20170525 Ver 1_401 Application_20170428

Carpenter,Kristi
From: Chapman, Amy
Sent: Friday, April 28, 2017 1027 AM
To: Carpenter,Kristi
Subject: FW: R-5703: C.F Harvey Parkway (NC 148) Extension, Lenoir County,
NC - Final Permit Application (04/19/2017)
Follow Up Flag: Follow up
Flag Status: Completed
From: Burhans, Terry [mailto:[e-mail]]
Sent: Thursday, April 27, 2017 10:20 AM
To: Tom Steffens ([e-mail])
<[e-mail]>; Chapman, Amy <[e-mail]>;
Ward, Garcy <[e-mail]>; Gary Jordan ([e-mail])
<[e-mail]>; Wilson, Travis W. <[e-mail]>; Clarence
Coleman ([e-mail]) <[e-mail]>; Cynthia Van Der
Weile ([e-mail]) <[e-mail]>; Monte
Matthews ([e-mail])
<[e-mail]>; Harmon, Beth <[e-mail]>;
Rouse, John W<[e-mail]>; Rogerson, Maria A<[e-mail]>;
Johnson, Jay B<[e-mail]>; Cabaniss, Jeffrey D<[e-mail]>;
Mumford, Glenn W<[e-mail]>; Hemphill, Bo <[e-mail]>;
AI-Ghandour, Majed N<[e-mail]>; Hanks, Brian <[e-mail]>;
Staley, Mark K<[e-mail]>; Furr, Mary Pope <[e-mail]>; Wilkerson,
Matt T<[e-mail]>; Pilipchuk, John L<[e-mail]>; Ayscue,
Phillip W<[e-mail]>; Paugh, Leilani Y<[e-mail]>; Griffin, Randy
W<[e-mail]>; Josh Dalton <[e-mail]>; Will Hines
<[e-mail]>; Hathaway, Dwain <[e-mail]>;
Pierce, Mark <[e-mail]>; Burhans, Terry
<[e-mail]>; Twisdale, John W <[e-mail]>
Subject: RE: R-5703: C.F Harvey Parkway (NC 148) Extension, Lenoir County, NC - Final
Permit Application (04/19/2017)
Good Morning All,
Please follow the link at the end of this email to download the following files for your
records:
Electronic Copy of:
Application for Section 404 Individual Permit, Section 401 Water Quality Certification,
and Neuse Riparian Buffer Authorization
for the construction of the C.F. Harvey Parkway (NC 148) Extension from NC 58 to NC 11,
Multilane Facility on New Location, Lenoir County

The Permit Application was signed and dated April 19th that was printed out and sent to
USACE and DWR on April 215t
Thank You for your time and please let me I<now if you have any questions.
Cheers
Terry
Terry Burhans, CPSS � Environmental Scientist � Michael Baker International
8000 Regency Parkway, Suite 600 � Cary, NC 27518 �[O] 919-481-5775 �[M] 858-243-
9900
terrv.burhans@mbal<erintl.com � www.mbakerintl.com
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INTERN�TI�MNA��, --
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STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
ROY COOPER
GOVERNOR
April 19, 2017
US Army Corps of Engineers
Regulatory Field Office
2�07 West Sth Street
Washington, NC 27889
Attention: Tom Steffens
Regulatory Proj ect Manager
JAMES H. TROGDON, III
SECRETARY
Subject: Application for Section 404 Individual Permit, Section 401 Water Quality
Certification, and Neuse Riparian Buffer Authorization for the construction of
the C.F. Harvey Parkway (NC 148) Extension from NC 58 to NC ll, Multilane
Facility on New Location, Lenoir County
STIP No. R-5703. Debit $570 from WBS 46375
Dear Sir:
The North Carolina Department of Transportation (NCDOT) proposes to extend C.F. Harvey
Parkway on new location from NC 58 to NC 11 in Lenoir County, north of the City of Kinston.
The purpose of this letter is to request approval for a Section 404 Individual Permit and a Section
401 Water Quality Certification. In addition to this cover letter, the application package includes
the following: ENG Form 4345, a State Stormwater Management Plan (SMP), permit drawings,
roadway plans, Division of Mitigation Services (DMS) mitigation acceptance letter, minutes
from the 30% Hydraulic Design Review Meeting and the Permit Drawings Review Meeting.
1.0 Purpose and Need
The primary need for the proposed project is a lack of direct connectivity between US 70 and NC
11 to adjacent regional and area activity centers north and west of Kinston including the Global
TransPark (GTP); the Kinston Regional Jetport; the US 70 Industrial Park; industrial facilities
along NC11; shopping centers along US 70; the East Carolina (ECU) Medical Center; and the
communities of Grifton, Ayden, Winterville and Greenville.
The purpose of the proposed project is to improve regional and area connectivity in areas north
and west of Kinston among US 70, NC 58, NC 148 and NC 11. Additional benefits resulting
from the proposed project include:
Mailing Address:
NC DEPARTMENT OF TRANSPORTATION
HIGHWAY DNISION 2
P.O. BOX 1587
GREENVILLF., NC 27835
Telephone: [phone]
Fax: [phone]
CustomerService: ]-877-368-4968
Website: www.ncdot.gov
Location:
] OS PACTOLOS HWY (NC 33)
GRF,ENVILLE, NC 27835

Increased access to areas north and west of Kinston and GTP with commercial centers,
businesses and residential and agricultural areas located northeast of Kinston along NC
11.
Support of growth objectives at GTP, which depends on direct highway access for it
overall operation.
2.0 Project Description
The NCDOT is proposing to extend NC 148 (C.F. Harvey Parkway) on new location as a four-
lane, median divided freeway with full control of access in Lenoir County, North Carolina. The
project extends form NC 58 to NC 11 in Lenoir County, north of the City of Kinston. The
proposed project is listed in the approved 2016-2025 State Transportation Improvement Program
(STII') as Project Number R-5703 and is state-funded.
3.0 Summary of Impacts
Waters of the U.S.: Proposed impacts to jurisdictional areas include 15.11 acres of permanent
wetland impacts and 2,167 linear feet of permanent stream impacts.
4.0 Summary of Mitigation
NCDOT has avoided and minimized impacts to jurisdictional resources to the greatest extent
possible. The proposed construction of R-5703 will result in unavoidable impacts to 15.11 acres
of wetlands (13.06 acres of non-riparian wetlands; 2.05 acres of riparian wetlands) and 2,167
linear feet of jurisdictional stream that will require mitigation. The Department has acquired the
compensatory mitigation for these unavoidable impacts from the North Carolina Department of
Environmental Quality (NCDEQ) Division of Mitigation Services (DMS).
5.0 Project Schedule
Right-of-Way plans were completed in March 2017 and Construction Let is scheduled for late
2017 or early 2018.
6.0 5EPA Status
NCDOT approved the State Environmental Assessment / Finding of No Significant Impact
(SEA/FONSI) on June 23, 2016. USACE released the Public Notice for this proposed action on
July 1, 2016. NCDOT conducted a Public Hearing on July 19, 2016. NCDOT and resource
agencies selected the Least Environmentally Damaging Practicable Alternative (LEDPA) on
September 26, 2016. NCDOT held the 30% Hydraulic Design Review Meeting on December 5,
2016. NCDOT held the Permit Drawings Review Meeting on March 16, 2017.

7A Logical Termini and Independent Utility
The subjectproject is in compliance with 23 CFR Part 771.1 ll(� 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
improvements are made in the area;
3) The project does not restrict consideration of alternatives for other reasonable foreseeable
transportation improvements.
8.0 Resource Status
The project is located in the Neuse River Basin and lies within Hydrologic Unit 03020202
(Subbasin Middle Neuse). This is within the Middle Atlantic Coastal Plain eco-region. The
project crosses Beaverdam Branch and Stonyton Creek as well as several tributaries to waters of
the US, and multiple wetlands.
Based on a field review of the delineation of Waters of the US (WOUS), including wetlands, the
USACE issued a Preliminary Jurisdictional Determination (PJD) on Apri127, 2016. In addition,
on May 31, 2016, the NCDWR issued an On-Site Determination for Applicability to the Neuse
Buffer rules and Applicability to Mitigation rules.
81 Wetland Delineations
A wetland identification and preliminary assessment analysis for the study area was conducted
from October 6, 2015 through February 2, 2016 and is summarized in the June 2016 Natural
Resources Technical Report (NRTR). The wetlands within the study area were delineated based
on the 1987 USACE Wetland Delineation Manual and a preliminary design was prepared to
avoid and minimize wetlands to the maximum extent possible.
8.2 St�eam Delineations
The stream channels within the project study area were identified, evaluated, and classified using
the NCDWR stream identification form. Water quality information for the streams within the
project study area was derived from available sources provided through NCDEQ.
8.3 Characterization of �Jurisdictional Sites
8.31 Wetlands
Thirty-three jurisdictional wetland sites were initially identiiied within the initial project corridor
(NCDOT, 2012). After design revisions (avoidance/minimization and expansion of the corridor
right-of-way), there are 10 jurisdictional wetlands sites that will be permanently impacted (2 of
which are total takes) by the proposed project. Wetland systems throughout the study area vary in

vegetative composition depending on hydrological regime and site-specific disturbances. The
project area contains the following North Carolina Wetland Assessment Method (NCWAM)
wetland types: Non-tidal Freshwater Marsh, Pine Flat, Riverine Swamp Forest, Hardwood Flat
and Headwater Forest
8.3.2 Streams
Streams within the project footprint with surface water classifications include Stonyton Creek
and Beaverdam Branch. The Best Usage Classification for both streams is "C, Sw, NSW."
Details for the jurisdictional streams within the project area are provided in the NRTR There are
no waters within the project vicinity classified as High Quality Waters (HQW). Neither Water
Supplies (WS-I: undeveloped watersheds or WS-II: predominately undeveloped watersheds), nor
Outstanding Resource Waters (ORW) occur within 1.0 mile of the project area. Streams within
the project area are not designated as North Carolina Natural or Scenic Rivers, or as National
Wild and Scenic Rivers. Additionally, these waters are not listed on the 2014 303(d) list of
impaired waters due to sedimentation or turbidity.
8.4 Impacts to Ju�isdictional Resources
Impacts to jurisdictional wetlands and surface waters are summarized below in Tables 1 and 2
respectively. Buffer impacts are summarized in Table 3.
Table 1. Wetland Impacts
Permit Permanent Temporary
Drawing NRTR Structure Mitigation
Type Impacts Impacts (ac.)
Site Label Size/Type Z ; Required? 4
Number' (ac.)
6 WI Riparian Bridge 0.39 3.37 Yes
9 WK Non-Riparian Road Fill 11.43 - Yes
10 WM Riparian Road Fill 0.13 - Yes
12 WP Riparian 54" RCP 0.66 - Yes
13 WQ Riparian 36" RCP 0.18 - Yes
14 WR Riparian Road Fill 0.69 <0.01 Yes
16 WD Non-Riparian Road Fill 0.16 - Yes
17 WC Non-Riparian Road Fill 0.40 0.47 Yes
18 WS Non-Riparian Road Fill 0.23 - Yes
19 WS Non-Riparian Road Fill 0.84 0.21 Yes
Total Ri arian: 2.05 3.38
Total Non-Ri arian: 13.06 0.68
Grand Total: 15.11 4.06
Notes:
1. Permit Drawing Site Numbers refer to Site numbers presented in the R-S703 Wetland and Surface Water
Impacts Permit Drawings included in Attachment C.
2. Permanent Impacts were calculated as a combination of permanent iill areas (ac.), excavation areas (ac.)
and mechanized clearing areas (ac.).
3. Temporary Impacts resulring from hand clearing areas (ac.).
4. Compensatory mitigation is not required for Temporary Impacts.
5. Impacts were calculated to the nearest 0.001 acre, and column totals were rounded to the nearest 0.01 acre.

Table 2. Surface Water Impacts
Permit Waterbody
Drawing Structure Classification Permanent Temporar Permanent Temporary Mitigafion
Site Size/Type �Label in (from NRTR) (1� y(lfl (ac.) (ac.) Required? �
Number � NRTR)
1 42" RCP SAA - UT to perennial 101 41 <0.01 <0.01 Ycs
Stonyton Creek
SAB - UT to perennial 173 62 0.01 <0.01 Ycs
Stonyton Creek
Z Road Fill SAB - UT to
/ 48" RCP Stonyton Creek �tennittent 446 - 0.04 - Ycs
Site Total 3 619 62 0.06 0.01
2A Road Fill SAB - UT to perennial - 55 - <0.01 No
Stonyton Crcek
3 66" RCP SAB - UT to perennial 170 67 0.02 <0.01 Yes
Stonyton Creek
4 72" RCP SAC - UT to perennial 339 84 0.03 <0.01 Yes
Stonyton Creek
5 42" RCP �3 - UT to �termittent ] 5 84 <0.01 0.02 Yes
Stonyton Creek
SA perennial - 129 - 0.04 No
(Stonyton Creek)
6 Bridge SAD - UT to perennial - 160 - 0.05 No
Stonyton Creek
Site Total ° - 289 - 0.09
26 - UT to
7 42" RCP Stonyton Creek Intermittent 1 1 - <0.01 - Yes
(Intermittent)
8 66" RCP �AG - UT to perennial 226 76 0.02 <0.01 Yes
Stonyton Creek
SBA - UT to
11 Bridge Beaverdam Perennial - 30 - <0.01 No
Branch
SBC - UT to
12 54" RCP Beaverdam Perennial 466 22 0.09 <0.01 Yes
Branch
14 Road Fill 33 - UT to Intern�ittenC 98 15 0.03 <0.01 Yes
Neuse River
15 72" RCP SAB - UT to perennial 122 81 0.02 0.01 Yes
Ston Con Creek
20 Road Fill SAD - UT to perennial - 82 - <0.01 No
Ston ton Creek
Total Perennial 1597 889 0.20 0.15
Totals s Total Intermittent 570 99 0.08 0.02
Grand Total 2167 988 0.28 0.17
Notes:
1. Permit Drawing Site Numbers refer to Site numbers presented in the R-5703 Wetland and Surface Water
Impacts Permit Drawings (April 6, 2017) included in Attachment C.
2. Mitigarion required for features permanently impacted.
3. Permit Site 2 total for Surface Water Impacts to both intermittent and perennial reaches of Stream SAB -
UT to Stonyton Creek.
4. Permit Site 6 total far combined temporary impacts to Strea�n SA - Stonyton Creek and Stream SAD - UT
to Stonyton Creek. There are no proposed permanent impacts.
5. Impaets were calculated to the nearest 0.001 acre, and column totals were rounded to the nearest 0.01 acre.

Impact Descriptions by Permit Site
Permit Site L• The construction of the C.F. Harvey Parkway/NC 148 Extension will result in the
installation a 42" reinforced concrete pipe, class III (RCP-III) that will extend an existing
structure (42" RCP) that currently lies beneath NC 148. The proposed culvert extension will tie
into the outflow of a proposed 2' base overflow ditch into Stream SAA. There will be 101 LF of
permanent stream impact with an additiona141 LF of temporary impact for the installation of the
culvert extension.
Permit Site 2: Construction at the NC 148/ NC 58 Interchange will result in road fill to Stream
SAB. An existing 48" RCP culvert, located in Stream SAB will be extended with a proposed 48"
RCP-IV, beneath the proposed roadway to a 3' base overflow ditch located on the north side of
NC 148. The overflow ditch will convey flow east, crossing beneath a NC 58 through a proposed
60" RCP culvert where it will tie back into Stream SAB in the northeast quadrant of the proposed
interchange. There will be 619 total LF of permanent impact to Stream SAB (446 LF of impact
will occur to the intermittent reach of Stream SAB and 173 LF of impact will occur to the
perennial reach of Stream SAB). Additionally there will be 62 LF of temporary stream impacts
resulting from the installation of proposed outfall from an associated culvert.
Permit Site 2A: The construction of the NC 148 / NC 58 Interchange will result in temporary
impacts to Stream SAB. A proposed Standard 4' base ditch will be constructed at the outfall of
an existing 30" RCP culvert. There will be 55 LF of temporary impact to Stream SAB resulting
from the installation of the proposed ditch.
Permit Site 3: The construction in the northeast quadrant of the NC 148 / NC 58 Interchange
will result in the crossing of Stream SAB. A 66" RCP-IV culvert will be installed with the inlet
and outlet structures buried 1' in Stream SAB. There will be 170 LF of permanent impact to
Stream SAB and 67 LF of temporary stream impacts resulting from the installation of the
proposed culvert.
Permit Site 4: Construction of the NC 148 Extension will result in the crossing of Stream SAC.
A 72" RCP-IV culvert will be installed with the inlet and outlet structures buried 1' in Stream
SAC. There will be 339 LF of permanent impact to Stream SAC and 84 LF of temporary stream
impacts resulting from the installation of the proposed culvert.
Permit Site 5: Construction of the NC 148 Extension will result in permanent impacts to Stream
23. A proposed lateral V-ditch will be constructed along the south side of the proposed roadway
and tie into the existing stream channel. Additionally, the outfall from a proposed 42" RCP-III
culvert, conveying flow south beneath the roadway from a 5' base ditch proposed on the north
side of the proposed roadway, will tie into the existing stream channel. There will be 15 LF of
permanent impact to Stream 23 and 84 LF of temporary impact resulting from the installation of
the culvert and ditch outfalls.
Permit Site 6: The NC 148 Extension will cross Stream SA (Stonyton Creek), Stream SAD and
Wetland WI via a bridge. The bridge will be constructed above and outside of the ordinary high

water marks of Streams SA and SAD resulting in no permanent stream impacts. However, the
installation for the proposed bridge supports will result in permanent impacts to Wetland WI.
Support structures, combined with Class II Erosion Rip Rap and mechanized clearing required
for installation will result in 0.39 acres of permanent impacts to Wetland WI. Additionally, the
installation of a temporary work bridge required for the construction of the permanent bridge will
result in 3.37 acres of hand clearing in Wetland WI. Streams SA and SAD will be temporarily
impacted for a total of 289 LF during the construction of the bridge.
Permit Site 7: Construction of the NC 148 Extension will result in temporary impacts to Stream
26. A proposed Standard 4' base ditch will be constructed at the outfall of two proposed culverts;
a 42" RCP-III culvert that is proposed to covey flow from the north side of the NC 148 to the
proposed ditch and a 15" Corrugated Steel Pipe (CSP) culvert that will convey runoff from a
median drain. Rip rap will be placed at the outfall of the two culverts to minimize erosion from
roadway drainage. There will be 11 LF of permanent impact to Stream 26 resulting from the
installation of the ditch.
Permit Site 8: Construction of the NC 148 Extension will result in the crossing of Stream SAG.
A 66" RCP-III culvert will be installed with the inlet and outlet structures buried 1' in Stream
SAG. There will be 226 LF of permanent impacts to Stream SAG and 76 LF of temporary stream
impacts resulting from the installation of the proposed culvert.
Permit Site 9: Construction of the NC 148 Extension will result in road fill to Wetland WK.
Approximately 2,500 LF of the new roadway will cross Wetland WK. There will be nine, 36"
RCP-III equalizer culverts installed along the base of the road to maintain hydrologic
connectivity in the wetland complex. Additionally, seven, 15" RCP-III culverts with rip rap
outlet protection to minimize erosion, will be installed to convey flow from roadway runoff.
There will be 11.43 acres of permanent impacts to Wetland WK resulting road fill and
mechanized clearing for the construction of the roadway.
Permit Site 10: Construction of the NC 148 Extension will result in a total take of Wetland WM
for the purpose of road fill. There will be 0.13 acres of permanent impact to Wetland WM
resulting from road fill for the construction of the roadway.
Permit Site 11: The NC 148 Extension will cross Stream SBA and SR 1720 (Sharon Church
Road) via a bridge. The bridge will span above and outside of the ordinary high water mark of
Stream SBA. There will be 30 LF of temporary impacts to Stream SBA to allow for equipment
access during construction of the bridge.
Permit Site 12: Construction of the ramps for the NC 148 / NC ll Interchange will result in
impacts to Stream SBC and Wetland WP. A 54" RCP-CD culvert will be installed with inlet and
outlet structures buried 1' in Stream SBC and Wetland WP will be impacted from road fill. There
will be 466 LF of permanent impacts and 22 LF of temporary impacts to Stream SBC, and 0.66
acres of permanent impact to Wetland WP resulting from the roadway crossing and installation
of the proposed culvert.

Permit Site 13: Construction of the NC 148 / NC 11 Interchange will result in total take of
Wetland WQ for the purpose of a detention basin. A 36" RCP-V culvert will be installed beneath
the roadway that will convey flow from a proposed lateral2' base ditch located on the south side
of the proposed project. The outlet of this culvert, along with Class B rip rap to reduce erosion,
will be installed in Wetland WQ. Additionally, the inlet of a separate 36" RCP-IV culvert, with
an associated headwall will be installed in Wetland WQ. This culvert will convey flow to the
north side of the project. There will be 0.18 acres of permanent impact to Wetland WQ resulting
from the installation of the proposed culvert inlets and outlets during the construction of the
roadway.
Permit Site 14: Construction of the ramps for the NC 148 / NC 11 Interchange will result in road
fill to Wetland WR and Stream 33. There will be 0.69 acres of permanent impact to and <0.01
acre of hand clearing of Wetland WR, and 98 LF of permanent impact and 15 LF of temporary
impact to Stream 33 resulting from the construction of the interchange.
Permit Site 15: Construction of the NC 148 / NC 58 Interchange will result in the crossing of
Stream SAB. A 72" RCP-IV culvert will be installed with inlet and outlet structures buried 1' in
Stream SAB. There will be 122 LF of permanent impact to Stream SAB and 81 LF of temporary
stream impacts resulting from the installation of the proposed culvert.
Permit Site 16: Widening along NC 58 will result in permanent impacts to Wetland WD. The
widening of northbound NC 58 on the south side of its intersection with Humphrey Road (SR
1730) will involve the placement of 0.10 acres of permanent fill into Wetland WD. An additional
0.06 acres of inechanized clearing in Wetland WD will also be required for the roadway
expansion. There will be a total of 0.16 acres of permanent impact to Wetland WD resulting from
the roadway widening.
Permit Site 17: Widening along NC 58 will result in permanent impacts to Wetland WC. The
widening of southbound NC 58 on the south side of its intersection with Humphrey Road (SR
1730) will involve the placement of 0.25 acres of permanent fill into Wetland WC. An additional
015 acres of inechanized clearing and excavation will result in 0.40 acres of permanent impact to
Wetland WC. There will also be an additiona10.47 acres of hand clearing required for the
roadway expansion into Wetland WC.
Permit Site 18: Widening along NC 11 will result in permanent impacts io Wetland WS. The
widening of northbound NC 11 on the north side of its proposed intersection with NC 148 will
involve the placement of 0.15 acres of permanent fill into Wetland WS. An additiona10.08 acres
of inechanized clearing in Wetland WS will also be required for the roadway expansion. There
will be a total of 0.23 acres of permanent impact to Wetland WS resulting from the roadway
construction.
Permit Site 19: The installation of a service road along NC 11 will result in permanent impacts
to Wetland WS. Construction of a service road located parallel to NC 11 on the north side of its
proposed intersection with NC 148 will maintain access from SR 1824 (Morris Drive). Roadway
construction will require the placement of 0.59 acres of permanent iill and 0.25 acres of

mechanized clearing into Wetland WS. An additiona] 0.21 acres of hand clearing in Wetland WS
will also be required for the roadway construction. There will be a total of 0.84 acres of
permanent impact to Wetland WS resulting from the roadway construction.
Permit Site 20: Construction of the NC 148 Extension will result in temporary impacts to
Stream SAD. A proposed Standard 2' base ditch will be constructed at the outfall of a proposed
24" RCP-III culvert that will convey flow south beneath the roadway from the north side of
project. There will be 82 LF of temporary impact to Stream SAD resulting from the installation
of the proposed ditch.
Table 3. Summary of Buffer Impacts
Buffer Impacts Allowable lm acts Im acYs Re uirin Miti ation 2
Permit Drawing Zone 1 Impacts Zone 2 Impacts Total Impacts Zone 1 Impacts Zone 2 Impacts Total Impacts
Site Number� (s . ft.) (s . ft.) (s . ft.) (s . ft.) (s . ft.) (s . ft.)
1 - - - 8,705 5,636 14,341
2 - - - 38,832 25,125 63,957
2A - - - 11,096 7,134 18,230
2B - - - 1,836 176 2,012
3 - - - 24,] 83 14,918 39, l01
4 - - - 6,676 6,197 12,873
5 - - - 2,459 1,330 3,789
6 3 14,206 9,396 23,602 - - -
7 3 12,25�F 8,005 20,259 - - -
8 - - - 1,636 1,072 2,708
9 - - - 18,265 12,170 30,435
10; - - - 1,834 13,354 15,188
1 1 15,878 7,197 23,075 2,152 4,463 6,615
l2 1,071 1,010 2,081 1,010 2,154 3,164
13 3 - - - 18,162 14,871 33,033
14 3 - - - 1,992 5,323 7,315
15 - - - 10,625 6,170 16,795
16 3 - - - 528 1,337 1,865
Totals 4: 43,409 25,608 69,017 149,991 121,430 271,421
Notes
1. Permit Drawing Site Numbers refer to Site numbers presented in the R-5703 Buffer Irrcpacts Permit
Drawings included in Attachment D.
2. See Descriptions below of allowable impacts from Permit Sites 6, 7, 11 & 12.
3. Buffer impact numbers requiring mitigation exclude riparian wetland impacts at Permit Sites 6, 7, 10, 13,
14 & 16. These riparian wetland impacts are accounted for in the compensatory wetland mitigation. See
Table 4 and Descriptions below.
4. Totals from R-5703 Buffer Impacts Permit Drawircgs included in Attachment D.
Permanent Im�acts: Proposed permanent impacts for R-5703 include fill in 2.05 acres of riparian
and 13.06 acres of non-riparian wetlands for a total of 15.11 acres of weiland impacts. Proposed
permanent impacts to jurisdictional streams are 2,167 linear feet. Additionally, there will be
permanent impacts to 149,991 square feet of Zone 1 Neuse River Buffers and 121,430 square
feet of Zone 2 Neuse River Buffers.
Temporary Impacts: There will be a total of 988 linear feet of temporary impacts to jurisdictional
streams due to culvert installations and bridge installations. Additionally, there will be 4.06 total
acres of hand clearing in jurisdictional wetlands (3.38 riparian, 0.68 non-riparian) primarily
related to the temporary work bridge. There will also be allowable impacts to 43,409 square feet
of Zone 1 and 25,608 square feet of Zone 2 Neuse River Buffers at Permit Sites 6, 7, 11 and 12

due to the installation of a bridge and work bridge necessary for bridge construction to span
streams SA and SAD (Site 6) and the installation of a bridge crossing over Stream SBA (Site 11).
Exempt Buffer impacts are illustrated on the attached 5703 Buffer Impacts Permit Drawings
included in Attachment D.
Utilitv Impacts: Exempt riparian buffer impacts due to utilities are described by site number
below and depicted on the attached 5703 Buffe� Impacts Permit D�awings included in
Attachment D. Exempt buffer impact totals are not included in the Buffer Impact Summary.
Permit Site 1: Facilities associated with proposed overhead powerline relocations will cross
Stream SAA and its associated buffer. No facilities will be placed within the stream channel or
buffer zone.
Permit Site 10: Facilities associated with proposed powerline relocations will cross Stream SB.
Hand clearing associated with the powerline relocation will occur within the buffer zones, but
not within the stream channels and facilities will be installed through a directional bore.
Permit Site 16: Facilities associated with proposed overhead powerline relocations will be
placed within the boundaries of Wetland WD. No permanent impacts will occur to Wetland WD.
Permit Site 19: Facilities associated with proposed overhead powerline relocations will be
placed within the boundaries of Wetland WS. Hand clearing will occur but no permanent impacts
will occur to Wetland WS.
Wetlands in Riparian Buffers: A total of four impacted wetlands were located within Neuse
River Riparian Buffer Zones at six different Permit Sites. Impacts to these wetlands were
included in the Wetland Impact Summary (Table 1) and then noted in the impact descriptions by
site. The areas noted in table 4 were removed from the buffer impacts summary as the wetlands
will be remunerated through compensatory mitigation obtained by the NCDOT. A summary of
wetland areas not included as Buffer Impacts Requiring Mitigation is included in Table 4.
Table 4. Wetlands in Riparian Buffers
Buffer Impacts Permit
Drawing Site Number �
6z
7z
10
NRTR Label
WI
WI
WM
Area of Wetland in
Zone 1 (sa. ftJ
12,254
Area of Wetland in Total Area of WeUand
Zone 1(s . ft.) in Buffers (s . ft.)
9,396 23,602
8,005 20,259
37 37
13 WP 11,910 5,956 17,866
14 WR 6,639 2,007 8,646
16 WP 496 1,312 1,808
Total: 45,505 26,713 72,218
Notes:
1. Permit Drawing Site Numbers refer to Site numbers presented in the R-S703 Buffer Impacts Permit
Drawings included in Attachment D.
2. Allowable buffer from Permit Sites 6, 7 due to bridge installation.

9.0 Protected Species
The United States Fish and Wildlife Service (USFWS) lists three federally-protected species for
Lenoir County as of the December 26, 20121isting (Table 5).
Table 5. Federallv-Protected Snecies in Lenoir
Common Name
Vertebrate:
Bald Eagle
Red-Cocicaded Woo�
Vascular Plant:
Sensitive ioint-vetch
Scientific Name
Haliaeetus leucoc
Picoides borealis
omene
*BGPA — Bald and Golden Eagle Protecrion Act
E — Endangered
T — Threatened
Habitat Federal Biological
Present Status* Conclusion
lus No
No
zna No
BGPA N/A
E No Effect
T I No Effect
The US Fish and Wildlife Service has developed a programmatic biological opinion (PBO) in
conjunction with the Federal Highway Administration (FHWA), the US Army Corps of
Engineers (USACE), and NCDOT for the northern long-eared bat (NLEB) (Myotis
septentrionalis) in eastern North Carolina. The PBO covers the entire NCDOT program in
Divisions 1-8, including all NCDOT projects and activities. The programmatic determination for
NLEB for the NCDOT program is "May Affect, Likely to Adversely Affect." The PBO provides
incidental take coverage for NLEB and will ensure colnpliance with Section 7 of the Endangered
Species Act for five years for all NCDOT projects with federal nexus in Divisions 1-8, which
includes this project.
9.1 Bald and Golden Eagle Protection Act (BGPA)
In the July 9, 2007 Federal Register (72:37346-37372), the bald eagle was declared recovered,
and removed (de-listed) from the Federal List of Threatened and Endangered wildlife. This
delisting took effect August 8, 2007. After delisting, the Bald and Golden Eagle Protection Act
(Eagle Act) (16 U.S.C. 668-668d) became the primary law protecting bald eagles. Nesting and
foraging habitat are not present in the project area, nor have bald eagle nests ar individuals have
been seen within a 660-foot radius of the project area.
9.2 Moratoria
There is no in-stream wark maratorium required for R-5703.
10.0 Cultural Resources
10.1 Historic Architectural Resources
The potential effect of the proposed project on historic architectural resources was evaluated in
accordance with Section 106 of the National Historic Preservation Act of 1966, as amended.

There are four properties within the project study area which have been determined to be eligible
for listing on the National Register of Historic Places. They are listed as follows:
• Roundtree-Askew-Morsely Farm (LR0797)
• Contentea School (LR0800)
• Charles A. Broadway House (LR0802)
• Kinston DuPont Dacron Plant (LR1560)
A Determination of Effects Meeting was held with the State Historic Preservation Office on
Apri126, 2016, to determine potential impacts to the four eligible historic architectural resources.
During the meeting, it was detertnined that the proposed project would have no effects on any of
these properties.
10.2 Archaeological Resources
Two previously identified archaeological sites (LR103 and LR 318), which have been identified
as potentially eligible for the National Register of Historic Places are located within the project
study area. No direct impacts are expected to the two sites during construction of the proposed
project. However, additional archaeological investigations will be conducted on the preferred
corridor during the final design.
11.0 FEMA Compliance
Stonyton Creek has been studied by detailed methods within the effective Federal Emergency
Management Agency (FEMA) Flood Insurance Study dated April 16, 2013. The effective HEC-
RAS hydraulic model was obtained from the North Carolina Flood Mapping Program. The
proposed bridge over Stonyton Creek is 955 feet long and will span the floodway and the
floodplain. Interiar bents will be located within the floodway. A Memorandum of Agreement
(MOA) between NCFMP and NCDOT dated August 12, 2016 streamlines the process far
obtaining FEMA approval of projects with impacts to study areas. The Stonyton Creek crossing
qualifies for a Type 2A under the MOA. A Type 2A is for projects with impacts that result in the
BFE decrease of greater than 0.1 foot, but less than 0.5 feet.
12.0 Mitigation Options
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, minimi�ing impacts, rectifying impacts, reducing impacts
over time, and compensating for impacts (40 CFR 1508.20).
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 implemented to the

extent possible during the planning and design phases, and minimization measures were
incorporated into project design.
12.1 Avoidance and Minirnization
All jurisdictional features were delineated, field-verified, and surveyed within the study area.
Two build alternatives were studied and Alternative 2 was selected as the Preferred Alternative.
The designs were developed in more detail and adjusted to avoid and minimize impacts to
jurisdictional areas. Project designs were reviewed during development stages by an interagency
review team consisting of representatives from NCDOT, NCDEQ-DWR, NCWRC, USACE,
Michael Baker International, Sungate Design Group, and AECOM. Input from parties concerned
have helped develop appropriate and practicable steps to avoid and minimize impacts to sensitive
areas.
NCDOT employs many strategies to avoid and minimize impacts to jurisdictional areas in all of
its designs. Many of these strategies have been incorporated into BMP documents that have been
reviewed and approved by the resource agencies that will be followed throughout construction.
All wetland areas not affected by the project will be protected from unnecessary encroachment.
General avoidance and minimization measures are as follows:
• NCDOT's Best Management Practices (BMPs) for the Protection of Surface Waters will
be strictly enforced;
• Impacts to wetlands, streams, and open waters were avoided and/or minimized by
adjusting alignments and slopes;
• 3:1 fill slopes have been used at stream and wetland crossings to reduce impacts and to
promote sheet flow since shoulder berm gutter is not used;
• All storm drainage will be diffused and designed for non-erosive velocities before
entering stream and wetland areas to the maximum extent practicable;
• Two dry detention basins have been specified (one at each interchange) to provide
stormwater treatment and detention;
• Direct discharge of stormwater to streams has been avoided to the extent practicable;
• Rip rap stabilization on banks of jurisdictional streams will be implemented to prevent
erosion;
• Minimizing "in stream" activities.
• Decreasing the footprint of the proposed project through the reduction of right-of-way
widths.

• Utilizing natural stream channel design principles when relocating streams.
In addition to the general avoidance and minimization measures listed above, site-specific
avoidance and minimization measures are described below for each Permit Site:
Permit Sites 1, 2, 2A, 3, 15, 16 & 17: The mainline alignment crossing NC 58 was established
in efforts to maintain traffic at the NC 58 / NC 148 Interchange during construction. As such,
impacts to the extension of the existing wildlife crossing would be needed and has been included
in the design plans. Additionally, the mainline alignment crossing of NC 58 was established to
avoid impacts to the Stonyton Creek natural system to the north, the wetland systems in the
southwest quadrant of NC 58 / NC 148 Interchange, and the wetland system south of Humphrey
Road. As a result, maintaining the existing NC 58 / Humphrey Road Intersection was not
possible due to control of access requirements with the proposed NC 58 / NC 148 Interchange.
Access to Humphrey Road from the south will be provided via Hugo Road to Dickerson Road
from NC 58.
Permit Site 4: The mainline alignment crossing of Hugo Road (SR 1004) was established in
order to avoid impacting two existing intersections: Hugo Road/Humphrey Road to the south of
the Preferred Alternative and Hugo Road/Elmore Farms Road to the north of the Preferred
Alternative. These existing intersections include clusters of residences and, if impacted, would
result with additional impacts required to maintain connectivity. Additional alignment location
considerations were given to minimize impacts to Stream SAC, Wetland WG, and Wetland WH.
Permit Sites 5& 6: The mainline alignment crossing of Wallace Family Road (SR 1732) was
established to avoid impacting two existing intersections, to avoid longitudinal impacts to Stream
SAD, and to minimize impacts to Wetland WL Through field coordination with resource
agencies, the proposed bridge crossing Wetland WI and Stonyton Creek (Stream SA) was
increased from the minimum hydraulically-reguired structure to a bridge which spans the
majority of the wetlands that are of higher quality as well as Stream SAD as shown in the permit
drawings and functional designs. Also, a temporary work bridge will be utilized during
construction of the permanent dual bridge. Additionally, no deck drains will be installed in the
proposed bridge in order to avoid direct runoff into streams SA and SAD below. The alignment
location was also established to cross Wetland WI in a more-narrow southern location and to
avoid impacts to Streams SAE and SAF.
Permit Sites 7& 8: The mainline alignment crossing of Hamilton Road (SR 1733) was
established to avoid impacting two existing intersections and in order to minimize impacts to
residences along Hamilton Road and constraints along and east of Ferrell Road.
Permit Site 9: The mainline alignment crossing of Ferrell Road (SR 1735) was established to
avoid impacting two existing intersections and in order to minimize longitudinal impacts to
stream SAG and SAH and associated non jurisdictional agricultural ditches. The mainline
alignment was also established to minimize impacts to farming operations to the north as well as
to minimize residential impacts along the east side of Ferrell Road. Efforts were made to shift the
mainline alignment to the south in the non-forested portion of Wetland WK; however, these

efforts were limited due to required minimization of impacts to the Nancy McLawhorn Jones
Property (accessed via Sharon Church Road) and to avoid longitudinal impacts to Beaverdam
Branch (Stream SB) north of the mainline crossing of Sharon Church Road.
Permit Sites 10 & 1 L• Through field coordination with resource agencies, the proposed bridge
crossing over Sharon Church Road (SR 1720) was eXtended to span Stream SBA in order to
maintain the integrity of the system and to avoid an installation of a culvert into Stream SBA. It
is also anticipated this will allow for ease in construction, as compared to the alternative.
Permit Sites 12, 13, 14, 18 & 19: The mainline alignment terminating at NC 11 was established
to avoid longitudinal impacts to Beaverdam Branch (Stream SB) located to the north and to
identify the best location along NC 11 while considering impacts and maintaining access to
adjacent intersections. South of the mainline alignment is the existing NC 11 intersection with
Sharon Church Road as well as Graingers which has previously been impacted by NC 11
highway improvements. To the north is the neighborhood off of Morris Drive, the primary
access point to the Kinston DuPont Dacron Plant, and an existing NC 11 intersection with
Lafayette Road. In order to avoid reconstruction of existing roadways and intersections, this
location was preferred as it would maintain safe distance between existing access points while
minimizing impacts to residents along Grainger Station Road and east of NC 11. As a part of the
proposed designs, NC 11 is also being realigned to the west based upon public concerns over the
safety of the existing curve. This realignment will also assist maintenance of traffic during
construction and will result with fewer impacts to Wetland WR. Efforts to minimize impacts to
stream SBC and wetlands WP and WQ were also investigated; specifically as to whether ramps
in the northwest and southwest quadrants of the proposed interchange with NC 11 could be
tightened. Based upon mapping available at the time and the detail associated with functional
designs, it was determined the ramps locations were adequate for the environmental document
and could be further refined during the final design phase. Additionally, following comments
received from resource agencies during the Permit Drawings Review Meeting, side slopes for the
proposed road widening at the NC 148 / NC11 Interchange (Permit Site 18) were steepened to
4:1 in order to minimize impacts to Wetland WS.
Summary
Proposed stream impacts (2,167 linear feet) decreased from the impacts presented in the State
EA/FONSI (3,938 linear feet). Proposed wetland impacts (15.11 acres) decreased from the
impacts in the State EA/FONSI (20.97 acres). These decreases in jurisdictional impacts were
achieved by the refinement of the design plans and incorporation of avoidance and minimization
measures in the hydraulic designs.
12.2 Compensation
The NCDOT has avoided and minimized impacts to jurisdictional resources to the greatest extent
possible as described above. For linear public transportation projects, mitigation shall be required
for impacts equal to or exceeding 150 linear feet per stream or one acre of wetlands. Since this
project is a linear transportation project and jurisdictional impacts exceed 1501inear feet of
stream and one acre of wetland, mitigation is required.

Compensatary mitigation requirements for R-5703 jurisdictional features are summarized below
in Table 6. This project will permanently impact a total of 2,1671inear feet of warm water
streams, including 1,597 linear feet of perennial stream channel and 5701inear feet of
intermittent stream channel. The project will also permanently impact a total 15.11 acres of
wetlands including 2.05 acres of riparian wetlands and 13.06 acres of non-riparian wetlands.
Additionally, this project will permanently impact 149,991 ft� of Zone 1 and 121,430 ft� of Zone
2 riparian buffers (summarized in Table 7). The unavoidable impacts to Waters of the U. S. and
riparian buffers will be offset by compensatory mitigation provided by the North Carolina
Department of Environmental Quality (NCDEQ) Division of Mitigation Services. An acceptance
letter from DMS is attached (Attachment F).
Table 6. R-5703 Jurisdictional Feature
Streams River CU Eco-
and Basin Location Region
Wetlands
I�npacts Neuse 03020202 NICP
Total
Table 7. R-5703 Ribarian Buffer Mitig��
itigation Summary
Stream
Cold Cool Warm
Sumn
Zone 1
River CU
Buffers Impacts Mitigation
Basin Location
(sq. ft.) Ratio'
Neuse � 03020202 � 149,991 � 3:1
Total (sa. ft.l
Wetlands
Non- Coastal
Riparian Riparian Marsh
2,167 2.05 13.06
,167 15.11
✓
Zone 2
Mitigation Mitigation
Impacts Mitigation
Required �sq. ft.) Ratio i Required
(sq. ft.) (sq. ft.)
449,973 121,430 1.5:1 182,145
632,118
Notes
1. 15A NCAC 02B .0295 (e) Mitigation program requirements far protection and maintenance of riparian
buffers — Neuse River Basin.
13.0 Indirect and Cumulative Effects
13.1 Indirect Effects
Examination of the probable development areas shows that the project could encourage growth
targeted in certain areas and/or influence future growth. Federal, state, and local regulations that
include zoning ardinances and land use plans provide protection to the human and natural
environmental features, which include historic and cultural resources, protected populations,
wetlands, natural systems and other important features. Indirect land use impacts to these
resources will be limited by the regulations in place.
13.2 Cumulative Effects
The project is expected to contribute to indirect and cumulative effects from future changes. In
the CIA report, it was estimated that the project will result in travel time savings of

approximately 5 minutes, change property access and exposure, and create new land
use/transportation nodes.
14.0 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.)
15.0 Wild and Scenic Rivers
The 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).
16.0 Regulatory Approvals
Section 404: Application is hereby made for a USACE Individua1404 Pernut as required for the
above-described activities
Section 401: We are requesting a Section 401 Water Quality Certificarion from NCDWR, and
providing this application to NCDEQ for their approval.
Neuse River Rinarian Buffer Authorization: We are requesting a Neuse Riparian Buffer
Authorization from NCDWR.
A copy of this permit request and its distribution list will be posted on the NCDOT website at:
https://connect.ncdot. gov/resources/Environmental
Sincerely,
� � i��
Jay B.Johnson
Division Environmental Officer
cc: NCDOT Permit Application Standard Distribution List
Attachments
Attachment A: ENG Form 4345
Attachme�t B: R-5703 State Stormwater Management Plan
Attachment C: R-5703 Wetland and Surface Water Impacts Permi[ Drawings
Attachment D: R-5703 Buffer Impact Permit Drawings
Attaclvnent E: R-5703 Roadway Plans
Attachment F: R-5703 DMS Mitigation Acceptance Letter
Attachment G: R-5703 30% Hydraulic Design Review Meeting Mirmtes
Attachment H: R-5703 Permit Drawings Review Meeting Minutes

Attachment A: ENG Form 4345

U.S. ARMY CORPS OF ENGINEERS FormApproved -
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT OMB No. 07f0-0003
33 CFR 325. The proponent agency is CECW-CO-R. Expires: 30-SEPTEMBER•2015
Public reporting for this collection of information is estimated to average t t 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 Reduc6on Project (0710-0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be
subject to any penalry 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: Informafion 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 antl 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 drewings 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 insVuctions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activiry. An application
that is not completed in full will 6e 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
QTEMS BELOW TO BE FILLED BYAPPLICANTJ
5. APPLICANT'S NAME 8. AUTHORIZED AGENT'S NAME AND TITLE (agent is not required)
First-Jay Middle-B Last-Johnson First- Middle- Last-
Company - North Carolina Department of Transportation Company -
E-mail [e-mail] E-mail Address -
6. APPLICANT'S ADDRESS: 9. AGENTS ADDRESS:
Address- P.O. Box 1587 Address-
City - Greenville State - NC Zip - 27835 Country - City - State - Zip - Country -
7. APPLICANT'S PHONE NOs. w/AREA CODE 10. AGENTS PHONE NOs. w/AREA CODE
a. Residence b. Business c. Fax a. Residence b. Business c. Faz
252-439-2800
STATEMENT OF AUTHORIZATION
11. I hereby authorize, to act in my behalf as my agent in the processing of this application and to fumish, upon request,
supplemental information in support of this permit appliration.
SIGNATURE OF APPLICANT DATE
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
'12. PROJECT NAME OR TITLE (see insVuctions)
STIP R-5703 C.F. Harvey Parkway Ex[ension
13. NAME OF WATERBODY, IF KNOWN (if applicable) '14. PROJECT STREET ADDRESS (if applicable)
Stonyton Creek/ Briery Run Address
15. LOCATION OF PROJECT
Latitude: >N 35332884 Longitude: �W '77.S4ll 54 City - Lenoir County State- NC Zip-
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
State Taz Parcel ID Municipality
Section - Township - Range -
ENG FORM 4345, DE(; "LU'14 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3

7. DIRECTIONS TO THE SITE
18. Nature of AcOviry (Description of project, include all features)
The North Carolina Departrnent of Transportation (NCDOT) is proposing to extend NC 148 (C.F. Harvey Parkway) on new ]ocation as a
four-]ane, median-divided freeway with ful] control of access in Lenoir County, North Carolina. The proposed action is listed in the
, NCDOT 2016-2025 State Transportation Improvement Program (STII') as Project Number R-5703 and is being state funded. The project
begins at the intersection of C.F. Harvey Parkway (NC 148) and NC 58, and extends over to NC I1 on new ]ocation near the Grainger
StaCion Road (SR 1835) and NC ] 1 lntersection. The project is approximately 6.5 miles in length.
19. Project Purpose (Describe the reason or purpose of the project, see instmctions)
The primary need for the proposed action is a lack of direct connectivity between US 70 and NC 11 to adjacent regional and area activity
centers north and west of Kinston including the Global TransPark (GTP); the Kinston Regiona] Jetport; the US 70 Industrial Park;
industrial facilities along NC I 1; shopping centers along US 70; the Eas[ Carolina University Medica] Center; and the communities of
Grifton, Ayden, Winterville, and Greenville. The project will increase access to areas north and west of Kinston and GTP with commercial
centers and businesses that are located northeast of Kinston along NC 11, as well as residential and agricultura] areas. The project will also
support growth objectives at GTP, which depends on direct highway access for its overall operation.
USE BLOCKS 20-231F DREDGED ANDIOR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s)for Discharge
Roadway fill, pipe/culvert and bridge construction.
Please see details in Permit Application.
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
Please See Permit Application
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Acres Please See Pennit Application
or
Linear Feet Please See Permit Application
23. Description of Avoidance, Minimization, and Compensafion (see instructions)
General steps that will be implemented to minimize impacts by the proposed project include: Minimizing "in-stream" activities; Strictly
enforcing the sedimentation and erosion control recommended in NCDOT's BMPs for the protection of streams and wetlands; Decreasing
[he footprint of the project through the reduction of righ[-of-way widths and steepening of fill slopes where possible. Compensation for
unavoidable impacts to jurisdictional features wil] be acquired from the NCDEQ-Division of Mitigation Services.
Please see details in Permit Application.
ENG FORM 4345, DEC 2014 Page 2 of 3

24. Is Any Portion ofthe Work Already Complete? �Yes QNo IF YES, DESCRIBE THE COMPLETED WORK
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody ��rmore ma� ca� oe emerea nere, Piease auaon a s�voieme�wi rsp.
a. Address-
City -
Ib.Address-
Ciry-
c. Address-
City -
d. Address-
City -
e.Address-
City-
State -
State -
State -
State -
State -
Zip -
Zip -
Zip -
Zip -
Zip -
List of Other Certificates or Approvals/Denials received from other Federal, State, or Local Agencies for Work Described in This Application.
AGENCY TYPEAPPROVAC IDENTIFICATION
NUMBER
Would include but is not restricted to zoning, building, and flood plain permits
DATE APPLIED DATE APPROVED DATE DENIED
I27. 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 further certify that I possess the authority to undertake the work described herein or am acting as the duly authorized agent of the
applicant.
`f /9 /7
� URE OF LICANT ATE SIGNATURE OF AGENT DATE
The Appiication 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 flled 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 f ned not more than $10,000 or imprisoned not more than five years or both.
ENG FORM 4345, DEC 2014 Page 3 of 3

Attachment B: R-5703 State Stormwater Management Plan

�_1e���.�;,�,���,, North Carolina Department of Transportation
���1�j1�"��`���� Highway Stormwater Program
�..
STORMWATER MANAGEMENT PLAN e���-•.�:•��'
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS Element: 46375.1.1 TIP No.: R-5703 County(ies): Lenoir Page 1 of 4
General Project Information
WBS Element: 46375.1.1 TIP Number: R-5703 Project Type: New Location Date: 2/16/2017
NCDOT Contact: Paul Atkinson, PE Contractor / Designer: William M. Hines, PE
Address: NCDOT Hydraulics Unit Address: Sungate Design Group, P.A.
1590 Mail Service 905 Jones Franklin Road
Raleigh, NC 27699-1590 Raleigh, NC 27606
Phone: [phone] Phone: [phone] ext. 205
Email: [e-mail] Email: [e-mail]
City/Town: Kinston County(ies): Lenoir
River Basin(s): Neuse CAMA County? No
Wetlands within Project Limits? Yes
Project Description
Project Length lin. miles or feet): 5.79 Surrounding Land Use: Agriculture, Low Residential
Proposed Project Existin Site
Project Built-Upon Area (ac.) 79.8 ac. 16.6 ac.
Typical Cross Section Description: Grassed ditch median with 6:1 side slopes. 4 paved lanes (total 48' wide). 14' shoulder C.F. Felix Harvey Pkwy: open shoulder section, 4 paved lanes (total 48') with grassed
on each side (17' with guardrail). 12' paved shoulder. Varying fill and cut slopes (see ditch median, 4.5' paved shoulder on each side; NC HWY 11: open shoulder section,
project XSC's for detailed information). 4 paved lanes (total 48') with grassed ditch median, 3' paved shoulder on each side.
Annual Avg Daily Traffic (veh/hr/day): Desi n/Future: 18,800 Year: 2040 Existin : 4,000 Year: 2017
General Project Narrative: The North Carolina Department of Transportation (NCDOT) has proposed to construct an extension for C.F. Harvey Parkway in Kinston, NC. There is one proposed major
(Description of Minimization of Water structure involved with the construction of the C.F. Harvey Parkway Extension, which will be constructed at new stream crossing location. The proposed structure, over
Quality Impacts) Stonyton Creek, is a multiple span, dual bridge. The west bound lane bridge is a 9 span (3@117', 4@92', 2@117'), 63" pre-stressed concrete MBT (modified bulb tee) girders
with 4' end bent caps. The east bound lane bridge is a 10 span (1@117', 3@78', 4@92', 2@117'), 63" pre-stressed concrete MBT girders with 4' end bent caps. The proposed
bridge will have spill through abutments. In the project limits, Stonyton Creek is a FEMA detailed studied stream with non-encroachment widths established. Regulatory
floodways are delineated on the FIRM and flood profiles have been developed. This structure has been designed to have as little environmental and surface water impacts as
possible. Grassed swales were used for treatment when BMP design standards could be met. These grassed swales were used to reduce flow velocity, promote sedimentation,
infilitration and runoff attenuation. Velocities at jurisdictional features are non-erosive.
Waterbody Information
Surface Water Body 1: Stonyton Creek NCDWR Stream Index No.: 27-81
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: Swamp Waters (Sw) (NSW)
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: SA Buffer Rules in Effect: Neuse
Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? No Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? No (If yes, provide justification in the General Project Narrative) (If yes, describe in the General Project Narrative; if no, justify in the
(If yes, provide justification in the General Project Narrative) General Project Narrative)

Hi�h'W�_y North Carolina Department of Transportation ��'�� ���� ���,
Stort�r�w�ter
,,,,,,�t,,, Highway Stormwater Program �` ��
�,:�;:ry. ,;,� ,,.� ;�
STORMWATER MANAGEMENT PLAN •
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS Element: 46375.1.1 TIP No.: R-5703 County(ies): Lenoir Page 2 of 4
Swales
Station & Coordinates Base Front Back Drainage Recommended Actual Longitudinal Rock BMP
Sheet (Road and Non Road Surface Width Slope Slope Area Treatm't Length Length Slope Q2 V2 Q10 V10 Checks Associated w/
No. Projects) Water Body (ft) (H:1) (H:1) (ac) (ft) (ft) (°/a) (cfs) (fps) (cfs) (fps) Used Buffer Rules?
4 67+60 -L- LT 2.0 3.0 3.0 1.9 190 332 0.70%
70+92 -L- LT 5.9 1.7 9.1 2.0 No Yes
5 80+30 -L- LT 4.0 3.0 3.0 4.0 400 580 0.70% 10.8 2.0 13.0 2.1 No No
86+10 -L- LT
6 24+50 -Y1- LT 0.0 6.0 3.0 1.0 100 236 1.20% 3.6 2.0 4.8 2.2 No No
26+86 -Y1- LT
6 27+02 -Y1 RPA- RT 0.0 6.0 3.0 1.4 140 288 0.30%
29+90 -Y1 RPA- RT 6.7 1.5 8.8 1.6 No Yes
6 13+70 -Y1 LPD- LT 2.0 4.0 3.0 1.1 110 230 0.10% 1.4 0.7 2.0 0.7 No No
16+00 -Y1 LPD- LT
6 26+76 -Y1 RPD- RT 0.0 4.0 3.0 0.4 40 82 1.20% 2.3 2.0 3.0 2.1 No No
27+58 -Y1 RPD- RT
146+50 -L- M
150+00 -L- M 0.0 6.0 6.0 0.6 60 350 0.30% 1.9 1.0 2.5 1.1 No No
10 150+00 -L- M 0.0 6.0 6.0 0.5 50 250 0.30% 1.6 1.0 2.0 1.0 No No
152+50 -L- M
10 152+50 -L- M 0.0 6.0 6.0 1.0 100 256 0.30%
155+06 -L- M 3.2 1.1 4.1 1.2 No No
10 158+00 -L- RT 4.0 3.0 3.0 6.4 640 650 0.30% 23.7 1.6 34.8 1.8 No No
164+50 -L- RT
13 189+50 -L- RT 0.0 3.0 3.0 1.8 180 416 0.30%
193+66 -L- RT 6.5 1.5 8.4 1.7 No Yes
13 193+64 -L- LT 2.0 3.0 3.0 1.6 160 223 0.20% 5.0 1.3 6.4 1.3 No No
197+00 -L- LT
13 197+50 -L- LT 2.0 3.0 3.0 1.4 140 205 0.20% 4.4 1.2 5.6 1.3 No No
200+45 -L- LT
14 203+00 -L- LT 2.0 4.0 3.0 4.4 440 500 0.20%
208+00 -L- LT 9.2 1.4 11.8 1.5 No No
� � 244+18 -L- M 0.0 6.0 6.0 0.5 50 582 0.30%
250+00 -L- M 0.8 0.8 1.0 0.9 No No
� 9 262+50 -L- M 0.0 6.0 6.0 0.6 60 500 0.30% 1.2 0.9 1.0 0.5 No No
267+50 -L- M
� 9 267+50 -L- M 0.0 6.0 6.0 0.3 30 160 0.30%
269+10 -L- M 0.9 0.8 1.2 0.9 No No
� 9 269+10 -L- M 0.0 6.0 6.0 0.2 20 140 0.30%
270+50 -L- M 0.6 0.7 0.8 0.8 No No
� 9 270+50 -L- M 0.0 6.0 6.0 0.6 60 350 1.00% 2.0 1.6 2.6 1.7 No No
274+00 -L- M
Additional Comments
Ditches with slope <0.3% have been dictated by project topography.

��o a�
Hi�h'W�_y North Carolina Department of Transportation / �-
Stort�r�w�iter �`
,,,,,,�t,,, Hi hwa Stormwater Pro ram ��;�<�
J Y J ,,.,1
STORMWATER MANAGEMENT PLAN "'�"""`�"`'
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS Element: 46375.1.1 TIP No.: R-5703 County(ies): Lenoir Page 3 of 4
Swales
Station & Coordinates Base Front Back Drainage Recommended Actual Longitudinal Rock BMP
Sheet (Road and Non Road Surface Width Slope Slope Area Treatm't Length Length Slope Q2 V2 Q10 V10 Checks Associated w/
No. Projects) Water Body (ft) (H:1) (H:1) (ac) (ft) (ft) (°/a) (cfs) (fps) (cfs) (fps) Used Buffer Rules?
19 268+54 -L- LT 3.0 3.0 3.0 7.2 720 1046 0.62% 22.4 1.9 28.9 2.0 No No
279+00 -L- LT
19 274+00 -L- M 0.0 6.0 6.0 0.6 60 310 3.00% 1.9 2.0 2.5 2.1 No No
277+10 -L- M
25 11+25.28 -Y8RPB- RT 3.0 3.0 3.0 7.0 700 700 0.50% 22.5 1.9 29.0 2.0 No Yes
18+59 -Y8RP6- RT
25 13+59 -Y8LPC- RT 0.0 4.0 3.0 1.8 180 283 0.40% 5.6 1.6 7.2 1.7 No No
18+40 -Y8LPC- RT
26 11+g0 -SERV1- RT 0.0 4.0 3.0 3.0 300 470 1.80% 7.7 1.9 10.8 2.0 No Yes
16+60 -SERV1- RT
Additional Comments
Ditches with slope <0.3% have been dictated by project topography.

�.� _
Hi�hway North Carolina Department of Transportation ���ti
StOrIT�V`�'cd:�1' Hi hwa Stormwater Pro ram ' �
• J Y J I''���,
�:�>s� �-�,�
STORMWATER MANAGEMENT PLAN °-l�
(Version 2.07; Released October 2016) FOR NCDOT PROJECTS
WBS Element: 46375.1.1 TIP No.: R-5703 County(ies): Lenoir Page 4 of 4
Other Best Management Practices
New Built-Upon Precipitation Depth
Station � Coordinates Surface Drainage Area Area Volume Treated Treated over NBUA BMP Associated
Sheet No. (Road and Non Road Projects) Water Body BMP Type (ac) (ac) (ac-ft) (in) w/ Buffer Rules?
6 97+00 -L- LT UT to Stonyton Dry Detention Basin 10.9 3.9 0.397 1.29 Yes
N:578588.6 E: 2423591.9 Creek
23+00 -Y8RPA- UT to
25 N: 578157.3 E: 2449155.0 Beaverdam Dry Detention Basin 16.0 5.6 0.452 1.02 No
Additional Comments

Attachment C: R-5703 Wetland and Surface Water Impacts Permit Drawings

�
�
0
a
�
�
3
E
�
a
�
,� T
0
_
NM
�o
��
��.
�T CC.
See Sheet 9��A For Index of Sheets
SITE 15
SITE 2A SITE 3
fN� CONSTRUCTION
SITE 2
����� �� ����� ��������
������[���� �� ��I�������
LE1�101R CO U1�TY
PERMIT DRAWING �o� TR-5703 � 5�2
SHEET 1 OF 59
OJ. . .w.PROI.*10. E9CRIMION
46375.1.1 PE
46375.2.1 R�W
� _.
LOCATI011I: FROM THE I11lTERSECTl011t OF C.F. HARVEY PARKWAY
AND 11iC 58 TO INTERSECTI011i OF NC 11 AND GRAINGER STATIOIV RD.
TYPE OF WORK: GRADI11tG, PAVI11tG, DRAl11lAGE, STRUCTURES A111D SIG11lALS.
WETLAND AND SURFACE WATER IMPACTS PERMIT
RFTSTA.166G+0�8/=...i _�NQARlDGE38 9L.
-�- sr .�zoo+43W1
- "" � "-- - -YILPA- ���� RE(:IN RRI�(:E -
_'SE��- -� -L-STA.165+90
-L- STA. 88+74 - /'
5 -r, _
K SR 1730
7� ��Q� � kIUMPHREY ROAD
,�,
, � SITE 4
�.� FNn PRIn(;F I � � ��
-�- sin. s9+se +i � END CONSTRUCTION
�5� 'YILPD' 'Yh POT 5/a.44+92.00
�5
� \ss
SITE 1 SITE 17 SITE 16
THIS IS A CONTROLLED ACCESS PROJECT
WITH ACCESS BEING LIMITED TO INTERCHANGES.
CLEARI11tG 011i THIS PROJECT SHALL BE PERFORMED
TO THE LIMITS ESTABLISHED BY METHOD III.
THIS PROJECT IS 11tOT WITHI11i A11iY MUNICIPAL
BOUNDARIES.
�
�
Y3_ -L- STA. 767+25 +/-
�� �
-L- STA. 200+39 /-
SITE 5 WA
SITE 20
SITE 6
-�- SiA. 201+42 +/-
:ucs��4�eirr.��
SITE 7
SITE 8
SITE 9
B�GISTA82�-9IN'BL-_
,Q 19
i
-L- ST . 280 �i- 87 +/-
33
ROAD
SRrn35
FERRELL ROAD
SITE 10
_L-
� RF(:IN PRI�C;F -ERI
� -L- STA. 341+47 +
L SRYl72
�SHARON CHURCH ROAD /
FN❑ axior,F -Fei_
-L- STA.343-69 +/-
SITE 11 �"` ��
K�STON y8
,;�
SR 1B35
GRAINGER STA7/ON RC
STA.
siTE 12
SITE 13
-,aN SITE 18
�3+OOA0
V
C�
� '�,�
�0
L\\�� ,
�O '��� � � / SRY1824
MORRlS DRNE
- BEGIN CONSTRUCTION
-DR4- P07 5/0. 10+00.00
END CONSTRUCTION
� -Y9- POT 5/0./4+26.79
O, �� -OR4-
END CONSTRUCTION
, -/)(JA- P/1T fY.. 7'JIGGGR
E D T7P PROJECT R-5703
- POT S
SITE 19
SITE 14
gNC�A1[1PII.lE°l[°]E 1�1L.4�N�
DO NOT USE FOft RAW AC�L*IgiTION
DOCUMENT NOT CONSIDERED FINAL
UNLE55 ALL SIGNATURES COMPLETED
GRAPHIC SCALES DESIGN DATA PROJECT LENGTH Prepa�eo ln rne office of: HI'DRAULICS ENGINEER
ADT 2017 = 4,000 Michael Baker International, Inc.
50 25 0 50 100 8000 Regency Parkway, Suite 600 ��qp
ADT 2040 = 18,800 LENGTH ROADWAY TIP PROJECT R-5703 = 5.450 MILES �����Q� ��'�`�� Cary, NC 27518 y� �� � Q� o
o Professional Corporation License Number: ap
PLANS K= 9 /o INTERNATIONAL F-1084 � �
D= 55 % LENGTH STRUCTURE TIP PROJECT R-5703 = 0.338 MILES sicuaTuns: P� � '�
50 25 0 50 100 T — $ %* DIVISION OF HIGHWAYS � �
V= 70 MPH TOTAL LENGTH TIP PROJECT R-5703 = 5J88 MILES zotz sraNnAnn srEctFrcAz�oxs ROADWAY DESIGN a�,� a
ENGINEER
�
PROFILE (HORIZONTAL) *�ST =4% DUAL 4% RIGHT OF WAY DATE: TODD BUCKNER, P.E. ��p o�a
10 5 0 10 2p FUNC CLASS = FEBRUARY 6, 2017 PRo�Ecr snrcrx�x or� ���/
FREEWAY/INTERSTATE SUSAN LANCASTER, P.E.
LETTING DATE:
PROFILE (VERTICAL) DECEMBER 20, 2017 PROJecr Des.cx s,vcrNEER r.s.
S7GNAT[IRE:

BE6/N CONSTRUCTION
-L- POC Sta.57+99.44
O
N.C. GLOBAL TRANSPARK AUTHORITY
BEGIIV TIP PROJECT R-5703
U CS Sta. 60 + 56.32
DETAIL 2
LATERAL BASE DITCH
�No��o s�oie�
I-- I
Gro�nd 3�� p�� 1"hr. Fill
Slope
� e I Min. D= 2.0 Ft.
I.�.l 8- 2.0 Ft.
b= 5.0 F.
FROM STA. 67 ',� 60 -L- TO STA. 70 +- 92 -L- LT
�
� K AUTHORITY J
I
Z _ -. cu�r PUE PUE PUE P- E -- PUE� -- PUE . PUE
PUE
� . � ' _ � .; _ - -
:
O � ; PUE — �,' �,' PROP NS" WO�EN
'�' � PU�-�_fµ— WIRE AENCE LINf �� li' ^
� A
. PU� �-�— G F� -- -- x s1 Nc G EIP _- i.; ___ �,
..- ---- ��-- �-�-��- . . �, ' '` -- `-- _ ._._ - �--_ .� G5�£t.�(PN_G) - - - —�--.1-/'c r y - - - -r F �.A —n„`'r
, � � J�l� Fo--
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:� �
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� _-� _ _ -- - _ - - - — - - - -
� - _ - - J -. � _� -�. ..— -- _ _ _ _- - - 3 ' , .___-r'� __-T- � -- _ _ ___ __
- .- ,'s � ° .��
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.. _ _ � _ r.'. -__- _ � �- — � - __ -
t-
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. - __-' � _-_"-- _ _ ' - �_ -____ .-.-
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DETAIL 30
STANDARD BASE DITCH
� No� �o s�aie)
Nolurol Noiural
Gro�nd 3� - � D ,�� Ground
Min. D= 3 Ff. �
B- 4 FI.
FROM STA.70=82 -L- TO STA.71+09 -L- LT
ENOTES IMPACTS IN
JRFACE WATER
DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
L. C. MOSELEY, HEIRS
O OVERHEAD
POWER LINES
i
�P E PUE POE-
ii
CL 6 RIP RAP OVERF20W DITCH
EST 1 TON Iq7ERAL 2' BASE DITCH
� EST 5 SY GF SEE D�SP.IL 2
15" CSP \
W/2 ELBO�NS
� —���� ,
, r ,,,,�,�,.ti
�"�PNG) i - -
\
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--- _� i,.. = =�� _�,_,.'.-_-- _____ _ _�-.\ l .. ___- �J -_-_ - � — .-�—�— IlLIJVI.FIW'�
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— - - - _�_ . ,, ��� N-7�' l3' .�l 0' �" - � �_
, �
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Y PARKWAY 43'BST -------------- ----
__ � _ - __ _
___ -
'_5:�. -_._ -- .____ ... — -..
--- ---- — -- — — --- -- -
--=--- --------- � --- - - -- � --��-- --- ------ ---- ..
—_—..-".-. -- ��--- -- ------- - . .— -
-- - - - --' --- �,.--
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--
-hi- ' - ,:�,i - - -- - - - —
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- - - - - - - - - ._ -;.�! �� -`� — � � � - -c _-F- � -�A - -
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,� - - _ .. � '� �.. � w. - C^ .
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t e
� ,.
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. � L C. MOSELEY, HEIRS
y- , ,
�
GRASS SWAL[ DATA
Dn- 19 C
SLOPE- OOOJ FTTT
L RE4.- 190 FT
L PRO.- 332 FT �
p2- 5.9 CFS �
V1- 1.) FPS -F
D2- OBR O
Q10- 91 CfS �
V10- 1.9 FPS
D10- 1.0 FT
�
�
STA. 70+92 -L- LT �
PROJECT REFERENCE NO. SHEET NO.
R-5703 4
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
ll1V ����1L� � �1li�dV �
DO NOT I;SE FOR i W qCQU[91TION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PERMIT DRAWING
SHEET 3 OF 59
50' 25' 0 50' 100'
SCALE: 1"=100'
STANDARD 4' BASE DITCH
EST DDE=37 CY
SEE DETAIL 30
SITE 1
�
TS � � j �
— PUE P-llE '"� PUE �'PU PUE �
PR6p.48" WOV �.�' �� W
- WHfE F NCE LI E � � � W
� ,..., m�'� ' / _
CL I RI RAP N
� - EST 0 T,61y$i� w
,. - .. — — ., � � j � , � — — ES 39-'SY GF w
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F
�uLS N
�� CHORD � " � GQ ��
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---�__ - � x�ST� R�w � "CHL DO
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.- _ _ .._ _ __ _____ ' �__.COL{AR _ - - _..`�_.�.."^^^h� O
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- PROFILE SEE SHEET 31

6
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h'�'Y���w� vwww��'�"�'�6
�DENOTES IMPACTS IN
SURFACE WATER
O
L. C. MOSELEY, HEIRS
0
t
�
�
I
J
PERMIT DRAWING
SHEET 4 OF 59
DETAIL 1
LATERAL 'V' DITCH
�No�io s�alel
� �
No�urol Fill
Gro�nd J.� ,��\ 1.Ff. Slape
D
Min. D– ] Ft.
b= 5 F.
FROM $TA. 80+35 –L– TO $TA. 86+10 –L– LT
GxnSS SwAi[ �ATn
DA= 4.0 AC
SLOPE= O.00J FfiFT
ipE4.= ;00 FT
a0.= BO Fi
Q� = 0.9 CFS
2.p FPS
�.3 Fi
410= 3.0 CFS
V10= ]1FP5
�10= d FT
+00.00 -L-
7 0 00' LT
PROJECT REFERENCE NO. SHEET NO.
R-5703 5
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
dNc����.� � ��..��v�
DO NOT I;SE FOR i W qCQU[91TION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
50' 25' 0 50' 100'
, SCALE:1"=100'
STA. 86+10 –L– LT 9' LATERAL'V' DITCH
CL B RIP RAP SEE DETAI�1E_
EST 2 TONS +40.00 –L– CL I RIP RAP V
EST � sv �F �s000��r Esr a TONs (DE pDE�
� EST 10 SY GF � �
�' PUE PUE PUE PUE ' PUE PUE PUE PUE PUE PUE PUE PU PUE PUE PU E"-
�DUE
� C PROP.48" WOVEN C C UE P O. " V
W WIRE FENCE LINE CL B RIP RAP � —��--
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PROJECT REFERENCE NO. SHEET NO.
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PROJECT REFERENCE NO. SHEET NO.
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RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
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DETAIL 22 DETAIL 23 DETAIL 2
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6
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PROJECT REFERENCE NO. SHEET NO.
DETAIL 1 R-5703 /3
DETAIL 24 uTean�'v oircH 50' 25' 0 50' 100'
STANDARD BASE DITCH IN���� s�oie� W�N SHEET NO.
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Min. D= 3.0 Ft, g I � 6= 5 Ft.
B= 5 F. � �
I DO NOT I;SE FOR i W qCQU[91TION
FROM STA. 193+97 -L- TO STA.194+06 -L- RT FROM STA. 189+50 -L- TO STA. 193+66 -L- RT
DETAIL 22 DETAIL 23 DETAIL 2
SPECIAL LATERAL BASE DITCH LATERAL BASE DITCH LATERAL BASE DITCH
� No� to Scolol � Na� �o Scole� � No� ia Scole�
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� M��. o= z F�. � M��. o= z F�. �I nn�o. o- z.o Fc UNLESS ALL SIGNATURES COMPLETED
B= 5 F. H= 2.0 ft.
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FROM STA. 187 i 58 -L- TO STA. 190+50 -L- LT FROM STA. 190+50 -L- TO STA. 193+64 -L- LT FROM STA. 193-64 -l- TO STA. 197-00 -L- LT P E RMIT D RAW I N G
,9,-50 _�_To STA zoa_,5 _�_ �T SHEET 16 OF 59
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L REq.= 160 FT I
L PRO.= ]23 FT � L PRO. 10�5 FT
Q]= 50 CFS I p] d.d CFS
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D1= 09 FT
4�0= da cFs a�o °seFCFs I CYNTHIA M WORTHINGTON
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rJO� ZrJ� O rJO� �OO� �- '� � ��� ` - PROJECT REFERENCE NO. SHEET NO.
M-�_ , R-5703 /4
'- l ��' RNJ SHEET NO.
SCALE: 1�� _ � OO� � 4 ` �� � ROADWAY DESIGN HYDRAULICS
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DENOTES EXCAVATION ` � � � � `
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WETLAND PERMIT IMPACT SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Feature Label Fill In Fill In in Clearing in SW SW Impacts Impacts Stream
No. (From/To) Size / Type (NRTR) Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp. Design
(ac) (ac) (ac) (ac) (ac) (ac) (ac) (ft) (ft) (ft)
1 70+14 to 70+95 -L- LT 42" RCP SAA-UT to Stony[on Creek < 0.01 < 0.01 101 41
2 84+81 to88+72-L- ROAD FILL/48" RCP SAB-UTIaStonytonCreek 0.04 446
89+52 to 90+20 -L- ROAD FILL SAB-UT to Stonyton Creek 0.01 < 0.01 173 62
2A 15+00 -Y1 LPA- RT ROAD FI LL sne-uT m stonyton creek < 0.01 55
3 27+21 -Y1 PRA- 66" RCP SAB-UT to Stonyton Creek 0.02 < 0.01 170 67
4 163+05 t0 164+48 -L- 72" RCP sac-ur ro Stonyton creek 0.03 < 0.01 339 84
5 193+38 t0 194+24 -L- RT 42" RCP zs-ur to stonyton creek < 0.01 0.02 15 84
WIISA to Stonyton Cr
6 221+55t0223+86-L- BRIDGE SAD-UTtoStonylonCr 0.26 0.02 0.11 3.37 0.09 289
7 250+00 -L- RT 42" RCP 26-UT to Stonyton Creek < 0.01 11
8 268+50 -L- LT RT 66" RCP SAG-UT to Stonyton Creek 0.02 < 0.01 226 76
9 286+40 to 312+21-L- ROAD FILL wK 10.29 1.14
10 336+03 to 338+00 -L- LT ROAD FILL wnn 0.13
11 341+83-L- BRIDGE SBA-UTtoBeaverdamBranch <0.01 30
WP/SBC-UT to Beaverdam
12 352+00 t0 354+79 -L- 54" RCP erancn 0.63 < 0.01 0.02 0.09 < 0.01 466 22
13 359+70 to 360+40 -L- LT 36" RCP wct 0.18
14 12+16 YO 13+57 -Y8LPC- RT ROAD FILL WR/33-UT[o Neuse River 0.67 0.02 < 0.01 < 0.01 0.03 < 0.01 98 15
15 16+20-SERV1- 72"RCP SAB-UTtaStonytonCreek 0.02 0.01 122 81
16 40+61 to 43+50 -Y1- LT ROAD FILL w� 0.10 0.06
17 36+97 to 45+27 -Y1- RT ROAD FILL wc 0.25 < 0.01 0.14 0.47
18 53+38 to 56+75 -Y8- RT ROAD FILL ws 0.15 0.08
19 11+17 to 16+96 -DR4- ROAD FILL ws 0.59 0.25 0.21
20 208+21 to 208+84-L-RT ROAD FILL sno-uTcosm�Ym�aeek < 0.01 82
TOTALS": 13.25 0.05 1.81 4.06 0.28 0.17 2167 988 0
`Rounded totals are sum of actual impacts
NOTES:
SITE 6: IMPACTS OF 612 SF (0.014 AC) DUE TO PROPOSED BRIDGE PILES INCLUDED IN TOTALS FOR SITE
September 2014

Attachment D: R-5703 Buffer Impact Permit Drawings

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fN� CONSTRUCTION
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BUFFER DRAWING �o�o TR-5703 � 5�2
SHEET 1 OF 16
OJ. . .w.PROI.*10. E9CRIMION
46375.1.1 PE
46375.2.1 R�W
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LOCATI011I: FROM THE I11lTERSECTl011t OF C.F. HARVEY PARKWAY
AND 11iC 58 TO INTERSECTI011i OF NC 11 AND GRAINGER STATIOIV RD.
TYPE OF WORK: GRADI11tG, PAVI11tG, DRAl11lAGE, STRUCTURES A111D SIG11lALS.
BUFFER IMPACTS PERMIT
% \ -L- SiA. 201+42 +,'-
a-L' -L- STA. 214- �-/-
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� -L- STA. 165+90 +/- � �:= -�
� _Y3_ -L- STA. 767+25 +/- � '
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- � . .... -L- TA.201+39 +/- -L-
SITE 4 sRri 2
WALLACE F lLY ROAD
'TION
a4+yzoo SITE 5
SITE 6 SITE 8
THIS IS A CONTROLLED ACCESS PROJECT
WITH ACCESS BEING LIMITED TO INTERCHANGES.
CLEARI11tG 011i THIS PROJECT SHALL BE PERFORMED
TO THE LIMITS ESTABLISHED BY METHOD III.
THIS PROJECT IS 11tOT WITHI11i A11iY MUNICIPAL
BOUNDARIES.
SITE 7
SITE 9
1
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+99 +/-
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SR O33 '
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SITE 10
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BEGIN CONSTRUCTION
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END CONSTRUCTION
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\ -OR4-
\END T7P PROJECT R-5703
-Ir POT Sta.367+58.63
SITE 14
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DO NOT USE FOR RAW AC�L*IgiTION
DOCUMENT NOT CONSIDERED FINAL
UNLE55 ALL SIGNATURES COMPLETED
GRAPHIC SCALES DESIGN DATA PROJECT LENGTH Prepa�eo ln rne office of: HI'DRAULICS ENGINEER
ADT 2017 = 4,000 Michael Baker International, Inc.
50 25 0 50 100 8000 Regency Parkway, Suite 600 ��qp
ADT 2040 = 18,800 LENGTH ROADWAY TIP PROJECT R-5703 = 5.450 MILES �����Q� ��'�`�� Cary, NC 27518 y� �� � Q� o
K= 9 % I N T E R N A T I O N A � Professional Corporation License Number: �p Q
PLAr!$ F-1084 , �
D= 55 % LENGTH STRUCTURE TIP PROJECT R-5703 = 0.338 MILES sicuaTuns: P� � '�
50 25 0 50 100 T — $ %* DIVISION OF HIGHWAYS � �
V= 70 MPH TOTAL LENGTH TIP PROJECT R-5703 = 5J88 MILES zotz sraNnAnn srEctFrcAz�oxs ROADWAY DESIGN a�,� a
ENGINEER
�
PROFILE (HORIZONTAL) *�ST =4% DUAL 4% RIGHT OF WAY DATE: TODD BUCKNER, P.E. ��p o�a
10 5 0 10 2p FUNC CLASS = FEBRUARY 6, 2017 PRo�Ecr snrcrx�x or� ���/
FREEWAY/INTERSTATE SUSAN LANCASTER, P.E.
LETTING DATE:
PROFILE (VERTICAL) DECEMBER 20, 2017 PROJecr Des.cx s,vcrNEER r.s.
S7GNAT[IRE:

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MITIGABLE IMPACTS ZONE 2
BUFFER DRAWING
SHEET 3 OF 16
DETAIL 1
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Gro�nd J.� ,��\ 1.Ff. Slape
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SLOPE= O.00J FfiFT
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PROJECT REFERENCE NO. SHEET NO.
R-5703 5
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
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DO NOT I;SE FOR i W qCQU[91TION
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UNLESS ALL SIGNATURES COMPLETED
STA. 86+10 -L- LT 9' LATERAL'V' DITCH
CL B RIP RAP SEE DETAI�1E_
EST 2 TONS CL I RIP RAP V
EST � sv �F Esr a TONs (DE pDE�
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GRA55 SWALE DATA GRA55 SWALC DATA
on o.s nc on ta nc
SIOPE 0403 FT/rT SLOPE 0.003 FTRT
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L PRO. 250 FT L PRO. 25J Ff
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� ENGINEER ENGINEER
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PROJECT REFERENCE NO. SHEET NO.
R-5703 /l
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
�N����Il.�' �' �d.aS1�J
DO NOT I;SE FOR i W qCQU[91TION
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DETAIL 8
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M-�_ , " R-5703 /4
'- l ��' RNJ SHEET NO.
. . ° � �� / .i. '.
ROADWAY DESIGN HYDRAULICS
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U-5703 /5
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
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R-5703 /7
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
�N����Il.�' �' �d.aS1�J
DO NOT I;SE FOR i W qCQU[91TION
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DETAIL 30
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STA. 250+: 00 —L— RT
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� MITIGABLE IMPACTS ZONE 2
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STA. 267-50 -L- M STA. 269+10 -L- M STA 269 I-10 -L- M STA 270+50 -L- M
PROJECT REFERENCE NO. SHEET NO.
R-5703 /9
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
�N����Il.�' �' �d.aS1�J
DO NOT I;SE FOR i W qCQU[91TION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
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SHEET 11 OF 16
50' 25' 0 50' 100'
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DETAIL 25
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FROM STA. 268+54 -L- TO STA. 270+00 -L- LT
FROM $TA 272+40 -L- TO $TA. 279+00 -L- LT
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PROJECT REFERENCE NO. SHEET NO.
R-5703 24
RNJ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
�N����Il.�' �' �d.aS1�J
DO NOT I;SE FOR i W qCQU[91TION
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\ 38
PROFILE SEE SHEET 41 & 42

RIPARIAN BUFFER IMPACTS SUMMARY
IMPACT BUFFER
TYPE ALLOWABLE MITIGABLE REPLACEMENT
STRUCTURE SIZE / ROAD PARALLEL ZONE 1 ZONE 2 TOTAL ZONE 1 ZONE 2 TOTAL ZONE 1 ZONE 2
SITE NO. TYPE STATION (FROM/TO) CROSSING BRIDGE IMPACT (ft2) (ft2) (ft2) (ft2) (ft2) (ft2) (ft2) (ft2)
1 42" RCP 69+64 to 72+03-L-LT X 0 8705 5636 14341
2 ROADWAY/48" RCP 84+82 to 93+83-L- X 0 38832 25125 63957
2A 66" RCP 26+48 to 28+04-Y1 RPA- X 0 11096 7134 18230
2B TAIL DITCH 12+23 -Y1LPA- LT X 0 1836 176 2012
3 72" RCP 162+43 to 165+21 -L- X 0 24183 14918 39101
4 ROADWAY 191+61 to 195+58-L-RT X 0 6676 6197 12873
5 TAIL DITCH 2O7+29 to 211+79-L-RT 0 2459 1330 3789
6 BRIDGE 212+88 to 219+01-L- X 14206 9396 23602 0
7 BRIDGE 221+12 to 223+67-L- X 12254 8005 20259 0
8 48" RCP 249+59 to 250+35-L-RT X 0 1636 1072 2708
9 66" RCP 267+7g to 269+18-L- X 0 18265 12170 30435
10 ROADWAY 333+36 to 341+25 L-LT X 0 1834 13391 15225
11 BRIDGE 341+25 to 342+38-L- X 15878 7197 23075 2152 4463 6615
12 ROADWAY 342+58 to 344+63-L-LT X 1071 1010 2081 0
X 0 1010 2154 3164
13 54" RCP 351+59 to 352+93 -L- X 0 30072 20827 50899
14 ROADWAY 12+71 to 13+39-Y8LPC-LT X 0 8631 7330 15961
15 72" RCP 15+04 to 17+37 -SERV1- X 0 10625 6170 16795
16 54" RCP 18+43 to 19+71 -Y8RPB- RT X 0 1024 2649 3673
TOTAL: 43,409 25,608 69,017 169,036 130,742 299,778 0.0 0.0
Note: The Overhead Power Lines are shown as Exempt Impacts in the Permit Drawings and are not included in the Impact Summary.

May 2006

Attachment E: R-5703 Roadway Plans

• �
See Sheet �-A For I ndex of Sheets
BEGI11t TIP PROJECT R-5703
—L— CS Sta. 60 + 56.32
2n `�
BEGIN CONSTRUCTION `r�
-SERVI- POT Sta.10+00.00 -
-Yl- POT Sta.17+00.00
-YILPA-�
END BRIDGE -WBL-
-L- STA. 89 + 88.51
BEGIN BRIDGE -WBL-
-L- STA. 88 + 71.67
� � �
BEGIN CONSTRUCTION
-L- POC Sta.57+99.44
�L�
�c BEGIN CONSTRUCTION
� -Yl-, POT Sta.10�-07.50
0
SERV/-
END CONSTRUCTION
-SERVI- POT Sta.7/+55.00
8 ��
� sR n3o
HUMPHREY ROAD
-Yl- POT Sta.45t50.00
a
THIS IS A C01�TR OLLED A CCESS PR OJECT
WITH ACCESS BEI11tG LIMITED TO I11tTERCHA11tGES.
CLEARII�G 01� THIS PROJECT SHALL BE PERFORMED
TO THE LIMITS ESTABLISHED BY METHOD III.
THIS PROJECT IS 1�OT WITHII� A11tY MUI�ICIPAL
B O U1�DARIES.
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II)� I�' I:� I(�) 4' �,!)� I.���� I=I I�, i�� I=I ��`�' ., \�'" �
i
LOCATI011t: 1�C 148 (HART�EY PARI�WAY) FROM 1�C S'8 TO 1�C ll
TYPE OF WORI�: GRADII�G, PA T�I1�G, DRAII�AGE, A1�D STR UCTURES
:�
-L-
� L-�STA. 167 + 46.65
+34.75 -L- STA.201+37.34
� I END BRIDGE -EBL- �
-L- STA. 167+UJ1
SR IOO4 BEGIN BRIDGE -EBL-
HUG� R�,4� -L- STA. 200 + 42.89
-L- STA. 201 +45.47
SRY�32
WALLACE FAMILY ROAD
� -L- STA. 224+00.00
�
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:o
-L-
W �
� - -
-L- STA. 224+00.00
SRYn33
HAMILTON ROAD
-L- STA.281+97.82
NC GRID
NAD 83 NA 2011
-YB- POT Sto.84+2293
BEGIN CONSTRUCTION
� - -L- STA. 343+42.13
-� �� ii�
-L- STA. 341+25.54
-YI- � BEGIN BRIDGE -EBL- �
S/� %/2� -L- STA. 363 + 42.38
SHARON CHURCH ROAD /
END BRIDGE -EBL- ^ f
-L- STA. 280 + 81.56 -L- STA. 281 + 84.14 _L- STA. 343 + 58.88 `
2$
SRY1735 BEGIN CONSTRUCTION
FERRELL ROAD -YB- POT Sta.15+87.77 /
To K�NS�o
� SR 1835 /
GRAINGER STATION ROAD \
E111D TIP PROJECT R-5703
—L— POT Sta. 367 + 58.63
��N� II
-YB��
%9�
C
3�
/
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0
_Y9_
SR 1824
MORRIS DRNE
BEGIN CONSTRUCTION
-DR4- POT Sta. l0-1-00.00
END CONSTRUCTION
-Y9- POT Sta. /4+26.79
n )�0� r_ r � _DR4-
V
a END CONSTRUCTION
-DR4- POC Sta. 22f00.00
END BRID E -WBL-
-L- STA. 365+29.32
+
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
GRAPHIC SCALES DESIGI� DATA PROJECT LE11tGTH Prepared in the Office of: HYDRAULICS E1VG71VEER
ADT 2017 = 4 000 Michael Baker Engineering, Inc.
50 25 0 50 100 � _ � _ 8000 Regency Parkway, Suite 600 �oap
ADT 2040 = 18,800 ' � ' Cary, NC 27518 � °� � �,
o LENGTH ROADWAY TIP PROJECT R-5703 = 5.473 MILES Professional Corporation License Number: �Q� ��o
PLANS K 9 0° INTERNATIONAL F-1084 P.E. ° ��
D= 55 /o LENGTH STRUCTURE TIP PROJECT R-5703 = 0.342 MILES FOR SIGNATURE: � �
50 25 0 50 100 T = $ %* DIVISI011t OF HIGHWAYS � �
V= 70 MPH TOTAL LENGTH TIP PROJECT R-5703 = 5.815 MILES 20I2 STANDARD SPECIFICATIONS ROADWAY DESIGI� � ��
PROFILE (HORIZONTAL) * TTST 4% + DUAL 4% TODD H. BUCKNER� P.E. E11tGI11tEER ��� ooQ
( ) RIGHT OF WAY DATE: PROJECT ENGINEER o�
FUNC CLASS = FEBRUARY 20, 2017 ���p���
10 5 0 10 20
FREEWAY/1NTERSTATE LETTIIIIG DATE: SUSAN C. LANCASTER, P.E.
PROFILE (VERTICAL) DECEMBER 19� ZO� 7 PROJECT DESIGN ENGINEER P.E.
SIGNATURE:

BOU11lDARIES AND PROPERTY.•
State Line ----
County Line
Township Line
City Line
Reservation Line
Property Line
Existing Iron Pin �
Property Corner �
Property Monument 0
Parcel/Sequence Number i23
Existing Fence Line -x x x-
Proposed Woven Wire Fence "
Proposed Chain Link Fence `�
Proposed Barbed Wire Fence '�
Existing Wetland Boundary - - - -W�B- - - -
Proposed Wetland Boundary W�B
Existing Endangered Animal Boundary EAB
Existing Endangered Plant Boundary EPB
Existing Historic Property Boundary HPB
Known Contamination Area: Soil -�-- ti• --
Potential Contamination Area: Soil -�--�--
Known Contamination Area: Water - '' -- '' --
Potential Contamination Area: Water -�--�--
Contaminated Site: Known or Potential '�' �
BUILDINGS AND OTHER CULTURE:
Gas Pump Vent or U/G Tank Cap o
Sign �
Well °
w
Small Mine �
Foundation 0
Area Outline
Cemetery fi
Building
School �
Church �
Dam
HYDROLOGY.•
Stream or Body of Water --- ---
Hydro, Pool or Reservoir � �
Jurisdictional Stream �S
Buffer Zone 1 Bz �
Buffer Zone 2 Bz 2
Flow Arrow � --- ---
Disappearing Stream �--- ---
Spring c�-����_--�
Wetland �
Proposed Lateral, Tail, Head Ditch
� FLO'N
False Sump �
� " I' ��� " I' I'� �� ° (�) I �� ° � (�)J I" - I I�.I �' .,�� I'� �) I ., I � �� , II)�� I ��' I � (�> � �) � ��' I'I I'� � 1� 'I ��`�' �L �'" �
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_
RAILROADS:
Standard Gauge
RR Signal Milepost
Switch
RR Abandoned
RR Dismantled
RIGHT OF WAY.•
Baseline Control Point
Existing Right of Way Marker
Existing Right of Way Line
Proposed Right of Way Line
Proposed Right of Way Line with
Iron Pin and Cap Marker
Proposed Right of Way Line with
Concrete or Granite R1W Marker
Proposed Control of Access Line with
Concrete C/A Marker
Existing Control of Access
Proposed Control of Access
Existing Easement Line
Proposed Temporary Construction Easement -
Proposed Temporary Drainage Easement
Proposed Permanent Drainage Easement
Proposed Permanent Drainage / Utility Easement
Proposed Permanent Utility Easement
Proposed Temporary Utility Easement
Proposed Aerial Utility Easement
CSX TRANSPORTATION
O
MILEPOST 35
�
Sw�-�H
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�
�
Proposed Permanent Easement with
Iron Pin and Cap Marker
ROADS AND RELATED FEATURES:
Existing Edge of Pavement —
Existing Curb —
,
W
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� W
in� �
.". �I
�c �,
� A��
c
E
E
TDE
PDE
DUE
PUE
TUE
AUE
0
Orchard
Vi neya rd
EXISTING STRUCTURES.•
MAJ O R:
Bridge, Tunnel or Box Culvert
Bridge Wing Wall, Head Wall and End Wall
MINOR:
Head and End Wall
Pipe Culvert
Footbridge
Drainage Box: Catch Basin, DI or JB
Paved Ditch Gutter
Storm Sewer Manhole
Storm Sewer
UTILITIES.•
POWER:
Existing Power Pole
Proposed Power Pole
Existing Joint Use Pole
Proposed Joint Use Pole
Power Manhole
Power Line Tower
Power Transformer
U/G Power Cable Hand Hole
H-Frame Pole
U/G Power Line LOS B(S.U.E.*)
U/G Power Line LOS C(S.U.E.*)
U/G Power Line LOS D(S.U.E.*)
— TELEPHONE:
Proposed Slope Stakes Cut --- �---
Proposed Slope Stakes Fill --- F---
Proposed Curb Ramp cR
Existing Metal Guardrail T T T
Proposed Guardrail T T T T
Existing Cable Guiderail n n �
Proposed Cable Guiderail n n n n
Equality Symbol $
Pavement Removal
T�EGETATION.•
Single Tree
Single Shrub
�
�
Hedge
Woods Line -- -- -- -- --
Existing Telephone Pole
Proposed Telephone Pole
Telephone Manhole
Telephone Pedestal
Telephone Cell Tower
U/G Telephone Cable Hand Hole
U/G Telephone Cable LOS B(S.U.E.*) -
U/G Telephone Cable LOS C(S.U.E.*) -
U/G Telephone Cable LOS D(S.U.E.*) -
U/G Telephone Conduit LOS B(S.U.E.*)
U/G Telephone Conduit LOS C(S.U.E.*)
U/G Telephone Conduit LOS D(S.U.E.*)
U/G Fiber Optics Cable LOS 6(S.U.E.*)
U/G Fiber Optics Cable LOS C(S.U.E.*)
U/G Fiber Optics Cable LOS D(S.U.E.*)
� � � �
Vlneyard
CONC
J ��N� WW �
CONC HW
�--------�
� CB
O
�
- - - -T- - - -
- -T- -
T
- - - -TC- - -
- -TC- - -
T�
- - - -T FO- - -
- -T FO- - -
T FO
WATER:
Water Manhole
Water Meter
Water Valve
Water Hydrant
U/G Water Line LOS B(S.U.E*)
U/G Water Line LOS C(S.U.E*)
U/G Water Line LOS D(S.U.E*)
Above Ground Water Line
TV:
TV Ped esta I
TV Towe r
U/G TV Cable Hand Hole
U/G TV Cable LOS B(S.U.E.*)
U/G TV Cable LOS C(S.U.E.*)
U/G TV Cable LOS D(S.U.E.*)
U/G Fiber Optic Cable LOS B(S.U.E.*)
U/G Fiber Optic Cable LOS C(S.U.E.*)
U/G Fiber Optic Cable LOS D(S.U.E.*)
GAS :
Gas Valve
Gas Meter
U/G Gas Line LOS B(S.U.E.*)
U/G Gas Line LOS C(S.U.E.*)
U/G Gas Line LOS D(S.U.E.*)
Above Ground Gas Line
SANITARY SEWER:
Sanitary Sewer Manhole
Sanitary Sewer Cleanout
U/G Sanitary Sewer Line
Above Ground Sanitary Sewer
SS Forced Main Line LOS B(S.U.E.*)
SS Forced Main Line LOS C(S.U.E.*)
SS Forced Main Line LOS D(S.U.E.*)
MISCELLANEOUS:
Utility Pole
Utility Pole with Base
Utility Located Object
Utility Traffic Signal Box
Utility Unknown U/G Line LOS B(S.U.E.*)
U/G Tank; Water, Gas, Oil
Underground Storage Tank, Approx. Loc. -
A�G Tank; Water, Gas, Oil
Geoenvironmental Boring
U/G Test Hole LOS A(S.U.E.*)
Abandoned According to Utility Records -
End of Information
W
W
A/G Water
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�
HH
-TV-
-TV- - -
-TV
TVFO---
TV FO
TV FO
�-
A/G Gas
0
O
ss
A/G Sanitary Sewer
- - - -FSS- - - -
- -FSS- -
FSS
•
0
0
❑s
- ?UTL
0
UST
0
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0
AATU R
E.O.I.

S U RFAC E
COURSE
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BEGIN MILLING
PA T�EM E1� T
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE S9.5B,
CI AT A111 AVERAGE RATE OF 168 LBS. PER SQ. YD. IN EACH OF TWO
LA YER S.
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE S9.5C,
C2 AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD. IN EACH OF TWO
LA YER S.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B,
C3 AT A111 AVERAGE RATE OF Il2 LBS. PER SQ. YD. PER l" DEPTH. TO
BE PLA CED I111 LA YER S NO T TO EX CEED 2" IN DEPTH.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.SC,
CC� AT AN AVERAGE RATE OF ll2 LBS. PER SQ. YD. PER 1" DEPTH. TO
BE PLA CED I111 LA YER S NO T TO EX CEED 2" IN DEPTH.
CS
DI
D2
D3
PROP. APPROX. 1%Z" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.SB,
AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD.
PROP. APPROX. 3?" ASPHALT CONCRETE INTERMEDIATE COURSE,
TYPE II9.OB, AT A111 AVERAGE RATE OF 399 LBS. PER SQ. YD.
PROP. APPROX. 3" ASPHALT C011tCRETE I11lTERMEDIATE COURSE,
TYPE II9.OB, AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD.
PROP. APPROX. 3%2" ASPHALT CONCRETE INTERMEDIATE COURSE,
TYPE I19.00, AT AN AVERAGE RATE OF 399 LBS. PER SQ. YD.
PROP. APPROX. 4" ASPHALT C011lCRETE I11lTERMEDIATE COURSE,
TYPE I19.OB, AT AN AVERAGE RATE OF 456 LBS. PER SQ. YD.
PROP. VAR. DEPTH ASPHALT COIVCRETE INTERMEDIATE COURSE,
D� TYPE Il9.OB, AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1"
DEPTH, TO BE PLACED 711t LAYERS NOT LESS THAN 22" I111 DEPTH OR
GREATER THA1V 4" IN DEPTH.
PROP. VAR. DEPTH ASPHALT CONCRETE INTERMEDIATE COURSE,
D6 TYPE Il9.00, AT A111 AVERAGE RATE OF I14 LBS. PER SQ. YD. PER I"
DEPTH, TO BE PLACED 711t LAYERS NOT LESS THA1V 22" 7111 DEPTH OR
GREATER THAN 4" IN DEPTH.
EI
E2
PROP. APPROX. 4" ASPHALT CONCRETE BASE COURSE, TYPE B25.OB,
AT A111 AVERAGE RATE OF 456 LBS. PER SQ. YD.
PROP. APPROX. 4%2" ASPHALT CONCRETE BASE COURSE, TYPE B25.00,
AT A1V AVERAGE RATE OF 513 LBS. PER SQ. YD.
PROP. VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE B25.OB,
E3 AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. TO
BE PLACED I11i LAYERS NOT LESS THAN 3" IN DEPTH OR GREATER
THAN 52" I111 DEPTH.
PROP. VAR. DEPTH ASPHALT C011tCRETE BASE COURSE, TYPE B25.00,
E4 AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. TO
BE PLACED I11I LAYERS NOT LESS THAN 3" IN DEPTH OR GREATER
THAN SZ" 7111 DEPTH.
11lOTE: PAVEME11lT EDGE SLOPES ARE 1:1 U11lLESS SHOWN OTHERWISE.
25' MINIMUM
FULL DEPTH OF
SURFACE COURSE
D ETAI L 1
INCIDENTAL MILLING DETAIL
SEE PROFILE FOR LIMITS
END PROFILE
GRADE - TIE
u
� _
FULL DEPTH OF
SURFACE COURSE
�3„ MqX)
6.5' VC
, 3.0'
�G.�S 4:1
�S� �
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S
�
6" FOR ASPHALT BASE
12" FOR ABC BASE
�
JI
J2
P
R1
�
�
R3
T
U
V
W
C H E D U L E
PROPOSED 8" AGGREGATE BASE COURSE
PROPOSED 10" AGGREGATE BASE COURSE
PRIME COAT (AT THE RATE OF 0.35 GAL. PER SQ. YD.)
5 M011IOLITHIC CONCRETE ISLAND (KEYED IN)
2'-6" CONCRETE CURB AND GUTTER
SHO ULDER BERM G UTTER
EARTH MATERIAL
EXISTI11tG PAVEMENT
MILLED R UMBLE STRIPS
VARIABLE DEPTH ASPHALT PAVEMENT (SEE STANDARD WEDGI11tG DETAILS)
SEE PLANS TAVEL LANE
FOR SHLD.
WI DTH
R3 �
�SEE PLANS
D ETAI L 2
SHOULDER BERM GUTTER
�
E4
� �
3.0"
MIN.
C1 p� D5
C2 D2 D6
i�/� � -
21'� �
2
MIN.
� EXISTING
C3 p
C4
D
2�„
2
MIN.
�
�
PROJECT REFERENCE NO
R -5703
ROADWAY DESIGN
ENGINEER
SHEET NO.
2A -/
PAVEMENT DESIGN
ENGINEER
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
C1
E3
C2
E4
� �
3.0"
MIN.
Detail Showing Method of Wed in No. 1
g g
C� PROPOSED
C� EXISTING
Detail Showing Method Of Wedging
3.0"
MIN.
No. 2

�
�
� PAVEMENT SCHEDULE
N
�
� C1 3" S9.5B
C2 3" S9.5C
C3 VAR. S9.5B
C4 VAR. S9.5C
C5 1 %2" S9.56
D1 3 %2" I19.OB
D2 3" I19.OB
D3 3%2" I19.00
D4 4" I19.OB
D5 VAR. I19.OB
D6 VAR. I19.00
E1 4" B25.0B
E2 4�/2" 625.00
E3 VAR. B25.OB
E4 VAR. B25.00
J1 8" ABC
J2 10" ABC
P PRIME COAT
R1 MCI
R2 2'-6" C & G
T EARTH MATERIAL
U EXIST. PAVEMENT
V MILLING
W WEDGING
ORIGINAL GROUND \
�n� vn
VAR. SLOPES
SEE X-SECTIONS
�n� vn
ORIGINAL GROUND
10' , 6'
"?I
�n� un �
VAR. SLOPES ��O,o
SEE X-SECTIONS F
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ORIGINAL GROUND
10'
`?I
�n� v n �
VAR. SLOPES s�O,o
SEE X-SECTIONS F
�n� v n 6� I
ORIGINAL GROUND
18' 14'
17' W/G R
�2�
FDPS
V
� `�
6 :1
6'
T
�
18'
�
T
VAR. 0'-12'
SEE PLANS
J1
GRADE TO THIS LINE
14'
17' W/G R
12'
FDPS
V
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�
VI\/1VL 1 V 11 IIJ L11\L
�i :
� -L- (C.F. HARVEY PKWY)
� -EBL-
� 2 3'
TYPICAL SECTION NO. 1
-L- STA. 60 + 56.32 TO STA. 67 + 40.11
-WBL-
12' 12' 4' 2'
FDPS
D1 C� GRADE V
,0.025 POINT 0.0
�
14%2
T
� -L- (C.F. HARVEY PKWY)
� -EBL-
2 3' 2 3'
17' 17' 2' 4' 12' 12'
FDPS
6•�
0.0
6 :1
T
V GRADE C� D1
POINT 0.025
�
14%2"
VAR. 0'-12' 14'
SEE PLANS 17' W/GR
12'
FDPS
V
0.� �
6"
J1 .
GRADE TO THIS LINE
TYPICAL SECTION NO. 2
-L- STA. 67 + 40.11 TO STA. 88 + 75.44 (BEGI N BRI DGE)
-L- STA. 89 + 93.2 7(EN D BRI DGE) TO STA. 165 + 79.70 �BEGI N BRI DGE)
-L- STA. 167 + 17.71 (EN D BRI DGE� TO STA. 200 + 42 .89 (BEGI N BRI DGE)
-L- STA. 201 + 45.47 (EN D BRI DGE� TO STA. 214 + 44.75 �BEGI N BRI DGE�
-L- STA. 224 + 00.00 (EN D BRI DGE) TO STA. 2 80 + 81.56 (BEGI N BRI DGE)
-L- STA. 281 + 84.14 (END BRIDGE) TO STA. 341 + 25.54 (BEGIN BRIDGE�
-L- STA. 343 + 58.88 (EN D BRI DGE) TO STA. 357 + 44.56
-WBL-
VAR.O'-12' VAR.12'-16' 4' 2'
SEE PLANS SEE PLANS FDPS
D1 C� V
GRADE
0.025 POINT 0_0
J1
GRADE TO THIS LINE
�
14%2
T
� -L- (C.F. HARVEY PKWY)
� -EBL-
23' 23'
17' 17' 2' 4' VAR.12'-16'
6•�
VAR. 0'-12'
FDPS SEE PLANS SEE PLANS
V
0.0
6 :1
6"
T
C1 D1
GRADE
POINT 0.025
14%2"
TYPICAL SECTION NO. 3
-L- STA. 357+44.56 TO STA. 363+42.38 (BEGIN BRIDGE)
-L- STA. 365 + 26.30 (END BRDIGE� TO STA. 366 + 52.40
( J1
14'
17' W/GR
12'
FDPS
V
�.�, �
6"
GRADE TO THIS LINE
� �� � �
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F
PROJECT REFERENCE NO
R -5703
ROADWAY DESIGN
ENGINEER
SHEET NO.
2A -2
PAVEMENT DESIGN
ENGINEER
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
ORIGINAL GROUND
A\�
VAR. SLOPES
SEE X-SECT.
���
ORIGINAL GROUND
ORIGINAL GROUND
;/�
VAR. SLOPES
SEE X-SECT.
;/�
ORIGINAL GROUND
ORIGINAL GROUND
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� COMPUTED BY:
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DATE: 1 M 7i2016
DATE:
S UMMAR Y OF EAR THWORK
I1� C UBIC YARDS
LOCATION UNCLASSIFIED �rDERCUT EMBANKMENT BORROW WASTE
EXCAVATION +%
-L- STA. 60+56.32 TO STA. 88+70.41 Brid e 4 982 233 164 228 182
-L- STA.89+88,04 Brid e TO STA120+00.00 340 441 340 441
-L- STA.120+00.00 TO STA.150+00.00 160 068 160 068
-L- STA.150+00.00 TO STA.165+94.26 Bnd e 170 390 170 390
-L- STA.167+28.78 Brid e TO STA. 200+45.07 Brid e 398 424 398 424
SUBTOTAL 4 982 1302 486 1297 504
-L- STA. 201+36.12 Brid e TO STA. 214+46.00 Brid e 137 680 137 680
-L- STA. 223+99.17 Brid e TO STA. 254+00.00 285 105 285 105
-L- STA. 254+00.00 TO STA. 280+9216 Brid e 233 598 233 598
-L- STA. 281+89.13 Brid e TO STA. 312+00.00 270 844 270 844
-L- STA. 312+00.00 TO STA. 341+45.43 Bnd e 225 981 225 981
SUBTOTAL 1 153 207 1 153 207
-L- STA. 343+56.04 Brid e TO STA. 363+44.81 Brid e 494 869 494 869
-L- STA. 365+26.81 Brid e TO STA. 366+00.00 16 879 16 879
-Y1- STA.15+50.00 TO STA. 44+92.00 5 491 3 346 2145
SUBTOTAL 5 491 515 093 511747 2144
-YIRPA- STA.15+24.00 TO STA. 30+50.00 673 13 878 13 205
-Y1RPD- STA.14+42.00 TO STA. 29+00.00 941 11049 10108
-Y1LPA- STA.12+37.00 TO STA.17+90.00 33 735 33 735
-YILPD- STA.12+50.00 TO STA.17+66.00 2 18 864 18 862
SUBTOTAL 1616 77 525 75 909
-Y8- RT STA.19+76.61 TO STA. 50+00.00 3 730 14 784 11054
-Y8- RT STA. 50+00.00 TO STA. 63+00.00 1482 2 613 1 131
-Y8- LT STA.19+76.61 TO STA. 50+00.00 4 592 18 225 13 633
-Y8- LT STA. 50+00.00 TO STA. 63+00.00 2 883 2 964 81
-Y8RPA- STA.15+41.00 TO STA. 28+58.00 4189 118 718 114 529
SUBTOTAL 16 876 157 302 140 426
-Y8RPB- STA.14+69.00 TO STA. 28+13.00 44 63 623 63 579
-Y8LPC- STA.10+34.09 TO STA. 21+59.00 289 113 120 112 831
-Y8LPD- STA.12+34.00 TO STA. 23+14.11 94 101343 101249
SUBTOTAL 427 278 085 277 658
-SERVI- STA.10+00.00 TO STA. 39+64.25 634 13 080 12 446
-SERVl- STA. 39+64.25 TO STA. 65+63.38 317 15 599 15 282
-Y9- STA.11+00.00 TO STA.14+26.79 264 10 254
-DR4- STA.10+50.00 TO STA. 22+50.00 4 556 1230 3 326
SUBTOTAL 5 771 29 918 27 727 3 580
TOTAL 35 163 3 513 616 3 484178 5 724
MATERIAL FOR SHOULDER CONSTRUCTION
LOSS DUE TO CLEARING & GRUBBING
ADDITIONAL UNDERCUT
ROCK WASTE TO REPLACE BORROW
ADNST FOR ROCK WASTE
WASTE IN LIEU OF BORROW -5 724 -5 724
PROJECT TOTAL 35 163 3 513 616 3 478 454
EST. 5% TO REPLACE TOP SOIL ON BORROW PIT 173 923
GRAND TOTAL 35 163 3 513 616 3 652 377
SAY 36 000 3 700 000
Earthwork quantities are calculated by the Roadway Design Unit.
These earthwork quantities are based in part on subsurface data
provided by the Geotechnical Engineering Unit.
LINE
-L-
-L-
-L-
-L-
-L-
-Y1-
-Y8-
-Y8-
-Y8-
-Y8-
-Y8-
-Y8-
LINE
-L-
�"I'.�� "I'I�" (�>I�� \ �>II'�'I'I-II � �.-� I'�(�>I. I \ .��
11>I �'I�I(�). (�>I." [-I I� ��I-II ��".�� 1"�
� � � � �
S UMMAR Y OF
A SPHAL T PA VEMEI�T REMO T�AL
STATI ON
69 + 50
76+27
140+95
141 +15
256 + 35.42
39+71
31 + Ol
34+12
35+70
36 + 97
43 + 26
46 + 58
STATI O N
88 + 97
88+31
141 +25
141 + 31
39+94
36+38
36+75
35 + 97
39+93
46+14
51 + 72
LOCATION
RT
RT
RT
LT
LT/RT
LT
RT
RT
RT
RT
RT
RT
LENGTH
OR AREA
51796.06
32618.52
3997.63
1784.63
2418.29
973.92
11404.19
5679.00
681.74
25287.12
1652 7.44
14780.72
WIDTH
TOTAL
SAY
S UMMAR Y OF EXISTII�G
C01�CRETE PA T�EMEI�T REMO T�AL
STATI ON
55 + 47
STATI O N
56+38
LOCATION
LT
SHO ULDER BERM
G UTTER S UMMAR Y
LENGTH
OR AREA WIDTH
1920.57
TOTAL
SAY
SURVEY LOC. STATION STATION LENGTH
LINE
-L- LT 67 + 31.70 69 + 19.50 187.80
-L- LT 80 + 32.00 88 + 42.00 810.00
-L- RT 81 + 46.00 88 + 54.74 708.74
-L- LT 90 + 09.47 90 + 98.45 88.98
-L- RT 90 + 21.11 91 + 88.52 167.41
-L- RT 157 + 79.46 165 + 41.31 761.85
-L- RT 167 + 30.22 177 + 18.00 987.78
-L- LT 171 + 45.00 176 + 89.00 544.00
-L- LT 191 + 41.01 200 + 04.03 863.02
-L- RT 194 + 46.00 200 + 25.87 579.87
-L- LT 201 + 54.92 206 + 30.00 475.08
-L- RT 201 + 76.19 214 + 20.54 1244.35
-L- LT 211 + 12 .00 214 + 20.60 308.60
-L- RT 224 + 24.17 225 + 17.00 92.83
-L- LT 224 + 24.22 226 + 48.00 223.78
-L- RT 277 + 06.00 280 + 50.34 344.34
-L- RT 282 + 01.72 292 + 46.00 1044.28
-L- LT 282 + 32.37 292 + 46.00 1013.63
-L- LT 335 + 13.00 340 + 94.39 581.39
-L- RT 337 + 00.00 341 + 13.90 413.90
-L- LT 343 + 51.61 347 + 69.16 417.55
-L- RT 343 + 95.59 345 + 75.03 179.44
-L- RT 355 + 71.74 363 + 18.22 746.48
-L- LT 359 + 99.89 363 + 21.24 321.35
-Y8RPB- RT 10+00.00 20+27.00 1027.00
Tora�: 14133.45
SAY: �4,140
SQUARE
YARDS
5755.12
3624.28
444.18
198.29
268.70
108.21
1267.13
631.00
75.75
2809.68
1836.38
1642.30
18,661.03
18,670
SQUARE
YARDS
213.40
213.40
220
PROJECT REFERENCE NO
R -5703
WOVE11t WIRE FE1�CE, 47" FABRIC
STATION TO STATION LOC. 47" FABRIC 4" 5"
LT/RT LF POSTS POSTS
-L- 60 + 56.34 TO 86 + 40.44 LT 2,956.34 9 186
-L- 108 + 76.11 TO 166 + 24.91 LT 5,899.35 18 385
-L- 167 + 59.19 TO 200 + 2 7.44 LT 3,358.93 10 217
-L- 201 +30.02 TO 281 +02.55 LT 8,140.86 25 535
-L- 282 + 05.14 TO 341 + 17.05 LT 6,181.48 19 405
-L- 343 + 26.05 TO 347 + 69.16 LT 630.91 2 36
-L- 60 + 56.31 TO 66 + 90.83 RT 664.67 2 39
-L- 65 + 11.19 TO 70 + 05.44 RT 195.24 1 11
-L- 109 + 43.46 TO 135 + 78.32 RT 26,578.16 82 1762
-L- 144 + 94.38 TO 165 + 64.31 RT 2,030.03 6 131
-L- 167 + 04.25 TO 200 + 50.20 RT 3,515.03 11 228
-L- 201 + 52.79 TO 280 + 74.24 RT 8,118.95 25 533
-L- 281 + 78.83 TO 341 + 39.42 RT 6,093.56 19 399
-L- 349 + 72.15 TO 345 + 67.70 RT 246.38 1 14
-Yl- 14 + 32.00 TO 16 + 55.00 LT 248.00 1 13
-Yl- 36 + 38.20 TO 45 + 42.54 LT 932.73 3 56
-Yl- 13 + 00.00 TO 17 + 45.00 RT 470.00 1 2 7
-Yl- 32 + 36.44 TO 44 + 92.00 RT 1,262.21 4 82
-Yl RPD- 10 + 00.00 TO 28 + 00.00 LT 1,762.85 5 117
-SERVI- 10+50.00 TO 33+41.25 RT 2,287.16 7 151
-Y8- 19 + 76.61 TO 33 + 11.61 LT 1,359.57 4 86
-Y8- 51 + 08.14 TO 63 + 00.00 LT 1,217.95 4 76
-Y8- 15 + 87.77 TO 35 + 41.82 RT 1,976.35 6 128
-Y8- 48 + 10.58 TO 60 + 96.88 RT 1,338.97 4 83
-Y8- 61 + 62.06 TO 66 + 35.28 RT 484.39 1 27
-Y8LPC- 13 + 40.40 TO 18 + 48.66 LT 805.23 2 52
-Y8LPC- 18+97.09 TO 20+30.09 LT 204.17 1 12
-Y8LPD- 13 + 63.65 TO 20 + 31.80 LT 1,025.60 3 68
-Y8RPA- 10 + 00.00 TO 31 + 61.22 LT 2,062.90 6 137
-Y8RPB- 10 + 00.00 TO 30 + 98.00 RT 1,875.03 6 124
TOTALS 93,923.00 6121 1076
sAY 94,000 6,130 1,080
SHEET NO.
3B -1

C
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�
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REVISIONS I PROJECT REFERENCE NO. SHEET NO.
MATCH LINE -Yl- STA. 21 +00.00 SEE SHEET 26 Q DETAIL 1 DETAIL 2 DETAIL 3 DETAIL 4 DETAIL 5 DETAIL 6 DETAIL 7 R-5703 6
O LATERAL 'V' DITCH LATERAL BASE DITCH SPECIAL CUT BASE DITCH SPECIAL CUT DITCH STANDARD BASE DITCH STANDARD 'V' DITCH SPECIAL CUT DITCH RNJ SHEET NO.
� I V I C i���o s�o�ai � Ho� �o s�a�ei i No� �o s<o�ei � No� �o s�a�ei � Na„a s�a�e s<a�e
3 � ( PS ^ 3 PS � O 10.00'4RTYIRP ��[f �OO`,� SE��- � �. �8"�'�.J3 c�o��a 3.� D o� i^��. sioPe c�o�„d 3 � ` M��^o= z. F+. smva Nm��oi p F�o�te� siov co��d 3.�� AF\o��e� sioPe ��o��� 3. p ♦ ��o��� c,o��e 3.� � S,��e c�o��d c�a��a 3,� �a AF\o Slom ROADNGIN DRSIGN HENGINEERS
> I _ Oi��F , o� ` D'itc�h
O :J 3� Ground J �/ 3� Hs
� w � V �Iv Min. D= 2 F. B � B Min. D= 2 FL Min. D= 2 F. Min. D= 2 FL � g I Min. D= 1 Ft.
� B- 2.0 Ft.
'_____________________ �`T � +44.72 -Y1RPA- � L 6= 5 Ft. 8= 3 Ft. �-� Min. D= 1 Ft.
w O� Z' ,',' -YIRPA- S7' S�o. 29+0434 107.58' RT '` 6= 5.0 F�. B= 7 Ft. M A 01� 1 A 3+3 1
�- � � C +48.53 -SERVI- FROM STA. 24+50 -Yl- TO STA. 26 h86 -Y7- LT STA. 26+86 -Yl- FROM STA. 30+54 -Yl- TO STA. 31+00 -Yi- RT FRO ST . 3 00 -Y - TO ST . 3 2-Y - RT
� n. 3 S P E C. C U T ' V' D I T C H � ��• � F R OM S TA. 67+ 60 -L- T O S TA. 70+ 92 - l- L T F R O M S T A. 2 3+ 4 2 - Y l- T O S T A. 2 6+ 8 6 - Y 7- R T FROM STA. 27+02 -Y1RPA- TO STA. 29+90 -Y1RPA- RT S T A. 9 0+ 8 0 - L- FROM STA. 33+32 -Y7- TO STA. 35+50 -V7- RT
__ __ __ __ ___ __ _ p � I+ e � � SEE DETAII 4 CL I RIP RA ` Q, 45.00' LT � FROM STA. 80+35 -L- TO STA. 86+10 -L- LT
� EST 46 TONS � �� FROM STA. 90+03 -L- TO STA. 90+87 -L- RT
U I o I O C' ROBERT GILMER s£EvAd.� � C7� c y
� I R I�1 � � CL B RIP RAP � CEST 2IT0 9T URY OUTLET �11/ �/ o o,�1 p � �� DETAIL 8 SPECDIATC,UT DITCH
I � I� ¢ E5T 2 TONS Q EST 7 SY G P� ���� -��+ � [�- Fy � ������ s�^�e� n MichaelBakerEn ineerin Ina SUNGATEDESIGNGROUP,PA.
� I I 5 � EST 7 SY GF �- � � -J p� 1^ � \ � STANDARD eASE DITCH F
a � � I � /C -� �` > � \ /� %�n"a 4' o' � Ne Ha��.oi i n` °� < sione Nc e$ z s e aaie�en°Ncs`isos aaaa
� m !9- O � INot�o Scole) ti 50_eae ar�.ivay
� � �ural �ural 6 t'�e aiioHn� u�'i�nse�F�ta80 �
L. G MOSELEY. HFJRS +45 00 I I� I o � I 300' siow.� 063 �5�, T / Q�O � F ry0 , °roao 3a p 3� `°"" G����a Fo� a°� o ��O SEIRVI- -L- -Yl- TE RNDOCUMENT NOT CONSIDERED PINAL
63 o R o ^^'". o= Z F�. NLESS ALL SIGNATURES COMPLETED
DB 59� PG 5�6 i � I� � � � ° ;� ab2 2, \� o M��. o= 2 FL B Pl SY'a l7t/2.76 Pl Sl'a 29t�9.07 Pl S7a 100+38J9 Pls 57a 27t54J5 Pl 57a 30�i6234 Pls S�a 33f68A5
e � 0= 3P 58' 24.9' (LT) 0= 24' 34' 20.8' fLT) 0= 3' 36' /26' (RT) 9s = 3' 04' 332' 0=/4' 24' M5' fLTJ 6s = 3' 04' 332' DETAIL 36
O I I � 15" RCP-IV p o C o �\ 6- Z Ft' FROM STA. 25+50 -Y1RPD- TO STA. 26+57 -Y1RPD- LT � p� � ,�r�� I,, ��y STANDARD BASE DITCH
� � � FROM STA.30+47 -Yl- TO STA.34+93 -Yl- LT FROM STA.26+51 -Y1RPD- TO STA.27+S -Y1RPD- LT D= H'D �y33.0' D= 2'5Y,5y32' 0��GJ TG.J LJ =�l4.i� 0=.���.ir �= 2�AJl/ �rvoe�o s�oie�
I �m � 063 � PRp\ C FROM STA.36+03 -Yl- TO STA.37�i�26 -Yl- LT FROM STA.24+50 -Y1RPA- TO STA.26+00 -Y1RPA- LT L=�%9AG L= B�.�T L= 9/l95' LT = 136A2' L=�.� LT = 136A2'
Nai�.ai Nm��oi
� I q i �_ 0631 � M� Q � Q, WjRE Fag„ W�� \ T= 14325' T= 435.57' T= 456J2' ST = 68A2' T= 24022' ST = 68A2' �,��^ ,,, p,, .���
a I�� � ' a � F��E 4 FH� \ R= 500A0' R= 2�,OOOAO` R=/4.50�.00' R= 1,900.00'
x � � Hp J�IN DORSEY TYNDALL DS =�i011l� DS = 5v�ry Os = 70mph Ds = 60m� ^^�^ �- 05 F �.�.J
�
� so� I � oas � o 0 0 o R,o "� � \ oe asz ac e�o SE = 0.06 SE = OA5 SE = NC SE = O.OG e= z F,.
i � I^0 9 �g ^ 15" RCP-IV R o \ PC B PG H9 � RUNOFF = ll4' RUNOFF = ll0' RUNOFF = 204' FROM STA.21+30 -Y1RPA- TO STA.22+30 -Y7RPA-
I �g MONOLITHIC ISLAN OP C
J i � � \6 063 � 063 mN 2'_6„ o ^, a q� +0523 -Y1RPA \ O �
� I I � I F �� 063 y � F - �� � B5.00' RT F .
YIRPAp-� PO�yT Sn1n0.3/-fw0n3.63 = � I �I , " � ,s• ace-iv oe,� zs. � F � � \
YI- rV/ J/O.GG�.K a n NI � � o+60.00 �. TyP � CULT ` /
a� F- � p ��
�' a I F y p \ \ \ '1" /, _
064 -
\ �V
-YIi.PA- P� S%O Z'�'�.7I = N I a I I , URY LET 1.0' � o� SPEC. LATERAL �
Yl- P07' S70.23f09.42 j � I I I 'ao -YILPA- ST St . l9 G50 // \ \ 'V' DITCH a\ \ \ -SERVI- PC S7a. 24t83 �
REMOVE I I i I 1 � I ND C8G �`' \ \ o�' SEE DETAIL
I I 4 18 -Yl- +35J8 / y \ \
SPEC. CUT 2' I PS + .39 £ �/^ " \
BASE DITCH T so 50.0 4' / o
SEE DETAIL 3 � h2' 1' 1 12' ps r C -Y��A- S �. n'� �7l/ pb b�B \ \ op a
� w Z I aPiEs W � \ O +\ SEECDE qIL g DITCH C � \ �~ \ +83 51 -SERVI-
I I
Q-� � � SPEG CUT 'V' DITCH //� I I
3 u+ I � I SEE DETAIL 4 -Y �PA CS fI. ZE .3�F rv SPEC. LATERAL 'V' DITCH o ryp � \ CL B RIP RP,P I I
45.00' LT
m Z CL B RIP RAP 6- �
EST 2 TONS \ SEE DETAIL Il ry e� o -YILPA- I I
"' I� I I ♦ I l� m m EST 7 SY GF 1� A bry? � EST 14TONGF
Y�- 2J-!'00 0 � I I � c� � o _ \ o 0
�f' Pls SYa 18t5920 Pl SM l8t12A4 Pls 57a //+34.47
� � � I � cu�r � 9s = 22' 55' 059' 0=/35 33' 462' fLTJ 9s = 22' S5' 05.9' I I
� a i YILPA- ST �Fa. l0 .OiO = 'j -YIRPA- SC 57a. 24i0523 �
a.cu� ��b I I o " cu�r LS = 200,00' D= 22'S5 05.9' LS = 200.00'
+ss.00 -r,- n cq � � -L- a.9/'f09 A 2 z • • I
j i I I � o a r 1 \ � \ \ � \ w � LT =/34.47 L= 59L50' LT = 134.47 I
LATERAL 'V' DITCH 93.00' RT 0z � Q v � STANDARD 2' BASE DITCH o „� m
SEE �ETAIL 1 I I Q STANDARD 4' BASE DITCH EST. DDE=100 CY � o � \ � �, � ST = E%JO� T= 6IZA% ST = EI.7O�
� � I F J E S T D D E= 7 3 C Y S E E D E T A I L 3 6 m� Q �- 2�� I I
I I � I I , / SEE DETAIL 30 I P 1 1nn \ °� a: Q
I m I � � CL I RIP RAP /�S �y \ R E M O V E n -Y��A- �. 5� W / pR =
f � Os 30mp� II
oti � �
'� SE = OA�
+ 9 9. 5 0 - Y i- C p . I I � E S T 4 0 T O N po � � P P P �/RF�.4B�� \ RUNOFF = 200'
1350' ACCELERATION LANE �38.00' RT QJ � I � I I i J EST 75 SY �, �/ q \` / � I / //� REMOV O� � ' F�C ���F' +61.23 -Y1R\
O1 0 .
p C L B R I P R A P 4 1 5" C S P / D E T E N T I O N B, F S I N � �� \</���' 8 5. 0 0' R T \ �
ESTL26ITONS II- TS Si�O. Gv'�'IB Z ��� I II I I�2' �' �2 �2' I r NDARD �ASE DITCH 1S �/// / \ EST 8 TONS PS W/2 ELBOWS ,� �I I
EST 50 SY GF N EST DD 2� CY � ti� EST 21 SY GF / �� CL 6 P RAP pa �
I� LATERAL 3'BASE DITCH n �� �I �TANqRRD ' �,SE DITC�j,1 / �j ST 3� \ _ _
+05.00 q-C' MO E Y� HFJIiS� DETAIL 32 +54.52 -Yl- � q � � * I� ol SEE AIL 5 E ST�.D D 7 C Y \ CL 8 RIP RA��P/ � 062 \ d' p�- �y
� EST 2 TON Y T 1 0 5 Y F oy , SPEC. LATERAL 'V' DITC\ \ S E l 1✓� r/ J/ 0. 3 3+ M 2 5 I I R
140.46' RT $ 2. 1 // S�E D IL 5 0614 �B ((� EST 7,b'� / SEE DETAIL 11 � �
200.00' LT $� �i $� �484.99RTY1- 75500' RT Y� �� I I .Ol I / \ � � � b \ \ \ /P � I I � �
P D E f� l�� D U E � e + b o. / R I P R A P � / � o \
E p 5 5T 26 TONS J � EXCAVATE TO EV 72.5 \ � I
6 � ROBFRT K. HILL, JR. I I O
zI ES7 50 SY GF obi ' � 4 �/RPA- S 57a. ti'1'49 EST 3400 CY p ' � C \ \ � 8� � ' � ^
� D � / / \ SEECDETAIL�1 'V' DITC / O \ o� \\ \ \ C +41.25 -SERVI- I �" � �
�� I T I �5 ti YILPA- SC 57a. /2�i0�0.00 �� / � � O as.00- �T
� NCE LINE �?II I .03 I F � / � ROBERT qLMER FOSTER,ET AL REMOV \ _ I I W�^
060 ne, III � I� O 064 � E�RUCTURE __/ CL 8 RIP RAP �.c e� \ FILL EXIST DITC �YIRPA- . IJ�'�'ZG `S /�/� - R Z
y�- SC �Q, �fGG�,3 BURY INLET 1.0 i� 3 35 r / Q 064 \\� �� EST 2 TONS � b9T PG 527 YIRP - CS S7a. �BTD�.GJ TO ELEV 76.0
W p� r�p 5. 0' �" �I '� BURY OUT 0'. �CB � SEE DETAIL 35 � EST 14 CY -- R ��
065 EST 7 SY GF +26.70 -Y1RPA- \ 0 �
-YI- rW �O W'�E�Z = H� � I �~ > � � PC B PC IW \ 85.00' RT SPEC. LAT 2' BASE DITCH' � M W
.04 � � � w � � � E DETAIL 20 4i �-- ��' ti� W
_ -L- POT S7O.89t2852 I� � / se� oea cu�r � � � � 0 �` ,_
SBG FROM END BRIDGE CL B RIP RA �
p� � �III � / TO C8G LT z5' 06,3 -L- PC 570.95+8266 - � \ EST 2 TONS q� � _ F ��
GRAU 350 TL-3 NQ' � ST 7 SY GF v _ L (f�
N O60 FROM STA. 80+32 -L- TO BEG. BRIDGE LT � ��(n
�I 15" RCP-IV �B 75" CSP - _ a
W TYPE B 77 50:1 P 2GI C&G - 064 8:7 n"P + 4.61 -L- N I _y ^ W
W so:i TYPE 0 / 060 W/2 ELBOWS - � � 3 � � _ � 2z o ^� o «� � N
9 YIRPA- TS 570.12t38J0 a �
h 150.00' LT � PR�P 48 �n REMOVE �
N " PROP. 2'-6„ y WOVEN
«� E GUID IL o
� pbp p� � -L- +2 .67 I �~ 6� �� e - CL B RIP RA- CULT WIRE FE r W
O !� � -� E5T 5 TONS --' /� - NCE IINE F N
Q 76:1 ' �� � EST l4 SY GF � I I
c' y �n CL B RIP RAP � '
O n PROP. G IL T aI � � -
FS. � 1 N 8: - PS PE 8- 7 5:1 ' 06 YPE M350 B:1 0671 ~• o ry EST 7 SYOGF 062 -; -
2GI PROP. GUIDERAIL ab� - C
� e,� a_� TYPE M350 M TYP e��� n I n I _� --�� - 3'PBASE ITCH i
� u:i
zci Fs is Fs FS � � N - - - -- � - - see oeTA�� ,o _�IRP� POT /0 �+75� � I I
op i � , ' A � � 6 z�� -L- PT S�a.104i94.6/- - = = - _ " " ►�
g \5/ �� �S ZI I I Iy� BEGIN GU ERAIL - N'- � ,_ N I
Q �S �� _ �� � I � �tf -L- +3 38 � �y � �y 062 2GI FS �u
� 2G1 1 � � � � � _ �
N � � aea �1 � � �"► � � W
�Wµ, � �� 5� . � 1. N ^ ry � i PROP. GUIDERAIL ^�� W
. TY E B-7�7 � � TYPE B- 50:1 65 �� 0 062 062
J -- B ' /�II � � � CAT-1 ROP. 6„ �
� ti BMl z�i r a�► " N 75'¢qg3.6•E I' N
I z_
I-��iF � / .�R� MO _�1��_ i/N 1 C�G
1 I ��� c+ 2GI FS W W
�� I x I CB . � W
G _. �_ -i FO-= 4' SBG N
W �5 ,I M E 18 F 7�r �` � I 1I 4� � 36 � FROM END BRIDGE
Z F 20TC8 E%IST " RCP � I II � j � 1 1 TO C&G RT 0610 =- - _►
a 5
J � 0601 I / I ryP 15" CSP CL B RIP RAP _ �
W/2 ELBOWS EST 2 TON$ O
p1- I - � N EST 7 SY GF -��
= m� � � ol W 064 � ER FOSTER. ET al. F � �� �6 YIRPD- �� o` � I I = O
U I I SP �6� F � -YILPD- SC 57a. IZ'�'OO.i� F DB IO9T PC S2T / � d -, �J O
~ J + 1 £� •( 0 6 4 w PC 8 PG 163 / e:l 36' ��
� -__ RET i_ � I � E L'� I Dl PC 10 PG 215 -_ �- F
--_ � I� i� YILPD- ST S7a.10-f00.Ob �� Ce TMP �-
2 / o - -� � � r-
GTD -�uT�- �- � I � -L- POT S7o.92i00.00 oa�a � �-
� - �� / 2
- I � � CLEAN OUT DITCH \ O 1 I FILL EXISTING CHANNEL CULT "�a`��' 36 s
-'�UiL_ _ � EST 85 CY FILL '�'yaN / NP. � y C PROP.48" WOVEN
Z \� I � EEEDETAIL DITCH \ �6 PS £ o. / / � +98.07 -Y1RPD- s� q, W�RE FENCE LINE I N
I �� 75.00' LT
\ � I p SPEC. L4TERAL 2' BASE DITCH
\ o w� 3 ROBERT K. HILL, JR. C
� m SEE DETAIL 10
1 js� \ y �( � � +62.11 -Y1RPD- � m� Pfi �82 +43.46 -L-
A STANDARD 'V' DITCH �-p \ y1 uq �
/ 75.00' LT ♦ PC 8 150 750.00' RT
N � / CH�R� � �
EST. DDE-37 CY I y �\ J � I / / �
SEE DETAIL b IN \ � I I\ B`��� o °� v �
300' TAPER \ � � I / ��'� ' �0��� �
520' DECELERATION LqNE � Z � \ r I� 1 I +
�-� i��\ I� �`\ \ J � � �1Gg OP A8� � �
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W �___------ � R/WMON \ N� I~ � P R I
- eiw uoa � 3' � . _ � � � \ 36� �\P� \ � ' / / � \ G STANDARD 2' BASE DITCH -i�- �NC j8� &
�� NR% � � O EST. DDE=595 CY CL B RIP RAP / / Q MOODS -YIRPA- �-I'IRPD-
�I 66.96 -Y7- w SEE DETAIL 8 EST 5 TONS � F +50.11 -Y1RPD- �
N i � \ L. C. MOSELEY, HFFiS ,
N 157.54' RT q � � EST 14 SY GF SPEC. LATERAL 2' BASE DITCH 75.00' LT
\\ OB 59� PG 5�6 cu�i O / n soaq
i m l \ 0619 SEE DETAIL 10 � Q N� CCELERqiION
SPEC. 'V' CUT DITCH W 1 c� Y �.NE -y/- 6,000
I SEE DETAIL 7 q \� 6� SPEC. LATERAL 2' BASE DITCH �B � / / Y RP�' � G T � IO,7OO
� �\��\ Cl1LT - SEE DETAIL 10 064 � CL B RIP RAP I / P � �
+�36.44 -Yl- \ ' � pav CL B RIP RAP -Y�[PQ CS 570.16+84AI EST 2 TONS / C O � 1 Cl1LT 2,6QQ lQQ
L. G MOSELEY. HEIRS �\ n EST 11 TONS E5T 7 SY GF �� � YIRPD- ST SYa. ��'�'�.a% - $,7QQ 9QQ
78.34' RT P \ �� � 0 N�9 EST 28 SY GF CLEAN OUT DITCH K / � �j �
os ss� Pc 5�s +as.so -n- �F y nT s�ore oF o.n i 'e,� / JOF�1 DORSEY TYPDALL � � -L- POT 570.109+43.96 -YILPA- � �-YIRPA-
ia9.00- er \ � RE ove �\ -YILPD- ST 570. l8-I$4Al Foa ioa o oez � c / DB 852 Pc 9�0 -
DETAIL 10 O +oo.oe -ri_ q �� c� Q RAP PC e PG 1�9
=YIRPD- ST 570.18+5pJ1 �i .
SPECIAL LP.TERAL BASE DITCH 75+00' RT \ FILL EXIST DITCH '(�'
2 aiso -n- \ � os \ \ r roys/ y _ � �
�Nar�a s�aie� � TO ELEV 76.0 � 'L
96.50'R w � � \ �Y G C F / ` ��� -YILPD- YIRPD-
2 e � \ esi 7o cv � 4'PLAS_
NoNrol �o�e( Fill 3� RCP � ��\ � � � J6 -- _--G-��
c�o��d 3 A'' siope � �o TIE TO LAT DIT _-- ��� I,'JrO� �OO
� o F� � ..,x �s?� � o � SPEC. LATERAL 'V' DITCH e � - _ - - ��� 3.400 /„300
B M�n. D�= 2 Ft. � '� E SEE DETAIL 11 Obb 'o p'� ��
e�. 2 Ft. �?n \ A� END C& 2 '� � g�-\0� / W00�5 YI�D- ����
-o �. � � v -Yl- +17.57
FROM STA.16+00 -Y1LPD- TO STA.18+39 -Y1LPD- RT m 2\ �03 � p CL B RIP RAP o, s =, . .o . Pls S7a //+34.� PlSI'a l5-Ifi.326 Pls 570 /7+5/Jl � ,�j.000
�s g '�? esT z roNs zo cg � � G � 9s = 2255'059' 0= 110�55'40.5'(RT) 6s = 22'55'05J' �� 20nqADT 5.800
FROM STA. 131�70 -Y1LPD- TO STA. 16+00 -Y7LPD- LT �� p' 1� �
FROM STA.108+00 -L- TO STA.117+00 -L- LT Cl1LT �+ �' S k2�� E5T 7 SY GF 0627 y Lu � 2�.� D= 22'55��J�� Lu � 2�.�ld 2��
DETAIL 11 � e \ �� �B� REMOV C&G a SPEC. CUT 'V' DITC/ � � �
DETAIL 20 £�, �02 F b ;, SEE DETAIL 9 LT = 134.47 L= 484AY LT =/34.47
SPECIAL LATERAL BASE DITCH SPECIAL LATERAL 'V' DITCH FILL W/ � V� 65 OP. 7 �� � / �Q�EN � / �% _ �%�0/ T = 3 `C� /.L6`� � � �Ja
I��+�� s<oie� FLOWABLE MAT. A 4g� �NE BRIDGE SKETCH �
� Nm,o s�oiel h e
� a � \ o ���\ \q b k A - >_ / eR°e ���e � i R = 250.00'
� E �+ F n , 0651 I / �0.E F C'�. g� E / �3 = 3�li��i
�a,�,a, p., o� F;,, REMOVE G � s i a ,� cB v+ BEGIN BR DGE END BRIDGE )- N`'���0 ' 2 � � SE = OA$
Graund 3; ��� � Slopo Grou�d j. H� Slapa (f� � Vp� � �
� � f�°�e '� D F�� e SPEC. CUT 'V' DITCH \ J065 CB / O -L- S%/488'�' A, � g5• / /
B na��. o= ts Ft. SEE DETAIL 7 � � \ �o o n P� 062 � SL� d�3 i9,y��a, / �� /� RUNOFF = 20i0'
l---I B- z.o F, M��.o 2 F� � �� �� ,,,� N'' a �A / `� i END APPROACH SLAB rc w Pc as '9��,; /� / - FOR -L- PROFILE SEE $HEET 32 & 33
\\ �o '^ STANDARD 2' BASE DITCH � -L- .STA88+465 � a {� 2 DB 109T PG 527 's / � y5' B��
\ ' M NOLITHIC isu Hw so:� nre �n I w N E U S E R E G I O N A L 9 � � F O R - Y l- P R O F I L E S E E S H E E T 4 3 & 4 4
FROM STA. 14+00 -Y1LPA- TO STA. 16+50 -Y1LPA- RT +04.03 -Yl- \ $ / N n 'V' DITCH E S T. D D E= 1 0 0 C Y 0 P E B- 7 7 m, / // aE, j/ YIRPD-
FROM STA. 103 i� 67 -L- LT TO STA. 105 i� 07 -L- LT FROM STA. 26+76 -Y1RPD- TO STA. 27+58 -Y1RP0. RT � \' � EC. CU� SEE DETAIL 8 0- �1 o W wATER Qt SEWFR "'
FROM 5TA.95�36-�-To 5TA.96+oo-�-�T 75.00'RT � � N '� N £ n- .� / / UMPN FOR -Y1RPA- PROFILE SEE SHEET 45
o� �,'SEE DETAIL 9/� � '�, N � � R3ai� Pls Sto 11+92/5 PlSta /4+25.66 Pls Slo 16t5825
♦ f
DETAIL 30 FROM STA.17+70 -Y1RPA- TO STA.21+25 -Y1RPA- RT +04. 3- 1- � � +00.00 -Y1RP0. �- y %" F, 5(i
-� " � � > �5.00 �T o +,��� -Y,RP�- ` � � � £ ��P . � �� 6s = 552'3/.8' 0 = l3'05'l67'(LTJ 9s = G52�'�y3G8' FOR -Y1LPA- PROFILE SEE SHEET 46
STANDARD BASE DITCH FROM STA.27+25 -Y1RPA-TO STA.23+50 -Y1RPA-RT q�.g3�RT � \ 'p .p .D Y 75.00'LT �, o �� � � �� // �$ = �8,� D = ¢�Z8.7� LS = ZBB.IJI/ FOR -Y1RPD- PROFILE SEE SHEET 46 & 47
,No„os<a�e, � � G FOR -Y1LPD- PROFILE SEE SHEET 47
G°oV^' Na,�.a� `,�.p4A3 � ��� ♦ o $ \\�o � MOSELEY H�tS � � o -m� �i i LT =/92J5' L= D4JY LT = 192J5'
3J G U� 5 R o i 8�.p y pR � /---WLB� �.�y
.1.� p ,�.� c�o„� � `.}Q� F \ � �6 . ' 75.ODODSY�RPD- Y _L_ in8:1 NPE B-77 ; / / / .' � _ �.�3� T = ��.W S% = �.�3�
J' \ \ S � � F.\P / / / / � ` ` tV
R= I,200A0' FOR -SERVI- PROFILE SEE SHEET 54
BIaD=Fl3 Ft. � yl' � 5°°° \ ` �\ �\ �Q � �c �� 21 s. � 4Trre �n � "� �,�� ,�/� �� � � � �``� j S�SE = 0.08� FOR STRUCTURE PLANS SEE SHEETS S-1 THRU S-?
FROM STA. 92+22 -L- TO STA. 92+32 -L- LT qCJ� � � y� � \ \ \ rt� {� / / �, LOCATION: -L- (NC 148) AT -Yl- (NC 58)
Y�� ., � � S�� SN �•► i ��� � � � � i RUNOFF = 288'
� � � "
DETAIL 32 � � �.�f \ \ ,�8d +$o.00 -n- � - - - _ _
LATERP.L BASE DITCH ,a � 75.00' LT oo �/ /-' � - - e- � \ .1F � �
YILPD- POT S7a.20+9525 = s �n \t ...► � �� � �»ze,
, Ho„o �<o�e, e� � �� • � , - - - - - - - - _ - _
b Yl- POT S�a.35+54.66 1 k ' - - -
' '� � � i �e
�a,�.a� � � 1 � a' 2 3
.,
c��� 3.� p,�.� t�k�. soce (", ,8 3� 50:1 TYPE �77 �0 50-1 ` \� / �F � 1
� 5� P" BEGIN APPROACH SLAB Z rvre s-n � ,� � I
� e_^ ° o F� 5 F' YIRPD- POT SFa. 29t3/A2 = .� � bs Aa ���� -L- STA88+ , � -- V� I TIP NO.: R-5703 COUNTY: LENOIR
END APPROACH SLAB � DESIGNED BY: W. JOHNSON
i GRAPHIC SCALE
6= 5.o F�. Yl- PO'T Stv.35f65.66 �� ��N�G E ,, � s' Ps A � � 50 25 0 50 100
FROM STA. 86+10 -L- TO STA. 88+70 -L- LT -a C GN -L- 57A88t75.�F p5 END BRIDGE
G �'` �_ A CHECKED BY: T. BUCKNER, P.E. DATE:10-21-2016
PLANS

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DETAIL 10
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural 1 ot Fill
Ground 3•� p ��'\a��e< Slope
F
� Min. D= 2 Ft.
B = 2 Ft.
FROM STA. 108 + 00 -L- TO STA. 117 + 00 -L LT
DETAIL 15
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural 1 ot Fill
Ground �?.� p ��•�a,��e< Slope
F
� Min. D= 2.5 Ft.
B = 3 Ft.
FROM STA. 40+63 -SERVI- TO STA. 48+30 -SERVI- LT
FROM STA. 43+20 -SERVI- TO STA. 50+00 -SERVI- RT
ROBERT K. HILL, JR.
DB 1714 PG 182
PC 8 PG 150
5
SPEC.LATERAL
3' BASE DITCH
C SEE DETAIL 10
�
Q.
N
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N 75° 49' 43.6" E
_ _ _ _ —SERV/—
PROP. 48" WpVEN — — — — —
WIRE FENCE LINE _ — — — �
FILL EXIST DITCH
TO ELEV 73.0 FILL EXIST DITCH
—" --___ EST 24 CY TO ELEV 73.0
—� --------
� -- _ EST 23 CY
CULT � �
070 � �
CL B RIP RAP
6
DEBRA A. STROUD, ET AL
DB 1159 PG 839
PC 8 PG 147
PC 6 PG 309
Pls Sta l2/+4/.66
9S = l° 0/' 16.0"
LS = �8�.���
LT = 120.00'
ST = 60.00'
+40.00 -SERVI-
45.00' LT +38.15 -SERVI-
70.00' LT 70.00' LT
+38.15 -SERVI-
— PDE PpE 45.00� �T
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Pl Sta 124+75.49
�= 6° l2` 27.6" lLT)
D = l° 08' 04.5"
L = 547.14'
T = 273.84'
R = 5,050.00'
Ds = 70mph
SE = 0.04
RUNOFF = l80'
CUL
Pls Sta 128+08.79
6s = l° 0/' 16.0"
Ls = 180.00'
LT = 120.00'
ST = 60.00'
—SERVI—
Pl Sta 47+87.93
0 = 8° l4' S9.6" (LT)
D = l° l0' S2.9"
L = 698.34`
T = 349.77'
R = 4,850.00'
Ds = 50mph
SE = 0.06
RUNOFF = l32'
� �II�� REMOVE
CULT
�
M
0
�� 150.00' LT
� CHORD PROP. 48" Wp\
C � � WIRE FENCE LI
�
� — — — \ — — � — � — _ _ �
� \ \ — � __, _ _ — —
F SPEC.LATERAL
SPEC.LATERAL
3' BASE DITCH
SEE DETAIL 15
— — —PDE
�
�
PROJECT REFERENCE NO.
R -5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
7
HYDRAULICS
ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
Cary, NC 27518 � Raleigh, NC 27606
N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
7
FAYE GRANT .��
DB 1423 P�031(�9 LT
PpP� 6 PG 309
�
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I �
+01.65 - - I
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E
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� '- _ EST 7 SY GF ---- SEE DETAIL 15 EST 1 TON I O�
1� �t �� ^ � i ----__ ESTS SY GF I � �oo
� � N «— '- � � 0705 z --�II ------ � �
M N � � W N
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---- ______ I � `t
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PROP. 48" WOVEN -- _ CULT I
45' � FAYE GRANT HUMPHREY r--
I WIRE FENCE LINE C —� QB�423��09 �
� A Z r,�P. — —
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ROBERT K. HILL, JR. � DEBRA A. STROUD ET AL CHORD PROP. 48" WOVEN � I I� I
I CULT DB 1714 PG 182
+21.65 -L- WIRE FENCE LINE 'J
� �
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RATION LANE c,� � -� �
I � + � � � � ' \ —� ` _
� �, � 300' T F�� � EIP � �� �,RCP o _ — — _ 4�� PLASo (PNG) �_ _ — � � 1 7— � �_ {
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II� --�� ___ ____--c— -- � _ _ —� � -- oG 3�"DI (NRWSA) _—w--��,-r-- �l �� I I I I �
�15"RCP 18"CMP _-- --- —� __— -- � — �� I
� — — — c — —�ND— r � =ol� � �
I --_____ — 15'RCP � �
PNG1 � — — � 21.5� esT — _ _ � �
SR 1730 HUMPHREY ROAD 18�� cMP �-� � � ���I CAROLYN ESTELLE HUMPHREY ��� � I I� � I �
_�— � _ _— �� I I� � oI I DB 1198 PG 577 EIP �' I I /SFp � I
---`" —�� � �o � FAYE GRANT HUMPHREY `� o ISFD PC 7 PG 93 I I � I
FAYE GRANT HUMPHREY
� � LJ
— � _ — — — W — — — � � � �'� � DB 674 PG 260 � � `� � PC 8 PG 146 I �
(NRWSA� EXISTIN PC 6 PG 309 �' � I � DB 1423 PG 309
� `� � �z-, � ��, � I � PC 6 PG 309
30"DI___—w--"�-- � N 1 • �
_� ROBERT K. HILL, JR. o N — � � � I � I
DB 1714 PG 182 � o L—�� �— `1 m � I X I� ` S -- s
�— 1 PC 8 PG 150 m r �� ��_X� I I X --
� � I ISFD �_, .-� . � . FOR L PROFILE SEE SHEET 33
� RUINS I � I. � -- � �.a��. . �—I !� u � FOR -SERVI- PROFILE SEE SHEET 54 & 55

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Pls Sta 146+74.40
�s = 2° 27' /9.9„
Ls = 270.00'
LT = 180.02'
ST = 90.02'
O
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N
W
W
N
0
Pl Sta 158+6/.4/
0= 38° 24' 10.2" lRT)
D = l° 49' 08.1„
L = 2,///.3/'
T = 1,097.03'
R = 3,150.00'
Ds = 70mph
SE = 0.06
RUNOFF = 270'
= 23J CFS /
= 1.6 FPS
= 1.6 FT
0= 34.8 CFS /
)= 1.8 FPS
)= 1.9 FT
/
STA. 164 + 50 -L- RT
Pls Sta 169+65.70
�s = 2° 27' /9.9„
Ls = 270.00'
LT = 180.02'
ST = 90.02'
Pl Sta l3+12.83
0 = /' 39' /7e4" lLT)
D = /° 27' /5./„
L = 113.80'
T = 56.90'
R = 3,940.00'
Ds = 55mph
SE = EXIST
—Y3 — PT Sta. l3 +69.73
. �
/ �oo
�'�� p�,
°�6 �„
—Y3— PC Sta. 12+55e93 �
JAMES H FIELDS JR
DB 674 PG 294
� I
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FROM STA. 169 + 20 -L- TO STA. 173 + 75 -L- LT
FROM STA. 203+�q¢,�-�{{�JT(� ���i f5�{q-���
A
DB 1251 PG 915
PC3PG33
3_�--� --'-------9�M— �------ \
FROM STA. 158 + 50 -L- TO STA. 164 + 50 -L- RT
FROM STA. 175 + 56 -L- TO STA. 177 + 50 -L- LT
PROJECT REFERENCE NO.
R —5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
//
HYDRAULICS
ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
Cary, NC 27518 � Raleigh, NC 27606
N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
FROM STA. 9+ 53 -Y3- TO STA. 10 + 68 -Y3- RT
�^
�►
W
W
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FOR —L— PROFILE SEE SHEET 35
FOR STRUCTURE PLANS SEE SHEETS S-1 THRU S—?

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SBG
FROM STA. 171 + 45 -L- TO STA. 176 + 89 -L- LT
LATERAL 4'
�BASE DITCH
SEE DETAIL 21 CL B RIP RAP
EST 2 TONS
� ` � EST 7 SY GF
/
SPEC. LATERAL 4'
BASE DITCH
SEE DETAIL 12
\ \
\ � \
\ � \
\ � \
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DETAIL 10
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural 1 0< Fill
Ground 3•� p ��'�a,�e< Slope
F
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B = 2 Ft.
� \ FROM STA. 179 + 50 -L- TO STA. 182 + 00 -L- LT
DETAIL 12
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural 1 0'� Fill
Ground 3•� p ��'�a�te< Slope
F
� Min. D= 2 Ft.
B = 4 Ft.
FROM STA. 177 + 00 -L- TO STA. 179 + 50 -L- LT
\ � \
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\
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\ �\P ( Not to Scale)
Natural ��
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Slope
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4`u�� 6= 4 Ft.
b = 5 Ft.
DETAIL 22
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural � o� Fill
Ground 3•� p a���d��e< Slope
F
� Min. D= 2 Ft.
B = 5 Ft.
FROM STA. 175 + 56 -L- TO STA. 177 + 50 -L- LT FROM STA. 187 + 58 -L- TO STA. 190 + 50 -L- LT
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WB 98E PG 508
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/6
PROJECT REFERENCE NO.
R —5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
/2
HYDRAULICS
ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
Cary, NC 27518 � Raleigh, NC 27606
N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
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D
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FROM STA. 189 + 50 -L- TO STA. 193 + 66 -L- RT
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L = 528.23'
T = 264.73'
R = 3,150.00'
Ds = 70mph
SE = 0.06
RUNOFF = 270'
Pls Sta l9/+97.25
�s = 2° 27' 19.9"
Ls = 270.00'
LT = 180.02'
ST = 90.02'
Ut IHIL L
LATERAL BASE DITCH
( Not to Scale)
Natural ��
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Slope
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4` u'� B= 2.0 Ft.
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PROJECT REFERENCE NO.
R —5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
/3
HYDRAULICS
ENGINEER
Vlichael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway
•' =• ' Suite 600 915 Jones Franklin Road
Cary NC 27518 � Raleigh, NC 27606
N T E R N A T I O N A LNC LICenSe: F-1084 NC COA NO. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
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� ' Suirtye 600 915 Jones Franklin Road
/ // � � � I N T E R N A T I O N A LNC L�i ense� F-8084 � NC COA No. C-0890
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BZ � � � l8
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DETAIL 2
LATERAL BASE DITCH
( Not to Scale)
Natural ��
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Slope
� e � Min. D= 2 Ft.
I�►I B = 2 Ft.
b = 5 Ft.
— BZ 1
BZ 2—
DETAIL 10
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural 1 ot Fill
Ground 3•� p ��'\o��e< Slope
F
� Min. D= 2 Ft.
B = 2 Ft.
;OM STA. 203 + 00 -L- TO STA. 206 + 50 -L- LT FROM STA. 206 + 50 -L- TO STA. 208 + 00 -L- I
— BZ
BZ 2
150.00' RT
214.00' RT
DETAIL 25
LATERAL BASE DITCH
( Not to Scale)
Natural ��
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Slope
� o � Min. D= 2 Ft.
I-. `—'►I g – 3 Ft.
b = 5 Ft.
20M STA. 211 + 54 -L- TO STA. 213 + 50 -L-
E
+ 90.00 -L-
150.00' RT
214.00' RT
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DETAIL 8
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground 3,� ,�f� Ground
D
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FOR —L— PROFILE SEE SHEET 36 & 37
FOR STRUCTURE PLANS SEE SHEETS S-1 THRU S—?

BRIDGE SKET CH
BEGIN BRIDGE
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BEGIN APPROACH SLAB END APPROACH SLAB
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R -5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
/5
HYDRAULICS
ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
Cary, NC 27518 � Raleigh, NC 27606
I N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
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Ls = 270.00' D= l° 49' 08.1" Ls = 270.00'
LT = 180.02' L= 709.19' LT = 180.02'
ST = 90.02' T= 356.10' ST = 90.02'
R = 3,150.00'
Ds = 70mph
SE = 0.06
RUNOFF = 270'
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PROJECT REFERENCE NO. SHEET NO.
R —5703 /8
WW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
Cary, NC 27518 � Raleigh, NC 27606
N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
I < I
-YS- 15+00 WD DECK� � �� N �
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�\ FROM STA. 260 + 50 -L- TO STA. 262 + 36 -L- LT I
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/
/
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Pls Sta 267+75.79
6s = 2° 27' 19.9„
Ls = 270.00'
LT = 180.02'
ST = 90.02'
-L-
Pl Sta 272+2/.87
0 = /2° 53' S8.7" lLT)
D = l° 49' 08.1„
L = 709.19'
T = 356.10'
R = 3,150.00'
Ds = 70mph
SE = 0.06
RUNOFF = 270'
Pls Sta 276+64.98
6s = 2° 27' 19.9"
Ls = 270.00'
LT = 180.02'
ST = 90.02'
PROJECT REFERENCE NO.
R —5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
/9
HYDRAULICS
ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
Cary, NC 27518 � Raleigh, NC 27606
N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DETAIL 30
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground 3.� ,�.'� Ground
D
Min. D= 2 Ft. I g I
B = 4 Ft. ��i
FROM STA. 268+47 -L- TO STA. 269+50 -L- RT
DETAIL 25
LATERAL BASE DITCH
( Not to Scale)
Natural ��
Ground �.� p 3•� 7'%Ft. Fill
Slope
� o � Min. D= 2 Ft.
4•u�� B= 3 Ft.
Min. b= 5 Ft.
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FROM STA. 272+40 -L- TO STA. 279+00 -L- LT
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DETAIL 8 �
STANDARD BASE DITCH
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Natural Natural
Ground �.� ,�.1 Ground /
D
Min. D= 2 Ft. I g I /
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/ 29
/
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� PROJECT REFERENCE NO. SHEET NO.
/ R -5703 20
/ WW SHEET NO. ___
/ ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
/
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m � / � � � � • ' = • ' Suite 600ency�arkway g�5 Jones Franklin Road
��" � Cary, NC 27518 � Raleigh, NC 27606
� I N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
i�� I � � '� � DOCUMENT NOT CONSIDERED FINAL
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STANDARD 2 BASE DITCH � \ � � � � � � � � � � � �
EST. DDE = 90 CY � � � � � � �
SEE DETAIL 8 � � � � � � � � � �
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/ �� � ,� � � ,� � � ,� � � FOR —L— PROFILE SEE SHEET 39 & 40
� �� � ,� � � � � � � � � � � ,� FOR STRUCTURE PLANS SEE SHEETS S-1 THRU S—?

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\ PROJECT REFERENCE NO. SHEET NO.
\ R -5703 24
\ WW SHEET NO. ___
\ ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
\
\
\
-� - \
Pl Sta 10+84.28 �
0 = /° 43' 28.3° (LTJ \
0=�� ��' 23..3�� \ Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
L- 168.��, ,_ �, 80 0 Regency arkway g�5 Jones Franklin Road
' Suirtye 600
/ \ I N T E R N A T I O N A LNC L�i ense� F-8084 NC COA No. C-0890
T = 84.28
R= J�,EOO.00� \ DOCUMENT NOT CONSIDERED FINAL
Ds = 55mph UNLESS ALL SIGNATURES COMPLETED
SE = EXIST �
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WW FENCE m m STA. 347+6 -L- L1CAN Y FAMILY LLC �
W �� SBG � � � � _ - � � � BEGIN W� FENCE DB 22 PG 472
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W � � F � � -L- + 39.42 '% 7
Z � � - � - - - - - - - - - - � CULT - _ � � � 60.62 RT � � \ �, o ` 0.62 RT _ � `
� - / F �' � _I
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C Y 150.00' RT � F
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�-- SPEC. LATERAL 2' SBG \ � m 150.36� RT �
BASE DITCH FROM STA. 337+00 -L- +48.00 -L-
NANCY MCLAWHORN JONES TO BEG. BRIDGE RT 173.50' RT
SEE DETAIL 10 w w �
DB 1316 PG 222 �� Nl +27.00 -L-
�� N r M� � PUE 175.50' RT
35
DETAIL 8
STANDARD BASE DITCH
( Not to Scale)
Natural Natural
Ground 3_� ,�.1 Ground
D
Min. D= 2 Ft. I g I
B = 2 Ft. ��1
DETAIL 10
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural 1 or Fill
Ground �?.� p �'•\o,��e< Slope
F
� Min. D= 2 Ft.
B = 2 Ft.
FROM STA. 10 + 25 -Y6- TO STA. 10 + 66 -Y7- RT FROM STA. 32 8+ 07 -L- TO STA. 336 + 00 -L- RT
+18.50 -L- m N P5 r N z CANDAY FAMILY LLC
+08.00 -L- 228.50' RT ��G m m � � DB 16 2 PG 472
228.50' RT 150.00' RT �
150.00' RT �Gj� � TAND RD 2' BASE DITCH \ � \ 198.61' RT
EST. DDE = 65 CY � 8
� SEE DETAIL 8
�� ---� \ +50.50-L-
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,� ,� ,�-' � „ � ,� FOR STRUCTURE PLANS SEE SHEETS S-1 THRU S-?

REVISIONS
YBRPA-
Pls Stv 19+94J2 Pl S7v 2/+49J2 Pls Sta 23-f04A4 Pls Sio 25+82J0 Pl SYo D-f88.83 Pls 57a 30+0575 �
---------------------- 9s = l' 4Y 5/.5' 0= 4' l8' 47.5' (RT) 9s = l' 4/' S1.5' 9s = lE l7' S0.9' 0= 30' 22' 092' (LT1 9s = 3' l2' 452' DETAI L 11 /
LS =/60A0' D= 207'/94' Ls =/60.00' Ls = 256.00' D=/2'43'S6.6' 6s =/5/8'4/l SPECIALL4TERAL'V'DITCH DETAIL 30
PROJECT REFERENCE NO. SHEET NO.
R-5703 25
RNJ SHEET NO.
�,OADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
LT = I�.�I' L= 20325� LT = I�.�I' LT = l7G'N L= 23852' LS = ZSGM/ ������ s��1e� STANDARD BASE DITCH
I I (Norio s�aiel 05.00?LTYBR -
sr =�.�� r= roi.sa� sr =�.�� sr = ss.oa r= i�3 LT =/57J5 ��,oe, F,, � �a,�,a� �a,�,o� YBRPA- CS S7o.2sfos.2z TCH LIIVE _yg_
-------------------- R=?JOi0A0' R= 450.00' ST = 10053' Ga,�,o�
/�,, �/� /��,ro��d 3, Siope �rw� 3 1 �o�� �
-------------------- !Ju-JVI%I LN- 901/I � p F�ott 1 D 3 N 5��.49
SP 0 -YSRPA- -F- 00.
SE = OA SE � O / Min D= 3 Ft. 8 � � 2' BASE �T � 4' � oO
RUNOFF = l60' RUNOFF = 256' M;� o= 2 F,. / B= 4 F, �----� Q s� SEE DETAIL 3 "' � I ; � � SEE SHEET 30
FROM STA. 365+50 -L- t0 STA.366+25 -L- RT FROM STA. 37+33 -YB- TO STA.40+04 -YB- RT p. CL B RIP RAP �
FROM STA.10+84.14 -YBLPC- TO STA.18+40 -YBLPC- RT FROM STA.47+22 -YB- TO STA.48+12 -YB- RT � � EST . J .p8 f5 � i I 'II � p MichaelBakerEo�qeaeerin$alhnc. SUNGATEDESIGNGROUP,PA.
YBRPB- FROM STA.17+00 -YBLPC- TO STA. 79+50 -YBLPC- LT / DETAIL 25 � Y � E' GF � II P� � � ca c�z s e aaie�en�nrvciisos R�aa
FROM STA.14+00 -YSLPD- TO STA-16+00 -YBIPD- RT \ J ,. � +84.00 -YeRPA- / GI A . ,' q I �!' / eavDaOoHn�rvcif"nse'F'-iasa � e .
DETAIL 3 LATERAL BASE DITCH
FROM STA.19+40 -YBLPD- TO STA.22+78 -YSLPD- RT �No��a s�aie� 120.00
SPECIAL CUT BnSE DiTCH Pls SFa /3t3795 PlSto /5-F69J7 Pls S7a 17+9952 Pls S�a 22t75A7 PISFa 26t2693 P�S �O �%�.� / I �'9s+ -i 6.14 CUMENT NOT CONSIDERED PINAL
�Nor�o s�ai�� i i b p SPEC. CU7 'v' DITCH T � , R REMO UNLESS ALL SIGNATURES COMPLETED
6s = 6' S2' 3/.8' 0=/2' S2' l7J' (RT1 9s = 6' 52' 3L8 9s =/6' /7 50.9' 0= 6f 24' 442' (RT) 9s = l5 /7 509' Na,�,a, � � SEE DETAIL 4 sa I '�
Ls = 288.00' D= 4 4G' 28J' Ls = 288.00' Ls = 256.00' D= l2 43' S6.6' Ls = 256.00' �����d 3, 3> , h, F �� �` 6- ' -
"°,°`°� , °` "°", LT = 192J5' L = 26958' LT = 192J5' LT = O1.40' L = 98233' LT = l7/.90' DETAIL 31 ° �'°°` � °"c� � I ~'� �° � �
�o�� J:1 p � He< oa'I, Min. D= 2 F.
e�° siope I I B d' tQ J , ` � � � � +88.50 -YBLPD-
.S% ��.�.3 T=/35.36' ST = 36J3 �� 86.�ld T��.2� �� 86.�ld STANDARD 'V' DITCH 8= 3 Ft. N y Q 4- �- N~ RD 4' BAS DITCH
123.63' LT p� �y �j
e Min. D== 2 Ft. �ry� Irvo�ro s�oie� 6= 5 Ft. � r ry . E=35 CY -DR4- P/lV J/O. G4'�2.�
R��Fw.ar R= 450.00' O + . -Y RPA- LT = �6 I � D AIL 30
8= 2 ft. .}� 120.00' LT �
���m� �-�� rvm�,o � Na�ur i FROM STA. 14+24 -Y8RP8- TO STA. 18+59 -Y8RP8- RT 0 V' � Q, . I 4 C CULT �pUf
FROM STA. 28+12 -YBRPA- TO STA 29+03.59 -YBRPA- LT SE = O.OB SE = O ����� ,3.� 3.� �,°""a C"� N As. � �.02 I � �E \ WILLL4M L& I D THAXTON
RUNOFF = 288' RUNOFF = 256' ° � N evE / � I.ozs � a � • pg g� e za.00 -ra�Po- �
m��. o=i Fr. 'r Q� zsai -.1 .ozs PU PC PC �azoo� u
� O I F iso.oa �r
DETAIL 2 FROM STA. 26+24 -Y8RP6- TO STA. 26+31 -YBRPB- RT � � Q � I� \ 4' W� �
LATERAL BASE DITCH Y8�- -rB�Q- O O� QV� +66.70 -YBRPA- � � R OVE A ' +85.56 -VSLPD- C +36.00 -YBLPD- X�X
��orto s���ei � �j � ios.00 �T 4, � �� - T 0. 98t56J4 �oo.in- �r ia�.00• �r �
b CA `y 24' 130.00' LT
Pls SFa 11t34.47 PlSta 1Tf69�82 Pls SYa 22+6/.45 Pls S�a 11t34.47 P/SYa 18t7929 Pls S7a 22t2942 / >- / ' � Ps z' z � �T
6s = 22' 55' 05.9' 0= 227' 44' S9.8' (RT) 9s = 22' 55' 059' 6s = 22' 55' 05.9' 0= 220' 24' 36.5' (RT) 9s = 22' S5' 05.9' �Q � +". -v RP"- � � c+e ' Ps Z"' ' I cu�T HTR
c�o��a 3:� p 3'� � i^,�c- rai / U + 4 - P- 120.00' LT Pv� � 1 1 PS � -- _-�
��"" LS =`L00.00' D= 22' 55' 05.9' LS = 200.00' LS = 200.00' D= 22' S5' 059' LS = 200.Q0' o- �, z9.00 �r t 3 I I \ �
B Min. D�� 2 Ft. ('L J J
g= 2 Ft. LT = 13A47' L= 99375' LT =/34.47' LT =/34.47' L= 9i6/J2' LT = 134.47' � �,. -v RPA- �- e / �� c� W oos Z� �� I �
b= 5 F,. 5T = 67.70' T= 56482' ST = 67J0' ST = 67J0' T= 67929' S7 = 67J0' � 219.00' LT � P� I s I I I I \\ .o �} O
FROM STA. 356+63 -L- TO STA. 360+50 -L- RT R- ZJ�O.IX,�Y/, R= ZJ�O.ClO� PUE PUE -� UE � �' I �D � � GF,
FROM STA. 260+50 -L- TO STA. 363+00 -L- RT �y` = 30//�{n, �u =.30mph -YBRPA- SC S7a. 20-h4'/.45 � � � � M.
FROM STA. 347+00 -L- TO STA. 349+00 -L- RT +10.70 -YBRPA- �
SE = OA$ SE = 0.0� ios.00 �r < I I C.LATERAL 252 4r
RUNOFF = 2A0' RUNOFF = 200' � F o. � I,� 5 I V' DITCH
DETAIL 4 -YBRPA- TS SYO l8�$I.45 � �- -� SPEC ur v� i cH
I I 5 E DETAIL 11 15" CSP \
SPEC' Na CUT DITCH -L- - / � PA :/ / 55 N � o. SEE DE 4 I � ' C TREE � G "
_ _ _ / � /SPEG CUT V' ITCH SEE L 4 I I B _ -�W/2 ELBOWS � \
148.28' L7 / FS 36" P�III �\ A
/ ' � 2GI I � � N` �
� °` � �ioae 3ry� � \\ \
a ne P/s SFa 350+0929 PlSta 354t39.86 Pls SYa 358+64.68 � / �5, I I \ �°.� \
c�o��a �7:�� F�� ryn� CL B RIP RAP �P� o SPEC CUT 'V' DITCH � pq
� BS = J� W JrZ.S� 0- IJ CA �F9.� �RTJ 9S = J� �F% J�ZS� / EST 11 TONS SEE DETAIL DETAIL 4 5
Min. D= 2 Ft. �,y - 3`�70.00� D- 3'O� CJ�S.�/ L.S• - 3`�O.00I / EST 26 SY GF N � / I � � 57 � 2PBASED RCL g ��� ` �• SHRUBS
+87.45 -YBRPA-
L T = Z� l O. I Z� L= 6/ 5.� L T = Z l O. I Z� / 1 8 5. 0 0' L T / �� I � "' I� � � S E E D E T A I 1 0 � C B R I P R A P �(+ \
FROM STA.37+p0 -YS- TO STA.40�F�00 -YB- LT � CB' CULT EST SY GF B
FROM STA. 45+50 -YB- TO STA.47+00 -YB- LT �-���Y T= 3/070' ST = IZO.I% ' ,� � � G 3 I � F ES R 0 PI � EST TONS �C �
FROM STA. 46+50 -Y8- TO STA. 48+09 -YB- RT R=���Q,�%� � I ES F i
FROM STA.27+13 -YBRPA TO STA. 28+12 -YBRPA- LT Q �
FROM STA.27>13 -YBRPA- TO STA.27+63 -YBRPA- RT �_�� �� ,�Z �� F F I � \ \ '+99.0 LTYBLPD-
FROM STA. 28+42 -YBRPB- TO STA. 30+59.61 -YBRPB- RT R '
FROM STA. 11+91.44 -YBLPD- TO STA. 13+12 -YBLPD- RT RUNOFF = 360' �`" �e ' ^' /� � yl PEE' UT YS � SC S�O. IZ'�'OO.� /
\Q . � / � LL � EEu� TAI I ,
/ CAI�AY FAMILY LLC ea.oa -vs�ro-
DETAIL 10 �cY-1 / / DB NS22 PG �M � aRPp; (° ���. � / CULT h S I � I I \ �ci °� 166.00' LT
DETAIL S } / +80.00 -YBRPA- `� a o, � \ E%CAVATE TO EV 56.5
� .'+10.00 -YSLPD-
SPECIAL LATERAL BASE DITCH / - m � y 185.00' LT Sz EST 3300 CY "� I I I I 8 I 4 � � , 168.50' LT
STANDARD BASE DITCH ro'� l � J OUTLET STRUCTURE I ✓
� No� m s�aie� I( 20 .00' LT �, � I � '+11.00 -YBLPD-
�Na>>a s�aie� 1 +10.00 -YBRPA- 4 .
1 185.00' LT SEE DETAIL 35 y4 � � I � �6 ' � 151.50' LT
No�u�ol � o�g Fill � oun I 3 � urol / \ / �' �� OZp � U � �
c,o��d ,� p a\o� siope 1 p 3., ,o�� +3 .00 - BRPA- / o � \\ JCJ 03 � � �I � � 3s 4. - ne
185. 0' LT �yDETENTlO ddE OVE E� �w E w 4 -DR4- PT Sla. !A'�'24.6)
B Min. D= 2 Ft. ra�in. D= 2 Ft. � / 205. 0' LT DE o \\ BASIN � ELEV 57.0 E� � p CpNDAY FAMILY LLC ' 25 � � S 50'S9'0a�
8= 2 Ft. B= 3 Ft. � �./ � \ � I$•u• �IS• 4�z I � p � � y Q Ea� 26524 'V' DITC
FROM STA. 15+45 -YBRPA- TO STA. 15+70 -YBRPA- LT / � S�D 3' eASE DITCH � '1' \ O • � I� I n� � �} � �
FROM STA. 48+50 -YS- TO STA.51+25 -YB- LT C I RIP RAP EST. DDE=28 CY �' / CL B R AP � o g a I � � S�I � _ 15" C Q H R
FROM STA.13+12 -YBLPD- TO STA. 14+00 -YBLPD- RT / EST 33 T S SEE DETAIL 5 EST 11 TO � � ELEV 58.0 � � F - SI'O. IO �� I Im SHftUBS 6 W�2 E Q �
-L- SC S7a. 35/+29J6 EST 5Y G / E 8 SY GF o
/ S� BURY UTLETI.O' -= ` 300'TAPER .025 �3 z3 24' �' �� �R •43 57I �IT �p a \
^� sa �m �m � ��� -L- .ST 57a. 36/-104.56 ozs .oz � T d� S� dS��F W ANNE B CART , IS 2SFD I I HRUBS
� \ oy -L- CS SY . 357 .56 zss�� � o � � F �
o �'. I � .
/ w s
O .� (rg 3 � / + � � � �I � I � ` r�� C 5 +17.28 -YS�D-
�� � \ 45, � _ � � I Q : TREES� . 3 � O� � � 143.19' LT +34.01 -Y8LPD-
n9 SBG F 167.67' LT
YBRPA- POT SFa. l0�%Oi0.00 = / � TYP. � FROM STA. 360+00 TO �� F / I CL B RIP TRE ' '� z y +31.25 -Y LPD-
-L- POT S�a.347-1£9J6 , � BEG. BRIDGE LT I �� I - � = ES 2 TON �- 82.55' LT
\ > i. Z 12' 12' 12' II II -L- t� ' ES SY GF _� � 2'-
,n� �( J PS 4'REMOVE . . � BZ
�
/ / � r7 ` rs, al ' I I a � _ � � � -
�/ / \ 0 256 � ���' I I E 6 WS � PATN �
/ '�' s I �. OM STA. 4 L- ip �� I�� � . B � B 87- � -'
/ � f+ J `AT 1 � 2GI 2518 56 �O STA. 3 � � ��- LT I � 1� � / � � 186212 -Y - /N� /
/ / � �. N' 6 a' ~�. .` � �I I� I , I I � � � T � TREES j. .42 -Y LPD� 'Y/
/ / 252 � I I I � h� Q gl q /a 173.s�'tt
/ / �, � �m 25 _ o:r �TYPE 8-77 �'� � 5z � I I/ � X � isFo p � '� a i9 \ / .� �Y
� � o \ �B 2GI o " > a � TYPE 8-77 ]2.00� I� � I I .� ISF� ��U 3 (bT � SHRU85�!�, � � � � �� .
C �/ PROP. GUIDERAIL Fg � 2GI 5� '� -� I /€ ^ � �. vr,- ��
/ �� I � 4Y �..� � �a�e \ � ,�, ,y =Y - -
t� / o m � FS - „ C&G o ,. / 6� . � - � , 8Z �
, / s, a�� m c ^ .' �� � �>" iv �y �' j �' � BZ 2
\ i �Y S:1 F �- � � o � � / 18 ,�, � '_
� � o � ' �� � I5:1 TYPE B-77 5:1 w . / i � ^''y � a
/ � �� +00.00 -YSRPA- � \ � \ TYPE B-77ry I 2GI Io ' . E. ' / � '' / / �'�'e -�5 � / �y, i � � /
I G��Rp,S\� 785.00' LT / o. \ 2GI END GU2D 44 g�; � ��Z • � k 'Y '� ,y �
o P G � � �\\ 2513 2GI 2516 �y�o � .3 - 25� %/�f y2q9'p4. W B �
qa o / o. " 2 �y � ? 8:1 GRp,U 350 TL-3 .i 15" CSP 560' MERGE TAPER 52 b `�y j�(P d 'Y N 9414 'y I�'� 2
I 15" CSP � � � E �y BZ / 1
� W/2 ELBOWS � T�'PE B-77 / / /
+69.16 -L- o. � 0 250 / SBG CL 8 RIP �AP W/2 ELBOWS �
750.00' LT / FS � ay. FR ST . 355+71 TO BEG. BRIDGE RT L4TERAL 2' 15" CSP U � �y, �y � SPEC. LATERAL
\�y 15" CSP EST 2 TONS EGIN GUIDERAI a � �
� 3' BASE DITCH
SBG
END BRIDGE TO STA. 347+69 -L- LT
CL B RIP RAP
EST 1 TON
EST 5 SY GF
15" CSP
W/2 EL80
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L '
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/ �5' r�y, Z_ �y _ �..� 254 ' 255 CL B RIP RAP � SEE DETAIL 2 I' � I� 2'\6' C$ �0 � ,}, �y '% � / CL EB RIP TµqP 2 7
o. �J� s Pp s, 251 EST 2 TONS 255 I I I � ,. /
-� CL B RIP RAP I i / 20�• � EST 5 TONS
� � � �y �-- EST 7 SY GF EST 2 TONS CL RAP � I I I / ' �y /� EST 14 SY GF
�S, �no o � �\ � 254 ES� C� 5� EST 5 SYNGF ��� BY8-50 ' ' I: I � d zs' o� � / 1 rD TI PROJECT R-5703
�e � � ay U .-_ = 8 SPEC LATE � H �, '�P ` � �" � � -L- O Sta. 367 + 58.63
��' � o � \ o a ESTg3RTON5p� FS �Z� 12' 12' [� A� 11
�.. E5T 10 5Y GF CL B RIP RAP '
6 0. �. z o / � o esr z roNs � -IY8 Sla. l0-IOOAO = _
� ' 2G� PS 4� I 'I r yi '1' , � a
250 - � � EST 7 SY GF � �L� P� �0.364t28.98 = 55 .ozs _ Z Ps � 'I I I � / �.366+/53/ I iM_ _ _ _ _� I +04.50 -YBLPC-
`.�, o'� o. Fs yBRPB- 2� � ti ��� . � -- t ozs ca I 3 I � Y8 - SC SYV.12-I00 zn.ao �r
Ws ,� E� / ' 3T'9G q4,3 Y8 POT 57a.4✓ 5643 zs � �i
o f � Q GJ�� _ � � 2GI \ 1 � 53 ' � � ti BM18 253 +08.00 -YBLPC-
(6+0. Q0.� o. � SBG zso � zsb an � � � Id� � a V zzsso�ir
s END BRIDGE TO �E+T-�
0
o. `�o. / STA. 20+27 -Y8RP8- RT \� \ � 2511 0 . I �I ' � � YB� ��
a+, / 32� �, `'. \ O ' / +18.00 -YBLPC-
� ' 217.50' lT
�+ � TYP. �� v 'Y \ Z8 /� � \ '� z
ro. -a � / +03.39 -vBRP� � a` 02 0' � 'F / / / \ / +74.50 -YBLPC-
i o. �� 105.00'RT \ 512 � / � - � � 203.00'LT
i� _ � Z '� �''y URY INLE 1.0' +03.67 -Y8RP8- : _ 3z, .03 78.75 � '. W
/ / 0 36� +33.81 -YBRPB- � L 105.00' RT \ � �
9.� � 105.00' RT / ' +91.39 -Y8RP8- : ` ryP u+ °- � � ' � / � . f a
� p 250 �(YP. / � 105.00' RT , .04 Z � d �dsl/EC/LP,T L'V' DITC �
15" CSP � SPEC. CUT 'V' DITCH � ' " .. ' ' " " " " " " " ' '. .. .
� N E�_ QD C � 4 I I,� / E DETAIL 1 _ ' " ,. "
/ � W/2 ELBOWS PDE �y + 0.0 YBRPB- � SEE DETAIL 4 I / I �"
� / P , jO� \ 108.1�\T �? +61.91 -YBRPB- CHORD A � � � .OS � / I
�o. � 254 TDE TDE � 'y \ g 105.00' RT � +59.67 -YBRPB- \ y I / _ +76.47 -YSLPC-
/ \ � II l � Y8 ��. �-�,3.7J� \ U 143.19' LT
/ T �'j � \ \ 105.00' RT n y
2GI TDE (� +00.00 -Y8RP8- ,�y 'Y� M� , Ob 3 � B �/ /8 � 0�.39'��.� S ,�
� +15.00 -YBRPB- +65.00 -YSRPB- � '1' �g � � \ g DA�{D 4' BAS DITCH �, � B�� �5 � I ]
/ 145.00' RT
� 145.00' RT � m � a
� ]15.00' RT � �? \ � ♦ � oF 0 CY p- �„qTERAL 'V' DITCM A � c9 p���E I7}{ g
250 / O tDCL I RIP RAP LATERAL 3' e 25 OOORTY8RP8- \ ,�, 8 �y � �m Q C �� \ 07 = ^ / J 30 � SEE DETAIL 11 U BV A OSM N S
� AB9AR CCIa NI
GH CQ BASE DITCH � O \ 'F �� \ A` � ` J EMOVE � / I'
,�DE e57 3 70NS M SEE DETAIL 25 ti UE � PUE PUE PUE � / l5^ CSP � p� �+ 3�
CL B RIP RAP
24" CSP EST 7 SY GF M +40.00 -Y8RP8- � 67. 0-YBRP� I�� � a EST 2 TONS � �6 / v
W/2 ELBOWS � � 730.00' RT � \ � 1 \ (� (� � 25 II 6 � W/2 ELBOWS 4,
� i9 .50' RT O � A , � N ' EST 7 SY GF ^� O
D ` � .� +32.50 -YSRP F SPEC.'V' CUT DITCH L�/
� j V � y= � � 120.00' RT SEE DETAIL 7 J I �/ ,o- �� O� PS
� 54 -L- TS 57a. 347fS9J6 � m �, \ � � � CL RIP R u, i9 �f 4
V, I 'Y � h ES TON � / 256 / J
/ +13.15 -L- V � m � � \ � � \ ES 10 SY F � a
G 161.92' RT �,qTERAL 2 N � r � �9� j � A
\ d Cl1LT +46.50 -YSLPC-
BASE DITCH � � � � V +99.00 -YBRP� G�c � C 53 / 159.50' LT
SEE DETAIL 2 � � I � � � � 121.00' RT CB
CL I RIP RAP � � /
EST 4 TONS �' � � � DA AT NAT. GROUND O� C � �
F�r io SY GF m c�j Q G C� \ sa � F `� (pC- $�p. J5
+67.70 -C- r � � Q i�90.00 -YBRPB- F 2GI 7 7 / +48.50 -YBLPC-
157.74' RT � m ? � Qi 160.00' RT /
3S e � SPEC 'V' CUT DITCH �\ 176.50' LT
-YBRPB- TS 57a. 11+45B1 � O � � ��� SEE DETAIL 7 F 2 = � / J�'
�� +40.00 -V8RP6- �/ O 1 e
� CANDAY FAMILY LLC W � 165.00' RT 56 /� / `�\ 1 F +60.00 -YSLPC-
� I$'n PG �72 173.50' LT
%� F ' -\ / 155.50' LT
I ANDARD 'V' DITCH ��
vrrrv- rvi �ra. iurw.w =
- POT S�a.345t75A3 DETAIL 25
LATERAL Bo SE DITCH
� Nm s�aie�
b
Nalural ��
Ground .3.� p �.\ 1'iFt. fill
��oP�
� e � Min. D= 2 Ft.
�-� B= 3 Ft.
6= 5 Ft.
FROM STA. 349+00 -L- RT TO STA. 14+24 -Y8RP8- RT
DETAIL 27
SPECIAL LATERAL BASE DITCH
�No�b Scole�
Ga�tural p� oc F�ill
r und J.� p F\ He� sloae
u Min D= 2 Ft.
B= 3 Ff.
FROM STA. 19+93 -YBLPD- TO STA. 20+50 -Y8LPD- LT
(� EST. DDE-20 CY + 4- P � � SPEC. LP,TERAL 'V' DITCH
SEE DETAIL 31 125.87' RT '� 4' � � I�
G� �
�' 4' �b PS ps �2' 12' z, Z " � / w 1 53 SEE DETAIL 11.( / �
+72.00 -YBRPB- P 1 1 pS 1z� 12. 4 � � \� / x6i GB l PROP 2'-6" ��G 1 QJ
�j` ',`� 121.00' RT � PS � ti � F
t * /
R9 F 24.00' ■■ � / \GTD / �
+42.00 -Y8RP� �3� 23' zq p� � �/ / �
�
srn DARDIBASEODITCH 105.00'RT ° ozs ti/ /��4 �' I � I o�' " FOR -L- PROFILE SEE SHEET 42 & 43
,��,��S��Ie, �� m 025 �// 25 8�] e ¢ FOR -Y8- PROFILE SEE SHEET 48 & 49
GTD /
�vai�.ai Nm�,oi ,� � / a I MOyFi
4
�µ � � \ � \
c,o�nd g.� p.�.� �'°�^d y8RP6� CS J'a• SPECNT'V'D CH � � / 1+5' 0 RTBCL B RIP RA I N '� �°i o r� FOR -Y8RPA- PROFILE SEE SHEET 50
SEE DET IL 4
M�� o= Z F� � � �T ���� - ,� FOR -Y8RPB- PROFILE SEE SHEET 51
e= 4 Ft. EIDU.ID4SttGF
o r +94.83 -YB�P�- 3� HTR � R R f FOR -Y8LPC- PROFILE SEE SHEET 52
FROM STA.37+33 -YB- TO STA.40+04 -YB- RT pROP, I i. � ~�l � ,,_ :85' �T _ � - E ,Z.00 - B�P�- FOR -Y8LPD- PROFILE SEE SHEET 53
FROM STA.47+22 -YB-TO STA.48+12 -YB-RT m R,h, VA ` GT9 I - e� � 5z.°°'�T FOR STRUCTURE PLANS SEE SHEETS S-1 THRU S-.
� ,22.��� �T +25.�� -YB�P� z
~/ / p�_ I 152.00' LT 35.50' LT
DETAIL 7 � � /R B � ' L � , ADAMS �R�ALS LLC LOCATION: -L- (NC 148) AT -YB- (NC 11)
SPECIAL CUT DITCH C u ' � GTL� / +9 . -YBLPC- I ; o QV DB BO - - - - -
f � AR. 45.00' T � 48.66 -YA PC- I�
� Nono s�oiel .
p.e�, M,qTCN ��NE �� `/ / 42 - �
�F �B� I 7 EXIST. RM' ��•
Har�.ai � a� �� slapa � �• + -YBLPC- I �U� +52.12 -YBLPC� - - - - - - - - - -
c,o��a a.l p Q�O g �Y8� C� '�'" /�� � . 2.00' LT _ 159.58' L7 HTR - _ _
Min. D- 1 Ft. ,' A• 34 + 5p �� T 4 + .00 -YBLPC- � � �• � TIP NO.: R-5703 COUNTY: LENOIR
FROM STA.26+00 -Y8RP8-TO STA.26+72 -YBRPB- RT SEE SHEET 18 o LT �? +9�.00a �� ti� GRAPHIC SCALE
2� I 169 00' LT �X DESIGNED BY W JOHNSON
50 25 0 50 100
CHECKED BY:T. BUCKNER DATE:102VI6
PLANS

C'')
N
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/
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O
U
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Pls Sta 27+18.03 Pl Sta 29+23.18 Pls Sta 3/+28.16
�s = 3° 06' 42.3" 0= 5° 58' 47.8" (LT) �s = 3° 06' 42.3"
Ls = 252.00' D= 2° 28' 10.7" Ls = 252.00'
LT = 168.03' L= 242.14' LT = 168.03'
ST = 84.02' T= l2/.l8' ST = 84.02'
R = 2,320.00'
Ds = 65mph
SE = 0.06
RUNOFF = 252'
O
O
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N
DETAIL 13
SPECIAL CUT BASE DITCH
( Not to Scale)
Natural 1 ot Front
Ground �. ��' tet Ditch
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� Min. D= 2 Ft.
B = 3 Ft.
FROM STA. 26 + 50 -Y8- TO STA. 28 + 50 -Y8-
38
DETAIL 3
SPECIAL CUT BASE DITCH
( Not to Scale)
Natural 1 oC Front
Ground �. ��' �et Ditch
�� � F�°� Slope
� Min. D= 2 Ft.
B - 2 Ft.
DETAIL 4
SPECIAL CUT DITCH
( Not to Scale)
Front
ot Ditch
Natural � �'1 ,�,�yt Slope
Ground 3•j D �\�
Min. D= 2 Ft.
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FROM STA. 20 + 00 -Y8- TO STA. 26 + 50 -Y8- LT FROM STA. 37 + 25 -Y8- TO 40 + 00 -Y8- LT
DETAIL 10
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural � o� Fill
Ground 3•� p ���\a�et Slope
F
� Min. D= 2 Ft.
B = 2 Ft.
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O
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SPECIAL LATERAL 'V' DITCH
( Not to Scale)
Natural � 1 �� t Fill
Ground �?.� p ��d'�'�e Slope
Min. D= 2 Ft.
-YBRPB- ST Sta.30+98.00 =
-Y8 - POT Sta. 33 +l1.6/
PROJECT REFERENCE NO.
R -5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
29
HYDRAULICS
ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
Cary, NC 27518 � Raleigh, NC 27606
N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
� CANDAY FAMILY LLC QVE /
I DB 1622 PG 472 +98.00 -Y8RPB
58.00' RT GNOR� �
105.00' RT ^
+ 95.00 -Y8- Qv� � ` '
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+ 86.00 -Y8- �
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300' TAPER SPEC. CUT 'V' DI � �� / i � �
CL B RIP RAP /j +96.1��1($�TAIL
� �O EST 8 TONS 105.00' LT �� 32� rn
N �+ +50.00 -Y8- EST 21 SY GF E C/ o �(P•
105.00' LT + 45.00 -Y8- + 89.65 'Y - + 43.50 -Y8- PU � o.
SPEC. CUT 3' BASE DITCH 135.00' LT �22• 1- 120.00' LT / N �
� +21.59 -Y8- 45 OOOLTY$ SEE DETAIL 13 SPEC. CUT 'V' DI CH PU Rp F � 'o �
� +02.26 -Y8- + 2.03 -Y8- SEE DETAIL 4 +44.14 -Y8- CN� _ � M
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TDE PUE PUE -Pti� � - PUE _ _� �E- Tp 118.99' RT 25 � __ _
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V SPEC�CUT 2' BASE DITCH SPEC.�LATERALT 125.00' RT 42' 22 OO�RTY8
� SEE DETAIL 3 2' BASE DITCH
Q TYP. p SPEC. LATERAL 'V' DITCH -YS- CS SfO. 30+44.�4
+50.00 -Y8- � SEE DETAIL 10 CANDAY FAMILY LLC � SEE DETAIL 11
130.00' RT p +60.00 -Y8- DB 1622 PG 472 N BECKY 0 BERRY �
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6s = 3° 06' 42.3" �= 8° l7' 05.4" (LT ) �s = 3° 06' 42.3"
Ls = 252.00' D= 2° 28' 10.7" Ls = 252.00'
LT = 168.03' L= 335.47' LT = 168.03'
ST = 84.02' T= 168.03' ST = 84.02'
R = 2,320.00'
Ds = 65mph
SE = 0.06
RUNOFF = 252'
DETAIL 10
SPECIAL LATERAL BASE DITCH
( Not to Scale)
Natural � o< Fill
Ground 3•� p �*��\a��et Slope
e
� Min. D= 2 Ft.
B = 2 Ft.
FROM STA. 48+50 -Y8- TO 51 +25 -Y8- LT
AMILY LLC �S
PG 472
+15.00 -'
102.00' LT
+ 85.00 -Y8-
EXIST. RrW
102.00' LT
57
JOHN H& VERNELL W HARVEY
DB 1509 PG 649
PC 10 PG 339
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DETAIL 4 � 6" PLASo (���',�jL 37
SPECIAL CUT DITCH NC HWY ll 30.7'B�T L CUT DITCH
( Not to Scale) ( Not to Scale)
Front Front
o� Ditch o� Ditch
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�
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;OM STA. 60 + 00 -Y8- TO STA. bl + 00 -Y8- RT F M STA. 10 + 20 -DR4- TO STA. 11 + 00 -DR4- LT & RT
tOM STA. 10 + 78 -Y9- TO STA. 11 + 50 -Y9- LT NC HWY ll 32.5' BST
DETAIL 3
SPECIAL CUT BASE DITCH
( Not to Scale)
Natural .� o� Front
Ground 3• �'' �eC Ditch
•� D F\d{ Slope
� Min. D= 2 Ft.
B = 2 Ft.
- T� F� - END CONSTRUCTION
-YB- POT Sto.84+22.93
-Y9- POT Sta.10+00.00
-Y8- POT Sta. 6/+67.36
PROJECT REFERENCE NO.
R -5703
WW SHEET NO.
ROADWAY DESIGN
ENGINEER
SHEET NO.
30
HYDRAULICS
ENGINEER
Michael Baker En�qineerin�, Inc. SUNGATE DESIGN GROUP, P.A.
80 0 Regency arkway g�5 Jones Franklin Road
• ' = . ' Suite 600
� Cary, NC 27518 � Raleigh, NC 27606
I N T E R N A T I O N A LNC License: F-1084 NC COA No. C-0890
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
1
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�'/ N� BERT A& � 54.64' �T � +55.00 -DR4- DB 1522 PG 966 �� � / = iP INGER F HARRISON M o
� o O N N I E 0�[� S + 2 0. 0 0 - D R 4- 4 0 � 7 8. 0 0 L T M B 4 P G 1 4 8 I � S/L � � M 6 7 4 I P G 1 4 8 4 N�
'O ' D6�01 G 161 55.00' LT � , � +35.00 -DR4- +25.94 -DR4- �� ' -'p N ,�
_�`' � +41.35 -DR4- � 30.00' LT 30.00' LT � N 64°22��2„ z
�, 55.28� � -DR4- PT �Sta. 15+83.97 50.00' LT 50.00' LT 50 �� ��NC � � �2�d,g� E
� +44.50 DR4- � ' CL B RIP RAP 65.50' LT �+35.00 - � I m � -Y9- POT Sta. �J *CT'J�.
{� S R 62.00' LT EST 5 TONS EXIST. ILW . �
`' �1 S � 45 +65.�0 -0 4- � � -DR4- PC Sta. 13+28.99 EST 14 SY GF � N � � ISBKD DR4- POT Sta. 10+00.00
� I ISBKD � �
54.87' LT o . � , -DR4- -Y9- ,� °'� � �0 54
S 8 EIP � ,
-" S
N q�°58'21" E C��1
+35.00 -DR4- � 1�8•�8 � '
25.00' LT �
EIP� �
, � ,
�} . � �'-�o
Pl Sta 14+57.57 Pl Sta 22+0/.46 Pl Sta 10+64.54 � Y9- � f ����" �� -� N MaRcia D CRAWFORDN
0= l8 /5 4/.5 lLT) Pl Sta 26f55.35 � Op DB 746 PG 254
a � n /�-� ` u-a 3��` 64 16' „
D- 7 09 43.1 �- 54° l9' 07.2" (LTJ p= 48° 49 /8.4 lRT) �= 22° 5/' 13.4" (RT� � I 31 E MB 4 PG 148 ��
d- - , � v>c�
_�, „ D= 9° 32' S7.5" D= l3' 28' S2.9" D= 38° ll' 49.9" � � �� �� -� END 21� lON N�
L= 254.98' L= 568.82' L= 362e14' L= 59.83' 255" w EIP o.2�� �� Z� -Y9- POT Sta.14+2 . �
T= 128.58' T= 307.82' T= 192.89' T= 30.32� OUTSIDE R/W N FOR -Y8- PROFILE SEE SHEET 49
R= 800.00' R= 600.00' R= 425.00' R= 150.00' `� FO R-Y9- PRO F I LE S E E S H E ET 53
Ds = 25mph Ds = 25mph Ds = 25mph Ds = 40mph ,�
sE = 0.03 sE = 0.03 sE = 0.04 sE = 0.06 � E' F O R-Y 8 R PA- P RO F I L E S E E S H E ET 5 0
; FROM STA. 53 + 00 -Y8- TO STA. 53 + 73 -Y8- RT RUNOFF = 45' RUNOFF = 45' RUNOFF = 60' -Y9- POT Sta. 15+43.32 � FO R-D R4- P RO F I LE S E E S H E ET 5 6

!� Ji'

�l:t

Attachment F: R-5703 DMS Mitigation Acceptance Letter

Ehvironmental
Quality
�2t�Y COOPEIt
Governot
April 12, 2017
Mr. Philip S. Harris, P.E., CPM
Project Development and Environmental Analysis Unit
North Carolina Department of Transportation
1598 Mail Service Center
Raleigh, North Carolina 27699-1598
Dear Mr. Harris:
Subject: EEP Mitigation Acceptance Letter:
R-5703, NC 148 — Harvey Parkway Extension, Lenoir County
The purpose of this letter is to notify you that the Division of Mitigation Services (DMS) will provide
the stream, wetland and buffer mitigation for the subject project. Based on the information supplied by you on
April 10, 2017, the stream, wetland and buffer impacts are located in CU 03020202 of the Neuse River basin in
the Southern Inner Coastal Plain (SICP) Eco-Region, and are as follows:
Stream and I River Basin I CU Eco-
Wetlands Location Region
Impacts � Neuse f 03020202 � S1CP
Stream
Cold Cool Warm
0 0 2,167.0
Wetlands
Riparian Non- Coastal
Riparian Marsh
2.05 13.06 0
*Some of the stream and/or wetland impacts may be proposed to be mitigated at a 1:1 mitigation ratio. See permit application
details.
All buffer mitigation requests and approvals are administrated through the Riparian Restoration Buffer
Fund. The NCDOT will be responsible to ensure that appropriate compensation for the buffer mitigation will be
provided in the agreed upon method of fund transfer. Upon receipt of the NCDWR's Buffer Authorization
Certification, DMS will transfer funds from the NCDOT 2984 Fund into the Riparian Restoration Buffer Fund.
Upon completion of transfer payment, NCDOT will have completed its riparian buffer mitigation responsibility
for TIl' Number R-5703. Subsequently, DMS will conduct a review of current NCDOT ILF Program mitigation
projects in the river basin to determine if available buffer mitigation credits exist. If there are buffer mitigation
credits available, then the Riparian Restoration Buffer Fund will purchase the appropriate amount of buffer
mitigation credits from NCDOT ILF Program.
�Nothing Campares�.
State of North Carolina � Environmental Quality
217 West Jones Street � 1601 Mail Service Center � Raleigh. North Carolina 27699-1601
919 707 8600

Mr. Harris
April 12, 2017
Page Two
NCDOT TIP R-5703
Eco- Buffer Impacts
Buffer River Basin CU Region
Zone 1 Zone 2 TOTAL
Impacts Neuse 03020202 SICP 149,991A 121,430.0 271,421.0
The impacts and associated mitigation needs were under projected by the NCDOT in the 2017 impact
data. DMS cominits to implement sufficient compensatory stream, wetland and buffer mitigation credits to
offset the impacts associated with this project as determined by the regulatory agencies using the delivery
timeline listed in Section F3.c.iii of the 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 DMS
8420.
If you have any questions or need additional information, please contact Ms. Beth Harmon at 919-707-
Sincerely,
�
James . tanfill
DMS dit Management Supervisor
Cc: Mr. Tom Steffens, USACE — Washington Regulatory Field Office
Ms. Amy Chapman, NC Divi�ion of Water Resources
File: R-5703
�Nothing Compares�,.
State of North Carolina � Environmental Quality
217 West Jones Strect � 1601 Mail Service Center � Raleigh, North Carolina 27699-1601
914 707 8600

Attachment G: R-5703 30% Hydraulic Design Review Meeting Minutes

Minutes from the 30% Hydraulic Design Review Meeting
R-5703 in Lenoir County
December 5, 2016
NCDOT Division 2 Office
10:30 AM —12:30 PM
Agency Members:
Tom Steffens, USACE
Garcy Ward, NCDEQ-DWR
Travis Wilson, NCWRC
Minutes•
(present)
(present)
(present)
Participants:
Maria Rogerson — NCDOT Division 2
Bill Kincannon — NCDOT Division 2
Jay Johnson — NCDOT Division 2
Paul Atkinson — NCDOT Hydraulics
Craig Freeman — NCDOT Hydraulics
Dwain Hathaway — Michael Baker
Mark Pierce — Michael Baker
Terry Burhans — Michael Baker
Will Hines, Sungate Design Group
Josh Dalton, Sungate Design Group
Dwain Hathaway opened the meeting with a brief history of the project turned the
meeting over to Will Hines who proceeded through the 30% Hydraulic Design plans
sheet by sheet.
General Comments:
• Tom Steffens commented that the Corps prefers no rip rap in the bed of jurisdictional
stream channels throughout the project. Paul Atkinson responded that rip rap would
be evaluated on a case-by-case basis for each outlet.
Sheet 4:
• Will noted that the eXisting pipe is listed as a 36" diameter pipe (sta. 69+42 -L-) but
was field verified as a 42" diameter pipe.
Sheet 5:
No comments.
Sheet 6:
Garcy asked what type of water treatment would be provided for stormwater:
o Grassed median and grassed swale treatment will be provided for on-site
stormwater throughout the project based on 100 LF of swale per acre of
drainage area.
o A dry detention basin will be located in the gore area between Ramp A,
Loop A, and L.
The 42" cross pipe (sta. 90+80 -L-) conveys off-site drainage through the project.

Garcy asked whether the buffers within Loop A would be replanted. He stated that
since the use of the buffer is changing from agricultural to transportation the entire
buffers could be considered an impact (but not a stream impact). NCDOT responded
that the buffer areas within the project would actually be improved. In the existing
condition, the buffers are disturbed every crop cycle right to the top of stream bank.
With the project, the buffers would be allowed to reestablish vegetation.
Sheet 7:
No jurisdictional streams.
Tom Steffens asked if the project is backing water up on anyone.
Will Hines explained the existing drainage patterns. The drainage on the north side of
the road will be kept on the north side and the drainage on the south side of the road
wil] be kept on the south side. All of the stormwater eventually drains to the outfall
left of station 147+00 -L-.
Sheet 9:
• Additional surveys are being completed for the service road extension across Parcel 8
to Parcel9. A cross pipe will be added under the service road extension just
downstream of the proposed 60" pipe (sta. 147+12 -L-).
• The channel on Parcel 8 north of -SERV1- is not jurisdictional.
Sheets 10 & Sheet 11:
Tom Steffens asked if the channel upstream of the existing 48" pipe under SR 1004
(Hugo Road) and the proposed 42" pipe under -L- (sta. 169+14) was a jurisdictional
stream. It was confirmed that this section is jurisdictional but not buffered. The
buffers start on the downstream side of the existing 48" pipe outlet on -Y3- (Hugo
Road).
Tom asked if rip rap was proposed in the channel bed at the outlet of the 42" cross
pipe (sta. 169+14 -L-). Will stated that it was proposed in the bed since that portion of
the stream was not jurisdictional. Any rip rap that extends into the adjoining stream
will be counted as a permanent impact.
Sheet 12 & Sheet 13:
Tom asked which direction the ditch flows on the south side of the road (right of sta.
179+00 -L-) near the outlet of the proposed 30" RCP. Will noted that it appears to
flow away from the proposed road toward the southwest based on field surveys.
Sheet 14:
• Will noted that the roadway design was shifted toward the north to keep fill from
encroaching into the adjacent stream buffers for minimization of impacts.
• Tom noted that if riprap is placed in a wetland, then it's a permanent impact.

• Garcy asked if diffuse flow would be provided at the outlet of the 24" cross pipe (sta.
208+37 -L- right). Will noted that all stormwater from the pipe will be treated prior to
the buffer and the flow would be too large to provide diffuse flow.
Sheet 15:
Construction of the Stonyton Creek bridge will be completed from a wark bridge.
Will noted that the stream ]ocation in the WEX file does not match the FS file or
Sungate field surveys. The wetland boundaries will need to be updated to correspond
with the correct stream location.
• No deck drains are specified on the Stonyton Creek Bridge.
Sheet 16:
No comments.
Sheet 17:
`
Will noted that the jurisdictional stream (right of sta. 250+00 -L-) does not start until
downstream of the project. There is an existing head cut at the start of the JS. A base
ditch will be proposed from the new pipe outlet to the start of the JS.
Sheet 19:
The 66" cross pipe (sta. 268+48 -L-) will be buried 1' below stream bed.
Garcy asked what the side slopes were for the median ditch section. The typical
sections were checked and the side slopes verified as 6:1.
Tom asked if the channel adjacent to the roadway on the south side was jurisdictional.
Will noted that it was not a JS.
Sheet 20:
• Will stated that equalizer pipes were specified approximately every 250' across the
wetlands with no burial of inverts.
• Tom noted to make sure that rip rap pads located in wetlands are included in
permanent impacts. (All sheets)
Sheet 21:
• No comments.
Sheet 22:
The high point of the existing ditches (right of sta. 314+10 -L-) is within the fill slope
limits.

Sheet 24:
• The wetland at parcel 35 (left of sta. 337+00 -L-) should be considered a total take.
• There was a discussion regarding how to show the buffer lines at the existing 48"
pipe crossing far SR 1727. Paul Atkinson stated that the buffer ]ines should be arced
across the road, but not included as impacts through the transportation facility.
• Tom asked if the sloping abutment adjacent to the stream would be rip rap (sta.
341+50 -L-). Will stated it would be rip rap but the toe of slope is 10' from the top of
stream bank.
• The bridge end bents are now skewed. Plans will be updated in permit drawings.
• Is there access for maintenance between the sloping abutment and stream? Yes, there
is 10' from the toe of slope to the top of stream bank.
Sheet 25:
• The FS does not match the WEX file for the large wetland. The wetlands and streams
need to be corrected in the FS file. Upstream of the roadway, the stream is braided
and not well defined. The 54" pipe inlet (right of sta. l 8+50 -Y8RPB-) was located in
the lowest area based on Sungate field surveys.
• The EA Document shows a buffered JS (33� located in the wetland at the east side of
interchange (left of sta. 20+50 -Y8LPD-). The FS file will need to be revised to show
the stream location.
• Riprap as toe protection might cause scour. It was agreed to add a ditch from the
proposed 24" pipe outlet (left of sta. 13+50 -Y8LPC-) through the buffer to the
stream.
• Will noted that a dry detention basin is proposed between Ramp A and -L- (left of sta.
360+00 -L-). Tom stated that the wetland in this area should be a total take.
Sheet 26:
• Will noted the inverts of the 72" pipe under -SERV 1- (sta. 16+24 -SERV 1-) will be
buried 1' below the stream channel bed.
Sheet 27:
Wetlands are shown in the channel upstream of the 2— 18" pipes (right of sta. 38+22
-Y1-). The channel will be cleaned out and impacts shown in the permits.
Sheet 29:
• The stream left of station 28+50 -Y8- was not included in the EA Document. Is this
jurisdictional? Buffers? NCDOT to verify and provide updated FS/WET files as
necessary.

Sheet 30:
• Wetlands impacted by driveway (-DR4-).
• Tom asked where the hydrology for the wetland originates. Will stated that it
originates from the existing roadway ditch.
• The wetland boundary looks odd near -DR4- since it is depicted as a straight line.
Additional surveys are needed to extend the wetland boundary beyond the project
limits. NCDOT to provide updated FS/WET files as necessary.
• Tom asked if wetland will be maintained or should it be considered a total take. It
was agreed that if the hydrology could be maintained, the wetland would not be
considered a total take.
• The channel located left of -YB- is not jurisdictional.
Meeting adjourned.

Attachment H: R-5703 Permit Drawings Review Meeting Minutes

Minutes from the Permit Drawings Review Meeting
R-5703 in Lenoir County
March 16, 2017
NCDOT Division 2 Office
10:30 AM —1:00 PM
Agency Members:
Tom Steffens, USACE
Garcy Ward, NCDEQ-DWR
Travis Wilson, NCWRC
Minutes:
(present)
(present)
(absent)
Participants:
Maria Rogerson — NCDOT Division 2
Bill Kincannon — NCDOT Division 2
Jay Johnson — NCDOT Division 2
Paul Atkinson — NCDOT Hydraulics
Brook Anderson — NCDOT Hydraulics
Dwain Hathaway — Michael Baker
Mark Pierce — Michael Baker
Terry Burhans — Michael Baker
Todd Buckner — Michael Baker
Will Hines, Sungate Design Group
Josh Dalton, Sungate Design Group
After brief introductions, Josh Dalton opened the meeting and turned the meeting over to
Will Hines who proceeded through the Permit Drawings, starting with the Stormwater
Management Plan followed by the Wetland Permit Drawings.
Stormwater Management Plan:
• Garcy stated that a list of grassed swales would need to be included in the SMP.
Wetland Permits:
Site 1:
• Garcy asked if the pipe outlet can be buried. Will noted that this is an extension of an
existing pipe and that the pipe had not been upsized to allow it to be buried.
• Tom asked if riprap at the outlet will be below the bottom of the stream or laid on top
of the stream bed. Paul responded that the NCDOT Standard for riprap at pipe outlets
shows the riprap placed flush with the stream bed.
Site 2:
No comments.

Site 2A:
• Garcy asked about the proposed swale tying to the stream. Will responded that the
proposed swale is replacing an existing 30-inch pipe that is being removed.
Site 3:
• Garcy stated that a cross-section is needed for the 66-inch Pipe located under
Loop/Ramp A.
Garcy asked if diffuse flow can be provided at the edge of the buffer. Will responded
that the ditch is below the natural ground at the buffers edge and therefore a ditch is
required for positive drainage.
Tom aslced that Detail #35 be provided with the Roadway Plans.
Site 4:
• No comments.
Site 5:
The comment was made that calculations for the median grass swale need to be added
to the Permit Drawing. The sto�m drainage system has been revised and treatment is
now provided in the lateral ditch. Grass swale calculations have been added to the
Permit D�awings.
Site 20 (Sheet 14):
• Garcy asked about providing diffuse flow at the buffer. Will responded that with 4.5
acres draining to this swale, it would be difficult to provide diffuse flow.
• A comment was made about the slope of the grass swale. Will said that he would
verify the slope used in the grass swale calculations. The slope has been confirmed as
correct.
• Currently, the C/A fencing crosses the grass swale. A comment was made to place
the C/A fencing over the pipe.
Site 6:
Garcy asked if the piles for the bridge were included in the impact summary. Josh
responded that they had been included. Dwain commented that they would be
concrete piles.
Tom aslced about the 3.5 feet minimum clearance shown on the bridge profile. Paul
responded that dimension is for the riprap.
Garcy asked if there were deck drains on the bridge. Will responded that there are no
deck drains.

• There was a discussion abou� the Temporary Stream Impacts. The temporary impacts
have been included to allow for a temporary pipe stream crossing for construction
access. It was decided to leave them as shown.
Site 7:
• Garcy asked that grass swale calculations for the median ditch be shown on the
Permit Drawings.
Site 8:
• Garcy asked that grass swale calculations be shown on the Permit Drawings.
• Maria asked that the existing ditch between stations 270+00 to 272+50 -L- LT be
revised to 3:1.
Site 9:
• Will noted that the riprap pads in the wetland are drawn to scale.
Site 10:
• No comments.
Site 11:
• No comments.
Site 12:
• In this location, there is a gap in the JS stream with a portion of the stream not
classified as a JS. It was stated to only show stream impacts for the JS location and
as a result the wetland impacts will need to be adjusted as well as how the buffers are
shown.
Site 13:
� It was noted that the reference sheet numbers for the Site 12 Insert and Site 14 Insert
are not correct.
Site 14:
• No comments.

Site 15:
• Garcy stated that diversion channels need to be accounted for in Temporary Impacts.
Maria stated that additional easement may be needed.
Site 16 and 17:
Garcy asked if the 6:1 ditch slopes in the roadway ditch could be steepened to
minimize impacts to the wetland. The Roadway Enginee� has investigated this
request and determined that the ditch slopes cannot be steepened due to safety
requirements concerning the clear recovery area.
Sites 18:
Garcy asked if the fill slopes could be steepened. The Roadway Engineer stated that
the slopes may be steepened to 4:1, but if 3:1 were used, it would require guardrail
which may push the fill slope out further. Steeper slopes will decrease wetland
impacts and should be noted in the avoidance and minimization section of the Permit
Application. The fzll slope has been steepened to 4:1.
Sites 19:
• No comments.
Suffer Permits
Site 1:
• Note type of Utility Impacts. Overhead Power Lines are exempt and use a different
hatching.
Site 2 and ZA:
The comment was made that Maintenance crews need to stay out of Buffer Zone 1.
No mowing allowed in gore / loop area.
Remove hatching to toe of slope along existing -Y1-.
Site 3:
• Need additional easement for diversion channel. Adjust Buffer impacts as needed.

Site 4:
• No comments.
Site 5:
• The TDE will need to be adjusted to provide adequate room for construction of the
swale. Adjust Buffer impacts as needed.
Site 6 and 7:
• Pull Buffer Impacts in to match the Hand Clearing limits.
Site 8:
• No comments.
Site 9:
• No comments.
Site 10, 11 and 12:
• Reduced hatching on Y-line to toe of the existing fill slope.
Site 13:
• Revise Buffer as a result of the gap in the JS (discussed during the Wetland Permit
review).
Site 14:
� Check PUE impact and note type of Utility.
Site 15:
� Maria stated that additional easement may be needed for the diversion channel.
Buffer Impacts will need to be adjusted for the additional easement.
Meeting adjourned.