole
Designated LJ/G Gas Line S.U.E.*
g ( )
- -�- -
Sign
Well
o
w
Proposed Permanent Drainage /Utility Easement
DUE
Above Ground Gas Line
Aic cas
Proposed Joint Use Pole
Small Mine
,x,
Proposed Permanent Utility Easement
PUE
Power Manhole
Foundation
�
Proposed Temporary Utility Easement
TUE
Power Line Tower
®
SANITARY SEWER:
Area Outline
0
Proposed Aerial Utility Easement
AUE
Power Transformer
Sanitary Sewer Manhole
ry
®O
Cemetery
0
Proposed Permanent Easement with
U/G Power Cable Hand Hole
Sanitary Sewer Cleanout
0+
Building
�
Iron Pin and Cap Marker
U/G Sanitary Sewer Line
s:
School
ROADS AND RELATED FEATURES.
H-F Pole
rame oe
��
P
Above Ground Sanitary Sewer A/G Sanitary Sewer
Church
ExistingEdge of Pavement —
g
— — — —
Recorded U/G Power Line
Designated U/G Power Line
Recorded SS Forced Main Line
Fps
Existing Curb _____
(S.U.E.*)
Dam
Designated SS Forced Main Line (S.U.E.*) — -
Proposed Slope Stakes Cut - -
- C - - -
TELEPHONE:
HYDROLOGY.-
Proposed Slope Stakes Fill - -
- F - - -
MISCELLANEOUS:
Stream or Body of Water
Proposed Curb Ramp
CR
Existing Telephone Pole
Utility Pole
•
H dro, Pool or Reservoir I ------I
Y
Existing Metal Guardrail
Proposed Telephone Pole
�
Utility Pole with Base
El
Jurisdictional Stream —
�s _
Proposed Guardrail T
T T
Telephone Manhole
O
Utility Located Object
p
Buffer Zone 1
ez I
n
Existing Cable Guiderail
n n
Telephone Booth
❑O
Utility Traffic Signal Box
❑s
Buffer Zone 2
Bz z
Proposed Cable Guiderail n
n n n
Telephone Pedestal
O
Utility Unknown U/G Line
teT�
Flow Arrow �
Equality Symbol
Telephone Cell Tower
�
U/G Tank; Water, Gas, Oil
Disappearing Stream ;—
—
Pavement Removal
®
U/G Telephone Cable Hand Hole
HH
Underground Storage Tank, Approx. Loc.
BST
Spring per-
�_.-^
l�EGETATION.
Recorded U/G Telephone Cable
Wetland
Designated U/G Telephone Cable (S.U.E.*) -
- - - -T- - - -
A/G Tank; Water, Gas, Oil
�c
Single Tree
�
Geoenvironmental Boring
Proposed Lateral, Tail, Head Ditch
�T
Single Shrub
©
Recorded U/G Telephone Conduit
T=
False Sump
Designated U/G Telephone Conduit (S.U.E.*)-
- - - -TE- - - -
U/G Test Hole (S.U.E.*)
m
Hed a
g
Abandoned According to Utility Records
AATUR
Woods Line
t
Recorded U/G Fiber Optics Cable
T Fa
Designated U/G Fiber Optics Cable (S.U.E.*)
-- - -TFo---.
End of Information
E.O.I.

CL -L2- CL -Ll-
-0" VARIES VARIES VARIES VARIES 12'-0" 10'-0"
2' TO 12'
O' TO 8.1'
O' TO 8.1'
2' TO 12'
13'-0" W/GR
!
1
6,_0„
6'_0„
=A Z
m
C3
GRADE
2'_0"
2 _p
W C3
o NT C3
0" O
4'7008
POINT
FDPS
FDPS
W
N z
y
0`02
0.04
Q 04
0.02
6:1
6 1
J1 D3 16 T T J1 D3 16„ U 16„ D3 AGRADE TO THIS LINE GRADE TO THIS LINE GRADE TO THIS LINE
TYPICAL SECTION NO. 2
-Ll- STA. 18+49.86 TO 22+00.00 & -L2- STA. 18+49.86 TO
21+99.31
TRANSITION FROM T.S. 1 TO T.S. 2
CL
-L2-
CL
-Ll-
IARIES -0" 18'-0" 10'-0" 12'-0"
VARIES VARIES VARIES
VARIES
12'-0" 10'-0"
X-SECT.
2' TO 12'
8.1' TO 23'-0"
8.1' TO 23'-0"
2' TO 12'
13'-0" W/GR
t
6 -0
6'-0"
t
z
O
n m
4'-0"
C3
GRADE
2 _p
2 _p"
C3
GRADE
C3
4 -p
O
FDPS
POINT
FDPS
FDPS
POINT
FDPS
N i
Z.�
0.08
0.02
0.04 6:1
-
0 02 .
0.08
6:1
0Q
6:1
6„
6"
6„
D3
T
T
D3
D3
T A
16"
11
16'" J1
T
GRADE TO THIS LINE
TYPICAL SECTION NO. 3
GRADE TO THIS LINE
GRADE TO THIS LINE
-Ll- STA. 22+00.00 TO 28+91.37 L.B. & -L2- STA. 21+99.31 TO
28+91.05
L.B.
CL -L-
-L- EBL STA. 125+01.86 (END BRIDGE) TO 337+65.28 (BEGIN BRIDGE)
-L- WBL STA. 125+18.11 (END BRIDGE) TO 337+91.84 (BEGIN BRIDGE)
-L- EBL STA. 340+80.28 (END BRIDGE) TO 350+25.00
-L- WBL STA. 341 + 06.84 (END BRIDGE)TO 350+25.00
PROJECT REFERENCE NO. SHEET NO.
R-0623 2-A
ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
ES
;ECT.
PAVEMENT SCHEDULE
C1 3.0" S9.5B
C2 VAR S9.513
C3 3.0" S9.5C
6; 1 C4 VAR S9.5C
Dl 2.5" 119.0E
ORIGINAL GROUND p2 VAR. 119.08
VARIABLE D3 3.0" 119.00
SLOPES
ORIGINAL D4 VAR. 119.00
GROUND E1 4.0" B25.OB
E2 5.5" 625.013
E3 VAR. 325.013
JO 6" ABC
Jl 10" ABC
'S
ECT. OT EARTH MATERIAL
OEXISTING PAVEMENT
lWl I WEDGING
VARIABLE
-SLOPES
DRIGINAL
GROUND

x
Z p GRADE 6'-0"
m a OINT
4'-0" 2'-0"
FDPS Q C3 C3 Q FDPS
6" J
A3 16„ U 16" D3 AT T AD3 16" U 16"/
ORIGINAL r(
:GROUND GRADE TO THIS LINE GRADE TO THIS LINE GRADE TO THIS LINE
RIABLE TYPICAL SECTION NO. 6
OPES
ORIGINAL -L- STA. 359+00.00 TO 364+25.70, TRANSITOIN FROM T.S. 5 TO T.S. 6
GROUND -L- STA. 364+25.70 TO 368+00.00
10' 3'
2'-4" OFFSET BLOCK
PAVED
SHOULDER POST
C3 Rl 2.1 MATTING FOR
EROSION CONTROL
A D3 T
SHOULDER BERM GUTTER
(STANDARD 846.01)
DETAIL SHOWING SHOULDER BERM GUTTER
USE WITH TYPICAL SECTION NO. 4
(SEE PLANS FOR LOCATIONS)
� -Yl- (SR 1138)
GRADE TO THIS LINE —I iL—GRADE TO THIS LINE
TYPICAL SECTION NO. 7
-Yl- STA. 14 + 00.00 TO 14 + 50.00
TRANSITION FROM EXISTING TO T.S.7
-Yl- STA. 14+96.21 TO 15+60.52
GRADE TO THIS
I: -
GROUND
PROJECT REFERENCE NO.
SHEET NO.
R-0623
2-B
ROADWAY DESIGN
PAVEMENT DESIGN
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
PAVEMENT SCHEDULE
C1 3.0" S9.513
C2 VAR S9.513
C3 3.0" S9.5C
C4 VAR S9.5C
Dl 2.5" 119.0E
D2 VAR. 119.08
D3 3.0" 119.0C
D4 VAR. 119.00
El 4.0" B25.OB
E2 5.5" 625.013
E3 VAR. 325.013
Jl 10" ABC
TO EARTH MATERIAL
�O EXISTING PAVEMENT
IW1 WEDGING

43' _ 1
OFFSET BLOCK
i
POST
Cl Rl 21 MATTING FOR
EROSION CONTROL
6"
T
El Dl E3 SHOULDER BERM GUTTER
(STANDARD 846.01)
DETAIL SHOWING SHOULDER BERM GUTTER
USE WITH TYPICAL SECTION NO. 16
-Y7- STA. 14+25 TO 18+25 LEFT
-Y7- STA. 14+25 TO 16+30 RIGHT
CE -Y6- (SR 1005)
4 -Y6- (SR 1005)
Ct -Y6- (SR 1005)
=Y7- (SR 1519l
CE -Y8- (SR 1554)
TYPICAL SECTION NO. 13
-Y6- STA. 11 + 00.00 TO 12 + 00.00
TRANSITION FROM EXISTING TO T.S.13
-Y6- STA. 12 + 00.00 TO 13 + 25.00
TYPICAL SECTION NO. 14
-Y6- STA. 13+25.00 TO 14+26.94
TYPICAL SECTION NO. 15
-Y6- STA. 16 + 88.33 TO 18 + 90.00
-Y6- STA. 18 + 90.00 TO 19 + 50.00
TRANSITION FROM T.S.15 TO EXISTING
TYPICAL SECTION NO. 16
-Y7- STA. 10+59.32 TO 24+50.00
-Y7- STA. 24 + 50.00 TO 25 + 00.00
TRANSITION FROM T.S.16 TO EXISTING
* -YIOA- STA. 10+58.04 TO 11+22
TYPICAL SECTION NO. 17
-Y8- STA. 11 + 60.00 TO 12 + 10.00
TRANSITION FROM EXISTING TO T.S.17
-Y8- STA. 12 + 10.00 TO 12 + 96.91
PROJECT REFERENCE NO.
SHEET NO.
R-0623
2-D
ROADWAY DESIGN
PAVEMENT DESIGN
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
PAVEMENT SCHEDULE
Cl 3.0" S9.56
C2 VAR S9.513
C3 3.0" S9.5C
C4 VAR S9.5C
Dl 2.5" 119.013
D2 VAR. 119.08
D3 3.0" 119.0C
D4 VAR. 119.00
El 4.0" B25.013
E2 5.5" 625.013
E3 VAR. 1325.013
Jl 10" ABC
TO EARTH MATERIAL
�O EXISTING PAVEMENT
IW1 WEDGING

A
4'
Z
J
U',o ?,
~ L5'
A
DETAIL SHOWING VALLEY GUTTER
USE WITH TYPICAL SECTIONS 22 & 23
-Y10- STA. 22+14.41 TO 23+38.00 RIGHT
CL -Y8- (SR 1554)
CL -Y9- (SR 1332)
CL -Y9- (SR 1332)
� -Y10- (SR 1324)
-Y10- (SR 1586)
TYPICAL SECTION NO. 18
-Y8- STA. 15 + 85.57 TO 17 + 00.00
-Y8- STA. 17 + 00.00 TO 17 + 50.00
TRANSITION FROM T.S.18 TO EXISTING
TYPICAL SECTION NO. 19
-Y9- STA. 11 + 50.00 TO 12 + 00.00
TRANSITION FROM EXISTING TO T.S.19
-Y9- STA. 12 + 00.00 TO 14 + 46.82
TYPICAL SECTION NO. 20
-Y9- STA. 16 + 08.63 TO 22 + 63.64
TYPICAL SECTION NO. 21
-Y10- STA. 14 + 00.00 TO 14 + 50.00
TRANSITION FROM EXISTING TO T.S.21
TYPICAL SECTION NO. 22
-Y10- STA. 14+50.00 TO 16+10.86
-Y10- STA. 18+70.40 TO 23+00.00
PROJECT REFERENCE NO.
SHEET NO.
R-0623
2-E
ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
PAVEMENT
SCHEDULE
C1
3.0" S9.56
C2
VAR S9.5B
C3
3.0" S9.5C
C4
VAR S9.5C
Dl
2.5" 119.013
D2
VAR. 119.08
D3
3.0" 119.0C
D4
VAR. 119.00
El
4.0" B25.OB
E2
5.5" B25.OB
E3
VAR. 325.013
Jl
10" ABC
R2
VALLEY GUTTER
OT
EARTH MATERIAL
OI
EXISTING PAVEMENT
lWl
WEDGING

17�
Z
J
S
U 2�M
U EXIST. qX
2' P.S.
A
DETAIL SHOWING GUARDRAIL PLACEMENT
USE WITH TYPICAL SECTION 24
-Yll- STA. 23+00.00 TO 25+00.00 RIGHT
C;RAnF
-Y10- (SR 1586)
CL -Yll- (NC 2427)
I nIJ LIIVC I- LIIVC
-Y12- (NC 2427)
CL -Y12- (NC 2427)
CL -Y13- (NC 2427)
TYPICAL SECTION NO. 23
-Y10- STA. 23 + 00.00 TO 23 + 50.00
TRANSITION FROM T.S.23 TO EXISTING
TYPICAL SECTION NO. 24
-Yll- STA. 13+50.00 TO 22+00.00
TYPICAL SECTION NO. 25
-Y12- STA. 15+00.00 TO 16+25.00
TYPICAL SECTION NO. 26
-Y12- STA. 16 + 25.00 TO 17 + 52.76
TYPICAL SECTION NO. 27
-Y13- STA. 10 + 50.00 TO 13 + 10.64
PROJECT REFERENCE NO.
SHEET NO.
R-0623
2-F
ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
PAVEMENT
SCHEDULE
C1
3.0" S9.56
C2
VAR S9.5B
C3
3.0" S9.5C
C4
VAR S9.5C
Dl
2.5" 119.0E
D2
VAR. 119.08
D3
3.0" 119.00
D4
VAR. 119.00
El
4.0" B25.013
E2
5.5" B25.OB
E3
VAR. 325.013
Jl
10" ABC
R2
VALLEY GUTTER
OT
EARTH MATERIAL
OEXISTING
PAVEMENT
lWl
WEDGING

GE -Y13- (NC 24/27)
PROJECT REFERENCE NO. SHEET NO.
R-0623 2-G
ROADWAY DESIGN I PAVEMENT DESIGN
ENGINEER ENGINEER
q -Y13- (NC 24✓27)
(� -Y7A-
(i -DRVI-
TYPICAL SECTION NO. 28
-Y13- STA. 13 + 10.64 TO 13 + 50.00
TRANSITION FROM T.S.27 TO T.S.28
-Y13- STA. 13+50.00 TO 18+43.67
TYPICAL SECTION NO. 29
-Y13- STA. 21+67.32 TO 23+00.00
TYPICAL SECTION NO. 30
TRANSITION FROM EXISTING TO T.S.30
-Y7A- STA. 10+30.00 TO 12+11.50
TYPICAL SECTION NO. 31
-DRVI- STA. 10+12.00 TO 13+24.36
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
PAVEMENT SCHEDULE
0 3.0" S9.513
C2 VAR S9.5B
C3 3.0" S9.5C
C4 VAR S9.5C
Dl 2.5" 119.013
D2 VAR. 119.0E
D3 3.0" 119.0C
D4 VAR. 119.00
El 4.0" B25.OB
E2 5.5" B25.OB
E3 VAR. 1325.013
JO 6" ABC
Jl 10" ABC
TO EARTH MATERIAL
@/ EXISTING PAVEMENT
nw WEDGING

PROJECT REFERENCE NO. I SHEET NO.
DETAIL D
LATERAL 'V' DITCH
II Not to Sccale))
d—
G
Ground ;) �\ lift. Slope
D
Min. D=1 Ft.
b=5 Ft.
FROM -Ll- STA. 23+00 TO -Ll- STA. 25+00 RT
FROM -Y3- STA. 11+15+/- TO STA. 11+75+/- RT
DETAIL I
LATERAL 'V' DITCH
(Not to Scale)
Fill
Ground D lifl. Slope
d
Min. D = 1 Ft.
Max. d = 1 Ft.
b=5 Ft.
of Liner= PSRM
FROM -L- STA. 34+20 TO STA. 38+10+/- RT
DETAIL O
BERM 'V' DITCH
( N.1 to Sw.le—){ter—�'I
Naturol
roan
N
Min. D=1 Ft.
b=5 Ft.
FROM —L— STA. 50+20 TO STA. 53+40 LT
LAIERAL BASL UIILH
( Nof to Scale)
6
Notu�ol sill
ope
d
B Min. D=1.5 Ft.
Max. d=1.5 Ff.
B=2 Ff.
b = 5 Ft.
Type of Liner= PSRM
FROM -L- STA. 66+75 TO STA. 68+10+/- RT
FROM -L- STA. 68+45 TO STA. 70+40+/- RT
DIMINAGE DITCH DETAILS
DETAIL E
LATERAL 'V' DITCH
I Not to Scale)
N " I t_
Ground D 1"iR. Fill
Id Slope
Min. D=1 Ft.
Mo.. d = 1 Ff.
b=5 Ft.
of Liner= PSRM
FROM -Ll- STA. 25+00 TO STA. 26+90+/- RT
FROM -L- STA. 105+70 TO STA. 105+90 RT.
FROM -L- STA. 303+00 TO STA. 304+50 RT
FROM -L- STA. 307+00 TO STA. 310+35 LT
FROM -L- STA.90+50 TO STA. 92+00 LT.
FROM -L- STA.90+50 TO STA. 92+90 RT.
FROM -L- STA. 229+50 TO STA. 230+50 LT
FROM -L- STA. 200+00 TO STA. 200+65 RT
FROM -L- STA. 34+20 TO STA. 38+10+/- RT
FROM -L- STA. 307+00 TO STA. 310+35 LT
FROM -L- 171+70 TO 172+65 LT
DETAIL J
LATERAL BASE DITCH
I Nat to Scale) b
Naturol Fll
Groun d D� Siope
B Min. D = 1 Ft.
Max. d=1 Ft.
B=2 Ft.
b=5 Ft.
of Liner= PSRM
FROM -L- STA. 34+25 TO STA. 38+00 LT
FROM -L- STA. 66+00 TO STA. 66+75 RT
FROM -L- STA. 72+44+/- TO STA. 74+50 LT
FROM -L- STA. 34+25 TO STA. 38+00 LT
FROM -L- STA. 43+00 TO STA. 48+85+/- LT
FROM -L- STA. 84+25 TO STA. 85+50 RT
FROM -L- STA. 341+10+/- TO STA. 342+50 RT
DETAIL P
BERM DITCH z
G( Nof to Scale) F
5.0' 1 6
4
10.01V.C.?1 D
Min. D=1 Ft.
FROM -L- STA. 57+70 TO STA. 63+00+/- RT
FROM -L- STA. 166+50 TO STA. 168+00 LT
FROM -L- STA. 192+00 TO STA. 195+70 LT
FROM -L- STA. 200+00 TO STA. 201+20 LT
FROM -L- STA. 267+00 TO STA. 269+00 LT
FROM -L- STA. 232+50 TO STA. 234+25 LT
FROM -L- STA. 151+00 TO STA. 152+00 RT
FROM -L- STA. 319+85 TO STA. 322+00 RT
FROM -L- STA. 325+00 TO STA. 326+50 RT
DETAIL F
TOE PROTECTION
(Not to Scale)
unR\ale
Natural d
Grod\`'\o
d=1 Ft.
b=2 Ft. Geotextile
FROM -L- STA. 49+20 TO STA. 50+00 RT
FROM -L- STA. 67+00 TO STA. 68+70 LT
FROM -L- STA. 85+50 TO STA. 86+50 RT
FROM -L- STA. 121+40 TO STA. 122+20+/- RT
FROM -L- STA. 250+00 TO STA. 252+50 RT
FROM -L- STA. 252+50 TO STA. 253+50 LT
FROM -L- STA. 254+50 TO STA.255+20 RT
FROM -L- STA. 254+90 TO STA. 255+25 LT
FROM -L- STA. 270+00+/- TO STA. 271+00+/-RT
FROM -Y7- STA. 15+50 TO STA. 17+50 LT
FROM -DETI- STA. 15+60 TO STA. 20+50 LT
DETAIL K
SPECIAL CUT DITCH
(Notts SwleI
Front
oc Ditch
Natural � A'� sec Slops
ground ay D F\o
Min, D=1 Ft.
FROM -Yl- STA. 17+85+/- TO STA. 19+50 LT
FROM —Yl— STA. 18+55+/— TO STA. 19+50 RT
FROM —Y3— STA. 11+75 TO STA. 12+25+/— RT
DETAIL Q
CUT DITCH LINER
(Not to Sw1.)
Front
oc Ditch
Ground ?'/ A �ac Slope
D F
d
Min. D=1 Ft.
Type of Liner= PSRM Max d=1 Ft.
FROM -L- STA. 65+00 TO STA. 65+50 LT
FROM -L- STA. 317+70 RT TO STA.-YI G- 21+50 RT
FROM -DET4- STA. 11+00 LT TO -L- STA. 327+50 -L- LT
DETAIL V
LATERAL BASE DITCH
(Notto Scale) b
Natural Fill
Grod
un D 1"RI. Slope
B Min. D=1 Ft.
Max. d=1 Ft.
B=3 Ft.
b=5 H.
Type of Liner= PSRM
FROM -L- STA.72+00 TO STA. 73+23+/- RT
DETAIL G
LATERAL BASE DITCH
(Nof to Sm1e) b
Natural Z Fill
Groun �TD
19Ft.Slope
dMin. D=1 Ft.
Max. d=1 Ft.
B=2 Ff.
b=5 Ft.
Type of Liner= PSRM
FROM -L- STA. 188+35 TO STA. 189+70 LT
FROM -L- STA. 186+00 TO STA. 188+00 RT
FROM -L- STA. 103+00 TO STA. 105+70 RT.
FROM -L- STA. 92+00 TO STA. 95+00 LT.
FROM -L- STA. 251+25+/- TO STA. 252+60 LT
FROM -L- STA. 204+45 TO STA. 204+90 LT
FROM -L- STA. 328+50 TO STA. 331+00 LT
FROM -L- STA.120+50 TO STA.121+00 LT.
FROM -L- STA.261+25 TO STA. 262+00+/- LT
FROM -L- STA. 261+50 TO 263+85+/- RT
FROM -L- STA. 264+80+/- TO 266+00 RT
FROM -L- STA. 52+50 TO STA. 53+20+/- RT
FROM -L- STA. 53+45 TO STA. 54+50 RT
FROM -Y7- STA. 13+80 TO STA. 15+65 RT
FROM -Y7- STA. 16+30 TO STA. 18+00 RT
DETAIL L
LATERAL BASE DITCH
Not to Scole)
b
Naturol
Ground1.) �,� 1"Ft. Fill
D Slope
I e Min. D=1 Ft.
l«.! B=2 Ft.
b=5 Ft.
FROM -L- STA. 39+60+/- TO STA. 45+50 RT
FROM -L- STA. 48+50+/- TO STA. 49+00 RT
FROM -L- STA. 122+20 TO STA. 123+65 RT
FROM -L- STA. 152+00 TO STA. 152+36+/- LT
FROM -L- STA. 187+50 TO 188+35 LT
FROM -L- STA. 231+50 TO STA. 234+00 RT
FROM -L- STA. 265+35+/- TO STA. 266+65 LT
FROM -L- STA. 269+00+/- TO 271+80+/- LT
FROM -L- STA. 351+00 TO STA. 352+20 LT
FROM -Y7- STA. 18+00 TO STA. 18+70 RT
LATERAL BASE DITCH
( Not m style)
b
Naofurol f— Fill
u D 1"Rf. Sl
d ope
g Min. D=1.5 Ft.
Max. d=1.5 Ft.
B=2 Ff.
b=5 Ft.
of Liner= PSRM
-I- STA 71 +'
FROM -L- STA. 283+00+/- TO STA. 283+44 LT
FROM -L- STA. 287+70+/- TO STA. 291+00 RT
FROM -L- STA. 292+50 TO STA. 293+50 LT
FROM -L- STA. 171+00 TO STA. 173+40 RT
FROM -L- STA. 205+65 TO STA. 209+00 LT
FROM -L- STA. 249+50 TO STA. 251+25+/- LT
DETAIL W
BERM DITCH
(Note. Sc,[,) t7
z
O0 9 F
5.0' 10'
1 o.0'V.c. D s d
Geotextile
Mi, D=1 Ff.
Type of Liner= PSRM Max. d=1 Ft.
DETAIL X
BERM DITCH z
O a I Not to Scale)
1,
Min. D=1 Ft.
DETAIL H
STANDARD BASE DITCH
(Notto Scale)
N f r I N t I
Ground :) D ,5.1 Ground
d
B Min. D=1.0 Ft.
Max. d=1.0 Ft.
'When B is < 6.0' B=4 Ft.
Type of Liner= PSRM
STA. -L- 30+50+/- RT
DETAIL M
LATERAL BASE DITCH
( Not to Scale)
b
Natural .--
Ground 3 y D g'� 1iFt. Fill
Slope
I e Min. D = 1 Ft.
L=.J B=2 It.
b=5 Ft.
FROM -L- STA. 47+00 TO STA. 47+75 RT
FROM -L- STA. 74+50 STA. TO STA. 77+00+/- LT
FROM -L- STA. 74+50 TO STA. 77+00+/- LT
DETAIL S
STANDARD BASE DITCH
(Not to Smle)
N tural
Ground 3.) D� Ground
d
B Min. D=1 Ff.
Max. d=1 Ft.
'When B is < 6.0' B=2 FL
-L- STA. 66+85+/- RT
FROM -L- STA. +/- 343+10 TO STA. +/- 344+20 - LT
LATERAL BASE DITCH
( Not fo Scale) b
Not.. I Fill
D liH. Slope
d
g Min. D=1.5 Ft.
Max. d=1.5 Ft.
B=5 Ft.
b=5 Ft.
of Liner= PSRM
WW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
DETAIL N
STANDARD BASE DITCH
( Nof to Swlel
Natural Naturol
Ground �:� Ground
d D
B Min. D=2 Ft.
Max. d=2 Ft,
'When a is < 6.0' B=3 Ft.
IType of Liner= PSRM
-L- STA. 49+20 RI
STANDARD BASE DITCH
(Not fo Scale)
Natural Natural
GrounrI Groun
d
Geotextile g Min. D=2 Ft.
Max. d = 2 Ft.
B=3 Ft.
-L- STA. 73+22 +/- RT
-L- STA. 251+50+/- RT
LATERAL BASE DITCH
( Not fo Scale) b
4.1—1 r Fill
u D I-. Slope
D =2 Ft.
d
g Min.
Max. d = 2 Ft.
B=3 Ft.
b=5 Ft.
of Liner= PSRM
FROM -L- STA. 85+50 TO STA. 88+00 LT FROM -L- STA. 76+85+/- TO STA. 78+60 RT FROM -L- STA. 78+60 TO STA. 84+25 RT
FROM -L- STA. 84+30 TO STA. 85+50 LT

PROJECT REFERENCE NO. I SHEET NO.
DETAIL AA
BERM DITCH
I Nof to Scale) Z
5.0' 1 6 1 5.0•
to.o•v.C. D d
PSRM
Min. D=1 Ft.
Type of Liner= PSRM Max. d=1 Ft.
FROM -L- STA.95+00 TO STA. 95+50 LT
FROM -L- STA. 150+00 TO STA. 151+00 RT
FROM -L- STA. 287+75 TO STA. 290+00 LT
FROM -L- STA. 322+00 TO STA. 326+00 RT
FROM -L- STA. 322+50 TO STA. 325+00 LT
FROM -L- STA. 326+50 TO STA. 329+00 LT
FROM -L- STA. 357+50 TO STA. 362+50 LT
FROM -L- STA. 315+50 TO STA. 318+25+/- RT
FROM -L- STA. 195+70 TO STA. 200+00 LT
FROM -L- STA. 165+00 TO STA. 166+50 LT
FROM -L- STA. 189+70 TO STA. 192+00 LT
DETAIL GG
SPECIAL CUT DITCH
( Nof to Smle)
Front
Ditch
Natural A'N lac Slope
Gravnd ?-y D F\O
Min. D=1 FI.
FROM -L- STA. 150+50 TO STA. 153+00 RT
FROM -Y11- STA. 20+00 TO STA. 21+00 RT
DETAIL MM
STANDARD BASE DITCH
I Nofro Scalel
N.-I
Ground D �) Gravnd
d
B Min. D=1 Ft.
Max. d=1.5 Ft.
'When B is < 6.0' B=3 Ft.
ofLiner- PSRM
FROM -L- STA.291+00 TO STA. 291+37+/- LT
DETAIL SS
RIP RAP AT EMBANKMENT
I Nof fo 5cale)
10'm'
Ditch y" 2.0'
Grade 47 /
GEOTEXTILE
of Liner = CLASS II RIP RAP
-L- STA. 339+50+/- RT
EST. 22 TONS CL II RIP RAP
EST. 45 SY GF
-L- STA. 339+63+/- LT
EST. 32 TONS CL II RIP RAP
EST. 62 SY GF
-L- STA. 341 +10+/- RT
EST. 14 TONS CL II RIP RAP
EST. 30 SY GF
DRAINAGE DITCH DETAILS
DETAIL BB
LATERAL 'V' DITCH
IN., to Sc.I.) 6)
Natural I Fill
Ground 1.7 D -N 1"Rf. Slope
Min. D = 1 Ft.
b=5 Ft.
FROM -L- STA. 92+90 TO STA. 94+00 RT
FROM -L- STA. 262+00+/- TO STA. 263+50 LT
FROM -L- STA. 263+50 TO STA. 264+50 LT
FROM -L- STA. 319+50 TO STA. 321+50 LT
FROM -L- STA. 300+50 TO STA. 305+00 LT
FROM -YI2- STA. 16+00 TO STA. 17+50 RT
DETAIL HH
STANDARD BASE DITCH
(Not to Scale)
N Nral Nafurol
Ground :7 �.d
d
'When B is < 6.0' B=2 Ft.
FROM -L- STA. 171+50 TO STA. 171+70 LT
FROM -L- STA. 187+80 +/- TO STA. 188+00+/- RT
-L- STA. 255+30+/- LT
-L- STA. 297+40+/- RT
FROM -Y6- STA. 13+84 TO STA. 14+38 RT
DETAIL NN
LATERAL BASE DITCH
I Not fo Scalel
b
Natural Fill
roun D 1ifj, Slope
d
g Min. D=2 Ft.
Max. d=2 Ft.
B=3 Ft.
b=5 Ft.
Type of Liner= PSRM
DETAIL TT
LATERAL BASE DITCH
(Not fo Scale)
b
Natural �- Fill
Groun D 1"Rt. Slope
d
g Min. D = 2 Ft.
Max. d=2 Ft.
B=4 Ff.
b=5 Ft.
of Liner= PSRM
FROM -L- STA. 334+00 TO STA. 335+15+/- RT
FROM -L- STA. 335+65+/- TO STA. 339+50+/- RT
DETAIL CC
LATERAL BASE DITCH
( Nof fo Scale)
b
Natural
Ground 1.7 D ry.� t"iFt. Fill
Slope
I a I Min. D=1.5 Ft.
I«J 6=2 Ft.
b=5 Ft.
E Is II /cAY]!'SQF1 [oIf.'1 /cAYYI SD7 %I
FROM -L- STA. 241+80+/- TO STA. 246+65+/- LT
FROM -L- STA. 291+00 TO STA. 292+50 RT
FROM -L- STA. 291+25 TO STA. 293+50 LT
FROM -L- STA. 241+80+/- TO STA. 246+65+/- LT
DETAIL II
STANDARD BASE DITCH
( Nof to Scale)
Natural Natural
Groun ?_ D 1.� Groun
Min. D=2 Ft.
B=2 Ft.
-L- STA. 167+50 RT
DETAIL 00
STANDARD BASE DITCH
(Notto Scale)
Natural Natural
Groun I1 roun
Min. D=1 Ft.
B=2 Ft.
-L- STA. 303+00+/- LT
-L- STA. 303+00+/- RT
DETAIL UU
LATERAL 'V' DITCH
I Not to Scale)
.l Fill
Gravnd D 1"iFI. Slope
d
Min. D=1.5 Ft.
Max. d=1.5 Ft.
b=5 Ft.
of Liner= PSRM
FROM -L- STA. 102+50 TO STA. 105+20 LT.
FROM -L- STA. 264+50 TO STA. 265+30+/- LT
FROM -Y11- STA. 21+35+/- TO STA. 23+70+/- RT
DETAIL DID
LATERAL BASE DITCH
I Not fo Scalel
b
Natural
Ground 7.y D ry.� 17R. Fill
Slope
I a I Min. D=1.5 Ft.
I«J B-3 Fi.
b=5 Ft.
FROM -L- STA. 124+50 TO STA. 125+80 LT
DETAIL A
LATERAL 'V' DITCH
( Not fo Sc.I.)) 1�
Nafurol j- Fill
Ground Slope
Min. D=1.5 H.
b=5 Ft.
FROM -L- STA. 203+90 TO STA. 205+65 RT
FROM -L- STA. 228+00 TO STA. 230+50 RT
FROM -L- STA. 307+00 TO STA. 308+50 RT
FROM -L- STA. 203+90 TO STA. 205+65 RT
DETAIL PP
SPECIAL CUT DITCH
)Notb Scale)
Front
0
Ditch
N r I Slope
Ground ?7 Q\a
D
Min. D=1.5 Fl.
FROM -L- STA. 308+50 TO STA. 310+00 RT
DETAIL W
SPECIAL CUT BASE DITCH
(Notfo Scale)
Natural � oc Front
Ground 1.7 A' a Ditch
D F\ Slope
Min. D = 1 Ft.
B=2 Ft.
FROM -L- STA. 45+50 TO STA. 46+40+/- RT
DETAIL EE
RIP RAP AT EMBANKMENT
(Not to Scale)
10,min.
Ditch 1.5'
Grade
GEOTEXTILE
Type of Liner= z TONS, CL
G.-,
-L- STA. 122+90 LT
-L- STA. 123+65 RT
-L- STA. 124+50 LT
-L- STA. 206+10+/- LT
-L- STA. 283+40 LT
-L- STA. 283+90 RT
-L- STA. 203+95+/- RT
-L- STA. 204+90+/-LT
DETAIL KK
STANDARD BASE DITCH
(Nett. Scale)
Nafurol Nafurol
Groun :7 ,y.1 Ground
d D
Georedile g Min. D = 1 Ft.
Max. d = 2 Ff.
B=2 Ft.
-L- STA. 270+00+/- RT
DETAIL QQ
STANDARD BASE DITCH
I Nof to Scale)
N t raI Neural
Ground ?y D ry.1 Ground
d
B Min. D=1.5 Ft.
Max. d=7.5 Ff.
'When B is < 6.0' B=2 Ft.
ofLiner- PSRM
-Y11- STA. 35+05+/- CL
-L- STA. 351+00+/- LT
DETAIL WW
STANDARD BASE DITCH
(Not to 5m1e)
Grounds Ground
d D
B Mn.D- Ft.
Max. d= Ft.
'When B is < 6.0' B= Ft.
Type of Liner= PSRM
FROM -L- STA. 261+40+/- TO STA. 261+97+/6- LT
WW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
LATERAL BASE DITCH
(Notts Scale) b
Nafurol Fill
Gravn D 1"iFt. Slope
d
g Min. D=1.5 Ft.
Max. d=1.5 Ft.
B=3 Ft.
b=5 Ft.
Type of Liner= PSRM
FROM -L- STA. 125+80 TO STA. 127+00 LT
FROM -L- STA. 125+00 TO STA. 127+85 RT
DETAIL LL
LATERAL BASE DITCH
( Not to Scale))
b
Natural ♦---
Ground '27 D ,�1 1"ht. Fill
Slope
I . I Min. D = 2 Ft.
I.".J B=3 Ft.
b=5 Ft.
FROM -L- STA. 290+00 TO STA. 291+25 LT
LATERAL GRASS SWALE
(Not fo Scala)
h
Natural Fill
Gravn D i"ht. Slope
d
g Min. D=1 Ft.
Max. d = 1 Ft.
B=6 Ft.
b=5 Ft.
Type of Liner= PSRM
FROM -LI- STA. 25+00+/- TO STA. 26+90 RT
FROM -Ll- STA. 26+90+/- TO STA. 29+00 RT
FROM -L- STA. 339+63+/- TO STA. 343+00 LT
DETAIL XX
STANDARD BASE DITCH
(Not fo Scale)
NafrI Ntrl
Ground :) g.\ Ground
d D
B Min. D=1 Ft.
Max. d=1 Ft.
'When B m < 6.0' B=4 Ft.
of Liner= PSRM
-L- STA. 152+50 LT
EST. DDE = 54 CY
EST. PSRM = 84 SY
FROM -Y6- STA. 13+84+/- TO STA. 14+38+/- RT
DITCH SLOPE FROM END OF PIPE:
40' AT 4.0%+/-, 12' AT 2% +/-
EST. DDE = 43 CY
EST. PSRM = 68 SY

DETAIL V~
TRAPEZOIDAL GRASSED SWALE
WrROCK CHECK DAM
(Not to Scale)
WATER QUALITY 6" OF FREEBOARD
ROCK CHECK NATURAL GROUND LINE
FLOW— �SWALE
10-YR. STORM
ELEVATION
BASCLASS B RIP -RAP
1'
PROFILE
6" OF CLASS B RIP -RAP
FREEBOARD 10-YR STORM EVENT
NATURAL GROUND
�0.
TYPICAL SECTION
NOTES:
1) DO NOT USE INSIDE CLEAR RECOVERY AREA.
2 NOT PRACTICAL TO USE ON SLOPES 5%.
3 FOR PERMANENT STRUCTURES IN GRASS SWALE.
4 CHECK DAMS SHOULD BE SPACED SUCH THAT
THE BASE OF THE UPSTREAM CHECK IS AT THE
SAME ELEVATION AS THE TOP OF THE
DOWNSTREAM CHECK.
FROM STA. -Ll- 25+00 TO STA. -L1- 29+00 RT
FROM STA. -L- 339+50 TO STA. -L- 340+50 LT
DRAINAGE DITCH DETAILS
DETAIL YY
DAM BREACH DETAIL EXISTING
_ INa%ele= �r-AM
E
Exra<rn xtnung
E%,t Demme
em TIE TO
E%ISTING GEOTEXTILE
'When B m < 6.0' OUTFALL Min. D=1.0 Ff.
B=2.0 Ft.
Type of Liner= CL. I Rip -Rap b=5.0 Ft.
FROM STA.-L- 362+44 TO STA 362+94 RT.
DETAIL ZZ
SPECIAL CUT DITCH
Naro S.10
Df1,
Ditch
3',gl Slope
G.ound 7�J D P°
Min. D=1.0 Ft.
FROM -DRVI- STA. 10+25 TO STA. 12+75 Rt
FROM -DETI- STA. 10+12 TO STA. 13+50 Rt
DETAIL AAA
STANDARD 'V' DITCH
I Na fo Smle)
Ground ?.� Ground
D
d
Min. D= 1.0 FI.
Type of Liner= PSRM Max. d= 1.0 Ft.
FROM -DRV1- STA. 12+75 TO STA. 13+32 RT
DETAIL FF1
TOE PROTECTION
(Not to Bmle)
00.
♦ CEP
GRourlo
NnruluL M1`
FJ'
I
d
d=1.0 Ft.
b=2.0 H. b=2.0 Ft. SLOPE
Type of Liner= PSRM
FROM -DET2- STA.11+50 TO STA. 12+25 RT
DETAIL
SPECIAL CUT DITCH
SPEC!
Not to Scale)
Fra
00. DB<h
3A 'Ch'0. Slova
Ground ?-I D FS
Min. D=1.0 Ft.
FROM -DETI- STA. 10+12 TO STA. 13+50 Rt
PROJECT REFERENCE NO.
R-0623
WW SHEET NO.
'.OADWAY DESIGN
ENGINEER
SHEET NO.
9-1
ENGINEER

0

I]

0

p

DETOUR DESIGN SPEED = 45 MPH RE TQ UR 5
O.
2' , 12'-0"
q -L- WESTBOUND
12'-0"
1
U C3
VARIES
12'-0"
TEMPORARY HOUR GLASS DESIGN
—D ET5A— STA. 10 + 00.00 TO 14 + 49.66
—DET5B— STA. 10 + 00.00 TO 14 + 49.66
-L- EASTBOUND
12'-0"
1
)JECT REFERENCE NO.
SHEET P
R-0523
2-
W SHEET NO.
DWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
INCOMPLETE
PLANS
DO NOT USE FOR R/W
ACOUISITION
PRELIMINARY
PLAN
DO NOT USE MR CONSTRUCTION
DET5A-
Pt Sto 13+3757
17J A = 10'44'05P(LT)
D = 4 46' 28.7'
L = 224.83'
T = 112.74'
R = 1200.00'
-DET5B-
P1 Sto a+12.74
P1 Sto 13+3757
A = 10'44'05PfLTt
A = 10'44'05P(RT)
D = 4' 46' 28.7'
D = 4 46' 28.7'
L = 224.83'
L = 224.83'
T = 112.74'
T = 112.74'
R = 1.200A0'
R = 1200DO'
AA

PROJECT REFERENCE NO. SHEET NO.
R-0623
' -Y13-
//
RNJ SHEET NO.
Pl Sto 15+4/58
ROADWAY DESIGN HYDRAULICS
A = 34'26'54-rQTI
ENGINEER ENGINEER
= 9006'llA' L
�l
R = 1.500.00'
PIS Sto 79+1274 Pl Sto 88+07.62
/
�l
9s = 4' 35' 01Z 0 = 57'Or 47.7' fRTt
Ls = 240.00' D = 3' 49' 11D'
LT = /6005' L = I814-CW'
/
-Y12-POT Sto.18+3762=
�l
ST = 80A5' T = 8/494'
/
-Y13-POC S1o.16+11D5
R = 1500.00'
�/
SEE SHEETS 9 & 10 FOR PLANS
-LTPS-PRC Sto.90+48.00=
�DETOUR 6
L,
A
-Y13-POC Sto.18+57.06
°'
�I DETOUR DESIGN SPEED = 25 MPH
Z
-Yl3TPS-PT Sto.10+0000=
��
-LTPS-PC Sfo.89+02J0
-LTPS-PC Sto.87+4/93=
�
-L-POC Sta.87+419
13 \
CO —_
DI
O
me
2GI pow
woo
-Yl3TPS-PC Sto.10+24.50
/
00
-LTPS-
PI Sto 89+2394
��I
-Yl3TPS-PT Sta.11+08.61=
�I
i
i
A = 77' 56' 235' fLTt
�'
u
-Y13-POT Sto. 20+79B2
I
D = 25' 27' 53Z
�i
-Y13TP5-
L = 306.07'
Pl Sto 10+6922
T = 182.0t'
/ A = 48 Ir 35.r 1RTt
=
R 22500
D = 57' l7' 44.8'
I L = 840
Y,
T = 44.72'
R = 100.00'
I
-DRVI-POT Sto.10+00.00=
-Y13-P0T Sto.22+6224
-LTPS- _ -L- TEMPORARY PAINT STRIPE
-Yl3TPS- _ -Y13- TEMPORARY PAINT STRIPE

I "i
DETAIL
FALSE SUMP
No��o Scole)
OTutside�Ditch
GI
S=Ditch Slope
Proposed Ditch
FROM -L2- STA. 20+90 LT
BEGIN C/A
BEGIN FENCE
DETAIL C
FALSE SUMP
( Not to Scole)
Median Ditch -
9 .� 2 �.
S- Chan M-) - , - 20' GI
S=Ditch Slope E Proposed Ditch
FROM -Ll- STA. 24+90 CL
O
KATIE DEATON
DB 249 PG 296
BEGIN TIP PROJECT R-0623
-Ll- POT Sta. 17 + 00.00
-L2-
P/ Sto 22+2396 P1 Sto 27+4058
A = 2rlr259'tLTt A = 8'38'14.4'(RT)
D = 2r 5r 53Z D = 2' Sr 53Z
L = 739.69' L _ 35 W
T = 374J2' R _ 2A00W
BEGIN CONSTRUCTION
-DR4A- STA10+04D0
END C/A
FENCE —
+04.4I
-L2-POC Sto. 25+36,61
PROPOSED TEMPORARY WIDENING
GRADE TO DRAIN TO
FOR MAINTENANCE OF TRAFFIC �z
EXISTING DITCH
SEE TMP
C
C
C C
� C
;40407
_
N' 24127 R..
-_�FSS�1
-s- 4P-.S.
+50-L1--
1
-,ss----------
—
----- -
GRADE TO DRAIN TO
R EXISTING DITCH
C
C
si�so�EIP
C +00-L1
+ -u-
+40 -Ll- B£NCE H f
90,
END C/A
FENCE
CHORD
60.07 -Ll-
+55 -1
-LI -T S Sto. 18+60D7
/ \
BEGIN FENCE
POIN
-BL- 135 POT
501+2g•91 =
(R-252-B) -BL- 135 PING
501+29"91
-Ll-
P/5 Sto 20+21.64
PI Sto 21+6229
Ply Sto 23+4291
es = 3' 46' S8D'
& = 4' 59' 155' QTt
es = 3' 46' 58D'
Ls = 242.30'
D = 3' 07' 20e
Ls = 24230'
LT = 16157'
L = 15974'
LT = 1615'
ST = 80.80'
T = 79.90
ST = 80e80'
R = 1,835D0'
e = SEE PLANS
5" MONOLITHIC CONC. ISLAND
LAT 'V' DITCH
SEE DETAIL D
NOTE: -Ll- PROPOSED RM/ HAS
PROJECT REFERENCE NO.
SHEET NO.
R-0623
4
BEEN SET TO ACCOMODATE FUTURE
FOUR LANE DIVIDED SECTION
PW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -1-2- SEE SHEET 36
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
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O
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DO 534 PG 545

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7
es = r or 52.8`
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es = r Or 52.8`
\
Ls = 180.00'
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Ls = 180.00'
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LT = 120.00'
ST = 60DO'
T = 184.43'
ST = 60.00'
e = SEE PLANS
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FROM STA.34+10 CL 5 q�
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MARION HINSON /3
OB 76�O LARRY THOMPSON
170 P
DB 170 PG 659 DB 181 PG 103
DB 214 PC 561
0 -L2-
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L = 301.50' LAT BASE DITCH 2
T c 15ID4' SEE DETAIL J �9
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(OFFSET 35' R/GW)
END C/A
TOE PROTECTION +46.34 FENCE
SEE DETAIL F +83.70 -L- + 5034 +20
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130, - - CLASS B RIP RAP CLASS B RIP RAP ❑ I m tO M7 p0 21g
U PERMANENT ROCK ES T.5 TONS EST.2 TONS S S Yy mF /O 338 D 79
S EST. 14 SY GF EST,7 SY i- ,r� z ICED
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BA DIT ? BEG C/A I DB 147 PG 219 PC A3SLIIDE �32
-LI-POT Sto. 28+9/•37 LJ3.- 187 -L-SC Sto. 32+4634 FENCE OB 338 PC 331 tiF
-L-POT $to.28+8370 LA EST
E5 COY D i 75 PC A SLIDE 432 N 7.43'22'E
(OFFSET 35' LEFT) .11 �oN�
CLASS I RIP RAP S 37°43'21' w S 37.43'21' w S 37.43'21• w -
EST. 33 TONS EIP 100.00' 100.00' '04* E m /
EST. 62 SY GF .�, z I I'94'04' E
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"RIP RAP BANKS ONLY O AXLE OSCAR 19t
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DB I48 PC 595 O ® s PLAT SLIDE 31
Y A
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DB 707 PC 762 yo y gib .
5
= BARRY LAMONDS
o OB 227 PC 190 \ {
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BARRY IAMOND\
�m DB 22T PC 190 N )p7
PLAT SLIDE 314 A 2p
6y SS, F 72p. /i
g9T g S9•f 7 /
7
1
PROJECT REFERENCE NO.
SHEET NO.
R-0623
5
KW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
0o NOT l"SE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 36
FOR PROFILE OF LINE -LI- SEE SHEET 36
FOR PROFILE OF LINE -L2- SEE SHEET 37
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS

PROJECT REFERENCE NO. SHEET NO.
bo.owl V III � I BM*15 ELEV = 552.87' R-0623 6
III
-Yl-
-L-
N 578280 E 1722662
RAN SHEET NO.
41
Pis Sto 36+75A/
PIS Sto 36+75A3
BL STATION 529+12 38 LEFT
RR SPIKE IN BASE OF POWER POLE
ROADWAY DESIGN HYDRAULICS
m
I
e5 = I*OY 52e
e5 = POP 52e
ENGINEER ENGINEER
EOII I
IIIII
Ls = 180A0'
Ls = 180.W
SEE SHEETS 2-H & 2 1
�I
I
LT = 120A0'
LT = 120A0'
FOR DRAINAGE DITCH DETAILS \
1111 ! I o ^
ST = 60A0'
ST = 60A0'
Illy
III N� CENTRAL TELEPHONE COMPANY
lull
PRELIMINARY PLANS
OB 245 PG 799
I
DO NOT USE FOR CONSTRUCTION
v
RE IN
w
I FOR PROFILE OF LINE -L- SEE SHEET 37
a
TOWN OF TROY
FOR PROFILE OF LINE -Yl- SEE SHEET 50
/
n
OB 369 PG 501
PLAT SLIDE C-165A
ASEPTIA. INC.
DB 690 PG 569
FOR PROFILE OF LINE -Y5- SEE SHEET 51
11111 : �' m BEGIN CONSTRUCTION
-Y5-POT Sto. /0+00.00
04.18 -ri-
X
III
A u
m -Yl- STA/4+00 w
o
UA1EBUILDERS
50
f
N
DB496P G 830
END C/A
-YI-PC SiO. 14+04
= R-2527B LB-BL-137 POT 527+09.56
6
-.PLAT SLIDE D-07C
END FENCE
04.75 -Yl-
R0623 LA-BL-137 POT 5+00.00 = -
Tj
LN
13 +25 -Yl-
50' RT
jl
I II
z9.as
BEG C/A -BL- 136 PING 519+45.02
` BEGIN CONSTRUCTION
22
LARRY THOMPSON
I,
BEG FENCE
(R-2527B) -BL- 136 PING 519+g5.02 =
��
3p•RCP
RETAIN
OB 181 PG 103
I
I
-BYI- 136 PINC II+47.98 =
��
50'
I
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D
-BY9- 136 POT 5+00.00
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SEE DETAIL I a / �cl CONC 2 PG 286 -BYI- PINC I N 86.36 = BEG C/q �i£'3 0 C S B RIP RAP
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SEE DETAIL K / s6' 'L�p'7• AUM DEVELOPMENT AND UTILITIES. INC 1 9 p
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OB 147 PG 219 `0/t �; / / + 46 ' LT b 2 SEE DETAIL
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WILLIAM MORTON
DB 248 PG 566
I
PLAT SLIDE A•549

INLET TYPICAL
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EST. FILTER FABRIC = 50 SY
EST. COI FIBER MATTING = 90 SY
DOE = 300 CY
OUTLET TYPICAL
11 11 SCLLE
.LEI' TO R T LODoNG DOW%STREALO
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GROUND
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EST. COIR FIBER MATTING = 60 SY
DOE = RO CY
UWHARRIE BUILDERS
OB 496 PG 830
PLAT SLIDE D•13TC
-D L- DUU r'IINU IL-11.VI
-TI- POT 6+70.119
ELEV=531.73
REBAR & CAP SET
BERM DITCH
SEE DETAIL O
BST SEE
ROCK PLATE
1.5:1 FILL SLOPES
L~ SEE DETAIL ON SHEET 2-7
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WILLIAM MORTON
OB 248 PG 566
PLAT SLIDE A-549
4'
HIGH
\
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0,>:
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P/ Sto 63+0971
Pis Sto 64+8059
S 35.39'20' E m-
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& = 5e /2' 34.0- (RT)
6s = -726' 15.9'
/
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Ls = 240.00'
LT =
D = 2' 5/' S32
T /90.98'
Ls = 240A0r
ST
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80.03'
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=
= 80.03'
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DB � PC 496
SILL BOULDER
r
PLAT SLIDE A-549
soyy� FALSE SUMP
( Not to Scale)
Median Ditch _
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S=Ditch Slope 4 Proposed Ditch
Ditch Grade I L Ditch Grade L
<� 0.0% To 2.0% 20' Over 4.07 To 6.0% 40'
30' 1 Over 6.0% 50'
o m
FROM STA. 52+15 CL
FROM STA. 57+85 CL
Im
DETAIL FALSE MP
Outside Ditch DETAIL B
FALSE SUMP � �
I Narro xclel n SU
( Not to Scale)
Outside Dii<h Traffic Flow 7
Tra i`i� F o�,KO.\ 20:1 2.0• � 2,
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_S_
f S _ etc.
S=Ditch Slope I S=Ditch Slope fL Proposed Ditch
FROM STA. 52+15 RT FROM STA. 52+15 LT
FROM STA.57+85 LT FROM STA.54+87 RT
NC 2427
11,369 TROY BYPASS -L- 11,379
16,300 16,400
100
2 0
200
e
I
200
300
ADT 2014 ADT 2040 gLEXANDER DR.
JO ELLENSHOLDER
OB 349 PG 263
PLAT SLIDE A-568
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PLAT SLIDE A-568 \
OB 584 PG 23
\ \
END CONSTRUCTION \
2
-r2- STA15+50 \
OT Sto. 16+17.40 +50 -Y2-
5
EX.
SB
9
GQP /
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-BY2- 588 POT 12+37.79
40LT.
PROJECT REFERENCE NO.
SHEET NO.
R-0623
7
RM/ SHEET NO.
ROADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
PRELIMINARY PLANS
DO NOT UI F FOR CONSTRUCTION
FOR PROFILE OF LINE -Y2- SEE SHEET 51
FOR PROFILE OF LINE -L- SEE SHEETS 37
AND 38
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
z
-Y2-PC Sto. /0
h
45' R.33YJ��/
i9.08-Y2-
30' RT. _
GR
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GR
FItNCE
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DE TO
5
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2
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NO ASSOG AAT
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W
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p
81
ELLEN HOLDER
351P0 27,
80
BECKY WALLACE
PLAT SLIDE B-275
OB 706 PG 124
\

-L -
Pls Sto 64+8059
6s = 3e 26' 15.9'
Ls = 240A0'
LT = 160.03'
ST = 80A3'
DETAIL A N g DETAIL
FALSE SUMP
I Nof fo stole) o FALSE SUMP
c- ( Not to Scale)
Outside Ditch
Outside Ditch �z7Propos.d
o Traffic Flow 70
`TR c I,ow 20:7 .2 2'
GI GI
S=Ditch Sloe Ditch S=Ditch Slope t} Proposed Ditch
FROM STA. 65+65 RT FROM STA.65+65 LT
27
THOMAS H.LEMONS
DS 512 PC 874
HTR WE DECK I I
DECK T WD WD
DECK (wD1DECK
DECK A J
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1 11
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W SPECIAL CUT DITC
SEE DETAIL.'
W _ . .. . _ TOE PROTECTIOP
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N 0 DD 0804 PIP1NG `FCOIU _L_ SBG NO ASSOCIATED W TED
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oa11
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+68.00 TONS 501C
123.28' RT.T. EST. ST.7 7 SY GF TN BASE DITCH STD. BASE DITCH / /
SEE DETAIL J SEE DETAIL S
+4 . SF
145' LAT BASE DITCH
SEE DETAIL U
+57 O
\ -L-ST Sta. 66+4057 160' J11
ASHLEY WILLIAMSON
160' OB 699 PG 224
PIS Sfo 64 64+8055
6s = 3' 26' 15.9'
"es
9,
Ls = 240A0'
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LT = 160A3'
F
ST = 80.03'
m
JO ELLEN HOLDER
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DB 351 PC 271
a a
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SEE DETAIL
DETAIL C
FALSE SUMP
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9 •I1 2 f
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S _ etc.
S- Ditch Slope C1. Proposed Ditch
FROM STA. 65+65 CL
FROM STA.72+68 CL
FROM STA, 75+14 CL
�F N O I ylDy t I f L'ibbU
yp BY3 STATION 8+23
S 62' 00' 09.8" E Dist 23.17'
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DB 221 PG 372 \
aF
-DR8A-
D = 57e 17' 44.8e
L = 77.00'
T = 4052'
R = 100.00'
O
MCRAE INDUSTRIES INC.
DB 238 PC 859
OB 264 PO 670
PC C SLIDE 51A
3/
BENNY HAMPTON
DB 516 PC 28
PROJECT REFERENCE NO.
SHEET NO.
R-0623
8
RM/ SHEET NO.
ROADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 38
FOR PROFILE OF LINE -Y3- SEE SHEET 51
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
H
W
W
2
N
W
W
N
0
0
NO
J
W
_Z
J
■■

INLET TYPICAL
NOT TO sCKE I
LEFT TO RRI LOPING DOINSIREAse
NATURAL
— GROUND
WO.O
COA III RsTTFID
\ w stiNr
O
IT WE
�, WLa STTENR KO
ass T® RAF
W/ FLIER rWK LOW FLOW K~Not
KT N r C01p EL O'
EST TONS CLASS '1'= 50 TONS
EST FILTER FABRIC = 100 SY
EST, COIR FIBER MATTING = DO SY
EST DOE = 1050 CY
OUTLET TYPICAL
NOT TO KsLE
LEFT TO ROFT LODIMG OOMSTREARI
� NGRATOUURAL
ND
AL BORKRS,KLKO LEE
TRYRr 4LWROI
I- 20 CM FIBER WTTF6 TLASS TRP RAP
9/ FLIER FAI
1SS T RP RAP LSRi N r ` 1-10
W/ RRC �� RET R r
FLIER IA
LOW aQ BELa sTEw ao
uT w r ONNE
EST TONS CLASS '1'= 75 TONS
EST FILTER FABRIC = 100 SY
EST, COIR FIBER MATTING = 50 SY
DOE = 130 CY
-L-
PIS Sto 79+12.74
P1 Sto 88+07.62
6s = 4 35' 0/2'
A = 57'OY 47,7' (RT)
Ls = 240DU
D = T 49' 11D'
LT = 160,05'
L = 1,493D4'
ST = 80.05'
T = 81494'
R = 1,500D0'
DETAIL C
FALSE SUMP
DETAIL Norm sc4101 AL
�F DETAIL B
FALSE SUMP Median Ditch -
iNmm sFelel FALSE SUMP 9" 2, MICHEAL NORRIS
(Not to Scale) '{ I— DB 672 PG 554
Outside Ditch
- I20-�
Outside Ditch
Traffic Flow �D
R „cn.n R.lowl --,� zo'--I GI
Tros��0.1 20:1
l
f 5 eic.
S=Ditch Slope 4 Proposed Ditch
TREES
01
GI
Ditch Grade
L
Ditch Grade
L
f
.to
�-S- etc.
0.0% To 2.0%
20'
Over 4.0% To 6.0%
40'
S=Ditch Sloe Proposed Ditch
P
S=Ditch Slope 4 Proposed Ditch
30'
Over 6.0%
50'
FROM STA. B1+33 LT
FROM STA. 86+34 FIT
FROM STA. 81+33 CL
FROM STA. 84+13 CL
\
\.
FROM STA. 84+13 IT
FROM STA. 86+34 CL
/
CULTIVATED FIEL D
-BL- 5 PINC 34+70.99
34 BEG C/A +5as0a-
/
3l-T2-
50 POT 13+38.04
KENT NEWPORT FENCE 54'LT
+70.50 -L-II
BEDS PG
-EL EV=512 28 y
REBAR & CAP SET �1; �' '✓ASP
DB &I PG 377
OB 612 PG 278
146,10' LT
I
+ 0.L-
516 28N
LAT 'AS DITCH -\ -BL-
SEE DE7A L EE rn,
504 PINS 38+53.08 = + 0.L-
105' LT J�
W
105'LT
RETAIN EXISTING DITCH
-L- POT 76+g3.08
50
-BY5- 504 POT 5+00.00
BEGIN RCBC
EAT BASE DIT C
178'
DRAINED POND`.
SEE DETAIL
//(/
,_ �/ /1 _
+92.68
105'
ctT
ft`P RPP
BASE DIT(
EE DETAIL
30
MCRAE INDUSTRIES INC.
OB 238 PG 859
DB 264 PG 670
PC C SLIDE 51A
im
F
15BKD
SEE SHEETS 2-H & 2-I FOR
DRAINAGE DITCH DETAILS
SEE SHEET 2-I FOR PREFORMED
SCOUR HOLE DETAIL
-BY5- 586 PING 11+93.18
A'" - ,CV,rR 056-
�BK WA K 4
rra�yy
o 'C
GRASS
�y
G/
NO PNGo�00MER00
BRgN LASSITER
DB 528 PG 685
PC D SLOE EBID
6k PIPNTER \ \
GR
9 GRASS
oTR0,1-.. MTV 50
TOWN � NG Ps'
PIPM�
_—+0�6 BERM DI
SEE DETAIL
.- 15"vJG
... OW � a9ta 0
9t5
/ FS �X
72"CHL & 35BW �
I
4,P
� + "S' BERM DIT(
SEE DETAIL
''BASS 0915
zG/
FS m �
IL
SEE
j5� � I DRAIN PON¢DND
jz - o9oR < REMOVE DAM
-L-SC Sta.79+92.68 �=
'
0912 TOE PROTECTION --
F— __T— SEE DETAIL F
\ RIP RN? � 2
GN 09i) O
7 �\ 0916 \
�F 135' ITT I E E ..._ } y�.• �s • y P 15" y T
140' C.:5
CLASS �r'RIP RAP E C �C
F \ es} EST. 3 TONS / 35LAT BASE ' + 20' RT.
/ rn, EST. 10 SY GF � E
SEE DETAILDZCH WEUU GP MG ��N�i�l � W LAT BASE DITCH 173' RIPS RASH`
_ SEE DETAIL J • �
RETAIN - 25'
166'RT RETAI 'L% � 71 POWER OUTLETS -,/1, _��j
--\ / I ` (DO _LA$S� RIP RAP110,
CLASS I RIP RAP \ \ CLASS 111 RAP
EST. 3 TONS \ EST. 3 TONS
EST, 7 SY GF EST. .7 SY GF /
I E-gDkGR
�
NE,P PROP P
�ANKW� P C/FS RI
91JST4.
_7
gT
i
� GR
1 � esr
1 \
EST.
2 TORS o �/
I _ � ES�SY�GF 1111\ —E 1•
�\--��-��1- rV/ t3+�2 40' LT
40' LT
�- -BL- 505 PINC 43+51.24 CSDRVI-PT 12+2793
QEND CONSTRUCTION -DRVI-PC 11+7232
PATSY D.MANESS FAMILY LLC 12
-DMI-POT 5/a. 12+863
DB 582 PG 387 GR
-DRVI- PC C SLIDE 51A +60 -DRV'
40' LT.
P/ Sto 12+0796
A = 9Y 02' 326" QT)
D = 163' 42' 08D' -`c ;o?0"ER ouT E
L = 55.6P '
- o
T = 35.64'
R - 35D0
CONC C
0
SHRUBS /
PROJECT REFERENCE NO.
SHEET NO.
R-0623
9
RM/ SHEET NO.
:OADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 38
AND 39
FOR PROFILE OF LINE -Y12- SEE SHEET 54
mnm
WOODS mN
37
INN C. KING, JR. $ It-)EDRICK H. TAYLOR
DB 299 PG 622
DB 299 06. 60
5" MONOLITHIC CONC. ISLAND

ADT 2014 6,348
ADT 2040 8,500
M
r
I
5,559 790
7,aoo , �So
NC 2427 11,379 -L- �J -L- 6,610
TROY BYPASS 16,400 9,300
TCH LINE Y13-
MA SEE SHEET 32
STA 18+��
EE p 180'
b
OR SF, 3
H622 ABA D
IPG 601 �P c5
I
+125 L-
Z
O
m S
uN\i
-b
Ps
pPO
x
Lu
e
M
C3 N
Q-\
CP
Q
cp
0
QW
�Ln
Q Q.
W W
W
C
I I
I I
aepND �� 6/
Ott'_
CLASS B RIP RAP CAT 1
EST.2 TONS
EST.7 SY FF
1
S0 ECIAL CUT TC
EE DETAIL ??
I -YLZ-
\
VI—
�� v
+2593��
506 PINC
tY3-
w+�
\
15'
36 BS%
ape
Pie
LONG VENTURES
DB 562 PG 640
'
�4,A ,
C\y
MTL BU�
'V' DITCH
DETAIL E
N 580076 E 172C,540
6l. STATI IN SI+06 129 LEFT
RR SPIKE IN EASE -OF 12" Ptq
z��
will
„ LAT BASE DITCH
ELBOWS SEE DETAIL E
_ — __ j— — -
CLASS B RIP RAP
+2698 EST. 2 TONS
EST. 7 SY FF
-BL- 507 PINC 48+78.02
22+29.83
A— PT 10+5458
—DRVi—POT 10+00.00=
Y/Z- AnT 994"09
CLASS B RIP RAP
EST. 8 TONS
EST. 21 SY FF
—DRV1—
Pl Sto 10+41J1
AOOD, A = 4654' 052z tRTt
D = 163'42'08D'
3— PT 22+9625 L = 28.65'
T = 15.18'
R = 35.00'
X
B
SAP
-Y13-
P/ Sto 15+41.58
A = 34' 26' 54-r (LT)
D = 3' 49' 11D'
L = 9006'
T = 465.02'
R = 1,500DO'
-L-
Pi Ste 88+07.62
Pis Sto 95+6577
A = 5r Or 47.r (RT)
es = 4' 35' OL2'
D = 3' 49' 111
Ls = 24OD0'
L = /,493D4'
LT = 160.05'
T = 81494'
ST = 80D5'
R = 1,500D0'
BASE DITCH JOHN C. KING, JR.
DETAIL G FREDERICK H. TAYLOR
DB 2" PG 622
DB 299 PO 66
-6L- 509 PINC 54+60.8
I BERM DITCH
DET
AIL TAIL AA
PROJECT REFERENCE NO.
SHEET NO.
R-0623
10
RN+ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 39
FOR PROFILE OF LINE -Y13- SEE SHEET 55
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
50
150'
GRAU 350W06D5
-BL- 510 PINC
57+86.24
+2s
r ��
\
r►
\ C
p
4 F'S
,o,a2Gl
FS
TW
2GI
p
�
11t
R qZ.
uj
15'
4 PS
O
5„
84'P,S,
ELBOWS
P►
0
D07
F
//Q'
CLASS B RIP RAP
F \
p _,
EST.2 TONS
EST.7 SY FF
END SBG
-L- +
C
FS
4 P.S.
(�
\
2GI
+ .72
135'
CHORD
IT
,011
'
R
c c — c
— c_
+2 .72
C
W
-L -CS Sto. 94+8572
140"
.... .-. _ ..� ..,�
�..
_Z
J
BASE DITCH
DETAIL BB
211111111111111
37
JOHN C. KING. JR.
FREDERICK H. TAYLOR
DB 2" PG 622
DB2"PG618
—Y13—
P1 Sto 21+7957 P1 Sto 22+65.44
A = 29' 2r 52.r(RT) A = 39' Ir 599' tLTt
D = 28' 38' 52.4" D = 57' 17' 44.8'
L = 102.85' L = 66.42' DETAIL A =" DETAIL B
T = 5259' T = 35.6r FALSE SUMP
FALSE SUMP c
R = 20000' R = 10000' I �oN.-5�al,l (Not to Scale)
OuUide Ditch
Outside Ditch �Z D,� Traffic
GI
tS- " -S- etc.
S-Ditch Slope Proposed Ditch S=Ditch Slope (} Proposed Ditch
FROM STA. 99+75 RT FROM STA.99+95 LT
5" MONOLITHIC CONC. ISLAND

i '
O (O
Q: Q
-BL- 511 PINC 60+8
c n„
W
N
— �
W 2GI
nD IS
�I
r Q
r
C) 2
t�
Q1103
c!i N
4" PS.
I
Z c — c
J
U
CLASS B RIP RAP
EST.2 To
EST. 7 SY FF
LAT 'V' DI
SEE DETAIL
-L -
PI Sto 121+77.84
A = /4' 09' /6.6 (LT)
D = (7 29' 15.4
L = 2.90277"
T = 1.4588Y
R = 11.750.W
e = N.C.
-BL- 512 PING 63+99.67
2111111110111111
O
JORN C. KNG. JR.
FREDERICK H. TAYLOR
DB 2" PG 622
DB 2" PG 66
-BL- 513 PINC 68+28.67
WOODS
-L-PC Sto.107+19.03
C C
� �
c — I\ \F C C
2GI
FS
BM"18 ELEVATION = 524.17' m
N 579386 E 1728461
BL STATION 71+08 164 LEFT
RR SPIKE IN BASE OF 12" WHITE OAK
AL J.00LN
08 65 PG 825
p- -BL- 514 PINC 71+81.17
L�
0�
PROJECT REFERENCE NO.
SHEET NO.
R-0623
11
R,W SHEET NO.
IOADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 39
AND 40
FOR PROFILE OF LINE-DR11A- SEE SHEET 56
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
A
BENCE
+/7
R
CN
_ —
=-
W
—
C
c — — —
W
—
_
WOODS
tN
-DRIIA- POT I0+OO.00
-L -POC 110+3235
-
L1.1
W
to
2GI FS
Q
nm
L0
N
i 2GI FS
\ nos
1105 ­CAT-1
15" v
_=n2 1 2 ELBOWS C\
F \
ms
\
\ 110
nos
N
4'P.S.
LLJ
`_
F
\
\
FS
J
trod C
2GI
I Z
2GI m
38
c—
\
AL J. LINCOLN
OB 65 PG 825
iJ
\
c I
C
\
BEG
,
FENCE
/
LAT
LAT BASE DITCH) CLASS B RIP RAP J
SEE DETAIL G EST. ONS CLASS B RIP RAP
EST. 28 TSY FF EST.2 TONS
LAT 'VDITCH EST. 7 SY FF
SEE DETAIL E
DETAIL A =" DETAIL B
FALSE SUMP �i
- FALSE SUMP
rvo„o sml,l `r? (Notto Scale) a?o
Outside Ditch
Outside Ditch �2 0,- Traffic Flow 707
c1 GI
s— .-S— etc.
S=Ditch Sloe Proposed Ditch S=Ditch Slope fL Proposed Ditch
FROM STA.102+63 RT FROM STA.102+15 LT
FROM STA.111+70 RT FROM STA 111+70 LT
37
JOHN C. KING. JR.
FREDERICK H. TAYLOR
DB 2" PG 622
DB 299 PG 66
DETAIL C
FALSE SUMP
Not too Scale)
Median Ditch
9 + 2
I .. ehan aelowl 20" GI
—S—
S-Ditch era.
Slope 4 Proposed Ditch
FROM STA.102+63 CL
FROM STA. 106+06 CL
FROM STA. 111+70 CL
FE r-
`
FENCE A C
+00-DR11A- E C°�LJF
55' RT.
SPECIAL CUT DITCH
SEE DETAIL ??
+-DR11A-
42/' �RT�
/ I +3 3 1 0'
-ORIIA- POT 14+301
it END CONSTRUCTION
I
I
I
II I
?C 12 Zhy'S Ae
+1�88
87.2-'C
�
+d0 -I- C C "
Z
J
n Rll - PT 13+7498
O
Z \ \ SPECIAL
SEEDETAIL CUT
CARLIE BATTEN
OB 297 PG 24
-DRIIA-
P1 Sto //+81.41
P1 Sto 13+1857
A = 79 2Y 17-q tLTI
A = 56' 53' 29.4 (RT)
D = 45' 50' I1.8'
D = 45' 50' 11.8'
L = 17320'
L = 124J2'
T = 10376'
T = 6772'
R = 125.00'
R = 125.00'

DETAIL M DETAIL B
FALSE SUMP
-L Itv. . s O1ej FALSE SUMP
P/ Slo /2/+77.84 Outside Ditch (Not }a Scale)
(4' �' /(.( (LT) Ditch �Z ° Traffic Flow
D = 0 29 /5.4 �OutsideftTzo:l 7 2'L = 2.%2.77' �,T = 1.4588/' -- s — etc.
R = (),50.' S-Ditch Slope rE Proposed Ditch S=Ditch Slope (j Proposed Ditch
B = ^(� FROM STA. 711 RT FROM STA. 116+15 LT
FROM STA. 12+25 RT FROM STA. 120+15 LT
u
2
U
CQ
DETAIL C
FALSE SUMP
I Not to Scale)
Medion Ditch _
9 --•II2 �•-
See ChoN Belawl �� 20' GI
s — etc.
S=Ditch Slope 4 Proposed Ditch
FROM STA.116+15 CL
PROJECT REFERENCE NO.
SHEET NO.
R-0623
12
RM/ SHEET NO.
IOADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
SEE SHEET 40
& 2-1
:H DETAILS
VAR/ES
TYPE B-77 TYPE B-77
yf
p
ry
.—
R
N
N
Q
�
N
o
N
4—
TYPE B-77 VAR/ES
TYPE B-77
TYPE 8-77
TYPE B-7
TYPE 8-77 TYPE B-77
VARIES
BRIDGE IN RELATION TO PAVEMENT SKETCH

W
U
W
(
r
f
L
L
L
L
L
L
C
Lt
l
a
^^
\'
a
v
i
i
LU
Z
J
V
Q
DETAIL A o DETAIL B
FALSE SUMP FALSE SUMP
I Naro Ral¢I G ( Not to S le)
Outside Ditch
Outside Ditch 4
011 Troffic Flow 7
GI GI
..-S— etctc
..- S _ .
S=Ditch Slope (E Proposed Ditch S=Ditch Slope 4 Proposed Ditch
FROM STA. 137+35 LT FROM $TA. 137+35 RT
FROM STA. 140+85 LT FROM STA. 140+85 RT
DETAIL C
FALSE SUMP
( Not to Scale)
Median Ditch
9 2 f.-
sae Iran below) '0, GI
-- S — etc.
S=Ditch Slope 4 Proposed Ditch
FROM STA.129+85 CL
FROM STA.133+55 CL
FROM STA. 137+35 CL
FROM STA.140+85 CL
-L-
Pit Sto 121+77B4
Pls Sto 137+2221
Pt Sto 180+92B8
A = t4'09'16.6(LT)
6s = 0'26'19-
6 = 73'56'47.r(LT)
D = 0' 29' 15.4'
6s = 0' 54' 16.8'
D = r 00' 187'
L = 2.90277'
Ls = 180.00r
L = 7.356.47'
T = 1.458Br
LT = 100.4r
T = 4,29ID8'
R = 11750.00'
ST = 79.60'
R = 5.700A0'
e = N.C.
PROJECT REFERENNO.
CE
SHEET NO.
R-0623
13
RV SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT LISR FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 40
AND 41
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS

DETAIL
FALSE SUMP
(Nof b SU
Outside Ditch - I2,e•I
Tm iic Fl- 20.1 '1 F
GI
�- S _ efs.
S=Ditch Slope Proposed Ditch
FROM STA. 144+35 LT
FROM STA. 147+85 LT
u
L
2
U
N
-L -
P1 S1a 180+9288
A = 73' 56' 47P (LT)
D = r 00' 187"
L = 7.356.47'
T = 4291.08'
R = 5700.00'
-BL- 525 PINC 103+75.95
DETAIL B
FALSE SUMP
( Net to Scale)
Outside Ditch
Traffic Flow
_
GI
�- S _
etc.
S=Ditch Slope
4 Proposed Ditch
4/
FROM STA. 144+35 RT
FROM STA. 147+85 RT
DETAIL C
FALSE SUMP
( Not to Scale)
Medien Difrh
9" 2'f.
ee choa eelowl 20'Zetc.
S _ S=Ditch Slope 4Proposedc
FROM STA. 147+85 CL
ILn
c%
v
PROJECT REFERENCE NO.
SHEET NO.
R-0623
14
RV SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
pD I., I'll F FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 41
AND 42
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
5" MONOLITHIC CONC. ISLAND

z
z
45' & 30'
END C/A
ENO FENCE ".'.
`
`yam
CHARLES INGRAM
DS 225 PG 139
PC A SLIDE 557
• +
• /
PASTURE
+47 47 �K
BASE DITCH
SEE DETAIL 'XX'
BASE DITCH +67.50
SEE DETAILAXX' 71.21'
CLA S RIP RAP
ES 3 TONS
W
O
W ' R�
cii '—
a p
k CLASS B
�/
IF RA N
Q EST. 3 TONS a gi
O ✓ EST. 10 SY GF v°
1 4' P
(V -
—p
to
1— 2' P.S.
tsm
Q O
O
RCPIVN
O o
�
— is a
pR�,g�
4/ SNGRAM
"ql
LU _
+ L
U ENDOFENCE `�
2
u
Q +56 -L-
147.11' R�
5 ESE
O g" 1
F
48°
b � I
.CHARLES SA NDER /, s1
DB 1 PG 3
42
�1z
a � /moo
FF SH 6- STq
33
/
23 -Y6- I`•
.00' RT
RT
C
BT
BEG
(/
)
_1 V v
ICI to ISFo �Q saK I
--
AI 210.63' (EX. RNJ)
I \ALY
\ADBS706 AUNDERS PII
C 530
S 7958'4T' W
260.7
R0623-1 (GPS)
BL- PINC 112+81.68 -
43 PRISCILLA MORRIS & -BY6- PINC 10+88.72
DAMES SAUNOERS n \ \
' Dill 706 PG 594 N 577554 E 1732002 � �\
�_BM#20 ELEVATION = 610.97' \
BY6 STATION 12+64 102 RIGHT RR SPIKE IN BASE OF 20" TWIN WHITE OAK \
5" MONOLITHIC CONC. ISLAND ® \ \,
BY6- 590 POT 5+00.00
POND
BEG C/A
BEG FENCE
-BL- 527 PING 115+54.51
-Y6-POT Sto. /5+58.39= C_
-L-PX Sto.153+86.46 c _ c502 —
R WOODS r
P.S.
RUINS
1510
2GI-D ES
2GI
509
2GI
sl +25 -L-
IS
150'RT
.
\ / C
62
-L -
P/ Sto 180+92.88
A = 73'5647.rQT)
D = f00'18.7'
rn
L = 7.356.47'
T = 4,29/A8'
R = 5.700A0'
Z
-BL- 529 PINC 120+79.33
-BL- 528 PINC 117+16.49
44
CAROLYN PLOWMAN
DB 665 PG 840
PC C SLOE 182E
PROJECT REFERENCE NO.
SHEET NO.
R-0623
15
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 42
FOR PROF LE OF LINE -Y6- SEE SHEET 51
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
00
1so'
—i
-16 :0' C C
C
C _ C _ i r
1515 FL-1
FIELD 2GI �FS rn
TREES
4' PS
4'P.S.-------- n «� D
0
M + r P.S. �A
513 V '
t 5t4 2GI I
p' P.S. •DLn
8' X 21' PS PAD 1-
'T
O
N 4' P.S. O
rn
2GI-A rn
1512
FE_P I
rn
rn
i
C C C 150' 01
C
—R
44
CAROLYN PLOWMAN
DB 665 PG 840
PC C SLIDE 1828
PEKIN RD. ACT 2014
SR 1005 ADT 2040
1,910
2,000
Y
300 600
30� 600
6,610 -L- y 6,910
9,300 9,600
-L,
10 S210
300 00
r
1,431
1,700
PEKIN RD.
SR 1005
v
DETAIL
FALSE SUMP
I No��o 5<alel G90
Outside Ditt,h _ 12 O' _
~Tmffi<Flo �D.1 2U:1 'I f
GI
S=Ditch Slope 4 Proposed Ditch
FROM STA. 155+10 RT
FROM STA. 158+15 RT
FROM STA. 162+55 RT
DETAIL B g
FALSE SUMP
( Notto Scale)
Outside Ditch
Traffic Flow
/ 12,1_
�1 f GI
— S — etc.
S=Ditch Slope Proposed Ditch
FROM STA. 155+10 LT /
FROM STA. 158+15 LT

J
W
W
01)
W
N
W
�3
BERM DITCH
SEE DETAIL AA
-L-
Pt Sto 180+92.86 DETAIL A x DETAIL B g
A = U5647.r(LT) f�
FALSE SUMP FALSE SUMP
D = r w 18.r Norm scmal ( Not to Scale)
L w 7.356.4T I Outside Ditch
T = 429tA8 Outside Ditch '120,� TrafFc Flow Q7
R = 5.700.00r / r aFr o.> 20;1 'i 2' —
GI
S — S — etc.
/ S=Ditch Slope Proposed Ditch S=Ditch Slope 4 Proposed Ditch
FROM STA. 170+65 RT FROM STA.166+65 LT
44 FROM STA. 170+65 RT FROM STA. 170+65 LT
FROM STA.177+65 LT
CAROLYN PLOWMAN
DB 665 PC 182 /
PC C SLIDE 1828
-BL- 530 PINC 125+08.10
-BL- 531 PINC 127+28.31 -BL- 533 PINC 131+58.38
45
-BL- 532 PINC 129+68.26 MARK BRAS ELL
/ DB 639 PO 653
nti P�
a ym'
= do
LAT 'V' DITCH
SEE DETAIL G Z
BERM DITCH STANDARD BASE DITCH CLASS B RIP RAP ENO C/A BEG C/A 150' jy
SEE DETAIL HH FENCE IN FENCE
SEE DETAIL P \ `EST. 18 CY DDE EST. 2 TONS +00 +60
\ E5T.40 SY PSRM EST.7 SY GF C
DETAIL C
FALSE SUMP
( Not to Scale)
Median Ditch I�
9 2 f
Isaa Chan SO )) GI
s — era.
S=Ditch Slope 4 Proposed Ditch
FROM STA. 166+65 CL
FROM STA. 170+65 CL
FROM STA.177+65 CL
-BL- 534 PINC I33+34.40
WOODS
-BL- 535 PINC 136+15.01
PROJECT REFERENCE NO.
SHEET NO.
R-0623
16
RNd SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 42
AND 43
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
1605 Q
BDO
2GI C BEGIN SBG
-L- 171+05
604
FS F
WOODS 2GI J <>—
609 FS a
AT-
iK
2GI
FSf _~
—16oz 2GI- 1+
f� GI
C \ WOODS 16007
C C
CLASS B RIP RAP C C C
EST. B TONS
EST, 21 SY GF
+0'
750' 150,
I 45
STANDARD BASE DITCH MARK BRASWELL
SEE DETAIL II DB 639 PG 653
EST. 600 CY DDE
TDE
277' +21
n
r_J
F � L
F
m
-L- I72+75 C
611
C C C C
C �FS
1
C
— C _.
2GI 1613
r
N
mlo
GRAU 350 TL-3
CLASS B RIP RAP
CLASS B RIP RAP
EST TONS
EST.8 TONS
EST. 10 SY GF
EST. 21 SY GF
LAT BASE DITCH
SEE DETAIL R
D
4— Z P.S.
161] -.j
2GI
P +
O
O
Ln
+� m
----CAT _ _ _ m
F N
� T
/ /F �F F F m
F C �
BM1121 ELEVATION = 563.44'
N 577921 E 1734069
BL STATION 131+98 100 RIGHT
RR SPIKE IN BASE OF 12" TWIN HICKORY

S
)y
GSes 93 f
-BL- 536 PINC 139+61.T1
45 \
P/ Sto 180+92.88 a
A = 73' 56 47J' QT) �
D = P 00' 18.7'
L = .' 4291A8�O
T = 4,29/'
R = 5.700A0
-RI - —,3R PINC 141+IR 7R
10 MARK BRASWELL )
t0 DB 639 PG WE 1 1
Lu \
I
N BEGIN SBG
Lu -L- 179#55 \
Lu \
F \
N = \\
_ F F F F \54
C)F \
+50
O CAT-1 F \
� F �-
' nosGill
\\
O
r—
� 1Ja6 ,
Q FS
2Gl FS EIP
--- � 2'PS. noa 2G1
J �
4 PS �y
uj
_Z
J F
—F_ F '` F / C
i
U /
F F
a
R
45
MARK BRASWELL /
DB 639 PG 653
w000s
-ET- 537 PINC 142+90.46
/ DETAIL A DETAIL C
FALSE SUMP FALSE SUMP
( trot to stela) I Not to S<alel
/ Median Di}ch _
Outside Ditch _ IZ.o,12' I
GI See Ch., Below)
S=Ditch Sloe ¢ Proposed Ditch S=Ditch Slope 4 Proposed Ditch
FROM STA.185+65 RT Ditch Grade L Ditch Grade L
/ 0.0% To 2.0/ 20' Over 4.0% To 6.0% 40'
Over .0 a TO 4.0% 1 30' 1 Over 6.0% 1 50,
FROM STA. 180+65 CL
FROM STA. 183+65 CL
FROM STA. 185+65 CL
FROM STA. 189+85 CL
47
DORTHY CAUDLE
DB 456 PG 582
�t
C w000s
/
— � F � SPECIAL
JB vuMH
4—
4�
FS
_ — `I"2
C C
CL B RIP RAP
EST.3 TONS
EST. 10 SY GF
45
MARK BRASWELL
IDS 639 PG 653
-BL- 539 PINC 147+23.92
-T5-539 POT 6+54.94
REBAR & CAP SET
k
ODSAT BASE DITCH
EE DETAIL G _
PROJECT REFERENCE NO.
SHEET NO.
R-0623
17
RJW SHEET NO.
IOADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 43
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
r�
WOODS
J
BERM DITCH
BEG C/A /
LAT BASE DITCH
LAT BASE DITCH
SEE DETAIL AA
/
SEE DETAIL L
SEE DETAIL G
END C/A
+95CE
l {{
ENCE
l 7
_-
l hj
CLASS B RIP RAP
EST.2 TONS
/
r
no]
EST. 7 SY GF
/ /
Z
_
_ \
1713
`
° l
ZG
fND SBG
'
D
noe
Z' PS.
/
J
I I
/
1+
1709 2GI
FS
�' P.S•
93.69
O
/
EIP TO Cl
f50 4'
.$. O
CAT-1
N
m
BASE DITCH
SEE DETAIL HH
EST. 50 CY DDE
SY PSRM
i
i
—F
F WOODS
i
140'
\ CLASS I RIP RAP
`EST. 57 TONS
EST. 104 SY GF
RIP RAP BANK"NLY
47
DORTHY CAUDLE
OB 456 PG 582
WOODS
iF — F
-BL- 540
PINC 150+28.93
m
48
aD
JOHN WILLIS
OB 685 PG 905

DETAIL DETAIL
FALSE SUMP
l xa to swlel FALSE SUMP
c � Not to Scall
e)
Outside Ditch
Outside DitWh Traffic Flow
2.0'
2'�-
GI
S — etc.
S=Ditch Sloe 4 Proposed Ditch S=Ditch Slope CE Proposed Ditch
FROM STA.193+15 RT FROM STA. 193+15 LT
FROM STA. 196+65 RT FROM STA.196+65 LT
FROM STA. 199+65 RT FROM STA.200+15 IT
FROM STA.204+15 IT
47
DORTHY CAUDLE
OB 456 PG 582
F-
Lu
h
uj
W
N
J
Wr _. _
J
2
U
t
t
-L-
P/ Slo 180+92.88
A = 73' 56' 47.P (LT )
D = l' 00' 18.7'
L = 7.356.47'
T = 429/A8'
R = 5.700.00'
3M#22 ELEVATION = 552.80'
Ni c�7g3n4 F 17�1)gng
48
JOHN WILLIS
OB 685 PG 905
DETAIL C
FALSE SUMP
�—.20'
NSlMedian Ditch
.. ChoZ
S=Ditch Slope 4 Proposedc
q_4)
14
FROM STA. 193+15 CL O
FROM STA. 196+5 CL �Q-
FROM STA. 200+15 CL
-BL- 542 PINC 157+19.37
/ -BL- 544 PINC 162+56.69
OUTNLpETU TYPICAL
LLErt t0 — i00V60NSTK",
NATURAL
gad p�y� `GROUND
YL 1'�a ¢v►MO �
COR FeER IRIte, /
CUSS v RP —Z �,
Ni FEIER FI t1, N r
rFr M r
R CON rCON Z rEr N r
�i' ExuNEI aFLa SIR[W HN
EST TONS CLASS 'Il'= 70 TONS
EST FILTER FABRIC = 90 SY
EST COIR FIBER MATTING = 90 CY
DOE = 140 CY
PROJECT REFERENCE NO.
SHEET NO.
R-0623
18
KW SHEET NO.
:OADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT t"SE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 43
AND 44
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
r
a s
53.5� 1 (1
rn
rn
N
rn
e
M �
LAT 'V' DITCH
SEE DETAIL JJ
RIP RAP AT
EMBANKMENT
SEE DETAIL EE

a
a
DETAIL
FALSE SUMP
I Nol to Scale) C
Outside Ditch
20:1 'I
S=Ditch Slope
(j Proposed Ditch
FROM STA.209+35 LT
FROM STA.211+35 LT
FROM STA.213+85 LT
FROM STA.217+85 LT
kE1T 70 R&DTT ATURAL
I&SA46014STE1ra
sa
N
stE :�pd its GROUy.
cm 10e WIINc
— -� �naluE `•'� � ti
ur yr
mIrM srEEW am eEv " c"wtEia.
EST. COIR FIBER MATTING 150 SY
DDE = 690 CY
DETAIL C
FALSE SUMP
(Not to Scale)
Median Ditch _
9" .I 2'
ae Chmt Below) —erf— 20' -- { GI
5 etc.
S=Ditch Slope Q Proposed Ditch
48
JOHN WILLIS_
48
JOHN WILLIS
OB 685 PG 905
-L -
P1 Sto 180+92.88
Pis Sto 212+1827
p = 73' 56' 47.r (LT)
es = 0' 54' 16.8'
D = r Oa 187'
Ls = 180.W
L = 7r356.47'
LT = 120.00'
T = 4291.08'
ST = 60.00'
R = 5.700A0'
7h
A r'
APO
PROJECT REFERENCE NO.
SHEET NO.
R-0623
19
RNd SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY FLANS
W NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 44
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
J
J
7
r
0
v
U
Q
FROM STA.211+35 CL
FROM STA. 213+85 CL
FROM STA. 217+85 CL
5u' I

A
LL
LL
Cr
L.L
LL
V;
C
C
4
COX
Q
N
V
1
1
LL
L
H
Q
�!
PROJECT REFERENCE NO. SHEET NO.
R-0623 20
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
7 FOR PROFILE OF LINE -L- SEE SHEETS 44
48 qh AND 45
JOHN WILLIS �PO SEE SHEETS 2-H & 2-1
DS 685 PG 905 FOR DRAINAGE DITCH DETAILS
-EL- 5-�1 PW� 1 5 (7.15 -BL- 552 PINC
LAT 'V' DITCH
-BL- 550 PING 182+30.08 CLASS B RIP RAP SEE DETAIL E
-BL- 549 PING 178+78.12 EST.2 TONS
CU70VER EST. 7 SY GF1 CLASS B RIP RAP
r EST. 2 TONS
CUTOVER
+00
0
140
--- - - WOODS
+00 1+50
JR
+00
130'
\ ,
R
R
E • �
GIN
END SSG
i_
1Q12
F
f.CAT-1
C
— — — —
2 ooa Ski
GRAD 350
\ •+'
> 4' Ps.
—
—
—
—
+75
' mt`"
4'P.S.
—
+ 5
N
N
—
r Ps.
_
N
N
Da5
E
Fs _
/ , /
2GI
GI
FS
rPS.
tom
1914
2GI SBG
002
CAT-1
� �
4'P.S.
- .. --
�
—
2GI
/F
F F F
zooe
O /C
F F
F
\
\-
F �
— F
F
\
F F \ \ / /
BEGIN C/A
/
— _�
F
F ,��
p F
END F
SSG
FENCE
/\
s
So
+14
R
FENCE A
—
— —
J
• -
+54
—
— LAT 'V' DITCH
r
CUTOVER
6d ACCESS
\ SEE DETAIL A
4
PO/NT
DETAIL C
FALSE SUMP
Not to Scale)
Median Ditch _
9 �2 f.
S- Chart Below) 20' GI
S — etc.
S = Ditch Slope 4 Proposed Ditch
I
TREES
48
JOHN WILLIS
DB 685 PG 905
WOODS
CN
LLI
LLI
V)
LLI
LLI
V)
0
0
T
CN
M
CN
Q
H
tN
J
I
LL.I
J
U
Q
E
FROM STA.221+85 CL
FROM STA.230+65 CL

PROJECT REFERENCE NO. I SHEET NO.
1
0
Ln
s
a
O
H
LL1
Lu
tN
LL!
Lu
to
O
O
(V
M
CV
Q
H
tN
I
J
I
Lu
_Z
J
U
H
I
BIV#23 ELEVATION - 553.52'
N 582239 E 1738319
BL STATION 193+59 83 RIGHT
RR SPIKE IN BASE OF 14" TWIN HICKORY
JOIN WILLIS
OB 665 PO 9O5
�q5
woods
m
B
MINVE NOOD
08 129 PO 56
49
MIN+IE WOOD
O6 129 PG 56
DETAIL B hF
FALSE SUMP
Not to Scolel
I
Oohide Ditch
Troffi�Flow
1p
'l f
� 2s.
GI
t S —
etc.
S=Ditch Slope
4 Propod Di}ch
DETAIL C
FALSE SUMP
(Not to Scolel
Median Ditch
9 2 �«
see Chan W—) 2,
S — etc.
S=Ditch Slope 4 Proposed Ditch
" SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE —L— SEE SHEET 45
SEE SHEETS 2—H & 2-1
FOR DRAINAGE DITCH DETAILS
0 5" MONOLITHIC CONC. ISLAND
I
(V
F—
LU
LJJ
N
Lu
LLJ
N
O
O
(V
V
Q
►�
FROM STA.234+40 LT
FROM STA. 238+65 LT
FROM STA.234+40 CL
FROM STA.243+15 CL

+60 -Y8 i\
30' PIT. \
END C/A
END FENCE
®WOOD Do12 \
DB 129 PC
n
LAT BASE DITCH
�I
1
tt
Q IS
NF_N RZ J CAT -END +85- .4
w
Z i 9
-YB-PC Sto.14+369/- _ D%
L -POT Sto. 247+50Z3% aa 0
_Y8_
P1 Sto 15+9/J8
A = 14'04'01.4 (LT)
D = 3' 10' 59.2'
L = 441.93'
T = 222D8'
R = 1,80UW
-BY8- 591 POT 5+00.00
/ -Y8- POT STAI1+60
50' LT
BEG C/A
30' LT BEG FENCE
GRADE TO DRAIN
R0623-3 (GPS)
\ -BL- PINC 206+28.76 =
-BY8- PINC 9+12.10
o \
n \
\ +14 ,
Rol
DETAIL C
FALSE SUMP
( Not to Scale)
Median Ditch -
9" -�II 2' I•-
ea Ch.1 Below) � 20' —mot Z
- s—
S=Ditch Slope 4 Proposedtc
FROM STA.250+00 CL
FROM STA.252+85 CL
5/
RICKY HARRIS
OB 489 PG 509
PC D SLOE 124D
-BL- 558 PINC 209+36.03
CLASS I RIP RAP
EST. 11 TONS
EST. 22 SY GF
\
\ BM#24 ELEVATION = 544.19'
\ N 584357 E 17 9051
BL STATION 215+48 4 9 LEFT
RR
SPIKE IN BASE OF I " TRIPLE WHITE OAK
\ m
F \
�P� o
vs
<o y
e\ F
oT v
PROJECT REFERENCE NO.
SHEET NO.
R-0623
22
RM/ SHEET NO.
IOADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 45
AND 46
FOR PROFILE OF LINE -Y8- SEE SHEET 52
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
-BL- 559 PINC 212+47.30
STANDARD BASE DITCH \
LAT BASE DI LAT BASE DITCH SEE DETAIL HH \ \ \
SEE DETAIL SEE DETAIL G / EST. 15 CY DDE \V \
EST. 22 SY IS.
p CCLL,,qq� + / \ 1eCCESS
TREES EST. 2t TONS RAP TOE PROTECTION TOE PROTECTION \ NT (�
END C/A BEG C/A
C C 30,E i—
` NT�S
M '
11 h FS
O: 2GI L!T AT-1
22.2 0, N a.l
MW
'a��—
—cmmm
:ems
\117
\.
a
II O 140' \
a
4r
DB IWPD 4M \ a \ \
9F�A
(03
22 GL
END C/A
u•�Pj
END FENCE
GRADE TO DRAIN \� 1
TO EXISTING DITCH
WOODS
49
°O
�
MINNIE WOOD
OB 129 PG 56
y�°o
py
4i F" A0 J:
O�A2AW +70 -YB-
�06 30.04 ' RT.
BENSON MORRIS
/ OB 283 PG 265
/
-Y8-POT St<
/ 5" MONOLITHIC CONC. ISLAND 0
TOE I
R
S
90 -L-
140'
CUTOVER
77\
GRADE TO DRAIN
TO EXISTING DITCH
\
a ° `
P \\so
+70 -ve- -YB-
2G
+
C
EG FEN BFENCE
\\\\\\PASTURE \. \\ \
EST. 7 SY GF
SEE DETAIL F
SEE DETAIL F
FENCE
+93
\ \
CE
+53
N
�
\ � T E�
F
\ \
Lu
2216
F F l
�
C
C
C \C \
N
F
C
C
— �
2223 -1
—
\ \ .,
W
15"
/
CUTOVER
Ln
�
\\
\
W
ES
OWS END SBG
2 ELBOWS
\ T
(n
2GI 221) GRAU-350
-
\
4'PS.
4'P.S.
v
N
R 42'
/5'
--�-
N
+
ip �
�
Q,5'
4�
`
*
FS
2' P.S.
2GI 22
2' P.S.
S.
2GI
-L- 2221 15" RLO
CP_ly
N 3/" 55' 12.9' E
N
R 34'
DI
2' P.S.
©
Q
R r
los'
�►
H
TREES
2GI CAT-i
-
-
4PS
J
221jr
9
END 56G�
(\'CUTO
F
C
C
C
--.'t�--
Lu
LuF
'v'3
�,
J
BACKFILL EXISTING CHANNEL
TOE PROTECTION
F
O
SEE DETAIL F
,. R
Q
C
O3
u
// CLASS B RIP RAP
' / EST. EST14 TONS
SY GF
\
/
STANDARD BASE
SEE DETAIL T
EST. 12 CY DDE
EST. 15 TONS CL I RIP RAP
RICKY HARRIS
EST.40 SY GF
08 489 PC 509
-BL- 560 PINC
2I6+48.85
PC D SLIDE 1241,
TROY CANDOR RD.
1.321
1,500
e
200 r
210
200 ,
NL 300
'
NC 2427 6,910
-L- �
7,031
TROY BYPASS 9,600
z0o�
9,900
200
400
0
>I
I
h
n
N
1,a21
ACT 2014
1,600
ACT 2040
TROY CANDOR RD.

DETAIL A N g DETAIL B f
FALSE SUMP FALSE SUMP
I N., to 8colel c (Not to Scale)
Outside Ditch
Outside Ditch I2 a, Traffic Fla-
. ,0.1 20:7 'I f7 +- 2"-
G' GI
s — — S — eta.
S=Ditch SIo e (j Proposed Ditch S=Ditch Slope 4 Proposed Ditch
FROM STA. 261+15 RT FROM STA. 261+15 LT
BASE DITCH
SEE DETAIL WW
EST. 20 CY DDE
EST. 50 SY PSRM
LAT BASE DITCH
SEE DETAIL G
CN
CN
CLASS B RIP RAP
0E5T.2 TONS +
EST. 7 SY GF 14
W
W
T
CUTOVER
V)
2301
W
C
C 15" vd
W
2 ELBOWS —/
V)
C
B
2G1 F
O
4'PS. a
O
+
\ a
N
L J
\ \ d F
N
\,
12305
S
a
\\
O
rPs.
V)
\ \ a
A A -p5 GRAU-350
GI\ \
W
�2 �C
\ \ f\ 303
J
\ \ BEG C/A
7 REE$ \ \ FENCE
70 E
=
\ R
V \\
RIPRA
Q` \
END C/A CLASS B
A(,CE \
2 FENCE EST.2 To
+IO PO T o� kST.7 SY GF
I
I
LAT 'V' DITCH
SEE DETAIL BB
DETAIL C
FALSE SUMP
(Not to Scale)
Median Ditch
9 .I 2 f .
e Chart Below) 20' GI
S — etc.
S=Ditch Slope CL Proposed Ditch
END C/A
FENCE
`� N 3/'55'l29'E
/
FROM STA. 261+15 CL
FROM STA. 266+15 CL
FROM STA. 271+15 CL
-nL- 'Jb.J
PINC, �123+
LAT 'V' DITCH
SEE DETAIL UU
60 ACC 5 /
Pol
/ BEGIN
L'
C.-1
SPRING X • / /
1
�E + F
R
/ ^ 2318
CLASS IP RAP
ST.72 TONS
GF /PAINT FFENCE A
/ i
/ CIgSS B RIP RAP +84
I
LAT BASE DITCH / EST. 8 TONS J
SEE DETAIL G / EST. 28 SY GF
END C/A
FENCE
P \�T f
OT V
e\
\ \F
F
5/
RICKY HARRIS
DB 489 PG 509
PC D SLIDE 1240
PINC 225+76.03
LAT BASE DITCH
rSEE DETAIL
IC
CUTOVER
S RIP RAP
BERM DITCH
E 2 TO
T. .
SEE DETAIL P
. 7 SY GF
TREES
-L-
/ TREES
2311
N
CAT-1
151, 1
CUTOVER
2 ELBOWS
END SBG
- /•
_
F
F F
F F F F /• a _,
\ CLASS B RIP RAP
EST.2 TONS
EST. 7 SY GF
CLASS I RIP RAP
LAT BASE DITCH
EST. 33 TONS
SEE DETAIL G
EST. 62 SY GF
RIP RAP BANKS ONLY
8
RICKY HARRIS
OB 489 PG 509
PC D SLOE 124D
PROJECT REFERENCE NO.
SHEET NO.
R-0623
23
RW SHEET NO.
ROADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 46
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
LAT BASE DITCH
SEE DETAIL L d'
CN
W
_W
2
V)
W
Uj
+
rA
2'Ps. 2316 Gl/ e ' 1 N
CV
4.s. s Q
V)
LU
F
TOE PROTECTION
SEE DETAIL FM
CLASS I RIP RAP
EST. 20 TONS M
EST. 39 SY GF ``WW
RIP RAP BANKS ONLY
STANDARD BASE DITCH
SEE DETAIL KK
EST.4 CY DDE
O�

DETAIL A h g DETAIL B
FALSE SUMP FALSE SUMP
(Not w Sral,) c ( Not to Scale)
Outside
Trafc Fo-
Outside D h -Izo1_ 7 2
r.
cl GI
s— s— am.
S=Ditch Sloe ¢ Proposed Ditch S=Ditch Slope 4 Proposed Ditch
FROM STA.275+15 RT FROM STA.275+15 LT
FROM STA.278+65 RT FROM STA. 278+65 LT
FROM STA.282+10 RT FROM STA.282+65 LT
60' ACCE
END A POIN +130'
N sP�(Ns43
S 1' ' • C BEG C/A
/ f , ./ / / / +42FENCE
�C
V) ' • y/ RIP RAtK/
LLI / PROTE ON
N
72413 4•PS
Y I N O
0
+
r
N N 3f 55' 1 E
-Ps.
to -
J4
W
J C
E E.
r �p 140'
PINC 233+72.74
DETAIL C
FALSE SUMP
( Not to Scale)
Mad an Ditch _
9" .I 2'
ee Chart Below) �— 20' —mot GI
S — tc.
S=Ditch Slope 6 Proposed Ditch
FROM STA. 275+15 CL
FROM STA.278+65 CL
5/
RICKY HARRIS
DB 489 PG 509
PC D SLIDE 124D
+ 640 /40676
EIP 33 0.
ss 9.
EIF
J•
B)
DE
DS 662 PG 535
\DA
PCC D SLIDE 1240E 124D
-BL- 567
PROJECT REFERENCE NO.
SHEET NO.
R-0623
24
RV SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT LISR FOR CONSTRUCTION
-F
FOR PROFILE OF LINE -L- SEE SHEETS 46
AND 47
SEE 2-H & 2-1
FSHEETS
FOR DRAINAGE DITCH DETAILS
—�� V, PINC 240 57.20
N 58
BM 25 VATION = 487.52'
BL STATI 183 LEFT
RR IN OF 10" PINE
\BA
00
+s2
52'
130' 130'�
E
C
SPRING
�c
N
CUTOVER
LLJ
2G1
2G1
� boe
�C _=
C W
T
`
3411 m
�
r,�
CIITOVER
� `C y
-
9P,5
2402 W
n o
`
2GI -A (n
� 7
FS
FS
N
2GI
7
2G
�-
z4to
2GI-A bos
n Po
0
�►
2'?5. a 00
0
N
FS
�'rcJ
409 — — _ _ 4'PS.
Q
2GI �
\
_ �
zGl _
� � � spy \
\ \
too)
O:97.86
50I� —
\ \
GRAU-350 2 '
140'
/
\ \
2GI �
+97.86
1ao
i
c
C C C \ \
_
406 _C
I LLJ
f� V C
C
C BEGIN SW • ,
R
— c —T �E
140
E�
C
CUTOVER
z
TREES
L-TS Sto.273+97B6
-L-SC Sto.275+9786
J
RICKY HARRIS
-L -
Pls Sto 275+3120
P1 Sto 282+88B3
6s = 2' 17' 30.6"
A = 30' 54' 02.0 (RT)
Ls = 200.W
D = 2' 17' 30.6'
LT = 133.34'
L = 134829'
ST = 66.68'
T = 690.96'
R = 2.500.00r
OB 489 PG 509
PC D SLOE 124D

0
—OL— JOO III G`iGT_
-T7-568 POT 6+11.58
ELEV=475.07
REBAR & CAP
52
DANNY V.DEBERRY
06 662 PC 535
PC D SLOE 124D
CLASS B RIP RAP
EST.8 TONS
EST. 21 SY GF
LAT BASE DITCH
SEE DETAIL R
RIP RAP AT
• I EMBANKMENT
(� SEE DETAIL EE
1~JJ Sr_
1S�
N
W F\
W 3
N al r
O A� 1
O
cM
Go 1
J
212'
DETAIL DETAIL B
FALSE SUMP ff i
Not m s O1el FALSE SUMP
( Not to Scale)
I Outside Ditch
Outside Ditch �lz o,� Traffic Flow 7D
`Tropic F� 2'�-
O1 GI
FS— _S— etc.
S=Ditch Slope Proposed Ditch S=Ditch Slope fL Proposed Ditch
FROM STA.285+35 LT FROM STA. 293+85 RT
FROM STA. 289+35 LT
FROM STA. 293+85 LT
WOODS
-L- rUL GOJ T/JAO
END RCBC
F � FS 2G1-
�� N m m�
4' PS•
FIP TO f,L 1
�111
RCBC
t�EI� 4'1
SF
AT-1 #00 L�
�EMD SBG 1�
STANDARD BASE DITCH
0
SEE DETAIL MIA
EST.170 CY DDE WOODS / B9e/, /6•w = e°�' \
-BL 569 PINS 2961 j.46 EST. 76 SY PSRM
-BL- 570 PINC 249+69.29 Y
BERM DITCH %r• �BL- 57 S PNC 2 2+84.03
SEE DETAIL AA RIP RAP DITCH BANK
LAT BASE DITCH / POND
CLASS I RIP RAP
SEE DETAIL LL EST. 28 TONS 170' +0, PO.ND
1 EST. 60 SY GF LAT *DITCH
4 \ E SEE IL CC
WE
�
LAT BASE DIT
SEE DETAIL R
CLASS B RIP RAP
EST.2 TONS
EST. 7 SY GF
P.S.
C
FS
DETAIL C
FALSE SUMP
(N
ot tSl
Median Ditch -
See Choa Below) GI
S — etc.
S=Ditch Slope 4 Proposed Ditch
PROJECT REFERENCE NO.
SHEET NO.
R-0623
25
RNd SHEET NO.
'.OADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
FROM STA, 285+35 CIL
FROM STA, 293+85 CL
Q
MARY SMITHERMAN
/Js
Fi
F/P
sr
I
I
FOR PROFILE OF LINE -L- SEE SHEET 47
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
DB 129 PC 121
04 _�
— z6" FS
2GI-A 2GI-A zsos
N
0
z 8' X 21'P.s. PSRM PAD 5o9
-L- R 34' a --
DI
2' PS. R 20' 15 CP_IV
R �
�R 42'
R
CHORD
R zsio W
Z
RIP RAP AT
EMBANKMENT
CLASS IRI P --
4� • s EST. 15 TONS
_ `
\\
WOODS
CLASS B RIP RAP
SEE BASE DITCH EST.2 TONS
SEE DETAIL R +14015 EST. 7 SY GF
+46.15 J
120'
W
SEE DETAIL
WWW EST. 30 SY GP
r—
C O
l�
p
\
LAT BASE DITCH SEE
SEE DETAIL CC CLASS B RIP RAP
EST.7 TONS
4Iy
I
+ 1
LAF BASE DITCH
FfAIL NN
C%
WOODS EST. 7 SY GF
+87
40
212'
5/
RICKY HARRIS
DB 489 PC 509
PC D SLIDE 1240
9,ssse•s -L-CS Sto.289+46J5
\ -L-ST Sto.29/+46J5
MARY © ERMAN
\ DB 129 PC 121
Pi Sto 282+88.83
& = 30" 54' 02A' tRTt
Sto 290+1
es
9s = 2'1' 30E
\ D = 2' l7' 30.6
Ls = 200.00'
L = 1
LT = 13
T = 690.98'
690-W
\
ST = 6668W
R = 2.500.00'
5" MONOLITHIC CONC. ISLAND 0

5" MONOLITHIC CONC. ISLAND
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
Q
MATCH LINE _
igg\.F
END C/A
END FENCE
+42.30 -Y9-
90' RT.
-Y9-PT S1o.20+42.30
-BY9- 607
PINC 16+27
MARRY
cV
R=1d
w
W
N
b �
c
LL
0
II m 2GI
o
LLB
+
N
FS \
0
4
L(i
O,
N 6i 24' 16I
N
N
J
4' Ps. I
STA 19+00
61
EXIST. NC 2427
6,648
8,800
i
790 5 859
y
70n0
g,100
s
� ,>y
sp
•o.'s•
7,031
9,900
/ �a 12,100
- -
INC 2427 17,300
TROY BYPASS
ADT 2014
ADT 2040
-Y9-
P1 S(o 18+1824
78
A = 33.02.25.T' (LT)
D = 7'09 43J'
JAMES HAYWOOD
+42.30 -Y9-L = 46133'
90' LT.
OB 154 PG A2
680
1252 PG
BEG C/A
T = 23728'
0�9 6552
BEG FENCE R = 800.00r
1
-BL- 573 PINC 257+73.74
\ "
S
WOODS
269>922•
•3S. F
I
©
\
II1V /I
MARY SMITNERMAN
06 129 PG 121
+8 7B
150'
\ IC- _ c — c — c —
155'
I F —
W c C
Z C
.J
1
W,
Fp
I l50'TAPER
PROJECT REFERENCE NO.
SHEET NO.
R-0623
26
RM/ SHEET NO.
ROADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
PRELIMINARY PLANS
\ DO NOT USE FOR CONSTRUCTION
\
FOR
esr \\
\\ \\\ AND P48 FILE OF LINE -L- SEE SHEETS 47
A \\\ yG \\\ FOR PROFILE OF LINE -Y9- SEE SHEET 53
'V 2p
92 \
\ O
R0623-6 (GPS)
-BYII- PINC 23+25.65
STANDARD BASE DITCH \\ \\\ \ \\
,SEE DETAIL 00
EST. 18 CY DDE
/ \\
TRUSTEES OF CALVARY TEMPLE
DB 389 PG 890
LAT 'V' DITCH /
SEE DETAIL B8 @�'/
WOODS I S
LAT 'V' DITCH
SEE DETAIL E
R
1
18" vd 2619 2GI
4' .G. • BM#26 X 2 ELBOWS 15"
GRAU 350 2GI 2612 2 ELBOWS
r F F F F F F —
zble £ND SW
F BEG C/A g£G/N SBG F -L- 305+45
FENCE A + pCE -L- 299+75 R CHORD rr1jD�
ooS -1 0 � V-- POINT
120' m
CLASS B RIP RAP
EST.2 TONS
+60 EST.7 SY GF
STANDARD BASE DITCH
SEE DETAIL HH
164
-BL- 572 PING 254+88.11 =
J' EST. 98 CyDDE
Q.t� EST. 160 SY PSRM
-BY9- 572 POT 19+67.25 pY
DETAIL A
FALSE SUMP iF /
'--TreRl�ln—�o.. 20:1 p
r
S=Ditch Slope 4 Proposed Ditch + +30
FROM STA. -L- 295 + 85 LT 320 TDE
FROM STA.-Y9- 19-65 RT
FROM STA. -Y9- 2 2+65 RT DETAIL C
FALSE SUMP
DETAIL B Nf 1Not/o Scolel
FALSE SUMP /� Median Ditch
I Not E SUMP
O't'iae Ditch 9"
Traffic Flow
�S—
GI \ S=Ditch Slope
S=Ditch Slope fL Proposed Ditch-1 I Oy% 0 2.0% 20' Over 4.0%
FROM STA.-Y9- 19+65 LT er 2.0% To 4.0% 30' Over
FROM STA. -Y9-22+65 LT / �� FROM STA.299+70 CL
FROM STA. 302+85 CL
Q 136'
~ CLASS B RIP RAP
TDE EST. 3 TO
AT 'V' DITCH
EST. 10 SY GF
SEE DETAIL E
CLASS B RIP RAP
EST. TONS
170'
STANDARD BASE DITCH
7
EST. 7 SY GF
+00 SEE DETAIL 00
EST. 26 CyDDE
-- F
F
LAT 'V' DITCH
SEE DETAIL JJ
N 56 251T E
3p0 05
WOODS I -BL- 574 PINC 261+32.06
woaos O. ..
EIP 5
-L-SC S1o.301+83.78 / O
RAVONDA N4LIAM5
Q / Do 640
MARY SMITHERMAN / N
DO 1� PG'r BM# ELEVATION = 529.27' N�
STATION 260+69 75 RIGHT —BL— 775 PINC 264+72.03
N 587053 E 1742594
RR SPIKE IN BASE OF 18" WHITE OAK
N 55gyO4•E �� / P +44 7
Pis 510 30i+17J2 1 Sto 312 8
6s = 2' 17' 30.6- A = 45' 59' 18.5' (RT)
Ls = 200.00' D = 2' 17' 30e
Ditch
LT = 133.34' L = 2,006.63'
ST = 66.68' T = I.M.89'
R = Z500.00'
se = O05
p 40'
50

0 5" MONOLITHIC CONC. ISLAND
77
UNITED STATES OF AMERICA
OB 89 PC 145
WOODS
r---Y11- STA.31+00 /---R30' 1'3:45-',
CLASS . RIP RAP
— EST2 TON$
— EST.7 SY GF
20 -Y11- \~
EX. RN✓ waoD C
i
/ 270,
55 g5®pF 1:
iso' / �/ / CALVARYE TEIAPLE PIBNC
06 389 PG 890
PINC -167+51.72
LA7 V DITCH IV
Tr� SEE DETAIL E N
«_ M
W 702
2GI
n �-
0
�Z 2GI 03
Ell
Ir 5 l i /
m / +14 -L-
�(1 WOODS c
+63 -L-
N P SPECIAL CUT DITCH +
SEE DETAIL PP 160.
O` 55
s DANNY SEDBERRY
OB 599 PG 239 e14/
'?o PC E SLbE 95D 8 96A / e
� m
F j
LAT •V' DITCH
SEE DETAIL 1J �
RAVONDA WILLIAMS
OB 640 PC 71 - Ell,
—D III— J
PINC 31+60.31
GRADE EXISTING DITCH TO
DRAIN TO PROPOSED DITCH
GLEN RD.
731
'1T606-
100 d M 631
100q00
w ~
NC 2427 12,100
-L- 12,641
TROY BYPASS 17,300
118,200
�10
—0
TO0 200
I �
o�
210
300
ADT 2014
ADT 2040
HOLLY HILLS DR.
STANDARD BASE DITCH
SEE DETAIL QQ
ES,T. 218 CY DDE
EST. 86 SY PSRM
o,,, a`5`
18.83
- 34' 2' PS.
0
R 42'
-y/0- / BEGIN CONSTRUC
P/ Sto /7+5656 -Y10- STA/4+00
A = 36 Or 115' (RT)
D = 5' 43' 465'
T628.67'w FAMILY WORSHIP MINITRIES. NC.
= 3250 69°ZSti OB 422 PG 850
R = 1,000L s 115
f.;.;f I -Y10-
WOODS 2
c
27 BST
=_NC 24127 BST
r FS
ISBKBUS f
\ --SK STEPS ,,frvY
GR \ Ys7
TREES L _ — — / 1 1
24' EX WALL * AEAND
20 -nl-
- 46.69' LT
0 -YI/ + 4'4 GRASS
150• -nl-
45.9 ' +00 K
C
PUE�
w
=Yn=
2712 w50Dn FS
*GUY +4 -L- 2GI
120' RT.
C
C C
— FS
PINC 273+68.89 -Y70-POC 17+498
-L- POC 3/8+75.79
/ EIPC BERM DITCH CONC
SEE DETAIL AA MON (� C
/� 1 Q �^' � \ o\ems \ DANNY55EDBERRY DITCH UNER'e
O OB 599 PC 239 SEE DETAIL Q
- G�.�PC E SLIDE 95D & 96e
NO ASIATED \ W
/ PIPING FOUND \
m
RODNEY LOFLIN 2
08 643 PC 654
DB 148 PC 5a \ \ \ -YIO- PRC 20+
2 +34
90,
n \ \ Q +56 -YIo-
_L OOLIA LOFLIN 94' RT
+2 P1 Sto 312+44.67 \ \ OB 313 PG 603 + 8 A
'9BB dF D = 2' 17 ' 18.. (RT) ECONC \ MON CL45B RIP RAP
ST.2 TONS
L = 2.006.63, -Y/OA-POT Sla.12+4282 Ho \ f+� EST.7 SY GF
T = 1.060.89' °D t
R = 2500A0' BM#27 ELEVATION = 515,1\ +
se = OA5 N 586952 E 1744242 j
BY10 STATION 13+48 47 LEFT 5
S 83'05'13' E
249.00' RR SPIKE IN BASE OF 10" PINE
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
DETAIL A
FALSE SUMP
(Not to Bmlel
Outside Ditch '1 _ Iy,Od_
TroRic F�,NO.� 20:1 f
GI
S=Ditch Slope Proposed Ditch
FROM STA.313+65 RT
FROM STA.315+60 RT
FROM STA.320+00 RT
DETAIL C
FALSE SUMP
( Not to Scale(
Median Ditch _
9" 2' �.-
ea Chan B.II � GI
—S— etc.
S=Ditch Slope 6 Proposed Ditch
FROM STA. 313+65 CL
'.�I KUL.I IUIV
BEG -Y/OA-17+75
'CYCDENOTES CONC.VALLEY GUTTER 8 f
-Y10A-P/NC 10+98,63 5R 25'7
OL OFLN
A- POT 10+00DO DO 132 520
- POC 22+03.39 S ,_ 9E S 7_9*07.21
150.00'
-BY10- 594 4�
POT 16+10.15 _
ISEKB Eb I��u
EARNEST NAYWC
OB 149 139
OB 149 RC MO
0 1 I!
PROJECT REFERENCE NO.
SHEET NO.
t\\A
1\
_
1 00 -Y10-
40' LT.
WE `' BEG CIA
BEG FENCE
R-0623
27
RW SHEET NO.
ROADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
TOWN OF TROY
I
OB 430 PC 629
WOODS
PRELIMINARY
FLANS
DO NOT USE FOR CONSTRUCTION
+48,65' FOR PROFILE OF LINE -L- SEE SHEET 48
\ FOR PROFILE OF LINE -Y10- SEE SHEET 53
FOR PROFILE OF LINE -YIOA- SEE SHEET 55
-BL- 579 278+09.08 =
-BY10- 579PINC 11+13.44 =
-BYII- 579 POT 38+04.05
+03.60 \\ -Y10- +28.00-L Ex. 157' LT
�\\\.^ AGP � lsso•LT

rl-
(V
H
LU
W
V
LL
U
V
C
u
c
c
DETAIL A DETAIL B
FALSE SUMP
rJmro scmel FALSE SUMP
I c (Not to Scale)
Outside Ditch
Outside Ditch Traffi�Flow
Trams—��.o'— 0.7 2,
GI
f S — etc.
S=Ditch Slope ¢ Proposed Ditch S=Ditch Slope 4 Proposed Ditch
FROM STA. 322+15 RT FROM STA. 322+75 LT
FROM STA. 322+1RT FROM STA.325+15 LT
FROM STA. 325+25 RT RT FROM STA. 325+17 LT
FROM STA. 3
FROM STA. 331+31+15 5 R7
_ S 6393'03' E
223.997
BRYAN REYNOLDS
DB 674 PC 1176
a
DETAIL C
FALSE SUMP
( Not to Scale)
Median Ditch _
9 2 f .
See Chart GI
S_ etc.
S=Ditch Slope 4 Proposed Ditch
FROM STA.322+15 CL
FROM STA.325+15 CL
FROM STA. 331+15 CL
59
VY
TOWN OF TROY
OB 430 PG 629
-BL- 580 PINC 281+54.43
-BL- 581 PINC 287+46.69
-L -
P1 Slo 312+44.67
Pls Sto 322+57A8
A = 45" 59' 185" (RT)
es = 2' 17' 30.6
D = 2' 1730.6
Ls = 200.00'
L = 2.006.6Y
LT = 13334'
T = 1,060.89'
ST = 66.68'
R = 2500.00'
se = 0.05
55
DANNY SEDBERRY
DB 599 PC 239
PC E SLIDE 95D & 96A
PROJECT REFERENCE NO.
SHEET NO.
R-0623
28
RV SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
�
Z
PRELIMINARY PLANS
DO NOT IISF FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEETS 48
AND 49
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
0-
N
F—
LU
LU
V)
LU
LU
V)
O
C")
M
C")
H
N
I
J
LLJ
Z
J
_
V
H
Q
►-4
Ma �� S 6394'31' E
ISO.16'�
O f0 ZZ �P
i� Zn
U q
W p
t]�
O�

NOT TO SCALE
TYPE B-77
TYPE B-77
t
r r _ TYPE B-77
5'9
TOWN OF TROY
08 430 PG 629
TYPE B-77
00
T LT -
N
+62.50-L-
130' LT
145 LT
L
r
135' LT
+97.50-L-
W
+ao
BEGIN BRIDGE
LUG
PUE
PUE
tio'LT
120'
-L- STA337+8269
=
R
N
BEGIN APPROACH SLAB
-L- SFA337+5B58
W
— —
c
\5��
i
N
F
�—
—
—
MASS 1RIP RAP
904 2GI FS
W\ FILTER FABRIC
LO
4PS. =
TpJ2
M
~
N
p
M
s 62 or ll 2GI-
---------
-
�G 905-W------TYPfl;'M35
L T
GM SBG
OV X/ST.
J
Tr0
- --
- -TV
2903
-
D T
U 35 -
- - - - - - -
w BEGIN APPROACH SLA
W
�—
_
-L- STAjIZ++5.32
Z
J
z90)
L
n BEGIN
END /A
FENC
l
C/A FENCE
DETAIL TAIL B
FALSE SUMP
I Nol to Swle) 'FALSE SUMP
DETAIL C
FALSE SUMP
( Not to Scale(
Median Ditch _
9 .I 2'
ee Chart Belaw) GI
. 5 - etc.
S=Ditch Slope rk Proposed Ditch
Ditc Gra e L Ditch Grade L
0.0% To 2.0% 20 Over 4.0% To
FROM STA.337+75 CL
FROM STA.345+85 CL
- -
CLASS II
RIP RAP AT
BM#28 ELEVATION = 405.03'
m g
EMBANKMENT
N 586137 E 1746210
s
SEE DETAIL SS
BL STATION 300+22 19 LEFT
TREES
PERMAMENT ROCK
CHECK DAM
X MARK ON NE WING WALL OF BRIDGE OVER
/
SEE DETAIL WWW
GH WATER MARK
LITTLE RIVER ON 24/27
// 160'
/
LEV=382.99' LAT GRASS SWALE CLASS B RIP RAP
FOR IE
B30E
1
FT BER 20090N
r SEE DETAIL RR /- ESL 7 SO NI
GF
NO OWNER
IN T
8'0
BEGIN BR�iDGf
U
+�
+56
F3
R
LAT BASE ITC
y 150'
SEE DET TT
CLASS I RIP, P
m
r1,
LAT SEE BASE DITCH
SEE DETAIL TT
_ 00
160'
0'
CLASS II
RIP AT
55 EST. 20 TO /
F3
v
0
KMRAP
ENT
CLASS I RIP AP
BDETAIL
EST. 39 SY
\j
EST. 3 TONS
SEE SS
DANNY SEDBERRY
CLASS IRIS`. P
EST. 7 SY GF
DB 599 PG 239
EST.3 TONY
GRASS
PC E SLIDE 950 & 96A
EST.7 SY GF
CARL EUGENEE MANESS
pb O
O
OB 332 PG 244
y�ry
1-BL-
582 PINC
296+95.01
4f
pb
' 00
y
a
a ter:
BRIDGE
PROJECT REFERENCE NO.
SHEET NO.
R-0623
29
RAY SHEET NO.
S
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
O�
Z
DD V2JT I111, h`DR CONBTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 49
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
STANDARD BASE DITCH
SEE DETAIL S
EST. 80 CY DDE
WOODS
1 '
END C/A
FENCE
e <r
CLASS IIRIP RB'I
F
i\
F,
..
9s Bq9—O C
Ln
8\ FILTER FABR16-7
i0 S1�pR PT.
END APP790ACH SL
151, w/
2 ELBOWS
1
/
,hd
\ c
19••
ELBOW
W
,.STA 341+21,60
z9t1
PASTURE
291D
+
G U 350
/ /
< 2GIO WOODS
FS z91e
N
15" RCP -IV
P
/
4P
O
GI
2GI
N
O
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48' WD AIL
48" WD RAIL & ISBW
ASSOCIATED 5
><
A
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-
,a , I END All
O n END B I -L- ST
P m ? f -L- 341
S 6g•49'16
T BASE DITCH
_ \ SEE DETAIL 1
�2 ^ \
F 3 �9 \
9
D 5N.
WOODS
62
MARY ALLENE WILLIS TRUSTEE
DB 366 PG 421
(AATUR) N
r 4'PS. J
ZAT-Tr ro r ro
2GI T _
W
C C i Z
2 ELBOWS 6j ORELIA MORRIS T J
—
OB 168 PG 767 „ter / - C C
C
S 49,S9,t6•E J-
i U
44•
149.8 E
130, S 6EIP
149.80'
CLASS B RIP AP
EST.3 TONS / /-
EST.10 SY GF
� / ' WOODS
1 QG
Q�Z
e/Po/
o
(Not to Sc le( �
Outside Ditch
Traifc�—
� 20:1-�z.o'f.-
Outside Ditch
Traffic Flow
7 I I'
10'
�12'f
G1
+S_
GI
etc.
S=Ditch Sloe
� Proposed Ditch
FROM STA. 333+65 RT
FROM STA. 345+85 LT
S-Ditch lope
FROM
fL Proposed Ditch
STA. 334+85 L7
FROM
STA. 343+35 RT
aS .
S S`
ti o
,ry0 O
�O
2
BRIAN MORRIS
o
OB 627 PG 752

PROJECT REFERENCE NO. SHEET NO.
R-0623 30
RM/ SHEET NO.
DETAIL A DETAIL B DETAIL C I ROADWAY DESIGN HYDRAULICS
FALSE SUMP
IN.10 scale) FALSE SUMP FALSE SUMP ENGINEER ENGINEER
e ( Not to Scale) (N
ot Sl
Outside Ditch Medinn DitchOutsideDth Iz 0, Troffi�Flow81FOBChoZG1
IDRELIMINARY FLANS
}000 NOT USE FOR CONSTRUCTION
c.
S=Ditch Slope S=Ditch Slope 4 Proposed Ditch S=Ditch Slope 4 Proposedc
FROM STA. 347+85 LT FROM STA. 347+85 RT Ditch Grade L Ditch Grade L w
FROM STA. 350+75 L7 0.0% To 2.0% 20' Over 4.0% To 6.0% 40' 1-
FROM STA. 352+35 LT Over 2.0% To 4.0% 30' Over 6.0% 50' o N
FROM STA. 358+15 LT
FROM STA. 359+35 L7 FROM STA. 347+85 CLFROM STA.351+35 CL FROM STA. 354+35 CL a- z FOR PROFILE OF LINE -L- SEE SHEETS 49 FROM STA. 358+15 CL AND 50
OQ I SEE SHEETS 2& 2-I
DI
Z FOR DRAINAGE DITCH DETAILS
CLASS B RIP RAP
e� c / EST. 2 TONS BRIAN MORRIS
-L-TS Sto. 347+70.36 / ss �Py EST.7 SY GF DS 627 PG 752
pG�
-L-SC Sto.349-155636 eP �� �55 \,v � w
X
255' w G FENCE
STANDARD B DITCH ,...7D€...... +4/57
SEE DETAIL Q
o/ a
140' / // ~~.^ I I SMALL TREES
/ //
/ 1605 X' BERM DITCH
I► 140' / EAT BASE DITCHei w I - SEE DETAIL AA
W
W R
=
CHORD
l��E
j BEG C/A �
�►) FENCE
[phone]
/
f
0 4'PS FS
j
TREES
\ I
M DUCT
— PED X
FS 211I
I� _
y
O
JEND `C/A 4'PS a1 b.
FENCE FS tAATURI ��
V.! +20
—
SOi
5 T7'04'16'E— WD POST
U 0 MTL GATE
/ 12 C,'pj40
PUE
PUE PUE + 3
PUE PUE
BEG C/A +50.
/ - - FENCE 130'
130' RT +BD
6P
o5 L-
MARY ALLENE WILLIS TRUSTEE
145'RT
QaJ
+t8.00-1.- BB 366 PG 421
WOODS
SEE DETAIL L
';Q
II I
PASTURE
d
END A
D
DRAIN POND
REMOVE DAM
?
j
X)
FENCE
^
F95
W X
+79.31
40'
POND
POND
+65
' 140'
�I
-
r
�
p
O gals
ELBOW
+ BDO
Z
3oa6
CC C'
y `
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TF'"Daq.
i KEY PAD
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01
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W---__________e
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------------n- p•PS.
Q _��
24/27
BST
CO.
O
r50
RETAIN
CAT-1
-
"
AATUR
a
Ln
---
_— ----"—
I �"
fow—
rn
CAT 1
GRAU 350
F
_
F
V:
�IRIP RAP
S 56b2.12.
188.44\
END C/A
FENCE
_ I
F BEG C/A
FENCE
o-coar r a"^^RENT
Nate ns[u[NT
m
ii_f
nor rcamAnENr
+40
w000s +00
rn{
NAce EA SEMEN,
/ R
.. /
—PUE
R
EIP
S 62'03'49•E
-
PUE
PUE
w
PUE
PUE
-
PUE ��
1 p PUE
PUE
PUE -
/
P
J E ��
I 64
SOiL
h
130
I ORELIA MORRIS
1", RT
-1 -L- CLASS B RIP RAP 145'RT
-
4 -L- DB 168 PG 767
+65
1451RT EST. 5 TONS
_ SOIL _ — — — — —
-
-' /
145' RT -L-
145' RT
DS RT ) I 155' RT
WOODS / I
155' RT EST. 17 SY GF
+ 7 -L-
+76.00 -L-
144.50' RT
144.50' RT
/
/
+95.50 -L-
144.50' RT
144.50' RT
i
I I \
\
55' RT
1as RT -EL- 585 PNC 39+38.23
)
-BL- 584 PINC 311+04.35
\N 3Bb
4620 q9
-L - o, q
Pls Sto 348+9036 P1 Sto 356+97.44
es = r 21' 25z A = 22' 14' 41.9 (LT) \
Ls = 180DU D = r 30' 28A'
LT = 120.00' L = 1.47534'
ST = 60.00' T = 747.08' \
R = 3,800.00'
se = 0.04
"� N 6

a
DETAIL
FALSE SUMP F
IN. to 5colel �
Outside DitchwTr�o�0:1 - 13 p.lI
_G.S=Ditch Slope -.
Proposed Ditch
FROM STA.362+10 LT
DETAIL C
FALSE SUMP
( Not to Smle)
Median Ditch _
See Chan SeIo ) —.,�-- 20' —�{ GI
_S— etc
S=Ditch Slope fL Proposed Ditch
FROM STA.362+10 CL
FROM STA.365+00 CL
fz
65 R0623-7 (CPS)
ROSE BOWMAN -BL- PINC 325+91.85
IDS 143 PG 565
BIV#29 ELEVATION - 477.44'
N 585469 E 1747984
BL STATION 319+68 105 LEFT
RR SPIKE IN BASE OF POWER POLE (CP&L #AAL`3
END C/A
+ ONCE
BEG C/A
FENCE
+78
SMALL TREES -L-ST Sto..366+0570
BERM DITCH
SEE DETAIL AA -L-CS Sto. 364+2570 I
10
4
+ 0'
52555'MED/AN TRANS/TIDN q C q +
< <
100' N 7'SI'
CHORD C
00 © FS - C
E.S N / -J
4'PS. REM
2GI-c'�C3—zT1� _. �a ii
R MOVE g
�� ONTGOMEf Y CO
F
F 'F
�/
NGOG1 PERINEI
CLASS B RIP RAP
GRAINAGE EASE
EST.3 TONS
C
EST. 10 SY GF
TOE PROT
— PUE
—
PUE
t06 -L-
+ 2 -L-
130' RT
155' RT
145' RT
145' RT
155' R
+30
WOODS
64
ORELIA MORRIS
OB 168 PG 767
PROJECT REFERENCE NO. SHEET NO.
DETOUR DESIGN SPEED
= 45 MPH R-0623 1 31
I
IVW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -L- SEE SHEET 50
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
EARLE POOLE
OB 274 PG 300
L
z
END TIP PROJECT R-0623
-L- POT Sta. 368 + 00.00
END C/ FENCE
-L- ST 368+Op
CONc Rw
\po RETAIN
100'
+00
\\
74.95'
WOODS dk CONC IIW
WOODS
(EX. RW
310B st Nq
105.31' 105.33'
GRADER
BLADE
_ EXSTNW R/N '
1() p NC 24/4 BL BST ~� W
-- — — CB RETAIN
FS _
ti
a RETAIN o NC 4/27 EBLo BST �♦
o �� W
15' RCP
5533.3 \�—
DETAIL
3 END C/A
FILL TO RAY LIMITS Z+Y FENCE
.I.BEG
ROCXPION T\N65
481.
C v. 2GI 70 1B v✓M
2GI 3106
ASSOL'IAT'E�� '.
PIPING FOUND
C/A
FENCECELEVATION
+25
I ROR
-
E%iSiING Riw
q —
C
C3
C
% PUE
PLIE
F F F, m
DU
DUE roNB +25.70
i WOODS
+00 _L-
153' RT 130'.'
END C/A FENCE
-L- STA368+00
REMOVE RISER AND OUTLE
130'
PIPE FROM POND
-L- BREACH DAM
-L-
RT EXCAVATION=305 CY w
\
1474T RT
✓y�
I2" RC 4to'--\DRAIN POND +20 -L-
155' RT +39 -L-
WOODS
TOF � S 1 145' RT
\EMOVE \
145' RT
J
TOE\ ---is �Y
TOE\
6b
0 0
r
TOE
ORELIA MORRIS
35
290'
DS 152 PG 486
-L -
P1 Sto 356+97.44
PIS Sto 364+85.70
A = 22' 14' 41.9' QT /
9s = r 21' 25.2
D = i 30' 28A'
Ls = 180.00'
L = 1.47534'
LT = 120.00'
T = 747.08'
ST = 60.00'
R = 3.800A0'
se = 0.04
NC 24/27 WBL 85T Sa II
MONTGOMERY'C0.
NII RETAIN
NC 24�27 EBL BST — —
(AATUR)
__ t -
-
EXISTNIG R/M '
MTL
W GATE
+00 WOODS
75.05' I W
(EX. RW) 1
+00 I \
130'
W0005
N:
ALLENE WILLIAMS
OB 243 PG 823
I

I
O
m
0
to
W
\ H
\ eN -Y12-
F\ Pl Sto \ 17 +04N � = 54'38 51.2. (RT)
L = 19ob2'
F\ T = 10 0.
R = 200.00'
;to.16+01.62 \
081A528LPCS685R
PC D SLIDE I&D
Tgffs
O w IcA. NV V' DITCH
SEE DETAI
37
�y
JOHN C. KING. JR. & P
y FREDRICK H. TAYLOR
'S OB 299 PC 622
OB 299 PC 618
203
CLASS B RIP RAP
.`` EST.2 TONS
EST.7 SY FF
-Y/2-PT St
O
O ��� P...
19,
V�)
RETAIN
C4, f
WOODS
R 50.00'
3202 2GI
/
Fs R
15'
+65 -Y13-
-Y12-POT Sto. 18'
55' LT
BEG CIA
-Y/3-POC Sto. /6•
BEG FENCE
37
JOHN C. KING. JR. &
FREDRICK H. TAYLOR
OB 299 PC 622
DB 299 PC 618
DETAIL B
FALSE SUMP
( Not}. Scale(
Outside Ditch
Traffic Flow
�2 �«
GI
S — etc.
S=Ditch Slope 4 Proposed Ditch
FROM -Y13- STA. 15+65 LT
FROM -Y13- STA. 17+65 LT AXLE
N 22t86126_
N 21'S2'tT E _
N 49.44' 6' W
�PQ I EIP
EIP
602 86
\F\
JBR. LLC m
oqs OB 628 PC 154 e
PC E SLIDE 1438 sFry\ u �
cd
as
Fryr GRADE TO DRAIN m
\ TO EXISTING DITCH t
Ess 8� -Yt3- PC 10f76.56 -113- POT /0+00.00
DB 328 PG 883 \ \ F + -Y13- /
60' RT.
+56.90 -Y13- \ \ 282'TRANSITION l
CRASS +50 -YI3-\
62' RT. / a 30'(EX. F,
\ .SN
R I I CANOPY
C � / 2pN
w 30"C&G G SS S
I
EN5 r Ow N NR)) o N o 30 C&
/W
6 --- 8
2'Ps. tit EIP F -
ro
C&C tow W I T
9.90'
Elp sic TO CL� �T 6" 30' C&G
W \ F BEGIN CONSTRUCTION
+40.50 -Y13- C J + -LT +31 -Y13- FO TE
55' LT m a LT N \s ° -Y13- POT I0+50
+48.50 Y13- rn w GR
77.50' LT +28.50 -Y13- y - \ + F
u, n
83.50' LT --. 30'
CUTOVER -- - \ o -Y4-POT Sto.10+00.00
Ilm o� -
N i 0 A2) WM's
70 F PIPING OOUNOG
69 CARL MANESS
N 40.06'05-E DB 229 PC 379 co.00•
BUFFA BUIE
OB 612 PC 381 Eia -Y4-POT Sto.11+22.46
w
129.22'
o�F
-Y13-
P1 Sto 15+41.58
A = 34' 26' 54.Y (LT) F% \
D = 3' 49' 1/.0'
L = 901.86'
T = 465.00 a AL J. LINCOLN \ \
R = 1.500.00' w DS 185 PC 825
oN
R2527-II (GPS)
-BY5- POT 20+25.60
N 37.OS'36' E
I03.30`----I(
I \
PROJECT REFERENCE NO.
SHEET NO.
R-0623
32
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -Y12- SEE SHEET 54
FOR PROFILE OF LINE -Y13- SEE SHEET 54
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS

z
O
2
O
43
PRISCILLA MORRIS &
JAMES SAUNDERS
OB 706 PG 534
L0
a—
Lu
LLJ
N
3
LLJ
AMES SAUNDERS R
LLJ
Dill 706 PG 530
N
' F. so-
'301 LT CULTIVATED FIELD
0
OcIP
EXISTWG R/N
EfP w
-- --- — r
t~
-^I
0
EXISTIK R/W
3
END CONSTRUCTION
+SO-Y6-_Y6_ STA/9+50
LLJ
30', 50' RT
Z
WOODS
J
U
C
MATCH LINE -Y7- STA 14+50 SEE SHEET 34
r �
/ \ LAT BASE DITCH
SEE DETAIL G
- 598 PINC
-Y7- 14+25
mig
WOODS
R
FS
T FO-
EIP \ \
\ 9 S
B9 00• w!\
42
CHARLES SAUNDERS
DO 100 PG 903
DST
R0623-2 (GPS)
-BY6- POT 19+81.06 =
-BY7- POT 5+00.00
BEGIN SBG
-Y7- 14+25 43
ism PRISCILLA MORRIS &
JAMES SAUNDERS
FS DB 706 PG 534
CLASS B RIP RAP
u EST.2 TONS
EST.7 SY GF
72 N 6-POT
LANE POOLE.JR.
06 456 PG 653
K50'
0'
TREES
— -----
T
TT FO T FO T
WM �
NO ASSOCIATED ❑GONG SEPTIC TANK -
PIPING FOUND
GRASS
DBS�I� PG W325 -
,So 5
J6300 00•f
3 0p 0,99
0.5F N
N
DETAIL DETAIL B T
FALSE SUMP F�
(Nat to s<m.) FALSE SUMP
�I I_ Outside Ditch
Outside Ditch �lT 0,f Traffic Flow /0
Tro�F�o—�o.Y 2'�
GI GI
t S _ S _ etc.
S=Ditch Slope Proposed Ditch S=Ditch Slope fL Proposed Ditch
FROM STA. -Y7- 13 + 65 RT FROM STA. -Y7-13+65 LT
PROJECT REFERENCE NO.
SHEET NO.
R-0623
33
RNd SHEET NO.
'.OADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY
PLANS
DO NOT USE FOR CONSTRUCTION
FOR PROFILE OF LINE -Y6- SEE SHEET 51
FOR PROFILE OF LINE -Y7- SEE SHEET 52
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
CAPELSIE RD. ACT 2014
SR 1519 ADT 2040
310
400
�Y
z I
310 00
40� -100
1,431 1 1,121
1,700 -Y6- PEKIN RD. 1,300
SR 1005

E
N
O
�J
0 S E
EARTH DAM
r + --
,Q 70' Y `T
2GI-TB
7
ft
\ a,
N
es
\ \ Q
Z
-Y7A- \ \
Pl Sto 10+58J8 Pl Sto Z 19' 194 \
A = 6'27' 33j tLTI D = 263 l9B'fRTI \
D = lr 27' 330' D = 28' 38' 52.4•
L = 5425' L = 112,6Y
T = 27J5' T = 57.W
R = 5W.W R = 200DU \ s
43 ��
PRISCILLA MORRIS &
JAMES SAUNDERS 11 -BY7- 603 POT 21+28.82 /
DB 706 PG 534
-BY7- 99 PINC 11+10,86
�eezc
-Y7-PC Sto.16+9678
WOODS
TOE PROTECTION
SEE DETAIL F 7
t
6 0
�
O
CAROLYN PLOWMAN
DB 665 PG 840
PC C SLIDE 026
/ III
)
-Y7A-P i
-BY7- 602
PINC 18+48.06
\\ C +70 -Y7A-
+ \ (EX. RhV
` \
C
�\\ \
R 30'
-Y7-PT Sto.19+56.66
c
/ '51 Al / +67.81 -Y7-
y� 40' RT
466 -Y7-
� C
GI -Y7-F
FS = /
10
U-350
F5 2GI
a4oa -BY7- 601 PINC 16+18.45
3405 CL B RIP RAP
EST.2 TONS
EST. 7 SY GF
WOODS
-BY7- 600 PINC 13+69.63
w'
P1 Sto /8+355/
p = 49' 37' 59D' (LT)
D = /9' 05' 549'
L = 259B8'
-Y7-
P1 Sto 22+8595
A = 42' 59' 205' (RT)
D = /9' 05' 549'
L = 225D9r
P1 Sto 24+98D1
A = l 5r lL4 tLTt
D = r l8' 07B'
L = 142.3r
\
T = 13870
T = III
T = 7IJ6'
a
\ R = 300.W
R = 300D0'
R = 4.400D7
-o
N
m
G'
i
\
\
N
c
0
\0
�aj
S lq 23'S
0 0
)e95.8y2 E
U�
W �
� 0
G
OD'
\
C
\0
WOODS
S 79' 02' 52D' E
Sto. 23+92.90
+92.90 -Y7
40' LT
!q�
JAMESLSAUNDERS B
DB 706 PG 534
WOOD,
PROJECT REFERENCE NO.
SHEET NO.
R-0623
34
P,W SHEET NO.
ROADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
® FOR PROFILE OF LINE -Y7- SEE SHEET 52
FOR PROFILE OF LINE -Y7A- SEE SHEET 55
MARK BRASWELL
DB 639 PG 653
SEE SHEETS 2-H & 2-1
FOR DRAINAGE DITCH DETAILS
GRADE
TO DRAIN
=� Ex's
r 644TOR)
Sq IS1919 _
Exisrw� ai -
w
nYo. GRADE TO DRAIN _
DETAIL A =" DETAIL B
FALSE SUMP FF
FALSE S
(Not to Scale)
le)
I Outside Ditch
Oolside Ditch 'l2 e,� Traffic Flow
2'
l0
�.-
GI
etc.
S=Ditch Slope ¢ Proposed Ditch S=Ditch Slope fp Proposed Ditch
FROM STA. -Y7-18+85 LT FROM STA. -Y7- 18 + B5 RT

-Y//-
P1 Sto /7+16.78
A = //' 52' /4.5' (RT)
D = l' 47' 25.8'
L = 662-W
T = 332M'
R = 3200.W
�3 LEONARD RAY MORRISS
AND WIFE
ay v ORELIA MORRIS
5 ti DB 152 PG 483
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A = 3'36'/33'tRT1 A = 45'26'23.0'(RT)
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D = 28' 38' 52.4'
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L = 123.59'
L = 158.61'
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T = 8374'
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DRAIN JERRY ARNOLD
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CONSTRUCTION DAVID BEAMAN
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D = 7' 09' 43J
L = 46133'
T = 23728'
R = 800.W
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UNITED STATES OF AMERICA
OB 89 PG 145
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PROJECT REFERENCE NO.
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35
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SEE SHEETS 13 & 14 FOR PLAN OF -L-
RROI REFERENCE NO.
SHEET NO.
-
R-0623
4/
ROADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
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-L-
650
63
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133 134 135 136 137 138 139 140 141 142 143 144 145 146

DITCH LEGEND
SEE SHEETS 14 & 15 FOR PLAN OF -L-
PROJECT REFERENCE NO.
SHEET NO
R-0623
1 42
LEFT DITCH
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146
147 148 149 150
151 152 153 154 155 156
157 158 159
SEE SHEETS 15 & 16 FOR PLAN OF -L-
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159 160 161 162 163 164 165 166 167 168 169 170 171 172

DITCH LEGEND
SEE SHEETS
16
&
17 FOR
PLAN
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-L-
PIPE HYDRAULIC DATA
DRAINAGE AREA = 8D4 AC
OVERTOPPING DISCHARGE = 80
OVERTOPPING ELEVATION = 578B FT
• 180
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• 190
185 186

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DITCH LEGEND
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PROJECT REFERENCE NO
SHEET NO.
R-0623
45
LEFT DITCH
ROADHS ENGINEER
PRELIMINARY PLANS
DO NOT USE FOR --RICTION
RIGHT DITCH - - - - - - -
L
Pl = 225+00.00
EL = 57170
VC = 925'
K=153
5190
cl:o
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97
f
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224 225
226 227 228 229 230 231 232 233 234
235 236 237
SEE SHEETS 21 & 22 FOR PLAN OF -L-
-L-
Lr
tr
PI =
EL
VC
K=534
247440.00
= 539A0'
= 200'
- /.
98
�—
f -1/
598
,kc
540
-J/
520
END D
TCH
LT
590
PIPE HYDRAULIC DATA
-L- Sto. 242+20
DRAINAGE AREA = 345 AC
DESIGN FREOUENCY = 50 YRS
DESIGN DISCHARGE = 68 CFS
DESIGN HW ELEVATION = 526J FT
l00 YEAR DISCHARGE = 80 CFS
/00 YEAR HW ELEVATION = 5265 FT
OVERTOPPING FREOUENCY= 500+ YRS
OVERTOPPING DISCHARGE = 180 CFS
OVERTOPPING ELEVATION = 531.8 FT
54'
PIPE
g*
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6A
A.0
+65.
0
BE
IN Di
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v
n
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11
-L
EL.
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52
24/+
50
0.00
a
W
500
500
490
490
237 238 239 240 241 242 243 244 245 246 247 248 249 250

DITCH LEGEND
SEE SHEETS 22 & 23 FOR PLAN OF -L-
ENGINEER ENGINEER
RIGHT DITCH -------
PIPE HYDRAULIC DATA
MEN
PIPE HYDRAULIC DATA
DRAINAGE AREA = 77.5 AC
Mom
DRAINAGE AREA = 5JJ AC
PRELIMI PLANS
MENEM
DESIGN DISCHARGE = 140 CFS
DESIGN HW ELEVATION = 514.7 FT
Mom
DESIGN DISCHARGE = /9 CFS
DESIGN HW ELEVATION = 525D FT
Effilmomm
/00 YEAR DISCHARGE = 164 CFS
mom
/00 YEAR DISCHARGE = 21 CFSl
/00 YEAR HW ELEVATION = 515�4 FT
/00 YEAR HW ELEVATION = 525-3 FT
OVERTOPPING DISCHARGE = 440 CFS
OVERTOPPING DISCHARGE = 24 CFS
OVERTOPPING ELEVATION = 5277 FT
ONE
OVERTOPPING ELEVATION = 525,6 FT
MOMMENEW
■■■■■■■■i■iii■■■■■!!!■■■■■■■■■i■■■■■■■■iTiQ■■■■■■■■■■■■■■■M
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met
DRAINAGE AREA = 729 AC
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1 251 252 253 254 255 256
257 258 259 260
261 2o
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DESIGN HW ELEVATION = 500.3 FT
DISCHARGE
DESIGN HW ELEVATION = 502D FT
/00 YEAR DISCHARGE = 95 CFS
000001
/00 YEAR DISCHARGE = 38 CFS
EMOMMEMEMEMEMEN
OVERTOPPING DISCHARGE = 260 CFS
OVERTOPPING DISCHARGE = 48 CFSEMOMMEMEMEMEMEN
OVERTOPPING ELEVATION = 511.3 FT
Nommol
OVERTOPPING ELEVATION = 502,6 FT
263 264• •• 267 268 269 270
I

DITCH LEGEND
SEE SHEETS 24 & 25 FOR PLAN OF -L-
PRELIMI PLANS
EL
141
mmlVC
m■■■■■■■■■■■■■■■
CULVERT - . DATA
% DISCHARGE - %• -
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HW ELEVATION = 479J7 FT
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OVERTOPPING ELEVATION FT
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289 • / • . 300 1 1

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SEE SHEETS 26 & 27 FOR PLAN OF —L—
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mil■�■�
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334+20.00
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660'
BRIDGE HYDRAULIC DATA
DESIGN
■■■■■■■■■■■■■■■
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■■■■■■■■■■■■■■i�i■■■
■
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■
■■
OVERTOPPING ELEVATION = 4152r FT
AT DATE OF SURVEY FT
328 • 330 331 332 333 334 335 336 337 3h 339 340 341
DITCH LEGEND
SEE SHEETS 29 & 30 FOR PLAN OF -L
■■■■■■■■■■■■■■■■■■■■■■■■
••
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..
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..
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OVERTOPPING ELEVATION = 438J FT
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DITCH LEGEND
SEE SHEETS 30 & 31 FOR PLAN OF —L—
PROJECT REFERENCE NO
SHEET NO.
R-0623
1 50
590
LEFT DITCH — —
L—
ROE GIINWAYEERSIGN
HYDRAULICS
RIGHT DITCH - - - - - - -
510
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
PI
EL
VC
K=147
= 365+25.00
= 49298'
= 400'
Soo
480
480
ND
DITC
f RT
LC
BEG
W Di
H
RT
TA
62+
E
.474
460
STA
3621
94
L.67
85
354 355 356 357 358 359 360 361 362 363 364 365 366 367
SEE SHEET 31 FOR PLAN OF —L—
SEE SHEET 6 FOR PLAN OF —Yl-
-Yl-
-L-
]BEGIN GRADE -Y1B-
-Y1- STA. 17+62.86
ELEV. 568.56
END GRADE
-Y1- STA.
ELEV. 565.80
-Y1B-
20+00.00
PI=
EL
VC
K
15+20.00
= 57I.40
= l00'
= 70
P/=
EL
VC
K=79
/9+00.00
= 56620'
= 100'
570
560
540
530
520
-900
—
—
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A2
i
570
+) 0
u6%
r
i o
17�560
.
—
—
—
—
—
—
BEGIN GRADE -Y1A-
-Y1- STA. 14+00.00
ELEV. 572.12
AS 0550
N
550
END GRADE -Y1A-
Y1- STA. 16+64.63
ELEV. 568.47
END GRADE
L- STA. 368+00.00
ELEV. 494.55
CA
cv
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540
W
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W
W
530
520
367 368 369 370 13 14 15 16 17 18 19 20 21

MINSEE
SHEET 7 FOR PLAN OF -Y2-
SEE SHEET 8 FOR
PLAN
OF
-Y3-
PIPE HYDRAULC DATA
DRAINAGE
;.:ELEVATIONNo
0 OVERTOPPING AR . ,UENCY ,;OVERTOPPING DISCHARGE = 50 -
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■I
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ENGINEER ENGINEER
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■■■■■■■■■■
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SHEET 6 FOR PLAN OF -Y5-
SEE SHEETS 15 & 33 FOR PLAN OF -Y6-
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SEE SHEETS 33 & 34 FOR PLAN OF -Y7-
INGIN11 ENGINEER
PRELIMI PLANS
=,,7�����
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PIPE HYDRAULIC DATA
DRAINAGE AREA = 28 AC
RS
DISCHARGE/00 YEAR _ , 60
FT
OVERTOPPING - - -DISCHARGE � ;, -
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SEE SHEET 34 FOR PLAN OF -Y7-
SEE SHEET 22 FOR PLAN OF -Y8-
NO
NO
NO
NO
NO
MEMO
550
,
.
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SEE SHEETS 26 & 35 FOR PLAN OF -Y9-
PROJECT REFERENCE NO.
SHEET NO.
-
Y9
■`/.
-
R-0623
53
ROADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
PROPOSED
ND
RCU
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
P1=
EL
VC
K
12+20A0
= 55268'
= 120'
= 53
P1
EL
VC
K
= 14+50.00
= 550.65'
= 80'
= 30
-560
P1=
EL
VC
K
17+00.00
= 547-W
=
= 204
200'
560
P1 = 22+OOAO
EL = 530.00'
VC = 200
K = 88
(+11.
000
(-
.882
'.
f_
/
(
1180
'•
550
—
_
s
—
—
—
540
540
BEGIN GRADE -Y9A-
-Y9- STA. 11+50.00
ELEV. 551.70
BEGIN GRADE -Y9B-
-Y9- STA. 15+55.72
ELEV. 551.65
(_
_
530
END GRADE -Y9A-
Y9- STA. 15+18.68
ELEV. 551.89
X316
520
520
GRADE
STA. 23+66.36
527.81
END
-Y9B-
510
ELEV.
500
11 12
13 14 15 16
17
18 19 20 21 22 23 24
SEE SHEET 27 FOR PLAN OF -Y10-
-Y10-
540
P1=
EL =
VC =
22+35.00
529.60'
225'
S40
530
11
O9 '
—
6
P1=
15+30.00
=
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505.82'
120'
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I
520
Pl =
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18+60A0
499-W
75'
EL
VC
K
510
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END GRADE -Y10B-
Y10- STA. 23+50.00
ELEV. 523.97
500
BEGIN GRADE -Y10A-
Y10- STA. 14+00.00
ELEV. 515.41
_
490
BEGIN GRADE -Y106-
Y10- STA. 17+97.88
ELEV. 500.52
END GRADE -Y10A-
-Y10- STA. 17+01.32
ELEV. 504.11
480
480
AM
470
11 12 13 14 15 16 17 18 19 20 21 22 23

DITCH LEGEND
SEE SHEET 35 FOR PLAN OF -Yll-
PROJECT REFERENCE NO
SHEET NO.
R-0623
54
LEFT DITCH
ROENGINEER WAY SIGN
HS ENGINEER
RIGHT DITCH - - - - - - -
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
PI
EL
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K=85
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+
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Y11- STA. 22+00.00
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1
560
550
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12 13 14 15 16 17 18 19 20 21 22 23 24 25
SEE SHEET 32 FOR PLAN OF -Y12-
SEE SHEET 32 FOR PLAN OF -Y13-
-Y12-
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SHEET NO.
R-0623
56
SEE SHEET 4 FOR PLAN OF -DR4A-
SEE SHEET 8 FOR PLAN OF -DR8A-
ROADWAY DESIGN
ENGINEER
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BEGIN GRADE
DR4A- STA. 10+04.00
ELEV. 532.82
10 11 11 12
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Ecosystem
Enffmenient
PROGRAM
March 7, 2014
Mr. Richard W. Hancock, P.E.
Manager, Project Development and Environmental Analysis Unit
North Carolina Department of Transportation
1548 Mail Service Center
Raleigh, North Carolina 27699-1548
Dear Mr. Hancock:
Subject: EEP Mitigation Acceptance Letter:
R-0623, Troy Bypass — NC 24 / 27 from SR 1138 (Dairy Road) to East of the Little River,
Montgomery County
The purpose of this letter is to notify you that the Ecosystem Enhancement Program (EEP) will provide the
compensatory stream and wetland mitigation for the subject project. Based on the information supplied by you on
March 6, 2014, the impacts are located in CU 03040104 of the Yadkin River basin in the Southern Piedmont (SP)
Eco-Region, and are as follows: '
Yadkin
Stream
Wetlands
Buffer (Sq. Ft.)
03040104
Non-
Coastal
Sp
Cold
Cool
Warm
Riparian
Riparian
Marsh
Zone,I
Zone 2
Impacts
0
0
4,558.0
1.19
0.03
0
0
0
(feet/acres)
*Some of the stream and wetland impacts may be proposed to be mitigated at a 1:1 mitigation ratio. See permit application for
details on the mitigation ratio proposal. EEP is proposing to provide.riparian wetland mitigation for all wetland impacts
associated, ith_thisproject:
This mitigation acceptance letter_replaces the mitigation acceptance letter issued on February 25,
2014. EEP commits to implementing sufficient compensatory warm stream mitigation and riparian wetland
mitigation credits to offset the impacts associated with this project as determined by the regulatory agencies in
accordance with the N.C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In -
Lieu Fee Instrument dated July 28,-2010. If the above referenced impact amounts are revised, then this mitigation
acceptance letter will no longer be valid and a new mitigation acceptance letter will be required from EEP.
8420.
cc:
If you have any questions or need additional information, please contact Ms. Beth Harmon at 919-707-
Sincerely,
nt Supervisor
Ms. Liz Hair, USACE — Wilmington Regulatbry Field Office
Mr. David Wainwright, Division of Water Quality, Wetlands/401 Unit
File: R-0623 Revised
R"tOr6tg... E ... Prot", " Our St -a&
TA
Rc®EW
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-707-8976 / htto://Portal.ncdenr.org/web/eeo